REVIEWED-BLD2023-0153+STRUCTURAL PLANS & CALCS+2.3.2023_3.17.55_PM+3350944..............REVIEWED........... .........,
BY
CITY OF EDMONDS
BUILDING DEPARTMENT!!
Structural Drawings & Calculations For:
Lane Deck
717 Pine Street
Edmonds, WA 98020
•21
Prepared for: Dave Lane
Job #: 11068-2021-01
Date: 5/28/2021
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 0 206-443-6212 ssfengineers-com
Ic»WHme MG TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253,284,9470
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018
EDITION).
2. DESIGN LOADING CRITERIA:
HANDRAILS AND GUARDS
GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD . . . . . . . . . . 200 LBS
RESIDENTIAL - ONE AND TWO-FAMILY DWELLINGS
FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . 40 PSF
MISCELLANEOUS LOADS
DECKS . . . . . . . . . . . . . . . . . . . . . . . . 1.5 x AREA SERVED
DEFLECTION CRITERIA
LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/360
TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/240
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE
PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE
SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE
REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING.
ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH
DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK.
4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND
DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL
DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING
SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL
ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH
ARCHITECTURAL AND STRUCTURAL DRAWINGS.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE
CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY
AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING
CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS
OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT,
SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO
THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON
STRUCTURES DURING CONSTRUCTION".
7. 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.
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO
REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL
TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED
OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS
BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL
DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE
USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE
PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT
ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED
CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION
AND FIELD USE.
GEOTECHNICAL
9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE
ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR
APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN
ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT
FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE.
BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND
PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE . . . . . . . . . . . . . . . . . . . . . . 1500 PSF
RENOVATION
10. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING
CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF.
11. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND
CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING
CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL
ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE
EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS.
12. CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL AREAS OF NEW WORK. ALL ROT
SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS
DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT.
CONCRETE
13. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE
WITH ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY
STRENGTH OF f'c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2
SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A
SLUMP OF 5" OR LESS. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY
REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS f'c = 2,500
PSI.
14. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE
AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494,
AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN
ACCORDANCE WITH ACI 318-14, TABLE 19.3.2.1 MODERATE EXPOSURE, Fl.
15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE 60, FY = 60,000 PSI.
16. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN
ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT
#5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT
ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR
DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN
ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE
FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS
SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.
17. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED
TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 1v
FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . . 2"
FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER). . 1-1/2"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . 1-1/2"
SLABS AND WALLS (INT. FACE). GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4"
ANCHORAGE
18. EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG -BOLT 2" WEDGE ANCHORS AS
MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT
CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT
REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE
INTO FULLY GROUTED CELLS. PERIODIC SPECIAL INSPECTION IS REQUIRED TO
VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE,
HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION
INSTRUCTIONS.
19. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE
"TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -
TIE COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-
2713 (CONCRETE), NO. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT
REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO
FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED.
WOOD
20. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN
CONFORMANCE WITH WCLIB STANDARD No. 17, GRADING RULES FOR WEST COAST
LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017.
FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS (2X & 3X MEMBERS)
AND BEAMS
(4X MEMBERS)
BEAMS (INCL. 6X AND LARGER)
POSTS (4X MEMBERS)
(6X AND LARGER)
STUDS, PLATES & MISC. FRAMING
HEM -FIR NO. 2
MINIMUM BASE VALUE, Fb = 850 PSI
DOUGLAS FIR -LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1000 PSI
DOUGLAS FIR -LARCH NO. 1
MINIMUM BASE VALUE, Fb = 1350 PSI
DOUGLAS FIR -LARCH NO. 2
MINIMUM BASE VALUE, Fc = 1350 PSI
DOUGLAS FIR -LARCH NO. 1
MINIMUM BASE VALUE, Fc = 1000 PSI
DOUGLAS FIR -LARCH NO. 2
OR HEM -FIR NO. 2
21. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD
OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN
LIEU OF PLYWOOD.
ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16.
FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24.
WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0.
PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT
UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE
APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8"
SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
22. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
MASONRY.
23. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD Ul TO THE USE
CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD
FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS
CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR
USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B.
24. WOOD TREATED FOR FIRE RESISTANCE SHALL MEET THE REQUIREMENTS OF ASTM E84
OR UL 723 AND HAVE A LISTED FLAME SPREAD INDEX OF 25 OR LESS. FIRE
RETARDANT TREATED LUMBER AND WOOD STRUCTURAL PANELS SHALL BE LABELED IN
ACCORDANCE WITH IBC 2303.2.4. WOOD TREATED FOR FIRE PROTECTION FOR USE IN
INTERIOR ABOVE GROUND CONSTRUCTION AND CONTINUOUSLY PROTECTED FROM WEATHER
AND OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA UCFA. WOOD TREATED
FOR FIRE PROTECTION FOR USE IN EXTERIOR ABOVE GROUND CONSTRUCTION AND
SUBJECT TO WETTING OR OTHER SOURCES OF MOISTURE SHALL BE TREATED TO AWPA
UCFB.
25. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE
CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE
NOTED.
WOOD TREATMENT CONDITION PROTECTION
HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED
CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR
CONTINUOUS HOT -GALVANIZED
PER ASTM A653
CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS
CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS
AZCA ANY TYPE 304 OR 316 STAINLESS
INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 190.
WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND
EXTERIOR DRY) IS EXPECTED TO EXCEED 190. CONNECTORS AND THEIR FASTENERS
SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS
RECOMMENDATIONS FOR PROTECTION OF METAL.
26. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019.
EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED
THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE
NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD
CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS.
ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS"
SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH
BEAMS WITH "MIT" SERIES JOIST HANGERS.
WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS
OR BOLTS IN EACH MEMBER.
ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS
MEMBERS CONNECTED.
27. WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE
LENGTH
DIAMETER
6d
2"
0.113"
8d
2-1/2"
0.131"
10d
3"
0.148"
12d
3-1/4"
0.148"
16d BOX
3-1/2"
0.135"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL.
NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE
DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD.
INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70
PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8"
AND SMALLER LAG SCREWS.
28. NOTCHES AND HOLES IN WOOD FRAMING:
A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED
ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN
JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED
IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND
RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE
JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD
THE DEPTH OF THE JOIST.
B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED
TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH.
A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS
PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF
THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED
HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR
NOTCH.
C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB
JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE
NOTED.
29. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE
PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO
THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC
"TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS
OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE
SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL
DRAWINGS.
B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS.
ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE
PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND
AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS
SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS
SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT.
ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END
NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END
NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE
TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND
PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD
FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR ATTACHED
TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER
EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF
BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12"
ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED
TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4"
TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2"
(NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL
EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP
AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE
STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT
ALL PANEL EDGES AND PANEL ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL
PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND
ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID
BLOCKING AT ALL BEARING POINTS. TOE -NAIL JOISTS TO SUPPORTS WITH TWO
16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON
METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI
JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER.
UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING
SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6"
ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD
WALLS AS SHOWN ON PLANS AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS.
PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT
UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE
APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW
1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING.
TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER UNLESS OTHERWISE
NOTED.
25'-6"
HUCQ W/ SDS 1/4x4-1/2" HUCQ W/ SDS 1/4x4-1/2" HUCQ W/ SDS 1/4x4-1/2"
SCREWS TO LEDGER SCREWS TO LEDGER SCREWS TO LEDGER
SSK-3
....................... ......................................................
P.T. 2x12 LEDGER P.T. 2x12 LEDGER
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SSK-5
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(2)#4 BOT. EA. WAY (3)#4 BOT. EA. WAY
0 (2)#4 BOT. EA. WAY
DECK FRAMING PLAN
Deck Framing Plan Notes:
1.Do not scale drawings.
2.Deck framing shall be P.T. 2x12 HemFir No. 2 at 12" o.c.
3.The bottom of all exterior footings shall be 18" minimum below grade.
4.Refer to General Structural Notes for additional requirements.
SSK-5
v
SSK-1
� POST, PLINTH, & FTG.
)ST PER PLAN
BSQ SERIES
DST BASE
E
Deck or Canopy Post Footing - Square Plinth
SSK-2
WATERPROOFING PER ARCH.
P.T. 2x LEDGER TO MATCH
DECK FRAMING (U.N.O.)
W/ (2) ROWS SDS1/4x31/2
SCREWS @ Toc, STAGGERED
LUS SERIES HANGER
DECKING PER ARCH.
P.T. DECK JOISTS
PER PLAN
ALL FASTENERS INTO PRESSURE
TREATED WOOD SHALL BE GALV.
OR STAINLESS STEEL PER
GENERAL NOTES
(E)FLOOR FRAMING
-ICV
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F
Cam_
T T
-1N
E
4" min. 3"oc
5" max.
SDS Screw Spacing Elevation
NOTE: LEDGER FASTENER SPACING
MAY BE OFFSET UP TO 3" TO AVOID
INTERFERENCE W/ JOIST HANGER
Typical Deck Ledger Detail
SSK-3
DECK GUARDRAIL
PER ARCH. (48"oc max.)
(2) 1/2" 0 HDG BOLTS
EA. GUARDRAIL POST
N� L
CONT. P.T. 4x RIM
*P.T. 2x BLOCKING
BM. PER PLAN
POST PER PLAN
X INVERTED LUS HANGER
E
DTT2Z EA. GUARDRAIL
CL
POST
DECKING PER ARCH.
P.T. DECK JOISTS
PER PLAN
A35 @ 48"oc*
(2) 16d EA. JOIST
*PROVIDE H3 CLIPS TO BM. AT
EA. JOIST IN LIEU OF BLKG. &
A35 CLIPS WHERE REQ'D FOR
TREX RAIN ESCAPE
Typical Cantilevered Deck w/ Guardrail Detail
SS K-4
DECK GUARDRAIL
PER ARCH
BEAM PER PLAN
(2)1/2" 0 HDG BOL
EA. GUARDRAIL F
[NG PER ARCH.
JOISTS PER
EA. GUARDRAIL
�/-j SAYS FULL- DEPTH
2x BLKG. W/ A35 EA.
END OF EA. BLOCK
Typical Deck w/ Guardrail Detail
SSK-5
Beam
JOIST
HF
2 x 12
w1=
70
plf
R1=
488lbs
w2=
70
plf
R2=
563
Ibs
L1=
14
ft
M+=
1,698
lb-ft
L2=
1
ft
M-=
35
lb-ft
X=
7.00
ft
Fb=
644
psi
P=
-
Ibs
Fv=
38
psi
b=
1.50
in
Aspan=
0.258
in
d=
11.25
in
I span/
650
E=
1,300
ksi
Acant=
(0.06)
in
Cv=
1 1.001
1
1 1 cantl
1
(410)
R1t
w1
L1
w2
t R2 L2
P
Beam
BEAM
PSL
5 1/2 x 11 1/2
w1=
563
plf
R1=
3008lbs
w2=
80
plf
R2=
3,199
Ibs
L1=
11
ft
M+=
8,045
lb-ft
L2=
2
ft
M-=
161
lb-ft
X=
5.38
ft
Fb=
796
psi
P=
-
Ibs
Fv=
59
psi
b=
5.50
in
Aspan=
0.150
in
d=
11.50
in
I span/
861
E=
1,600
ksi
Acant=
(0.09)
in
Cv=
1.00
1 cant/
(544)
R1t
w1
L1
w2
t R2 L2
P
Beam
T. BM.
HF
3 x 12
w=
420
plf
R=
1,365
Ibs
L=
6.5
ft
M=
2,218
ft-Ibs
b=
3.00
in
Fb=
421
psi
d=
11.25
in
Fv=
43
psi
E=
1300
ksi
A=
0.04
in
Cv=
1
1.00
151.0
1
1 1/1
2140
C?
w
C� Project:
RUCTURAL
ENGINEERING
Beam
T. JOIST
DF-L
3 1/2 x 11 1/4
w1=
70
plf
R1 =
734 Ibs
w2=
70
plf
R2 =
1,611
Ibs
L1=
12
ft
M =
3,809
lb-ft
L2=
3
ft
Fb =
619
psi
X=
11.5
ft
Fv =
59
psi
P=
1,365
Ibs
A=
0.11
in
b=
3.50
in
I /
1,502
d=
11.25
in
Cv=
1.00
E=l
1,700
1 ksi
w1
R1 t L1
P
w2
L2
R2
Lane Deck Date: 05/28/21
Project #:
2124 Third Avenue. Suite 100. Seattle. WA 98121
www.swensonsayfaqet.com
Office: 206.443.6212
Fax: 206.443.4870
Design: ECR
Sheet:
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
1.3 kips
Live Load =
4.2 kips
Wind/EQ Load =
0.0 kips
Win EQ Moment M,=
0 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
0.4 kips
Total Load =
5.9 kips
Total Moment =
0 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
5.50 in.
Column Yc Dimension (Dy) =
5.50 in.
Column Face from right (Cr) =
0.77 ft.
Column Face from left (Cl) =
0.77 ft.
Footing Dimensions
L Dimension (X) =
2.00 ft.
B Dimension (Y) =
2.00 ft.
Footing Thickness (t) =
8.00 in.
Ftg Overburden (Ot) =
0.00 ft.
0 % STRUCTURAL
ENGINEERING
DL 1
LL 1
EQ/Wind 1
Soil Properties
Allowable Soil Brg. (Qa) = 1.50 ksf
Overburdan Density (ys) =
120 psf
Net Ftg Wt? (yam y5)
No
Soil Bearing Check (Allowable)
Eccentricity =
0.00 ft.
Leng. Soil Brg. Under Ftg.=
2.00 ft.
qmax =
1.48 ksf
gmin =
1.48 ksf
e > L/6
gmax = 4Q
3L(L-2e)
gmin = 0
Soil Pressure Equations:
e < L/6
Q / 6e\
gmax = LB 1 + L
Q ( 6e\
gmin = LB1 L /1
3
-2
Lane Deck
PROJECT 2'X2' Footing
3
X
512812021
DATE
PROD. # ECR
DESIGN
fl
I�
SHEET
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
3000 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
4.75 in.
Factored Loads
Factored Total Load = 8.8 kips
Factored Total moment = 0 ft-kips
Factored Bearing
Eccentricity =
0.00 ft.
Length of Soil Brg. Under Ftg. =
2.00 ft.
qmax =
2.19 ksf
qcolr =
2.19 ksf
qcoll =
2.19 ksf
qmin =
2.19 ksf
Flexural Design - X Direction
Bar Size =
Bars =
#4
2
1 ft-kips
Mu =
OMn =
8 ft-kips
Pmin =
0.0018
Preq =
0.0005
A, Required =
0.21 sq. in.
A, Provided =
0.40 sq. in.
Controls
OK
One -Way Shear Design - X Direction
Vu = 3 kips
OVn = 9 kips OK
R =
1.000
Y5= 2/(R+1) =
1.00
Provide A,,regYs=
0.21 sq. in.
Provide evenly distributed bars in each direction.
Concrete CapacityEquations:
Mn=ASFy [d — AsFy
i (0. 5f c b)]
Vn = 2 y f'c bl,,,d
C Aq
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 1.2
LL 1.6
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 1 3
X Left Side 1 3
Y Both Sides 1 3
Flexural Design - Y Direction
Bar Size =
#4
Bars =
2
Mu =
1 ft-kips
OMn =
8 ft-kips
Pmin =
0.0018
Preq =
0.0005
AS Required = 0.21 sq. in.
A, Provided = 0.40 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 3 kips
OVn = 9 kips
Two -Way (Punching) Shear Design
ba =
41 in
vu =
7 kips
Ovn =
30 kips
4 f'c
4
vn = min 2 + Q f'c bad
\2 + bo) f'C
bo = 2(Dx + d) + 2(Dy + d)
f3 = max(Dx, Dy)/min(Dx, Dy)
OK
Lane Deck 512812021
PROJECT 2'X2' Footing DATE
PROD. # ECR
DESIGN
a
d
Pr
uz
0
U)
Z
SHEET
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
2.0 kips
Live Load =
6.5 kips
Wind/EQ Load =
0.0 kips
Win EQ Moment M,=
0 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
0.6 kips
Total Load =
9.1 kips
Total Moment =
0 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
5.50 in.
Column Yc Dimension (Dy) =
5.50 in.
Column Face from right (Cr) =
1.02 ft.
Column Face from left (Cl) =
1.02 ft.
Footing Dimensions
L Dimension (X) =
2.50 ft.
B Dimension (Y) =
2.50 ft.
Footing Thickness (t) =
8.00 in.
Ftg Overburden (Ot) =
0.00 ft.
COSTRUCTURAL
ENGINEERING
DL 1
LL 1
EQ/Wind 1
Soil Properties
Allowable Soil Brg. (Qa) = 1.50 ksf
Overburdan Density (ys) =
120 psf
Net Ftg Wt? (yam y5)
No
Soil Bearing Check (Allowable)
Eccentricity =
0.00 ft.
Leng. Soil Brg. Under Ftg.=
2.50 ft.
qmax =
1.46 ksf
gmin =
1.46 ksf
e > L/6
gmax = 4Q
3L(L-2e)
gmin = 0
Soil Pressure Equations:
e < L/6
Q / 6e\
gmax = LB 1 + L
Q ( 6e\
gmin = LB1 L /1
el
-2
Lane Deck
PROJECT 2.5'x2.5' Footing
3
X
512812021
DATE
PROD. # ECR
DESIGN
fl
I�
SHEET
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
3000 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
4.75 in.
Factored Loads
Factored Total Load = 13.6 kips
Factored Total moment = 0 ft-kips
Factored Bearing
Eccentricity =
0.00 ft.
Length of Soil Brg. Under Ftg. =
2.50 ft.
qmax =
2.17 ksf
qcolr =
2.17 ksf
qcoll =
2.17 ksf
qmin =
2.17 ksf
Flexural Design - X Direction
Bar Size =
Bars =
#4
3
3 ft-kips
Mu =
OMn =
12 ft-kips
Pmin =
0.0018
Preq =
0.0009
A, Required =
0.26 sq. in.
A, Provided = 0.60 sq. in.
Controls
OK
One -Way Shear Design - X Direction
Vu = 4 kips
OVn = 12 kips OK
R =
1.000
Y5= 2/(R+1) =
1.00
Provide A,,regYs=
0.26 sq. in.
Provide evenly distributed bars in each direction.
Concrete CapacityEquations:
Mn=ASFy [d — AsFy
i (0. 5f c b)]
Vn = 2 y f'c bl,,,d
C Aq
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 1.2
LL 1.6
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 3 4
X Left Side 3 4
Y Both Sides 3 4
Flexural Design - Y Direction
Bar Size =
#4
Bars =
3
Mu =
3 ft-kips
OMn =
12 ft-kips
Pmin =
0.0018
Preq =
0.0009
AS Required =
0.26 sq. in.
A, Provl e =
0.60 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 4 kips
OVn = 12 kips OK
Two -Way (Punching) Shear Design
ba =
41 in
vu =
12 kips
Ovn =
30 kips
4 f'c
4
vn = min 2 + Q f'c bad
\2 + bo) f'C
bo = 2(Dx + d) + 2(Dy + d)
f3 = max(Dx, Dy)/min(Dx, Dy)
OK
Lane Deck 512812021
PROJECT 2.5'x2.5' Footing DATE
PROD. # ECR
DESIGN
a
d
Pr
uz
0
U)
Z
SHEET