REVIEWED-BLD2023-0040+Structural_Analysis_or_Calculations+1.10.2023_4.16.00_PM+3307851AsiwNEW APPROACH
E N G IN E E R I N G, L LC
425.777.5635I newapproachengineering@gmail.com
............................................
REVIEWED
BY
CITY OF EDMONDS RECEIVED
BUILDING DEPARTMENT: Jan 252023
BLD2023-0040
J UTI LA REMODEL
23519 78TH AVENUE W. EDMONDS, WA 98026
Ruslan Maksimenko, PE
12/23/22
TABLE OF CONTENTS
TABLEOF CONTENTS.................................................................................................................................................... 1
DESIGNINFORMATION................................................................................................................................................ 2
SHEARWALL DESIGN.................................................................................................................................................... 3
LATERAL DIAPHRAGM LOADS FROM WIND............................................................................................................................. 3
LATERAL DIAPHRAGM LOADS FROM SEISMIC.......................................................................................................................... 6
SUMMARY OF SHEAR WALL CAPACITY REQUIREMENTS............................................................................................................. 7
SHEAR WALL TYPE & LENGTH REQUIREMENT......................................................................................................................... 7
HOLD-DOWN REQUIREMENTS............................................................................................................................................. 9
SILLBOLT REQUIREMENTS.................................................................................................................................................. 9
BEAM AND JOIST DESIGN............................................................................................................................................11
BEAMS........................................................................................................................................................................11
REFERENCEDOCUMENTS............................................................................................................................................16
SIMPSON STRONG -TIE CUT SHEETS.....................................................................................................................................16
FASTENING SCHEDULES IRC PROVISIONS (EXCERPT)................................................................................................................20
1
DESIGN INFORMATION
Dead Loads:
Exterior Wall Dead Load = 12psf
Interior Wall Dead Load = 8psf
Roof Dead Load = 10psf
Floor Dead Load = 10psf
Live Loads:
Ground Snow Load = 25psf (City of Edmonds)
Unbalanced Snow Load = 16.9psf additional for a horizontal distance of 7.85' from the hips of the roof, while the other
side of the roof is 7.5psf (ASCE 7-16, 7.6.1) also thinner shear wall
Rain on Snow Surcharge Load = not applicable (ASCE 7-16, 7.10)
Floor Live Load = 40psf (ASCE 7-16, Table 4.3-1)
Mean Roof Height = —13ft
Exposure B (ASCE 7-16, 26.7.3)
Risk Category II (ASCE 7-16, Table 1.5-1)
Importance Factors = 1.0 (ASCE 7-16, Table 1.5-2)
Design Wind Speed = 85mph (ASD) (City of Edmonds)
Response Modification Coefficient (R) = 6.5 (ASCE 7-16, Table 12.14-1)
(Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance)
SDs = 1(ASCE Hazard Tool website for Site Class D — Default)
Simplified Design Procedure from ASCE 7-16 for seismic calculations and Part 1: Enclosed and Partially Enclosed Low -Rise
Buildings for wind calculations were used in design.
SHEAR WALL DESIGN
Lateral Diaphragm Loads from Wind
Diagrams
Nofidlon
a 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dinumsirm or 3 ft
EXCEPTION: For buildings with 0 = 0 to 7° and a least horizontal dimension greater than 300 ft (90 m), dimension a shall be
limited to a maximum of 0.8 h.
h Mean roof height, in ft (m), except that cave height shall he used for roof angles [ 10°.
9 Angle of plane of roof from horizontal, in degrees.
Notes
1. Pressures shown are applied to the horizontal and vertical projections, for Exposure B, at h = 30 ft (h = 9.1 m). Adjust to other
exposures and heights with adjustrnent factor k
2. The load patterns shown shall be applied to each corner of the building in turn as the reference comer (See Fig. 283-1).
3. For Case B, use 0=O'.
4. Load cases 1 and 2 must be checked for 25° [ 6 [ 45°. Load case 2 at 258 is provided only for interpolation between 25' and 3iY.
5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively.
6. For roof slopes other than those shown, linear interpolation is permitted.
7. The total borizontal load shall not he less than that determined by assuming p, = 0 in Zones B and D.
.8. Where Zone E or G falls on a roof overhang on the windward side of the building, use EoH and GcH for the pressure on the
horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied.
9. Unit conversions for tables:
Adjustment Factor for Building Height and Exposure, k
Ejqmawa
Mean roof height (aj B C 0
15 1.00
1.21
1.47
20 1.00
1.29
1.55
25 1.00
1.35
1.61
30 1.00
1.40
1.66
35 1.05
1.45
1.70
40 1.09
1.49
1.74
45 1.12
1.53
1.78
50 1.16
1.56
1.81
55 1.19
1.59
1.84
60 122
1.62
1.87
Note: Unit converslons for tables: 1.0 ft=U3048 m; 1.01h/Wr
0.0479 kNJml; 1 mph=1.6 km/h
FIGURE 211.5•11 Main Wind Force Resisting System, Part 2 [h < 60 ft (h < 1111111.3 m)]: Design Wind Pressures for
Enclosed Buildings -Walls and Roofs
Simplified Design Wind Pressure, Ps30 Jpsfj for Exposure B at h = 30 f[ (h = 9.1 m)
Basic I Zones
WWind Roof Horizontal Pressures Vertical Pressures Overhangs
speed +fie Load
(mph) (degrees) Case A B C d E F G H ECH Go"
as 0 to 5" 1 11.5 .9 7.6 -3.5 -13.8 -7.8 -9.6 --6.1 -19.3 -1 SA
10,
1
12.9
-SA
8.6
2.1
-13A
-8.4
-9.6
-8.5
1 -19.3
-15.1
is,
1
14A
-4A
9.6
-2.7
-13.8
-9.0
-9.6
-6,9
-19.3
-15.1
20'
1
15.9
-4 2
10A
-2.3
-13.8
AA
-9.6
-7.3
-19.3
-15.1
25,
1
2
14.4
-
2.3
-
10.4
-
2.4
-
-6.4
-2.4
-0.7
-4.7
-4.6
-0.7
-7.0
--3.0
-11.9
-
-10.1
-
90
X to 45
0 to 5'
1
2
1
12.9
12.9
12.8
6.9
9.9
10.2
10.2
7.4
7.0
1.0
5.0
-7.8
-0.9
0.3
4.3
--6,7
2. S
-4.5
1 -4.5
-5.2
-5.2
-6.7
8.5
-4,0
-15.4
-6.8
-10.7
AS
-21.6
-16.9
10,
1
14.5
-6.0
9.6
-0,5
-15.4
AA
-10.7
-7.2
-21.6
-16.9
is,
1
16.1
-5.4
10.7
-0.0
-15.4
-10A
-10.7
-7.7
-21.6
-16.9
201
1
17.8
-4.7
11.9
--2.6
-15.4
-10.7
-10.7
-8.1
-21.6
-16.9
25,
1
2
1 s.1
-
2A
-
111.7
-
2.7
-
-7.2
-2.7
A.8
-5.3
-5.2
-0.7
-7.8
2,4
-13.3
-
-11A
-
95
30 to 45
0 to 5'
1
2
1
14.4
14.4
14.3
9.9
9.9
1113
113
7.9
7.9
1.1
5.6
-0.8
-4.3
0.4
4.8
-7.5
-3.1
-5.1
-5.1
-5.8
-5.8
-7A
9.5
-4.4
-17.2
A.8
-12.0
-7.6
-24.1
-18.9
10,
1
16.1
-6.7
10.7
-3.9
-17.2
-10.5
-12.0
-8.1
-24.1
-18.9
15,
1
1&0
-6.0
12.0
-3A
-17.2
-11.2
-12.0
-.6
-24.1
-18.8
20,
1
19.8
-0.2
13.2
2.9
-17.2
-12.0
-12.0
2.1
-24.1
-19.9
25,
1
2
18.0
-
2.9
-
13.0
-
3.0
-
-8.0
-0.0
-10.s
-5.9
-5.8
-0.8
-8.7
-3.8
-14.9
-
-12.7
-
100
30 to 45
0 to 51
1
2
1
18A
18.1
15.9
f 1 A
11.0
12A
12A
8.8
8.8
1.2
6.2
-9.8
-4.8
0.4
5.4
-8A
2.4
-5.5
-6,6
-6.5
-6.5
�72
105
-4,9
-19.1
-14.8
-13.3
-8A
-26.7
-20.9
10,
1
17.9
-7.4
11A
-4.3
-19.1
-11A
-13.3
2.9
-26.7
-20.9
15°
1
19.9
-6.6
13A
-0.8
-19.1
-12.4
-13.3
2.6
-26.7
-20.9
20,
1
22.0
-5.8
14A
-0,2
-19.1
-113
-13.a
-10.1
-26.7
-20.9
25,
1
2
19.9
-
a.2
-
14A
-
3.3
-
-0.8
-3A
AL0
-6.6
-6.4
AA
2.7
-4.2
-16.5
-
-14.0
-
30 to 45
1
2
17.8
17.8
12.2
1 12.2
14.2
14.2
9.8
9.8
1 A
6, 9
-10.8
1 -6.3
0.5
5.9
2.3
2.8
-0, 3
-0, 3
-7.2
-7.2
FIGURE 26.5-1 (Conf{mred}. Main Wind Force Resisting System, Part 2 [h :5 80 ft {h :5 18.3 m}]: Design Wind Pressures for
Enclosed Buildings -Walls and Roofs
Use minimum wind loads - A & C: 0.6 x 16psf = 9.6psf; B & D: 0.6 x 8psf = 4.8psf
a = 30 f t x 0.1 = 3.0 f t (10% of least horizontal dimension) USE THIS VALUE
a = 13ft x 0.4 = 5.2ft (0.4h)
a = 30 f t x 0.04 = 1.2 f t (not less than 4% of least horizontal dimension)
a = 3 f t (not less than)
Perpendicular to ridge:
Parallel to ridge (roof):
Parallel to ridge (foundation):
12
(6f
A: 9.6psf x 3 x t x 2 ft) = 1037lbs
B:4.8psf x 3 x (6ft x 5.7ft) = 493lbs
C: 9.6psf x ((50 — 18) f t x 22 f t) = 1844lbs
D:4.8psf x ((50 — 18)ft x 5.7ft) = 876lbs
A: 9.6psf x 3 x 14 f tZ = 404lbs
C: 9.6psf x (345 f tZ + 123 f tZ) = 2986lbs
A: 9.6psf x 3 x 25.5ft2 = 735lbs
C: 9.6psf x (225ft2 + 86ft2) = 4493lbs
Diaphragm Shear Capacity Requirement from Wind:
1 to ridge
II to ridge
Roof
Vroof = 4250lbs
Vroof = 3390lbs
Foundation
Vfouna. = 7131lbs
Vfouna. = 5228lbs
Lateral Diaphragm Loads from Seismic
Roof Weight:
Wroof = 10psf x 1982f tZ = 19,982lbs
Exterior Wall Weight (L ridge):
Wext.walll to long direction = 12ps f x 11 f t x (36 f t + 23 f t + 2.5 f t + 30 f t + 14.5 f t) = 13,992lbs
Interior Wall Weight (L to rid
Wint.walll to long direction = 8ps f x 9 x (25 f t+ 2 f t+ 3 f t+ 13.5 f t+ 2.5 f t+ 14 f t) = 4320lbs
Exterior Wall Weight (II to ridge):
Wext.wallp to long direction = 12ps f x 11 f t x (24 f t + 26 f t + 50 f t) = 13,200lbs
Interior Wall Weight (II to ridge).
Wint.wallll to long direction
= 8psf x 9 x (13ft + 10ft + 9.75ft + 9.75ft + 9.75ft + 9.75ft + 10ft + 19.5ft + 2ft + 9.5ft)
= 7416lbs
Fireplace:
Dimensions: 15 f t (tall) by 3 f t (wide) by 1.5 f t (deep)
4in clay brick wythe = 39ps f
Assume 2 wythe thick layer = 78psf
Wfireplace,roof =78psf x(9ftx8ft) = 5616lbs
Wfireplacejloor = 78psf x (9ftx8ft) = 5616lbs
Effective Seismic Weight for Roof Diaohraam:
19,9821bs + (13,9221bs) + (43201bs) + (13,2001bs1 + (741� lbsl + 5616lbs = 45,062lbs
Effective Seismic Weight for Entire Structure:
45,062lbs + (13,9�21bs) + (43201bs1 + (13,2001bs1 + (741� lbs) + 5616 = 70,142lbs
Diaphragm Shear Capacity Requirement from Seismic:
1 to long direction of the house II to long direction of the house
Roof Vroof =
1.0 x 45,062lbs x 1
= 69331bs
6.5
Foundation Vfound. = 1.0 x 70,1421bs x 16 5 = 10,792lbs
C:
Summary of Shear Wall Capacity Requirements
1 to ridge
II to ridge
Wind
Seismic
Wind
Seismic
Roof
42501bs
69331bs
33901bs
69331bs
Foundation
71311bs
10,7921bs
52281bs
10,7921bs
Shear Wall Type & Length Requirement
Wall location
Mark
Approximate Length
I Effective Length along Grid Line
Load along Grid Line
(1 to ridge)
Grid Line 1
S11
8.5ft
19.5ft
17341bs (seismic)
10631bs (wind)
12.5/50ft trib. area
S12
lift
Grid Line 2
S21
11.75ft
23.15ft
32241bs (seismic)
19771bs (wind)
23.25/50ft (trib. area)
S22
3.75ft (0.8)1
S23
8.4ft
Grid Line 3
S31
15ft
23.5
14911bs (seismic)
9141bs (wind)
10.75/50ft (trib. area)
S32
8.5ft
(II to ridge)
Grid Line A
SA
12.75ft
12.75ft
9811bs (seismic)
4781bs (wind)
7149.5ft Crib. area
Grid Line B
SE,
3.6ft (0.8)1
28ft
34321bs (seismic)
16781bs (wind)
24.5149.5ft (crib. area)
SBz
Oft (0.9)1
SB3
8ft
SB4
S.ZSft
SBs
8.25ft
Grid Line C
SCI
10.5ft
10.5ft
24521bs (seismic)
11991bs (wind)
17.5149.5ft Crib. area
1. Number in parenthesis is the controlling reduction factor for nominal wood structural panel capacities of the given shear
wall, based on 2015 SDPWS, 4.3.3.4.1.
Grid Line 1
Individual Full -Heigh Wall Segments approach per 2015 SPDWS
Speci f is Gravity Adjustment Factor = [1 — (0.5 — G)] ---) [1 — (0.5 — 0.43)] = 0.93 (f or Hem — Fir)
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 6d nail
spacing. Capacity of sheathing material for seismic is 400plf nominal or 200plf ASD and for wind is 560plf nominal or
280plf ASD.
Necessary shear wall length with given WSP:
1734lbs 10631bs
Seismic: 0.93 x 200plf 9.3 f t< 19.5 f t and Wind: 0.93 x 280plf 4 f t< 19.5 f t OK
Grid Line 2
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 8d nail
spacing. Capacity of sheathing material for seismic is 400plf nominal or 200plf ASD and for wind is 560plf nominal or
280plf ASD.
Necessary shear wall length with given WSP:
32241bs 19971bs
Seismic: 0.93 x 200plf 17.3 f t < 23.15 f t and Wind: 0.93 x 280plf 7.7 f t < 23.15 f t OK
(;rirl I ina 2
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 8d nail
spacing. Capacity of sheathing material for seismic is 400plf nominal or 200plf ASD and for wind is 560plf nominal or
280plf ASD.
Necessary shear wall length with given WSP:
1491lbs 914lbs
Seismic: 0.93 x 200plf 8 f t< 23.5 f t and Wind: 0.93 x 280plf 3.5 f t< 23.5 f t OK
Grid Line A
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 8d nail
spacing. Capacity of sheathing material for seismic is 400plf nominal or 200plf ASD and for wind is 560plf nominal or
280plf ASD.
Necessary shear wall length with given WSP:
981lbs 4781bs
Seismic: 0.93 x 200plf 5.2 f t < 12.75 f t and Wind: 0.93 x 280plf 1.8 f t < 12.75 f t OK
(;rirl I ina R
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 8d nail
spacing. Capacity of sheathing material for seismic is 400plf nominal or 200plf ASD and for wind is 560plf nominal or
280plf ASD.
Necessary shear wall length with given WSP:
34321bs 16781bs
Seismic: 0.93 x 200p1f 18.5ft < 28ft and Wind: 0.93 x 280p1f 6.5ft < 28ft OK
(-,rlrl I Ina (-
n
Check 3/8" Wood Structural Panel — Sheathing (lowest allowable sheathing thickness per 1946 UBC) with 6" edge 8d nail
spacing and 3/8" Wood Structural Panel — Sheathing added on the interior. Capacity of sheathing material for seismic is
2 x 400plf = 800plf nominal or 400plf ASD and for wind is 2 x 560plf = 1120plf nominal or 560plf ASD.
Necessary shear wall length with given WSP:
24521bs _ _ 1199lbs
Seismic: 0.93 x 400plf 7ft < 10.5ft and Wind: 0.93 x 560plf 2.3ft < 10.5ft OK
Hold-down Requirements
Wall Location
Mark
Unit Shear
Total Tension
Hold-down
(1 to ridge)
1734lbs
Grid Line 1
S11-2
= 89pl f
89pl f x 11ft = 9791bs
DTTZZ
19.5f t
32241bs
Grid Line 2
S21-3
_
— 140pl f
140pl f x 11ft = 1540lbs
DTTZZ
23.15 t
1491lbs
Grid Line 3
S31-2
_
— 64pl f
64pl f x 11ft = 7041bs
DTTZZ
23.5 t
(II to ridge)
9811bs
Grid Line A
SA
_
— 77pl f
77pl f x 11 f t = 8471bs
DTTZZ
12.75 t
34321bs
Grid Line B
SE1-5
= 123plf
123plf x 11ft = 1353lbs
DTTZZ
28 t
2452lbs
Grid Line C
SCZ
_
— 234plf
234plf x 11ft = 25741bs
HDU4-SDS2.5
10.5f t
Sill Bolt Requirements
Table 12E BOLTS: Reference Lateral Design Values, Z, for Single Shear
(two member) Connections 1,2,3.4
for sawn lumber or SCL to concrete
Thickness
0
@�p
E
o
O
y G
t
u
J
LL
z
c
u
J
LL
dl
LL Z
LL
�
wo
L
R12
71,
Zl
Z„
Zl
z,
zl
z,
Zl
7„
Z1
11
1:
D
in.
in.
in.
lbs,
lbs,
lbs.
lbs.
lbs,
lbs.
lbs.
lbs.
lbs.
lbs.
112
770
480
690
410
650
380
640
380
620
360
5I8
1070
660
970
580
930
530
92C
620
890
470
1-112
3A
1450
890
1330
660
1270
590
1260
560
1230
52D
19
96D
1750
72D
1690
930
1880
500
1640
550
2410
102D
2250
77D
2100
680
2060
650
193D
500
830
51D
740
43D
700
400
690
UO
67D
370
518
1160
680
1030
60D
980
550
970
550
94D
530
1-314
314
1530
900
1390
77D
1330
680
1310
6"
1270
600
8.0
7I8
1970
1120
1800
840
1730
740
1720
700
1680
640
1
2480
119D
2290
89D
2210
790
2200
750
215D
700
and
grata
V2
630
59D
790
520
770
470
760
480
75D
440
518
1290
860
1230
670
1180
610
1170
610
112D
570
2-112
314
1840
1000
1630
850
1540
NO
152C
780
1460
750
718
2290
1240
2050
1080
1940
1020
1920
1000
1860
920
1 ilik
2800
152D
2530
1280
2410
1130
2390
1080
231D
1D00
la
830
59D
790
540
770
610
760
5D0
75D
490
518
290
880
1230
81D
1200
730
1190
720
1170
670
3-112
314
1860
119D
1770
980
1720
900
1720
890
1680
930
716
2540
1 41DI
2410
1190
2320
1100
2290
1070
2200
ID20
1
3310
1 67DI
2970
1420
2800
1330
2770
1300
2660
1260
Z'll—Zl1x (CD xCMxCtxCgxCAXCegxCdixCt71
1/2" anchor bolts: Z'11 = 620lbs x (1.6 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0 x 1.0) = 992lbs
Number of sill bolts required for S11_2:
Number of sill bolts required for S21.3:
Number of sill bolts required for 531_2:
Number of sill bolts required for SAI:
Number of sill bolts required for SBI_s:
Number of sill bolts required for SCI:
2698lbs
992lbs = 2.7 - 3 bolts
5019lbs
992lbs = 5.06 ---) 5 bolts
2321lbs
992lbs = 2.3 - 3 bolts
1527lbs
992lbs = 1.5 ---) 2 bolts
5342lbs
992lbs = 5.4 - 6 bolts
3815lbs
992lbs = 3.8 - 4 bolts
10
BEAM AND JOIST DESIGN
BEAMS
a FORTE W EB MEMBER REPORT PASSED
Level, Living Room Windows
2 piece(s) 2 x 6 HF No.2
Overall Length: 14' 11"
0 0
11,
4' 9" L L 4' 8 1/2" 4
0 0 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2113 @ 4' 11 1/2"
3645 (3.00")
Passed (58%)
--
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
907 @ 10' 6 1/2"
1898
Passed (48%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
-979 @ 4' 11 1/2"
1602
Passed (61%)
1.15
1.0 D + 1.0 S (Adj Spans)
Live Load Defl. (in)
0.041 @ 2' 4 1/4"
0.165
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.057 @ 2' 4"
0.248
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
234
539
773
None
2 - Trimmer - HF
3.00"
3.00"
1.74"
647
1465
2113
None
3 - Trimmer - HF
3.00"
3.00"
1.74"
647
1465
2113
None
4 - Trimmer - HF
1.50"
1.50"
1.50"
234
539
773
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
14' 11" o/c
Bottom Edge (Lu)
14' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 14' 11"
N/A
4.2
--
1 - Uniform (PLF)
0 to 14' 11"
N/A
18.0
-
WALL LOAD
ROOFLOAD
2 - Uniform (PLF)
0 to 14' 11"
N/A
96.0
256.0
(INCLUDING
UNBALANCED
SNOW LOAD)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology: Aso
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Ruslan Maksimenko
NEW APPROACH Engineering, LLC
(425) 777-5635
newapproachengineering@gmail.com
12/22/2022 4:16:40 PM UTC
ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6
Weyerhaeuser File Name: Jul Remodel
Page 1 / 1
11
,AIFORTEWEB'
MEMBER REPORT
Level, South Windows in East Bedroom
1 piece(s) 2 x 4 HF No.2
Overall Length: 2' 3"
9
2' L
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
219 @ 0
911 (1.50")
Passed (24%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
138 @ 5"
604
Passed (23%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
123 @ 1' 1 1/2"
374
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Vert Live Load Defl. (in)
0.012 @ 1' 1 1/2"
0.075
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Vert Total Load Defl. (in)
0.016 @ 1' 1 1/2"
0.112
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Lat Member Reaction (Ibs)
70 @ 2' 3"
N/A
Passed (N/A)
1.60
1.0 D + 0.6 W
Lat Shear (Ibs)
54 @ 3"
840
Passed (6%)
1.60
1.0 D + 0.6 W
Lat Moment (Ft-Ibs)
39 @ mid -span
245
Passed (16%)
1.60
1.0 D + 0.6 W
Lat Deflection (in)
0.020 @ mid -span
0.225
Passed (L/999+)
1.0 D + 0.6 W
Bi-Axial Bending
0.32
1.00
Passed (32%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Deflection criteria: LL (L/360) and TL (L/240).
• Lateral deflection criteria: Wind (L/120)
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
61
157
219
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
61
157
219
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
2' 3" o/c
-Maximum allowable bracing intervals based on applied load.
PASSED
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Lateral Connections
Supports
I Plate Size
Plate Material
Connector
Type/Model
Quantity
Nailing
Left
12X
Hem Fir
Nails
10d (0.128" x 3") (End)
2
Right
12X
Hem Fir
Nails
10d (0.128" x 3") (End)
2
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 3"
N/A
1.3
--
1 - Uniform (PSF)
0 to 2' 3"
3' 4"
10.5
42.0
ROOF LOAD
2 - Uniform (PLF)
0 to 2' 3"
N/A
18.0
-
WALL LOAD
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
4'
25.8
• ASCt/Stl / Sec. 6U.4: txposure Lategory (tl), Mean Roor Helgnt (Lu'), I opograpnlc ractor (1.U), Wma uirecuonallty Factor (U.CS), tlasic wma speea (115), KISK c:ategory(II), tRective wma Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42 % of this lateral wind load.
ForteWEB Software Operator
lob Notes
Ruslan Maksimenko
NEW APPROACH Engineering, LLC
(425)777-5635
newapproachengineering@gmaii.com
12/23/2022 11:53:14 PM UTC
ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6
Weyerhaeuser
File Name: Jutila Remodel
Page 1 / 2
12
'I FORTE W E B MEMBER REPORT PASSED
Level, North Windows in West Bedrooms
2 piece(s) 2 x 6 HF No.2
Overall Length: 13' 1/2"
6' 4"
6' 4" L
0
0
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1329 @ 6' 6 1/4"
1823 (1.50")
Passed (73%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
633 @ 6'
1898
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Fill
-896 @ 6' 6 1/4"
1602
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.060 @ 2' 11 1/2"
0.217
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.080 @ 2' 10 3/4"
0.313
Passed (L/982)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (U360) and TL (5/16").
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
157
371
528
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
524
804
1329
None
3 - Trimmer - HF
1.50"
1.50"
1.50"
157
212
370
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
13' 1" o/c
Bottom Edge (Lu)
13' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(S.Ss)
Comments
0 - Self Weight (PLF)
0 to 13' 1/2"
N/A
4.2
--
1 - Uniform (PSF)
0 to 13' 1/2"
3' 4"
12.6
25.0
ROOF LOAD
2 - Uniform (PLF)
0 to 13' 1/2"
N/A
18.0
-
WALL LOAD
3 - Uniform (PSF)
0 to 4' 7"
3' 4"
-
16.9
UNBALANCED
SNOW LOAD
0
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
lob Notes
Ruslan Maksimenko
NEW APPROACH Engineering, LLC
(425)777-5635
newapproachengineering@gmaii.com
12/23/2022 11:57:59 PM UTC
ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6
Weyerhaeuser
File Name: Jutila Remodel
Page 1 / 1
13
,AIFORTEWEB'
MEMBER REPORT
Level, New Interior Door
2 piece(s) 2 x 6 HF No.2
Overall Length: 2' 9"
9
2' 6"
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1159 @ 0
1823 (1.50")
Passed (64%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
668 @ 7"
1898
Passed (35%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (R-Ibs)
797 @ 1' 4 1/2"
1602
Passed (50%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.016 @ 1' 4 1/2"
0.092
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.020 @ 1' 4 1/2"
0.138
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
238
922
1159
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
238
922
1159
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 9" o/c
Bottom Edge (Lu)
2' 9" o/c
-Maximum allowable bracing intervals based on applied load.
_
Dead
Snow
Vertical Loads
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 9"
N/A
4.2
--
ROOF LOAD
1 - Uniform (PSF)
0 to 2' 9"
16'
10.5
41.9
(INCLUDING
UNBALANCED
SNOW LOAD)
PASSED
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASO
We erhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Sob Notes
Ruslan Maksimenko
NEW APPROACH Engineering, LLC
(425)777-5635
newapproachengineering@gmaii.com
12/23/2022 11:59:14 PM UTC
ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6
Weyerhaeuser
File Name: Jutila Remodel
Page 1 / 1
14
Fireplace Lintel 9 seam moemed, save now? IN
NEW APPROACH Engineering, LLC Cd
✓ Design OK
AISC r
Change material... Y Change shape... G Change design spec... G
Continuous Bracing
1A0
dd or remove spans... G Edit loads... G Change bracing... G
L
L3-112XS-112xm
Planed Finned
so,
Calculate
✓ Design OK
AISC 360-16 LRFD - L3-112X3-112X3l8 Steel A36
✓ Bending
0.44
✓ Shear
0.09
Mu (Demand)
1.63 kip-H
Vu (Demand)
2.17 kips
O Mn (Cal
3.73 kip-R
Ovr (Capacity)
25.52 kips
Controlling Equation
F102: Lateral -Torsional Suckling
Controlling Equation
G2.1: Nominal Shear Strength
Location
116,
Lecatlon
010,
Load Combination
1.40
Load Combination
1.413
✓Deflection
0.22
Design Info
All 360-16 LRFD
Based On
Service Cases
Shape Type
1-3-1/2X3-1/2X3i8
Controlling Service Case
0+ L
Weight
8.50 ball
Max Dy
-0.02 in= U1620
Self Weight
Included
Five Load Limit
L1360
IN:
2.66 in4
Dead + Llve Lima
L1360
ty
2.66 in4
Snow or Wind Limit
L/360
Cross Section Rotation
0°
Total Load Limit
L/240
Bracing
Continuous
Result View Load Case
® D
0.00In
1.55 kips
1.55 kips
Max Dy=-0.02 in @ 1' 6'
Max Shear=1.55 klps 6 0 0-
dn
Max Mera=1.16 Idl @ 1' 6'
-0 02 in
Extremes
type
Location
Value
Max dy
1161,
-0.02 in
Max Shear
0,11
1.55 kips
Max Moment
1' 6"
1.16 kip-ft
15
REFERENCE DOCUMENTS
AC/LPCZ/LCE/RTC
Post Caps
The universal design of the LCE4 post cap
provides high capacity while eliminating the
need for rights and lefts. For use with 4x or
6x lumber. LPCZ — Adjustable design
Q
allows greater connection versatility.
M
U
Material: LCE4 — 20 gauge;
AC, LPC4Z — 18 gauge;
M
LPC6Z — 16 gauge;
N
RTC — 14 gauge
y
R
Finish: Galvanized.
m
Some products available in
ZMAXO coating and stainless steel.
01
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners;
see General Notes
• Install all models in pairs.
LPCZ — 2Yz" beams may be
used if 0.148" x 11h" nails are
substituted for 0.148" x 3" nails
Codes: See p.12 for Code Reference
Key Chart
d ly N.
Typical LCE4 Installation
(for 4x or 6x lumber)
Typical AC4 Installation
84
Simpson Strong -Tie Cut Sheets
Typical LCE4
Corner Installation
(see note 7)
RTC44 Installation
(square cut)
SIMPSON
Strong -Tie
LCE4
Typical LCE4Z Installation
(mitered corner)
RTC44 Installation
(mitered corner)
16
AC/LPCZ/LCE/RTC
Post Caps (cont.)
SS
These products are available with For stainless -
additional corrosion protection. ® steel fasteners,
For more information, see p.15. see p. 21.
Many of these products are approved for installation
with Strong -Drive® SD Connector screws. ®1
See pp. 335-337 for more information.
Model
No.
Dimensions
(in.)
Min. /
Max.
Total No. Fasteners
(in.)
Allowable Loads (DF/SP)
(160)
Code
Ref.
W
L
Beam
Post
Uplift
Lateral
39/6
61/2
Min.
(8) 0.162 x 31/2
(8) 0.162 x 31/2
1,745
1,610
AC4
3%6
61/2
Max.
(14) 0.162 x 31/2
(14) 0.162 x 31/2
2,490
1,475
4
7
Min.
(8) 0.162 x 31/2
(8) 0.162 x 31/2
1,745
1,610
AC4RZ
4
7
Max.
(14) 0.162 x 31/2
(14) 0.162 x 31/2
2,490
2,075
LCE4
—
53/a
—
(14) 0.162 x 31/2
(10) 0.162 x 31/2
1,955
1,350
51/2
81/2
Min.
(8) 0.162 x 31/2
(8) 0.162 x 31/2
1,665
1,565
IBC,
FL, LA
AC6
51/2
81/2
Max.
(14) 0.162 x 31/2
(14) 0.162 x 31/2
2,815
2,075
6
9
Min.
(8) 0.162 x 3Y2
(8) 0.162 x 3Y2
1,665
1,565
AC6RZ
6
9
Max.
(14) 0.162 x 31/2
(14) 0.162 x 31/2
3,055
2,450
LPC4Z
39A6
31/2
—
(8) 0.148 x 3
(8) 0.148 x 3
755
760
LPC6Z
59A6
51/2
—
(8) 0.148 x 3
(8) 0.148 x 3
920
885
1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed.
Reduce where other loads govern.
2. Loads apply only when used in pairs.
3. LPCZ lateral load is in the direction parallel to the beam.
4. For minimum nailing quantity and load values, fill all round holes; for maximum nailing quantity and load values,
fill all round and trianglular holes.
5. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer
tension loads between spliced members by means other than the post cap.
6. LCE4 uplift load for mitered -corner conditions is 985 lb. (DF/SP) or 845 lb. (SPF). Lateral loads do not apply.
7. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber
strands/veneers known as the narrow face. Values in the tables reflect installation into the wide face. See technical
bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow -face installations.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
SIMPSON
StrongTie
Model
Dimensions
(in.)
Total No. of Fasteners
(in.)
DF/SP Uplift Loads
SPF Uplift Loads
No.
W
L
Beam
Post
Side Beam
Main Beam
Post
Side Beam
Main Beam
Post
RTC4
(Mitered corner)
39/B
43/4
(16) 0.162 x 31/2
(10) 0.162 x 31/2
900
900
1,800
775
775
1,550
RTC441
(Square cut)
39A6
43/4
(16) 0.162 x 31/2
(10) 0.162 x 31/2
925
1,230
1,760
795
1,060
1,515
LCE471
(Mitered corner)7E777
5%
53/a
(14) 0.162 x 31/2
(10) 0.162 x 31/2
—
—
985
—
—
845
1. The allowable download for the mitered RTC44 and LCE4Z connection is limited to the bearing of the mitered beams on the post
and shall be determined by the Designer.
2. The allowable download for the main beam in the square -cut RTC44 connection is limited to the bearing of the beam on the post
and shall be determined by the Designer. The side beam allowable download is 1,170 lb.
3. The combined uplift loads applied to all the beams must not exceed the post allowable uplift load listed in the table.
4. Connectors must be installed in pairs to achieve listed loads.
L
85
17
H Dll/DTT
Holdowns
�
y
N
EERfp
2Cs�� This product is preferable to similar connectors because
i—
of (a) easier installation, (b) higher loads, (c) lower
installed cost, or a combination of these features.
3 c
O .�
......
o C
HDU holdowns are pre -deflected during the manufacturing
_ H
process, virtually eliminating deflection under load due to
material stretch. They use Strong -Drive® SIDS Heavy -Duty
Connector screws which install easily, reduce fastener slip and
provide a greater net section when compared to bolts.
The DTT tension ties are designed for lighter -duty holdown
applications on single 2x posts. The DTT1Z is installed with
nails or Strong -Drive SD Connector screws and the DTT2Z
installs easily with the Strong -Drive SIDS Heavy -Duty Connector
screws (included). The DTT1 Z holdowns have been tested for
use in designed shearwalls and prescriptive braced wall panels
as well as prescriptive wood -deck applications (see p. 289 for
deck applications).
For more information on holdown options, contact
Simpson Strong Tie.
HDU Features:
• Uses Strong -Drive SIDS Heavy -Duty Connector screws
which install easily, reduce fastener slip and provide a
greater net section area of the post compared to bolts
• Strong -Drive SIDS Heavy -Duty Connector screws are
supplied with the holdowns to ensure proper fasteners
are used
• No stud bolts to countersink at openings
Material: See table
Finish: HDU — galvanized; DTT1Z and DTT2Z — ZMAX®
coating; DTT2SS — stainless steel
Installation:
• See Holdown and Tension Tie General Notes on pp. 49-50.
• The HDU requires no additional washer; the DTT requires
a standard -cut washer (included with DTT2Z) be installed
between the nut and the seat.
• Strong -Drive SIDS Heavy -Duty Connector screws install best
with a low -speed high -torque drill with a 3/e" hex -head driver.
• Fasteners and crescent washer are included with the
holdowns. For replacements, order part no. SDS25212-HDU_.
(Fill in the size needed, e.g. HDU2.)
Codes: See p.12 for Code Reference Key Chart
52
t-W
00
0
Pilot holes for 0
manufacturing
purposes 0
(fastener
not requred) 0
0
HDU
DTT2Z
U.S. Patent
8,555,580
1/2
Minimum
o
wood
o
member
®
thickness
(see General
o
®
Notes)
o
®m
® ®
Preservative-
o
®
treated barrier
may be
required
Vertical HDU
Installation
DTT1 Z
U.S. Patent
Pending
Horizontal HDU Offset Installation
(plan view)
See Holdown and Tension Tie General Notes.
18
HDU/DTT
Holdowns (cont.)
SS"
These products are available with For stainless -
additional corrosion protection. ® steel fasteners,
For more information, see p.15. see p. 21.
Many of these products are approved for installation
with Strong -Drive® SD Connector screws. ®1
See pp. 335-337 for more information.
SIMPSON
StrongTie
Model
No.
Ga.
Dimensions
(in.)
Fasteners Minimum
(in.) Wood
Anchor Member
Bolt Da. Wood Size
(t Fasteners (in,)
Allowable Tension Loads
(160)
Code
Ref.
W
H
B
CL
SO
DF/SP
SPF/HF
Deflection
Allowable Load
(in.)
DTT1Z
14
1'/z
711a
1 �16
3/a
3/15
3/5
(6) SD #9 x 1'/z
1'/z x 5'/z
840
840
0.17
(6) 0.148 x 1'/z
910
640
0.167
(8) 0.148 x 1 YP
910
850
0.167
DTT2Z
14
3Ya
615/e
1 %
13A6
3A6
'/z
1(8) 1/4x 1'/z SDS
1'h x 3Yz
1,825
1.800
0.105
(8) %x 1'/z SDS
3 x 3'/z
2,145
1,835
0.128
DTT2Z-SDS2.5
(8) Ya x 2Yz SDS
3 x 3Yz
2,145
2,105
0.128
HDU2-SDS2.5
14
3
81IAe
3'/a
15/is
13/a
5/e
(6) Ya x 2Yz SDS
3 x 3'/z
3,075
2,215
0.088
IBC,
HDU4-SDS2.5
14
3
1015/e
3'/a
1 �Y1e
1 3/a
5/e
(10) Y4 x 2Yz SDS
3 x 3Yz
4,565
3,285
0.114
FL, LA
HDU5-SDS2.5
14
3
1M/15
3'/a
1 5/15
13/a
5/3
(14)'/a x 2Yz SDS
3 x 3Yz
5,645
4,340
0.115
HDU8-SDS2.5
10
3
16%
3Yz
1 %
1'/z
7/3
(20) Ya x 2Yz SDS
3x3Yz
6,765
5,820
0.11
3'/z x 3Yz
6,970
5,995
0.116
3Yz x 4Yz
7,870
6,580
0.113
HDU11-SDS2.5
10
3
221/4
3Yz
1 %
1 Yz
1
(30) Ya x 2Yz SDS
3Y2x5Yz
9,335
8,030
0.137
3Yzx7Ya
11,175
9,610
0.137
HDU14-SDS2.5
7
3
2511A6
3Yz
1 s/ie
19/is
1
(36) Ya x 2Yz SDS
3Yzx5Yzz
10,770
9,260
0.122
—
3Yz x 7Ya
14,390
12,375
0.177
IBC,
FL, LA
5'/z x 5Yz
14,445
12,425
0.172
1. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown).
2. Where noted in table, loads are applicable to installation on either the narrow or the wide face of the post.
Typical HDU Tie Between Floors
V
53
19
WALL CONSTRUCTION
Fastening Schedules IRC Provisions (excerpt)
TABLE 11602.3(1)
FASTENING SCHEDULE
ITEM
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND TYPE
OF FASTENER
SPACING AND LOCATION
Root
4-8d box (2Y2"x 0.113") or
1
Blocking between ceiling joists or rafters to top plate
3-8d common (2'12" x 0.131 "); or
");
Toe nail
3-10d box (3" x 0.128 or
3-3" x 0.131" nails
44d box (2`12" x 0.113 "); or
2
Ceiling joists to tap plate
34d common (2'1Z" x 0.131 "}; or
Perjoist, toe nail
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails
3
Ceiling oist not attached to parallel rafter, laps over
4-10d box (3" x 0.128 "); or
3-16d common (3'1," x 0.162"); or
Face nail
partitions see Section R8 55.2 and Table R802.5.2
P ( )
4-3" x 0.131" nails
4
Ceiling joist attached to parallel rafter (heel joint)
Table R802.5.2
Face nail
(see Section RSM.5.2 and Table R802.5.2)
Collar tie to rafter, face nail or 111A" x 20 ga. ridge strap to
4-10d box (3" x 0.128"); or
5
rafter
3-10d common (3" x 0.148 "); or
Face nail each rafter
4-3" x 0.131" nails
3-16d box nails (3'fr" x 0.135"); or
2 toe nails on one side and 1 toe nail
6
Rafter or roof truss to plate
3-10d common nails (3" x 0.148"); or
on opposite side of each rafter or
4-10d box (3" x 0.128 ), or
truss`
4-3" x 0.131" nails
4-16d (3V; x 0.135 "); or
3-10d common (3" x 0.148 "); or
Toe nail
4-10d box (3" x 0.128"); or
Roof rafters to ridge, valley or hip rafters or roof rafter
4-3 " x 0.131" nails
3-16d box 3'12" x 0.135"}; or
to minimum 2^ ride beam
g
2-16d common (3'1," x 0.162"); or
End nail
3-10d box (3" x 0.128 "); or
3-3" x 0.131" nails
wall
16d common (3'1," x 0.162)
24" a.c. face nail
8
Stud to stud (not at braced wall panels)
10d box (3" x 0.128")• or
16 " o.c. face nail
3" x 0.131" nails
9
Stud to stud and abutting studs at intersecting wall corners
16d box (3 `l2" x 0.135 "); or
3" x 0.131" nails
12" o.c. face nail
(at braced wall panels)
16d common (3'1z" x 0. 162")
16" a.c. face nail
16d common (3'1z" x 0.162 "}
16" o.c. each edge face nail
10
guilt -up header (2" to 2" header with `12" spacer)
16d box (3`12" x 0.135 ")
12" o.c. each edge face nail
5-8d box (2`lz"x 0.113"); or
11
Continuous header to stud
4-8d common (2'1Z" x O.l3l "); or
Toe nail
4-10d box (3" x 0.128 ")
16d common (3'fi" x 0.162 "}
16" ❑.c. face nail
12
Top plate to tap plate
10d box (3" x 0.128"); or
3" x 0.131" nails
12"o.c. face nail
8-16d common (3'Ir" x 0.162"); or
Face nail on each side of end joint
13
Double tap plate splice
12-16d box (3Yz" x 0.135"); ar
12-10d box (3"x 0.128 ); or
(minimum 24" lap splice length each
12-3 " x 0.131 " nails
side of end joint}
(continued)
20
WALL CONSTRUCTION
TABLE R602.3(1)—contlnued
FASTENING SCHEDULE
ITEM
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND TYPE OF FA67ENER°-ul°
SPACING AND LOCATION
16d common (3`12" x 0.162")
16" e.c. face nail
14
Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)
16d box (3'12" x 0.135"); or
12" o.c. face nail
3" x 0.131 " nails
Bottom plate to joist, rim joist, hand joist or
3-16d box (3-1z" xl0.135')' or
3 each 16' o.c. face nail
15
blocking (at braced wall panel)
2-16d common (312 x 0.162 ), or
"
2 each 16 o.c. face nail
4-3" x 0.131 nails
4 each 16" o.c. face nail
4-8d box (2'1Z" x 0.113'); or
3-16d box (3'12" x 0.135"); or
4-8d common (2'IZ" x 0.131 "); or
Toe nail
4-10d box (3" x 0.128 "); or
16
Top or bottom plate to stud
4-3" x 0.131 " nails
3-16d box (3'lz" x 0.135"); or
2-16d common (3 `12" x 0.162 "); or
End nail
3-1 Ud box (3" x 0128 "); or
3-3" x 0.131 " nails
3-10d box (3" x 0.128 "); or
17
Top plates, laps at corners and intersections
2-16d common (3`12" x 0.162"); or
Face nail
3-3" x 0.131 " nails
3-8d box (2'1Z" x 0.113'); or
18
1 " brace to each stud and plate
2-8d common (2'Iz" x 0.131 "); or
Face nail
2-10d box (3" x 0.128' }; or
2 staples 1311"
3-8d box (2'1Z" x 0.113' }; or
19
1 " x 6" sheathing to each bearing
2-8d common (2'Iz" x 0.131 "); or
Face nail
„
2-10d box (3 x 0.128 ); or
2 staples, 1 " crown, 16 ga., 131,," long
3-8d box (2'12" x 0.113 "); or
3-8d common (2'Iz" x 0.131 "); or
3-10d box (3" x 0.128 "); or
3 staples, 1 " crown, 16 ga., I%" long
20
1" x 8" and wider sheathing to each bearing
Face nail
Wider than 1 q' x 8"
4-8d box (2'12" x 0.113'); or
3-8d common (2'12" x 0.131 "); or
3-10d box (3" x 0.128 "); or
4 staples, 1 " crown, 16 ga., 1314" long
Floor
4-8d box (2'12" x 0.113'); or
21
Joist to sill, top plate or girder
3-8d common (2'I2" x 0.131 "); or
Toe nail
3-10d box (3 x 0.128'); or
3-3 " x 0.131 " nails
8d box (2'12" x 0.113 ")
4" o.c. toe nail
22
Rim joist, band joist or blocking to sill or top
Sd common (2'1; x 0.131")• or
plate (roof applications also)
10d box (3" x 0.128"); or
6" o.c. toe nail
3" x 0.131 " nails
3-8d box (2'12" x 0.113 "); or
23
1 " x 6" subfloor or less to each joist
2-8d common (2'12" x 0.131 "); or
Face nail
3-10d box (3" x 0.128' }; or
2 staples, 1 " crown, 16 ga., 131+" long
(-- ii7(lEd)
21
TABLE OW Nli)
FASTENING SCHEDULE --continued
REN DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER!"t SPACING AND LOCATION
Floor
24
2" subfloar to joist or girder
3-16d box (3'1x" x 0.135"); or2-16d common (3'1," x 0.162")
Blind and face nail
25
2" planks (plank & beam —floor & roof)
3-16d box (3'f3" x 0.135" ); or
2-16d common (3'!z" x 0.162")
At each bearing, face nail
3-16d common (3'!t" x 0.162")
26
Band or rim joist to joist
4-10 box (3" x 0.128"), or
End nail
4-3" x 0.131' nails; or
4-3" x 14 ga. Staples' "Lli" crown
20d common (4" x 0.192"); or
Nail each layer as follows: 32" o.c.
at tap and bottom and staggered.
10d box (3" x 0.128"); or
24" o.c. face nail at top and bottom
27
Built-up girders and beams, 2-inch lumber
3" x 0.131" nails
staggered on opposite sides
layers
And:
2-20d common (4" x 0.192 "); or
Face nail at ends and at each splice
3-10d box (3" x 0.128 "); or
3-3" x 0.131 " nails
4-16d box (3'1," x 0.135"); or
28
Ledger strip supporting joists or rafters
3-16d common (3'!z" x 0.162"); or
4-10d box (3 x 0.128 "); or
At each joist or rafter, face nail
4-3" x 0.131" nails
29
Bridging or blacking to joist
2-10d box (3" x 0.128 "), or 2-8d common
'x
Each end, toe nail
(212 x 0.131 "; or 2-30.131 j nails
SPACING OF FASTENERS
DESCRIPTION NUMBER AND Inlermediate
fIEN OF BUILDING ELEMENTS TYPE Or FASTENER°•" Edges supports'
(Inches)" 9linch
Wood structural panels, subfloor, root and interior wall sheathing to framing And particleboard wall sheathing to framing
[see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
6d common (2" x 0.113") nail (subfloor, wall)'
30
31a" — 111"
8d common (2'13" x 0.131 ") nail (roof); or RSRS-
6
12'
01 (23-!g" x 0.113") nail (rood
31
191 "-1"
8d common nail (272" x 0,131 "); or RSRS-01;
6
12'
(2 !s x 0.113l') nail (ro q
32
1 1!„ _ 1!
10d common (3" x 0.148 ") nail; or
6
12
8d„
8d (2'1," x 0.131") deformed nail
Other wall sheathings
l f " structural cellulosic fiberboard
1'f2" galvanized roofing nail, 'f ,a" head
33
sheathing
diameter, or IV, "long 16 ga. staple with'f,d" or
3
6
1 " crown
34
251,M1 structural cellulosic
19," galvanized roofing nail, 71"m head diameter,
3
6
fiberboard sheathing
or 1'1," long 16 ga. staple with or or l" crown
35
11z" gypsum sheathing'`
1'f2" galvanized roofing nail; staple galvanized,
7
7
1112" long; 1'f," screws„ Type W or S
36 '1 " sh-Abm 1%' galvanized roofing nail; staple galvanized, 7 7
BYPsum
151$" long; 151," screws, Type W or S
Woad structural panels, combination subfioar underiayment to framing
37
3f¢" and less
tid deformed (2" x 0.120") nail; or
")
6
12
8d common (2'/,' x 0.131 nail
38
7 M1 — "
1 l
8d common (2'fZ"x 0.131 ") nail; or
6
12
$
8d deformed (2'12" x 0.120") nail
39
1 !„ _ 1 !
10d common (3" x 0.148' ) nail; or
6
12
2¢„
8d deformed (2'12" x 0.120") nail
For SI: 1 inch = 25.4 min, 1 foot = 304.8 min, 1 rruIr per hour = 0.447 mis; I ksi = 6.895 MPa.
(conriaued)
22
TABLE 11602.3(1)—continued
FASTENING SCHEDULE
a_ Nails at smooth-commoa, box or deformed shanks except where othcrwisc stated_ Nails used For Framing and shcalhing connections shall have minimum
average bending yield strengths as shown: 80 ksi fur shank diamctcr of 0.192 inch (20d common nail), 90 bi for shank diamctcrs larger than 0.142 inch but
nut larger than 0.177 inch, and 100 km for shank diamclers of 0.142 inch ur less,
b. Staples are 16 gage wire and have a minimum rf 16-inch on diameter crown width.
c. Nails shrill be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
d. Four -foot by &foot or 4-fool by 9-foot panels shall be applied vertically_
t_ Spacing of fasteners not included in this table shall be basal on Tablc R6023(2)_
f. For wood structural panel roof shcalhing attached to gable end roof framing tied to intermcdiatc supports within 48 inches of roof edges and ridges, nails shall
be spaced at 6 inches on ccntcr whcrc the ultimate design wind spccd is lass than 130 mph and shall be spaced 4 inches on center where the ultimate design
wind spccd is 130 mph or greater but less than 140 mph.
g. Gypsum sheathing shall conform to ASTM C1396 and shall be instanced in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and al floor perimctcrs only.
Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or fluor
sheathing panel edges ptrpendicular to the framing members iced not be provided except as required by other provisions of this code. Floor perimctcr shall be
supported by framing members or solid blocking.
i. where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toenails on one side of the rafter and toe nails from
the ceiling joist to lop plate in accordance with this schedule. The toenail on the opposite side of the rafter shall not be require!.
j. RSRMI is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
ble of resisting the wind pressures listed in Table R301.2(2)
adjusted for height and exposure using Table R301.2(3) and
shall conform to the requirements of Table R602.3(3). Wall
sheathing used only for exterior wall covering purposes shall
comply with Section R703.
Studs shall be continuous from support at the sole plate to a
support at the top plate to resist loads perpendicular to the
wall. The support shall be a foundation or floor„ ceiling or
roof diaphragm or shall be designed in accordance with
accepted engineering practice.
Exception: lack studs, trimmer studs and cripple studs at
openings in walls that comply with Tables R602.7(1) and
R602.7(2).
R602.3.1 Stud size, height and spacing. The size, height
and spacing of studs shall be in accordance with Table
R602.3 (5).
Exceptions:
1. Utility grade studs shall not be spaced more than
16 inches (406 mm) on center, shall not support
more than a roof and ceiling, and shall not exceed
8 feet (2438 mm) in height for exterior walls and
load -bearing walls or 10 feet (3048 mm) for inte-
rior nonload-bearing walls.
2. Where snow loads are less than or equal to 25
pounds per square foot (1.2 kPa), and the ultimate
design wind speed is less than or equal to 130 mph
(58.1 m/s), 2-inch by 6-inch (38 nun by 140 mm)
studs supporting a roof load with not more than 6
feet (1829 mm) of tributary length shall have a
maximum height of 18 feet (5486 mm) where
spaced at 16 inches (406 mm) on center„ or 20 feet
(6096 mm) where spaced at 12 inches (305 mm)
on center. Studs shall be No. 2 grade lumber or
better.
3. Exterior load -bearing studs not exceeding 12 feet
(3658 mm) in height provided in accordance with
Table R602.3(6). The minimum number of full -
height studs adjacent to openings shall be in accor-
dance with Section R602.7.5. The building shall be
2018 INTERNATIONAL RESIDENTIAL CODE®
located in Exposure B. the roof live load shall not
exceed 20 psf (0.96 kPa), and the ground snow load
shall not exceed 30 psf (1.4 kPa). Studs and plates
shall be No. 2 grade lumber or better.
R602.3.2 Top plate. Wood stud walls shall be capped with
a double top plate installed to provide overlapping at cor-
ners and intersections with bearing partitions. End joints in
top plates shall be offset not less than 24 inches (610 mm).
Joints in plates need not occur over studs. Plates shall be not
less than 2-inches (51 nun) nominal thickness and have a
width not less than the width of the studs.
Exception: A single top plate used as an alternative to
a double top plate shall comply with the following:
1. The single top plate shall be tied at comers„ inter-
secting walls„ and at in -line splices in straight
wall lines in accordance with Table R602.3.2.
2. The rafters or joists shall be centered over the studs
with a tolerance of not more than 1 inch (25 mm).
3. Omission of the top plate is permitted over headers
where the headers are adequately tied to adjacent
wall sections in accordance with Table R602.3.2.
R6023.3 Searing studs. Where joists, trusses or rafters
are spaced more than 16 inches (406 rnm) on center and
the bearing studs below are spaced 24 inches (610 mm) on
center, such members shall bear within 5 inches (127 mm)
of the studs beneath.
Exceptions:
1. The top plates are two 2-inch by 6-inch (38 mm
by 140 mm) or two 3-inch by 4-inch (64 mrn by
89 mm) members.
2. A third top plate is installed.
3. Solid blocking equal in size to the studs is
installed to reinforce the double top plate.
R602.3.4 Bottom (sale) plate. Studs shall have full bear-
ing on a nominal 2-by (51. mm) or larger plate or sill hav-
ing a width not less than to the width of the studs.
177
23
ROOF -CEILING CONSTRUCTION
TABLE R802.5.2
RAFTERICEILING JOIST HEEL JOINT CONNECTIONS"e•c•de,y
GROUND SNOW LOAD (pat)
20' 30 so 70
RAFTER
RAFTER
Roof span (feet
SLOPE
SPApJG
1
ijindwsj
12
20
28
36
12
20 28
36
12
20
28
36
12
20
28
36
Required number of 16d common nails" "per heel joint splices 1--
12
4
6
8
10
4
6
8
11
5
8
12
15
6
11
15
20
:12
16
5
8
10
13
5
8
11
14
6
11
15
20
8
14
20
26
24
7
11
15
19
7
11
16
21
9
16
23
30
12
21
30
39
12
3
5
6
8
3
5
6
8
4
6
9
11
5
8
12
15
4:12
16
4
6
8
10
4
6
8
11
5
8
12
15
6
11
15
20
24
5
9
12
15
5
9
12
16
7
12
17
22
9
16
23
29
12
3
4
5
6
3
4
5
7
3
5
7
9
4
7
9
12
5-12
16
3
5
6
9
3
5
7
9
4
7
9
12
5
9
12
16
24
4
7
9
12
4
7
10
13
6
10
14
18
7
13
18
23
12
3
4
4
5
3
3
4
5
3
4
5
7
3
5
7
9
7:12
16
3
4
5
6
3
4
5
6
3
5
7
9
4
6
9
11
24
3
5
7
9
3
5
7
9
4
7
10
13
5
9
13
17
12
3
3
4
4
3
3
3
4
3
3
4
5
3
4
5
7
9:12
16
3
4
4
5
3
3
4
5
3
4
5
7
3
5
7
9
24
3
4
6
7
3
4
6
7
3
6
9
10
4
7
10
13
12
3
3
3
3
3
3
3
3
3
3
3
4
3
3
4
5
12:12
16
3
3
4
4
3
3
3
4
3
3
4
5
3
4
5
7
24
3
4
4
1 5
3
3
4
6
3
4
6
8
3
6
1 8
1 10
For SL 1 inch = 25A ram, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a_ 40d box nails shall he permittcd to be substituttd fur 16d common nails.
b. Nailing mquirtmcnts shall he permitttd to ht rcduccd 25 percent if nails are elincho L
e. Heel joint cunnections arc not required where the ridge is supported by a load -bearing wall, header or ridge beam.
d. Whcrc intermediate support of the rafter is provided by vertical struts or purlins to a load -bearing wall, the labulatcd heel joint connection rcquircmcnls shall
be permitted to be reduerd proportionally to the reduction in span.
e. Equivalent nailing patterns arc required for ceiling joist to ceiling joist lap spliccs.
f. Applies to roof live load of ZO psf or less.
g. Tabulated heel joint connection requirtmcnls assume that ceiling juisls or raftcr tics are located at the bottom of the attic space. Whcrc ceiling joists or rafter
ties arc located higher in the attic, hccl joint cone lion rrquircmcnts shall be increascd by the following factors:
Heel Joint Connection Adjustment Factor
1.5
1.33
1.25
1.2
where:
He = Height of ceiling joists or rafter tics mcasurcd vcrtically above the top of the rafter support walls.
HR = Hcigbt of roof ridge mcasurcd vertically above the tap of the rafter support walls,
24