REVIEWED BLD Resub4 BLD2021-0959+Structural_Analysis_or_Calculations+9.30.2021_8.42.42_PM+2439311RECEIVED
Oct 01 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0959
STRUCTURAL PACKET FOR:
19500 84TH AVE W
EDMONDS, WA
CONTRACTOR: DAVID STARR
SEPTEMBER 28, 2021
MALSAM
TSANG
STRUCTURAL
ENGINEERING
..,.,.,.,.,...............................,
REVIEWED
BY
CITY OF EDMONDS-!
BUILDING DEPARTMENT
�NC. Ts
q�
3E WAS
G
hQ O
_ Z
�FGISTO'
S�ONAL E`
122 S JACKSON ST I SUITE 210 1 SEATTLE WA 98104 I 206.789.6038 T 1 206.789.6042 F
SHEET INDEX
DETAIL SECTIONS 1-3
GENERAL NOTES 4 - 10
CALCULATIONS 11 - 17
.1
122 South Jackson
Suite 210
MALSAM
Seattlee,, WA 98104
TSANG
STRUCTURAL
t 206.789.6038
ENGINEERING
f 206.789.6042
Proiect
19500 84th Ave W
EDMONDS, WA
9/28/2021
Date
5416-2021-01-01
Proi. No.
ASM I SKH
Desian
Sheet
DETAIL SECTIONS
MALSAM
TSAN G
STRUCTURAL
ENGINEERING
122 S JACKSON ST I SUITE 210 1 SEATTLE WA 98104 1 206.789.6038 T 1 206.789.6042 F
Page 1 of 17
DETAIL - 01
CEILING JOISTS Pr-D 0' A "I .../
(3)1 Od TOENAILS
EXISTING CEILING
EACH JOIST
CS 16 x 3'-0" H EAI
TY P
POST PER PLAN
.1
122 South Jackson
Suite 210
MALSAM
Seattle, WA 98104
TSANG
t 206.789.6038
STRUCTURAL
ENGINEERING
f 206.789.6042
19500 84th Ave W
Project
EDMONDS, WA
HEADER PER PLAN
A34 EACH END OF HEADER
TO POST, TYP
9/28/2021
Date
5416-2021-01-01
Proj. No.
ASM I SKH
Design
Sheet
Page 2 of 17
DETAIL - 02
EXISTING 2x KICKER w/ (3)1 Od TOENAILS
WHERE OCCUR
EXISTING CEILIN
(3)1 Od TOENAILS
CS 16 x 3'-0" H EAI
TYP
POST PER PLAN
InICTC DCD DI AKI
HEADER PER PLAN
A34 EACH END OF HEADER
TO POST, TYP
low.
19500 84th Ave W
9/28/2021
Project
Date
EDMONDS, WA
5416-2021-01-01
122 South Jackson
Proj. No.
MALSAM
Suite 210
ASM I SKH
Seattle, WA 98104
Design
TSANG
t 206.789.6038
STRUCTURAL
ENGINEERING
f 206.789.6042
Sheet
Page 3 of 17
GENERAL STRUCTURAL NOTES
MALSAM
TSAN G
STRUCTURAL
ENGINEERING
122 S JACKSON ST I SUITE 210 1 SEATTLE WA 98104 1 206.789.6038 T 1 206.789.6042 F
Page 4 of 17
GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE PLANS)
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) 2018 EDITION.
2. DESIGN LOADING CRITERIA
FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF
FLOOR LIVE LOAD (RESIDENTIAL DECKS AND BALCONIES) 60 PSF
SNOW 25 PSF
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR
BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR
COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
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 SECTIONS, AND PLANS. DETAILING
AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL
INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS.
5. 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."
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES,
SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTOR'S 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.
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.
Page 5 of 17
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.
RENOVATION
9. 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.
10. CONTRACTOR SHALL CHECK FOR DRYROT 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.
11. DEMOLITION AND REMOVAL OF THE EXISTING SLAB ON GRADE OR EXISTING FLOOR FRAMING WILL
RESULT IN AN UNBRACED CONDITION AT THE EXISTING FOUNDATION WALLS. EXCAVATIONS MAY
ALSO EXTEND BELOW AND UNDERMINE THE EXISTING FOOTINGS. THE CONTRACTOR SHALL TAKE
APPROPRIATE MEASURES TO PROVIDE TEMPORARY SUPPORT TO THE STRUCTURE AND EXISTING
FOUNDATION AS REQUIRED. THE CONTRACTOR IS RESPONSIBLE TO INSTALL ALL TEMPORARY SUPPORT
AS REQUIRED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE
PLANS.
ANCHORAGE
12. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL
BE INSTALLED USING "SET-XP" EPDXY ADHESIVE AS MANUFACTURED BY THE SIMPSON STRONG TIE
COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT ESR-2508 AND IAPMO-UES REPORT
ER-265. SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH
CURRENT ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL
INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A36, UNO.
13. HEAVY DUTY THREADED CONCRETE ANCHORS SPECIFIED ON THE DRAWINGS SHALL BE "TITEN HD SCREW
ANCHOR" AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT
ACCORDANCE WITH ICC-ES REPORT ESR-2713 AND ESR-1056, INCLUDING MINIMUM EMBEDMENT AND
EDGE DISTANCE REQUIREMENTS. SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL BE
SUBMITTED FOR REVIEW WITH CURRENT ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD
CAPACITIES. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED.
14. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "STRONG -BOLT 2"
ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT
CONFORMANCE TO ICC-ES REPORT ESR-3037 AND IAPMO-UES REPORT ER-240, INCLUDING MINIMUM
EMBEDMENT AND EDGE DISTANCE REQUIREMENTS. SUBSTITUTIONS PROPOSED BY THE CONTRACTOR
SHALL BE SUBMITTED FOR REVIEW WITH CURRENT ICC REPORTS INDICATING EQUIVALENT OR GREATER
LOAD CAPACITIES. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO
FULLY GROUTED CELLS. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED.
Page 6 of 17
15. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (PDPWL-300MG,
0.145" DIAMETER, UNO) AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY OR AN APPROVED
EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT
ESR-2138. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1", UNO. MAINTAIN AT LEAST 3" TO
NEAREST CONCRETE EDGE.
WOOD
16. ALL 2x LUMBER SHALL BE KILN DRIED OR MC-19, AND ALL LUMBER SHALL BE GRADED AND MARKED
IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO 17. FURNISH
TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS
(2x
AND 3x MEMBERS)
HEM -FIR
NO 2
OR SPRUCE -PINE
-FIR
NO 2
AND BEAMS
MINIMUM
BASE
VALUE, Fb
= 850
PSI
(4x
MEMBERS)
DOUGLAS
FIR -LARCH
NO 2
MINIMUM
BASE
VALUE, Fb
= 900
PSI
BEAMS
(6x
AND LARGER)
DOUGLAS
FIR -LARCH
NO 2
MINIMUM
BASE
VALUE, Fb
= 875
PSI
POSTS
Ox
MEMBERS)
DOUGLAS
FIR -LARCH
NO 2
MINIMUM
BASE
VALUE, Fc
= 1350 PSI
(6x
AND LARGER)
DOUGLAS
FIR -LARCH
NO 2
MINIMUM
BASE
VALUE, Fc
= 600
PSI
STUDS, PLATES AND MISC FRAMING HEM -FIR NO 2 OR SPRUCE -PINE -FIR NO 2
17. 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.
WALL SHEATHING SHALL BE 7/16" or 1/2" (NOMINAL) WITH SPAN RATING 24/0
FLOOR SHEATHING SHALL BE 3/4" T&G (NOMINAL) WITH SPAN RATING 48/24
WATERPROOF DECK SHEATHING SHALL BE 3/4" T&G (NOMINAL) WITH SPAN RATING 48/24
FLAT ROOF SHEATHING SHALL BE 3/4" T&G (NOMINAL) WITH SPAN RATING 48/24
ROOF SHEATHING SHALL BE 1/2" OR 7/16" (NOMINAL) WITH SPAN RATING 32/16
FOR ROOFS WITH A PITCH GREATER THAN 2:12
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
Page 7 of 17
18. 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.
19. PRESSURE TREATED WOOD (INCLUDES PRESERVATIVE AND FIRE TREATED) SHALL BE TREATED PER
AWPA STANDARDS. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO
RETENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE
TREATED TO A RETENTION OF 0.40 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED
WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER CONNECTORS WITHOUT AMMONIA IN DIRECT
CONTACT WITH ACQ-A TO A RETENTION LEVEL OF 0.40 PCF), CBA-A (UP TO A RETENTION LEVEL OF
0.41 PCF), CA-B (UP TO A RETENTION LEVEL OF 0.21 PCF), SHALL BE G185 OR A185 HOT DIPPED
OR CONTINUOUS HOT -GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS WITH
AMMONIA IN DIRECT CONTACT WITH ACQ-A (OVER A RETENTION LEVEL OF 0.40 PCF), CBA-A (OVER
A RETENTION LEVEL OF 0.41 PCF), CA-B (OVER A RETENTION LEVEL OF 0.21 PCF), OR WITH ACZA
TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL.
20. 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 CURRENT ICC APPROVAL FOR EQUAL OR
GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY
MANUFACTURER. 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 "IUS" SERIES JOIST HANGERS. ALL
DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIU" SERIES JOIST HANGERS.
WHERE CONNECTOR STRAPS CONNECT (2)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.
21. WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
SIZE
TYPE
LENGTH
DIAMETER
8d
COMMON
2-1/2"
0.131"
10d
GUN
3"
0.131"
12d
GUN
3-1/4"
0.131"
16d
GUN
3-1/2"
0.131"
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
Page 8 of 17
TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
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
SCREWS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
(2018 EDITION) WITH A LEAD BORE HOLE OF 60-70% OF THE SHANK DIAMETER. LEAD HOLES
ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. BOLT HOLES SHALL BE A MINIMUM
OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. HOLES SHALL BE
ACCURATELY ALIGNED IN MAIN MEMBERS AND SIDE PLATES/MEMBERS. BOLTS SHALL NOT BE
FORCIBLY DRIVEN.
C. SDS AND SDWS SCREWS CALLED OUT ON PLAN ARE TIMBER SCREWS MANUFACTURED BY SIMPSON
STRONG -TIE COMPANY. SCREWS SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. EQUIVALENT SCREWS BY OTHER MANUFACTURERS MAY BE
SUBSTITUTED, PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUAL OR GREATER LOAD
CAPACITIES. LAG SCREWS ARE NOT AN EQUIVALENT SUBSTITUTION.
22. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM
STANDARDS OF THE IBC, THE AITC "TIMBER CONSTRUCTION MANUAL", AND THE AF&PA
"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, SHALL
CONFORM TO TABLE 2304.10.1. OF THE IBC, UNO. COORDINATE THE SIZE AND LOCATION OF
ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
B. WALL FRAMING: REFER TO ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL
STUDS SHALL BE SPACED AT 16"oc, UNO. (2)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. (2)2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS IN STRUCTURAL
WALLS, UNO. NAIL MULTI -MEMBER HEADERS WITH (2)ROWS 10d AT 12"oc. 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 AND BOTTOM PLATE TO EACH STUD WITH (3)10d NAILS. FACE NAIL DOUBLE TOP
PLATES WITH 10d AT 12"oc AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE (12)10d NAILS
AT 4"oc EACH SIDE OF JOINT. AT TOP PLATE INTERSECTIONS PROVIDE (3)10d FACE NAILS.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW
WITH (2)ROWS OF 12d NAILS AT 16"oc, OR ATTACHED TO CONCRETE BELOW WITH 5/8"
DIAMETER ANCHOR BOLTS AT 4'-0"oc EMBEDDED 7" MINIMUM, UNO. THERE SHALL BE A
MINIMUM OF (2)BOLTS PER PLATE SECTION WITH (1)BOLT LOCATED NOT MORE THAN 12" OR
LESS THAN 4-1/2" FROM EACH END OF THE PLATE SECTION. INDIVIDUAL MEMBERS OF BUILT-
UP POSTS SHALL BE NAILED TO EACH OTHER WITH (2)ROWS OF 10d AT 16"oc. UNLESS
NOTED OTHERWISE, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL
STUDS AND PLATES WITH #6 x 1-1/4" TYPE S OR W SCREWS AT 12"oc. UNLESS NOTED
OTHERWISE, 7/16" or 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE
NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS AT 6"oc AT PANEL EDGES AND TOP AND
Page 9 of 17
BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES) AND TO ALL INTERMEDIATE STUDS AND
BLOCKING WITH 8d NAILS AT 12"oc. 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, UNO. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL TIMBER JOISTS
TO SUPPORTS WITH (3)10d NAILS AND NAIL TJI JOISTS TO SUPPORTS WITH (2)10d NAILS.
ATTACH JOISTS TO BEAMS WITH SIMPSON JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE.
NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH (2)ROWS 10d AT 12"oc. TOENAIL RIM JOIST
TO TOP PLATE WITH 10d AT 6"oc. TOENAIL BLOCKING BETWEEN JOISTS TO TOP PLATE WITH
(3)10d NAILS.
UNLESS NOTED OTHERWISE ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE
LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED, AND NAILED
AT 6"oc WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN
ON PLANS AND AT 12"oc 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 10d AT 12"oc, UNO.
23. NOTCHES AND HOLES IN WOOD FRAMING:
A. SAWN LUMBER JOISTS AND RAFTERS: NOTCHES AT THE ENDS OF JOISTS SHALL NOT EXCEED 1/4
THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF JOISTS SHALL NOT EXCEED 1/6
THE JOIST DEPTH, BE LONGER THAN 1/3 THE JOIST DEPTH, OR BE LOCATED IN THE MIDDLE
1/3 OF THE SPAN. HOLES SHALL NOT BE WITHIN 2" OF THE TOP OR BOTTOM OF THE JOIST
AND THE DIAMETER SHALL NOT EXCEED 1/3 THE JOIST DEPTH. SPACING BETWEEN HOLES
SHALL BE A MINIMUM OF (2)TIMES THE DIAMETER OF THE LARGEST HOLE OR 2" AND SHALL
BE LOCATED A MINIMUM OF 2" FROM ANY NOTCH.
B. EXTERIOR AND BEARING WALLS: WOOD STUDS ARE PERMITTED TO BE NOTCHED TO A DEPTH NOT
EXCEEDING 1/4 OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40% OF THE STUD
WIDTH IS PERMITTED IN WOOD STUDS. HOLES SHALL NOT BE WITHIN 5/8" TO THE EDGE OF
THE STUD. SPACING BETWEEN HOLES SHALL BE A MINIMUM OF (2)TIMES THE DIAMETER OF
THE LARGEST HOLE OR 2" AND SHALL NOT BE LOCATED AT THE SAME SECTION AS A NOTCH.
C. CUTS, NOTCHES, AND HOLES IN MANUFACTURED LUMBER, PREFABRICATED PLYWOOD WEB
JOISTS, AND PREFABRICATED TRUSSES ARE PROHIBITED EXCEPT WHERE NOTED ON STRUCTURAL
PLANS OR PERMITTED BY MANUFACTURER'S RECOMMENDATIONS.
Page 10 of 17
STRUCTURAL CALCULATIONS
MALSAM
TSAN G
STRUCTURAL
ENGINEERING
122 S JACKSON ST I SUITE 210 1 SEATTLE WA 98104 1 206.789.6038 T 1 206.789.6042 F
Page 11 of 17
DESIGN CRITERIA IBC 2018
DEAD LOADS
ROOF
FLOOR
Composition 2.5 psf
3/4" Plywood
2.4 psf
3/4" Plywood 2.4 psf
TJI @ 16" o.c.
2.3 psf
2x @ 24" o.c. 2.0 psf
Flooring
1.0 psf
Insulation 1.0 psf
Gyp Board (5/8")
2.8 psf
Gyp Board (5/8") 2.8 psf
MEP
1.5 psf
MEP 1.5 psf
Total 12.2 psf
Total
10.0 psf
Use 15.0 psf
Use
15.0 psf
LIVE LOADS/OCCUPANCY
Risk Category II ROOF LIVE
FLOOR LIVE DECK LIVE
Roof Deck No Snow = 25 psf
Occupancy =
40 psf Occupancy = 60 psf
Common Access No
Stair/Corridor =
40 psf
122 South Jackson
MALSAM
Suite 210
TSANG
Seattle, WA 98104
STRUCTURAL
t 206.789.6038
ENGINEERING
f 206.789.6042
Project
f F'I.' SIIII:L n 7GlRa��U
EDMONDS, WA
9/28/2021
Date
5416-2021-01-01
Proi. No.
ASM I SKH
Desian
Sheet
Page 12 of 17
THE ANALYSES FOR THE NEW HEADERS
AND HEADER SUPPORTS FOLLOW
Page 13 of 17
TYPICAL BEAM CASES
*ASSUME CASE 1 FOR ALL BEAMS U.N.O.
CASE #1: (C1)
w
L
R1 R2
CASE #2: (C2)
P
w1
W2
1 L1 L2
R1 R2
CASE #3: (C3)
CASE #5: (C5)
P1 P2
W2
W1 W3
1 L1 L2 A
R1 R2
CASE #6: (C6)
w1
w2
1 L
R1 R2
CASE #7: (C7)
P
wl w wl w2
z
1 L A L1 L2
R1 R2 R1 R2 R3
CASE #4: (C4)
P1 P2
wl w w3
2
L1 I L2 I L3 I
R1 R2
122 South Jackson
Suite 210
MALSAM
Seattle, WA 98104
TSANG
t 206.789.6038
STRUCTURAL
ENGINEERING
f 206.789.6042
Proiect
19500 84th Ave W
EDMONDS, WA
9/28/2021
Date
5416-2021-01-01
Proi. No.
ASMISKH
Design
Sheet
Page 14 of 17
VERTICAL ANALYSIS
Typical Units: L = ft, W = klf, P = kip, R = kip, M = k-ft, V = k, Fb = ksi, Fv = psi
Units in (Parenthesis) represent Dead Load or 0.6DL (Qo=2.5)
SEPARATE ROOF AND CEILING WEIGHTS:
DEAD LOADS
ROOF
Roofing
2.6 psf
Plywood
2.0 psf
Framing
2.0 psf
Insulation
1.0 psf
Total 7.6 psf
Use 8.0 psf
LIVE LOADS/OCCUPANCY
Risk Category II
Roof Deck No
CEILING
Insulation 1.0 psf
Framing 2_3 psf
Gyp Board f5.+8"j 2_8 psf
MEP 1.6 psf
Total 7.6 psf
Use 8.0 psf
ROOF LIVE FLOOR LIVE
SnokS, = 25 psf Occupancy = 40 psf
DECK LIVE
Occupancy = 60 psf
�.
19500 84th Ave W
9/28/2021
Project
Date
EDMONDS, WA
5416-2021-01-01
122 South Jackson
Proj. No.
MALSAM
Suite 210
ASM I SKH
Seattle, WA 98104
Design
TSANG
t 206.789.6038
5TRUCTURAL
ENGINEERING
f 206.789.6042
Sheet
Page 15 of 17
VERTICAL ANALYSIS
Roof •5u PPo"T F -twl" q
Typal Unlb.I•ft. W•kM,►•kin, a•kip. M•k-Q V- IL fh- kal, Fv � p4
UnRa . (Panmlrra) I pl*wm OetW Laal w 0 Gal 10o 2S)
NEW 4x IZ• HVR AT NIP 1ALK
C4asE 2i
A
K t fz L
Z•1 K t K
Wl,- ✓ C►)1.x MAN
LoA DS:
8X 8. rSF- 64 ?LX
0 x(80+25L)2.5K
Ex 15TiNCL 2x4 Hie 3•AC4C "%
M,S.IV-'
V
Z• 1, V-
F�=
0.84-ki
�v=
-4j es
Qi
0.lo�'
L
111 $
--:� 4-n 12_ DF :1# a
►`1Q-) IZ) Z--t2- ^T' 9ALLw,4Y
L 4-
w� 6o r�F
2 c„ 1K �
Z
I't =L �•12-V-- �L o.oZ ICI
�tv^ 3 PSI
(h
L � 10 o cin -{-
�
ON�
122 South Jackson
SWro 210
MALSAM
Seattle, WA 98104
TSANG
t 206.789.638
038
STRUCTURAL
ENGINEERING
f 206.789.6042
19500 84th Ave W
pmled
EDMONDS, WA
-0Ew H* 9A5T- of STµ19
Cc,a sE t )
�--q•5
w= C. n 8= 4$ PLF
µ= c_54 - K
1rr=O"t8 r
F✓= �psl
a 4n %z D F # Z
New 4AV- HuF- BErwe&j
C-AfAae / K IT-c'"
L = 8•S
32 Pt.R
fv= 4- rs]
Ar-- o.o c6 y
�•.,/ I O v o 0 •r
--� 4v Z
NEW W AA IAK Mlld6w
Cw%-p-A-C; E / K t r GJI
I_ ^
3.5,
W =
3 2• PLF
' c
o.oCK
JKa
D.O$If�
ct0� !
f✓e PfI
F.
00 8
—�j CZ)2xs1t
9/28/2021
5416-2021-01-01
PM). No.
ASM I SKH
otwott
Page 16 of 17
VERTICAL ANALYSIS
Niw Et-oo ft SOPP&12,T Ff4A(KING
Typkal Units: L - ft, W e kK, P = kip. R = kfp, M = k-ft, V - k Fb = -, Fv - psi
Unitt In (Parenresi tts) reprt ent Dead LOW or 0.6DL (oa=2S)
f'OVNpA.r10N SUre, R-T"
FVALvAIE THE 8CAF4IJ61
EX►5T196% CZ)2$0 A"r STAIR
(N THE RA-166ME NT 5JftP-T
1-AN ol14 4
WALL AT L-A ii. Po t w r
(dAS6 2)
(172f.
LOAD
LI o.s
I z 2 `1 K
- 15a0 PSF
LZ ; 2
CASSS , M ED
w1tZ = o.
o• CI )v'
0. IT w51
X x
A
�
L f Il o00 -1•
l2�`w1D ,
CZ) Z-O-1 0
'
ISoo Psi
E><ISTW(k C2)
2,xto AT STAIR
THE NLL,oL,✓ABLk B Iz1N4
(.-AN1)(NG
Ar TKC POOT1N4 IISETWEG"
&-A-5 E Z)
T-H E sT-,4112- A N D O SEM& N T
Liz to.S
NJ o.�Zk
2•SV.1 3•1-5k
Li='('
Rz=l•oK
w "2,= 0.0 3 wll
3,5 �.
p� D.�-K-�
l.Oo� l.pT k3
fv 5 3 r5l "'�-✓
,fit'- 0. 5 q
t-/ 3 ¢ 4
--:�p CZ-) ?.n10
�IR
122 South Jackson
Suite 210
MALSAM
Seattle, WA 98104
TSANG
t 206.789.6038
STRUCTURAL
ENOINEERING
f 206.789.6042
19500 84th Ave W
Project
EDMONDS, WA
9128/2021
Dot*
5416-2021-01-01
Pmj. No.
ASM I SKH
Desgn
Page 17 of 17