BLD2020-1292+Structural sheets+11.25.2020_10.41.54_AM5TRUCTURAL- NOTE5:
CODE:
CODE: INTERNATIONAL BUILDING CODE 2015 4 ASCE 1-10
LOADS: ROOF SNOW= 25 PSF, FLOOR 4 STAIR LIVE= 40 PSF, DECK LIVE= 60 PSF
ROOF DEAD= 14 PSF, FLOOR DEAD= 12 PSF, DECK DEAD= 10 PSF
SEIS: GROUP I, CATEGORY 'D', R= 65
Ss = 121'3 g, S 1 = 0501 g, Sps = OZ53 g, Spi= 0501 g
WIND: 85 (ASD) MPH, EXPOSURE B', Ka= 1.00
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 2000 PSF.
ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'4' BELOW ADJACENT EXTERIOR
CAST- IN -PLACE CONCRETE:
Pc=2,500 PSI 9 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE
AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LESS. MAXIMUM SIZED
AGGREGATE IS 1-1/2 INCHES. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED
IN ACCORDANCE WITH IBC SECTION IW5,1906 ANDACI 301, INCULING TESTING PROCEDURES.
ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL DOWELS,
ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONC.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE
FOR REINFORCED CONCRETE CONSTRUCTION BY CRSI. DEFORMED REINFORCING STEEL BARS
SHALL CONFORM TO ASTM GRADE 60. ALL REINFORCING BAR BENDS SHALL BE MADE COLD,
WITH A MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-1' MINIMUM). CORNER BARS (2'-0' BEND)
SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL BARS A MINIMUM
OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS OTHERWISE NOTED ON THE
DRAWINGS REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER:
CONCRETE CAST AGAINST EARTH 3'
CONCRETE EXPOSED TO EARTH OR WEATHER: 11/2'
CONCRETE NOT EXPOSE TO EARTH OR WEATHER:
MI BAR AND SMALLER 3i4'
SLAB -ON -GRADE (FROM TOP SURFACE) 1112'
STRUCTURAL TIMBER:
ALL GRADES SHALL CONFOW TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION.
PROVIDE CUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOODS IN
CONTACT WITH CONCRETE OR EXPOSE TO WEATHER SHALL BE PRESSURE TREATED.
ALL STRUCTURAL LUMBER SHALL BE NOTED BELOW:
2x4 4 2x6 SILL lE, 3x6, 44 POST, 4x BEAM DOUGLAS-FIR / LARCH *2
LUMBER NOT NOTED HEM -FIR 02
MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE
FASTENED TO WOOD WITH MAXIMUM NAILS -ALL HOLES SHALL BE NAILED. ALL NAILS SHALL
BE COMMON WIRE NAILS. PROVIDE NAILING SHALL BE IN ACCORDANCE WITH 'I.B.C. 2015'
TABLE 2304.10.1 FASTENING SCHEDULE.
ROOF 4 FLOOR SHEATHING:
ROOF SHEATHING SHALL BE 1/2' A.P.A. RATED SHEATHING. 5-PLY, SPAN RATING 32/16, INSTALLED
LONG DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL AT
PANEL EDGES WITH 10d COMMON (=0.148*21i2') ® 6' O.C. AND 12' O.C. AT INTERMEDIATE SUPPORTS.
FLOOR SHEATHING SHALL BE 3/4' TAG SPAN RATING 40/20 WITH loci COMMON 6 6' O.C. (EDGE)
AND 10' O.C. (INTER'1). USE 010 SCREWS (21/2' LONG) IN LIEU OF 10d COMMON NAILS AT FLOOR
CONTRACTOR'S OPTION. INSTALL PLYWOOD CLIP AT 48 INCHES ON CENTER BLOCKING IS REQV
ALL PANEL EDGES.
ANCHOR BOLTS:
ANCHOR BOLTS TO BE A-301 OR BETTER ANCHOR BOLTS INTO CONCRETE SHALL BE %*10'
WITH 1 INCHES OF EMBEDMENT 4 SPACED NOT MORE THAN 4' APART. THERE SHALL BE A MINIMUM
OF TWO BOLTS PER PIER WITH BOLT LOCATED NOT MORE THAN 12 INCHES OR NOT LESS THAN
4 INCHES FROM EACH END OF EACH PIER A PROPERLY SIZED NUT WITH 3'x3'xl/4' IE WASHER
SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO THE P.T. SILL PLATE.
GLUED -LAMINATED TIMBER:
LAMINATED TIMBER SHALL BE DF/DF AND Exx = 1,800 ksi Egg = 1000 ksi STRESS GRADE
COMBINATION 24F-V4 (Fb=2,400 PSI, Fv=165 PSI) FOR SIMPLE SPANS. A.I.T.C. CERTIFICATE
OF CONFORMANCE REQUIRED. GLU-LAMS SHALL CONFORM TO A.I.T.C. STANDARD Ill.
FABRICATOR SHALL SUBMIT THE DETAILS AND SPECIFICATIONS TO THE ENGINEER OR
ARCHITECT FOR APPROVAL PRIOR TO FABRICATION.
TMERSTRAND LSL:
LSL SHOWN ON PLAN TO BE 13E TIMBERSTRAND LSL OR APPROVED EQUAL.
OTHER THAN 13E TIMBERSTRAND LSL SHALL HAVE ICBO APPROVALS
SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW.
Fb=1,100 psi., Fv = 400 psi, Fc= 680 psi, E= 1,300,000 psi.
SPECIAL INSPECTIONS:
PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH 'IBC 2015' FOR FOLLOWING:
REINFORCING PLACEMENT PERIODIC 4 PRIOR To ALL CONCRETE POURS
ANCHOR BOLT PLACEMENT PERIODIC 4 PRIOR TO ALL CONCRETE POURS
EPDXY GROUTED ROD OR REBAR PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH
4 HOLE CLEANLINESS PRIOR TO ALL INSTALLATION
SPECIAL CONDITIONS:
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES
SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER THE CONTRACTOR SHALL PROVIDED
ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENING HAVE BEEN
INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND ALL LOCATIONS OF ALL OPENINGS IN THE FLOOR,
ROOF, AND WALLS WITH ALL THE APPROPRIATE DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH
THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE
THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS
NOT SHOWN.
TYPICAL EXTERIOR WALL CONSTRUCTION:
I. SHEATHING: 1/2' APA RATED SHEATHING, EXTERIOR GLUE, EXTERIOR SIDE
OF WALL, PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS,
ALL PANEL EDGES BLOCKED, NAILING:
0.131m'41i2' NAIL 6 VOL.: EDGES AND BOUNDARIES
0.131*21i2' NAIL ® 12' O.C.: FIELD.
2. BOLTS AT P.T. 2x6 SILL PLATE TO CONCRETE WITH NO A. BOLTS 9 48' O.C. (1' EMBED)
A. BOLTS TO BE PLACED 4' TO 12' FROM END OF EACH PLATE. ALL A. BOLTS SHALL
BE SECURED WITH 3'x3'x1i4' PLATE WASHER
3. EXTERIOR STUD SHALL BE 2x6 DF *2 9 24' O.G.
4. FASTEN DOUBLE PLATE TO JOIST OR BLOCKING ABOVE WITH 0.14846' TOE NAIL 9 6' O.C.
5. Sd COMMON: 0.131V41/2' , 10d COMMON: 0.14846', Ibd COMMON: 0.161'�6112'
1/2' PLYWOOD W/
TYP. EXTERIOR WALL NAILING
VERIFY ALL
5'-0'
DIMENSION
IN FIELD
08
ROOF ,
(2)-2x6 HDR
WINDOW
0
Q
m
0
c!J
0
DTT2Z
'MST31'
(SEE 1031)
"'
UPPER
FL
FLOOR,
(SEE '05')
61
2)-2x6 HD
'MSTA4V W/
WINDOW
EXIST
0
3x6 BLK'G
WINDOW
m
zo
Q 4 CORNER
r
1�1
'
m
TOP OF
'HDU2' (SEE '05')
CONC.
2'-3' 5'-0' 2'-1011
ol 1/2' PLYWOOD W/
TYP. EXTERIOR WALL NAILING
SOUTH
WALL
SCALE: 1/4' =
I'-0'
ELBOW BAR:
SAME SIZE 4 SPACING
AS HORIZ. BAR
LAP
*4 BAR: 30' MIN
y WALL REINF. PER
OTHER SECTION
DOWELS:
DRILL 5/&4x41/2' HOLE INTO
(E) CONC. WALL 4 SET *4
REBAR W/ SIMPSON 'SET'
EPDXY.
n CORNER IRE INF.
01 SCALE: I' = I'-0'
1'-0'
le
(MIN)
d
•
II-III=III
'I-
4' SLAB ON GRADE
11"
le (SEE ARCH
•
a °
*4 NOSING
•
4'
*4 IV O.G.
*4 m EA. RISER
(0-*4
COLIC. 6TA IR
SCALE: 1" = 1'-0"
(2)-16d TOE NAIL
g EA. END (TYP)
(4)-16d
T H A
HEADER (TYP
DER
(SEE PLAN)
USE (0-JACK
(1) KING
16d a W6' O.G. STUD
BETWEEN STUD
(TYP)
BEAM PERP. TO WALL:
31/2x GLB : (2) JACKS MIN. UNDER BEAM
HEADER
�2 SCALE: 1" = 1'-0"
(2)-2x6 Q STRAP
W/ EDGE NAIL
3/4' PLYWD. SHT'G
RIM
(2)-2x6 Q STRAP
W/ EDGE NAIL
4
C3
W
'MST31' STRAP
(SEE PLAN)
BENT Q HEADER
4
(3
W
PLYWD. SHT'G
'M5T31' TfR F
03 SCALE. 1" = 1'-0"
'HDU2' W/ (2)-2x STUDS W/ EDGE NAIL 'DTT2Z' W/
(6) 1/4-21/2 SDS x x (8)-1/40/25DS TO
TO (2)-2x STUDS x x STUDS 4 1/2'm LAG
x x SCREW TO 4xlo
P.T. 2x SILL fE
DRILL 3/4'4,x10' HOLE 11/2'Oxl2' LAG SCREW
INTO (E) 6' GONG. WALL
°a 4 SET 5/94, (A301) ROD
° W/ SIMPSON 'SET' EPDXY. I \ / (E) 2x6 IV O.C.
OR 'SSTB16' (125/s' EMBED) I X
a 4x6 (1'-0' MIN.) BLK'G
a NEW CONC. WALL I / \6 1/2'� LAG SCREW
° d
6' CONC. WALL
(SEE PLAN) (E) 4xl0 BEAM
m� HOLED DOWN
SCALE: I' I'-0'
4x4 POST W/
8'x8' PLINTH (3)-11/4'xl4' TIMBERSTRAND LSL
OR 16'xl610544 OR C544
FOOTING W/ 'A35' 6 P.T. 2x6 fE
4 'LSC' 4x DECK BEAM F
PLYWD. — 2x6 a 24' O.C. I (E) STUD WALL
III�III III�III
SHT'G P.T. 2x6 SILL B W/ 5/s'� A. BOLT E D � I
(1' EMBED) 4 R_1/4x3x3 a 46' O.C. z
EDGE NAIL (E) 4' CONC. SLAB ON GRADE (E) 4' CONC.
(SAW CUT FOR NEW INSULATION) SLAB ON GRADE d °
4
°4,_ _ a
d-° ° ai d d
III —III —III —I � d
11-III=III_111= VERT: 04 o� wa���
z d ° HORIZ: *4 * 16' O.C. d (E) GONC WALL "
ll)-*4 I -4
SEE ARCH FOR INSULATION L 4 FOOTING 16'xl6'x6' FOOTING
° ° ° ° REBAR NOT REQ'D
°
d d ° d° d °
Ia ° °I
DETAIL
UQ I, 6" LEa (2)-*4
(SEE PLAN)
5ECTION
101 SCALE: 1" = 1'-0"
2x6 • 24' O.G.
loci a 6' O.C.
EDGE NAIL
(2)-10d PER BLK'G
(ONE a EA. SIDE)
loci Q
6' O.C.
(2)-loci
(3' O.C.)
2x8 BLK'G m
EDGE NAIL
4'-0' O.G. W/
loci 9 6' O.G.
PLYWD.
2x6 24' O.G.
SHT'G
6ECTION
Oro
SCALE: 1" = 1'-0
5ECTION
102 SCALE: 1" = 1'-0"
(E) Ix4 DECKING W/
G PLYWOOD SHT'G
loci Q
10d 9 (o' O.C.
8' O.C.
4;ZW
(E) FLOOR SHT'G
� 5/8'4' THRU BOLT
a 16' O.C.
(VERIFY IN FIELD)
EDGE —
NAIL
(E)2x8
PLYWD. —
JOIST lE) 2x8 I
SHT'G
LEDGER (E) STUD WALL
103 SCALE: 1" 1'_0
11
'LUS26' OR
'U26' HANGER
Sd �
6' O.G.
L 2x6 RAFTER
(SEE PLAN)
'H3' PER RAFTER
(NOT SHOWN)
2x6 • 24' O.G.
P.T. 2x6 R W/ v�
l2)-5is'Ox10'
A. BOLTS
(32' O.C.)
d I I II
°° III —III
z
e °d l2)-*4
61
d
10'
5ECTION
104 SCALE. 1" 1'_/Jj ll
6d ID 6' O.G.
31/2' GLB W/ 2x6
SHIM 0 TOP RAFTER
(SEE PLAN) (SEE PLAN)
5ECTION5ECTION
- SCALE: 1" = 1'-0"
SCALE: 1" = 1'-0"
REVIEWED
Hardware and fasteners in contact with
I preservative -treated wood shall be of ■
'
BY
' hot -dipped zinc galvanized steel,
I
■
stainless steel, silicon bronze or copper.
I In the absence of manufacturer's recommendations'
CITY OF EDMONDS
Ia minimum of ASTM A 653 type G185 zinc coated I
■
■
galvanized steel, or equivalent, shall be used. ■
■
' IN— IRC R3IBC 2304.10.5.1
:
BUILDING DEPARTMENT
■
(2)-10d PER RAFTER
(ONE IT EA. SIDE)
� 0 % I 6Sd' O.G.
2x6 W/ (2)-6d (3' O.C.)
TO 2x8 BLK'G
(2) ROWS OF 16ci Q 3' OC
F I
(TOTAL 12 EA. SIDE)
1-1nv o m=L-c IJ mt wm iV=A 1
TOP OR BOTTOM R SPLICE
5PL ICE
SCALE. 1" = 1'-0"
4x4 GUARD RAIL e 48' O.G. (MAX)
W/ (2)-5/e'O THRU BOLTS (4' O.G.)
FIx4 DECKING W/ (2)-8d TO
EA. 2x8 JOIST (NOT SHOWN)
O.C.)
2x8 BLK'G m 32' O.C.
W/ (3)-6d 9 DECKING
4x4 GUARD RAIL a 46' O.G. (MAX) 2x6 •+ 24' O.C.
W/ (2)-5/a' THRU BOLTS (4' O.G.) EDGE
NAIL loci • fo' O.C.
Ix4 DECKING W/ (2)-8d TO Sd •,
Sd 6' O.G. EACH JOIST (NOT SHOWN)
2x8 RIM 6' O.G.
2x8 W/ A35 a 16' O.C.
(2)-6d (3' O.C.) EDGE v
TO EA. JOIST NAIL
(2)-10ci PER JOIST —1 2x8 W/ 'LUS26' (E) 2x8 JOIST
(ONE G EA. SIDE) EDGE X (SEE PLAN)
(SEE PLAN)
\ \x
NAIL (E) 4x10
4x BEAM 'DTTIZ' Q FIRST 2x8 LEDGER (SEE PLAN)
(SEE PLAN) (2) JOIST FROM W/ (2)-16d (3' O.C.)
EACH END OF a 8' O.C. 2x6 G
DECK. 24' O.C.
'DTTIZ' W/ 3/s' HDG LAG SCREW W/ HDG WASHER OR
SDWH TIMBER -HEX HDG SCREW INTO TOP R, STUD,
OR JOIST (3' MIN. THREAD PENETRATION)
5ECTION
(2)-Od (21/2' O.C.) �� SCALE: 1" = 1'-0"
TO EA. BLK'G
Sd (o' O.G.
loci (2)-10d PER BLK'G
8' O.C. IF (ONE • EA. SIDE) I
(E) STUD
WALL 2x6 BLK'G
EDGE NAIL 6d Sd 6 O.G. W/
6' O.C.
_ 'H3' PER BLK'G
PLYWD' (NOT SHOWN)
SHT'G
2x6 9 24' O.C.
�� 5ECTIOBI
9 SCALE: 1" = 1'-0"
ADDITION EXIST
601 6' O.G.
2x6 RAFTER
(SEE PLAN) (E) RAFTER
'HU412' HANGER
0 31/2'xl2' GLB 4x12 (SEE PLAN)
(NOT SHOWN)
110 5ECTION
SCALE: 1" = 1'-0"
REVISIONS:
NO.
DATE
DESCRIPTIONS
0
0
0
0
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D. S. Engineering
Consulting Structural Engineers
3121 147th Place SE
Mill Creek, WA 98012
T: 425-338-4776
11/05/2020
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SCALE: SEE PLAN
JOB NO.: 20-840
DRAWN:
CHECK:
SHEET TITLE
GENERAL NOTE5
T"I'PICAL DETAIL5
AND 5E CT I ON5
5�4EET
■
1
FOUNDATION PLAN
1 /4" = 1'-01,
Io w. rvvinw
(4 PLACES)
q I UPPER FLOOR FRAMING PLAN
L I 1 /4" = 1'-0"
BLD2020-1292
ALT: 1 PC4Z:
CCQ 44SDS2.5 OR CC44
2 EPC4Z
ECCQ 44SDS2.5 OR ECC44
RECEIVED
Dec 04 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVISIONS:
NO.
DATE
DESCRIPTIONS
0
0
0
D. S. Engineering
Consulting Structural Engineers
3121 147th Place SE
Mill Creek, WA 98012
T: 425-338-4776
11/05/2020
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DATE: November 05, 2020
SCALE: SEE PLAN
JOB NO.: 20-870
DRAWN: D. S.
CHECK: D. S.
SHEET TITLE
FOUNDATION AND
UPPER FLOOR
FRAMING PLANS
SHEET
■
N�N
(E) RIDGE
1/� V.I.F.
w
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(E) FRAMING TO REMAIN
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V. 1. F. 3:1 2 V.I. F. I
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2 6 RAFTERS @24" O.C.
�q
6x10
HDR
109
S1.0
ROOF FRAMING PLAN
1 /4" = 1 '-0"
REviSMS:
NO.
DATE
DESCRIPTIONS
O
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D. S. Engineering
Consulting Structural Engineers
3121 147th Place SE
Mill Creek, WA 98012
T: 425-338-4776
11/05/2020
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DATE: November 05, 2020
SCALE: SEE PLAN
JOB NO.: 20-870
DRAWN: D. S.
CHECK: D. S.
SHEET TITLE
ROOF FRAMING
PLAN
SHEET
■