HomeMy WebLinkAbout18520 86tj Dr Ne_BLD5663_2025
SITE PLAN FOR
LOT 2, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
www.tecinstruct.com
Engineering
STRUCTURAL DESIGN
Owner: Robinett Homes
Project: Plan 2940 Bridgemont
86th Dr NE
Arlington, WA
Description: New Single Family Residence
Building Codes: IBC/IRC 2018
ASCE 7-16
Structural Design/ Roland Heimisch, P. E.
EOR: Lic # 42479
Date 06/30/2023
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
Table of Contents
Chapter page
Lateral Analysis 01
Seismic Analysis 02
Wind Analysis 04
Shear Wall Layout 05
Shear Wall Properties 07
Shear Wall Design 08
Gravity Design 24
Design Criteria 25
Key List 26
Roof 27
Framing above Main Level 28
Framing above Crawl Space 31
Foundation 32
Design Sheets 33
1
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
1. LATERAL DESIGN
2
Project: Robinett Plan 2940 Bridgemont
1.1 Seismic Design
Criteria Basic Seismic-Force-Resisting System Diaphragms / Shear Walls
Medium Building Height H = 25 ft
Seimic Use Group II
Importance Factor Ie = 1.0
Site Class D
Seismic Design Category D
Response Factor R = 6.5 (light frame wood building)
Mapped Acceleration Ss = 1.15
S1 = 0.34
Design Acceleration SDs = 0.91
SD1 = NA
Seismic Response Coefficient Cs = SDs / (R/I)
= 0.91 / (6.5/1.0) = 0.14
Building Weight
The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL .
2nd level W = (15+5) x 1,100 sqft = 22,000 lbs
1st level W = (20+10) x 1,100 + (15+5) x 1,500 = 63,000 lbs
Total Building Weight W = 85,000 lbs
Base Shear VBase = Cs x W = 0.14 x 85,000 = 11,900 lbs
Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7
VDesign = 0.7 x 11,900 = 8,330 lbs
Vertical Distribution: Fx = Cvx x V = Cvx x 8,330
Cvx = (wx x hxk) / ∑ (wi x hik) with k = 1.0 for T < 0.5 sec
Level wx hx wxhx wxhx/∑wihi Fx v per ft v per ft
front/rear left/right
(lb) (ft) (lb-ft) (%) (lbs) (plf) (lbs)
2nd 22,000 17 374,000 40 3,330 70 140
1st 63,000 9 567,000 60 5,000 100 85
∑ 85,000 --- 941,000 100 8,330
tecinstruct LLC
ASCE 7 Hazard Tool https://asce7hazardtool.online/
3
1 of 2 6/17/2023, 7:37 PM
4
Project: Robinett Plan 2940 Bridgemont
1.2 Wind Design
Directional Procedure, Part 2 (simplified method) per ASCE 7-16, Chapter 27.5
Design Criteria: Enclosed Simple Diaphragm Building
Risk Category II
Basic Wind Speed per Table 26.5-1A 110 MpH
Directionality Factor Kd 0.85
Exposure Category B
Wind Speed up factor Kzt 1.0
Enclosure Classification enclosed
Net pressure at top of wall ph , Table 27.6-1 18.5 psf
(conservatively also used for bottom of wall)
As the shear wall design is performed for ASD, the load is multiplied with 0.7
Applied wind pressure 0.7 x 18.5 13 psf
Uniform wind loads on diaphragms
w/ trib h 10 ft w 10 x 13 = 130 plf
tecinstruct LLC
5
Shear Wall Layout 2nd Level
A 6040 A
1.3 3
3,250 lbs
W3,500 lbs S
BDRM. #3 BDRM. #4
11'-4" x 12'-8"+ 11'-4" x 12'-8"+ 1.1
8' CLG. 8' CLG.
6046
1.3
1.1
50 50
12" 12" 12" 12"
2' 4" 26 26 2' 4"
7' x 2' 7' x 2'
5' x 5'-6"
F 2030
24
2030
F 1.3 1.3
5' x 5'
24
BONUS RM.
13'-8" x 19'-10"
5' 8' CLG.
3'
30s.c. 1.2 8046
s.c.
0 1.1
5
5' 4" LINEN 130 plf Wind / 140
plf Seismic
1' 4" 7' x 2'
26 2' 4"
12" 12"
50
°
6050
1.1
° 1.3
BDRM #2
11'-2" x 13'-4"
8' CLG.
1.3
A 4050 A
1
C 130 plf Wind / 85 plf Seismic D 3,250 lbs
W3,500 lbs S
1,430 lbs W
1,430 lbs W
935 lbs S
935 lbs S
SECOND FLOOR
6
Shear Wall Layout 1st Level
6020 4050
1 2.11 1 3
2.11 2.11 1 2.14 2.14
30
3'-6" s.c.
3'-9" 1
PRIMARY BDRM. 20 16080OVRHD.
14' x 17' F 26 GARAGE DR.
1,530 lbs W1,200 lbs S
VAULTED 30 PRIMARY BATH W.I.C. 2.3
24 2.2TJI 230 @ 12" o.c. I
10'-2" x 11'-8" 7'-8" x 12'-6"
8050 9' CLG. 9' CLG.
2.12
3' x 5'-4"
F
6' PANTRY
4'-6" x 6'-0" 5-1/8x21GLB(FLUSH)
30 4'-6"
5-1/8x15GLB (FLUSH)
1 2.6
GARAGE 2.7 2.8
24
24' x 30'
10' CLG.
CONC.
COVERED 6060 DINING 2.1
PATIO 2.12 12' x 14'-8" 1
9' CLG.
12' x 15' = 180ft² F
CONC.
KITCHEN 1 1 1
11' x 16' 2'-6" 2.14 2.14
9' CLG.
2.1 28 2
s.c. F
s.c. 2.1
6' x 5' 2040
2.12
2.15 6080 S.G.D. 2.111
6' x 5'-8" F
28
3,250 lbs W2,500 lbs S
24
2.9 6x10 6' x 7'-8"
1 28
1 PORCH
6' x 16' =96ft²
2.11 9' CLG.
CONC.
2.2 TJI 230 @ 12" o.c.
3s.c.0
9 °
87 2.13 2.11
0 ENTRY 6x10
7'-8" x 19'-6" 130
plf Wind / 100 plf Seismic
2.1 9' CLG.
2.9
6060 2.11
1
2.12
26
°
26 26
2.15
GREAT RM. 2.4
19'-6" x 21' 2.4
FLEX
6060 VAULTED
2.12 11'-2" x 11'-4"
9' CLG. 6050
2.10
°
2.3
2.5 I
2.12 2.12
1 1 2050 2050 1 1 1
1,690 lbs W1,300 lbs S
130 plf Wind / 85 plf Seismic
A B C D E
1,040 lbs W 2,340 lbs W 2,600 lbs W 1,950 lbs W 650 lbs W
680 lbs S 1,530 lbs S 1,700 lbs S 1,275 lbs S 425 lbs S
7
Clip
type Spacing
@ @
Bolt 5/8"
, Arlington, WA
plf (in o.c.) (in o.c.)
300 420
for HF)
(to adjust
tecinstruct LLC
2x 2x 226 316
T MemberT BoltsMember type embmt.
12" (lbs) (in) (lbs)
Project: Robinett Plan 2940, Bridgemont, 86th Pl NE
@ @ 6"
(in o.c.) (in o.c.) MST37 2345 HDU2(2) 2x 221520-16d (2) 2x SB5/8x24" 18"
A 1
10d
Callout StrapCallout All HD Wood All Nails/Wood Bolt Bolt
7/16"7/16" 7/16"8d 8d 8d6" 3" 6"12"12" 12"2x 3x 225425 315590 48"36" LTP5LTP5 24"12"
3/4" CDX
SWtype OSBP1-6P1-3NailsRoofFloorNailsedge Nails field BoundaryMemberSeismiclist x .94 Windx 1.4Anchor Clips
Shear Wall Types Straps Holdowns
8
not rqd HDU2HDU2
-44 1472812
61
P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 215
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
1-1 24.0 9 0.38 38109Σ Li 9 2 18612 19497 19497
Project: Robinett Homes Plan 2940, Bridgemont, 86th
148 2h/3 18 22 82 0.84
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit1-1 2ndh op /
Shear design Overturning
storyV (lbs)acc3250V (lbs)total3250L (ft)1690uniform Type22.0v (plf)494014828.0P1-6 1761-1 p 22.0(ft)P1-6(ft)1-18k/L 4.00.36(lb-ft)9 260002.25(ft)
8(f635111 9269612 -961462 -95889 5889
2 1
Grid 1 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
9
MST37 HDU2HDU2
47 767
1427
P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 231
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
1-1 p 22.0 1-11-18 4.00.3624.0 9 280009 2.250.38 861713702911Σ Li 9269619 2 2103946218612 1039570918417 570918417
Project: Robinett Homes Plan 2940, Bridgemont, 86th
159 P1-6 171 P1-6 159 2h/3 18 22 82 0.84
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit1-1 2ndh op /
Shear design Overturning
storyV (lbs)acc3500V (lbs)total3500L (ft)1300uniform Type22.0v (plf)4800 28.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid 1 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
10
HDU2HDU2
965288
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
2-12-2 3.524.0 9 9 2.570.38 372325527 9 9 2 2 34718612 33766915 33766915
Project: Robinett Homes Plan 2940, Bridgemont, 86th
118 P1-6
Bold indicates that wind governs
Shear design Overturning
storyV (lbs)accNo shear panels in grid 2 at 2nd levelV (lbs)totalL (ft)3250uniform Typev (plf)3250 27.5 (ft) (ft) k/L (lb-ft) (ft)
(f
2 1
Grid 2 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
11
HDU2HDU2
71943
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
2-2 24.0 9 0.38 19636 9 2 18612 1024 1024
Project: Robinett Homes Plan 2940, Bridgemont, 86th
Bold indicates that seismic governs
Shear design Overturning
storyV (lbs)accNo shear panels in grid 2 at 2nd levelV (lbs)totalL (ft)2500uniform Typev (plf)2500 27.5 91 (ft)P1-6(ft)2-1k/L 3.5 (lb-ft)9
2.57(ft) (f2864 9 2 347 2517 2517
2 1
Grid 2 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
12
MST37 not rqd
378
-1336
0
82809
P1-6P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf)
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
Σ Li
Project: Robinett Homes Plan 2940, Bridgemont, 86th
13577 h/25h/6 1849 2462 7579 0.890.76
202128
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit2-1 2nd2-1 1sth op /
Shear design Overturning
storyV (lbs)acc3250V (lbs)total3250L (ft)1530uniform Type24.0v (plf)478013562.0P1-6 772-1 p 24.0(ft)P1-6(ft)2-1 p 62.08k/L 0.33(lb-ft)9 260000.15(ft)
843020(f 2 9169202 9080125829 908-82809 -
2 1
Grid 3 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
13
MST37 not rqd
462
-1347
P1-6P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 219127
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
3-1 p 24.0 3-1 p 62.08 0.33 9 280000.15 8423002Σ Li 9169202 11080125829 11080-83529 -83529
Project: Robinett Homes Plan 2940, Bridgemont, 86th
146 P1-6 76 P1-6 14676 h/25h/6 1849 2462 7579 0.890.76
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit2-1 2nd2-1 1sth op /
Shear design Overturning
storyV (lbs)acc3500V (lbs)total3500L (ft)1200uniform Type24.0v (plf)4700 62.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid 3 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
14
HDU2
59
es M tot M tot Uplift HW
P1-6
Nailing
t) (lb-ft) (lb-ft) (lb-ft) (lbs
Pl NE, Arlington, WA q'
(plf) 190
trib.H trib.L Restr. acc T
Co
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
A-1 p 15.0 9 0.6 9360 Σ Li 9 4 8483 878 878
Project: Robinett Homes Plan 2940, Bridgemont, 86th
h op /
69 P1-6 69 h/2 7 15 47 0.78
Bold indicates that wind governsUnitShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel A-1 1st
Shear design Overturning
ShearstoryV (lbs)Shear Length ShearaccNo shear panels in grid A at 2nd levelV (lbs)totalL (ft)1040uniform Typev (plf)1040SW Panel15.0 L (ft)h
Aspect(ft) k/LM ot (lb-ft)Wall R/Fl(ft) (fM r
2 1
Grid A WindLevel
15
not rqd
-158
es M tot M tot Uplift HW
P1-6
Nailing
t) (lb-ft) (lb-ft) (lb-ft) (lbs
Pl NE, Arlington, WA q'
(plf)
trib.H trib.L Restr. acc T
Co
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
Σ Li
Project: Robinett Homes Plan 2940, Bridgemont, 86th
h op /
45 h/2 7 15 47 0.78
124
Bold indicates that seismic governsUnitShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel A-1 1st
Shear design Overturning
Shearstory Shear Length ShearaccNo shear panels in grid A at 2nd leveltotal680uniform Type680SW Panel15.0 L45 P1-6h AspectA-1 p 15.0M ot
9Wall 0.6R/Fl 6120M r 9 4 8483 -2363 -2363
V (lbs) V (lbs) L (ft) v (plf) (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid A SeismicLevel
16
HDU2
410
P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 464
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
B-1 p 20.0 9 0.45 21060 Σ Li 9 2 12870 8190 8190
Project: Robinett Homes Plan 2940, Bridgemont, 86th
based on perf design
117 P1-3 117 2h/3 8 20 40 0.63
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitB-1 1sth op /
Shear design Overturning
storyV (lbs)accNo shear panels in grid B at 2nd levelV (lbs)totalL (ft)2340uniform Typev (plf)2340 20.0 (ft) (ft) k/L (lb-ft) (ft)
(f
2 1
Grid B WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
17
HDU4
45
P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf)
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
Σ Li
Project: Robinett Homes Plan 2940, Bridgemont, 86th
based on perf design
77 2h/3 8 20 40 0.63
306
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitB-1 1sth op /
Shear design Overturning
storyV (lbs)accNo shear panels in grid B at 2nd levelV (lbs)totalL (ft)1530uniform Typev (plf)1530 20.0 77 (ft)P1-3(ft)B-1 p 20.0k/L (lb-ft)9
0.45(ft) 13770(f 9 2 12870 900 900
2 1
Grid B SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
18
HDU2
not rqd
172
-1702
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
C-1 50.0 C-18 24.00.16 9114400.38 8362705 99652510 -8508532148 -850854122 4122
Project: Robinett Homes Plan 2940, Bridgemont, 86th
29 P1-6 168 P1-6
Bold indicates that wind governs
Shear design Overturning
storyV (lbs)acc1430V (lbs)total1430L (ft)2600uniform Type50.0v (plf)4030 24.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid C WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
19
not rqd not rqd
-1781 -351
433
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Homes Plan 2940, Bridgemont, 86th
Bold indicates that seismic governs
Shear design Overturning
storyV (lbs)acc935V (lbs)total935L (ft)1700uniform Type50.0v (plf)263519 24.0P1-6 110C-1(ft)P1-650.0(ft)C-18k/L24.00.16(lb-ft)9 74800.38(ft)
823715(f 5 965259 10 -8904532148 -89045-8433 -8
2 1
Grid C SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
20
HDU2HDU2
not rqdnot rqd
-24-84
10771590
P1-6P1-6P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA (plf) 122105506
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
D-1 p 14.0D-2 p 16.0D-1 p 13.0D-28 8 0.574.00.59 53399 61010.692.25 8232628Σ Li71582 2 956709744010 10-3319263-1339798 -33114000-13396360
140006360
Project: Robinett Homes Plan 2940, Bridgemont, 86th
P1-6based on perf design
48 P1-6 199 P1-3 48 48 1992h/32h/32h/38 10 714 16 13 57 63 540.690.730.73
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitD-1 2ndD-2 2ndh op /D-1 1st
Shear design Overturning
storyV (lbs)acc1430V (lbs)total1430L (ft)1950uniform Type30.0v (plf)3380 17.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid D WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
21
not rqdnot rqd HDU2HDU2
-156-216 458971
8
P1-6P1-6P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA (plf)
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
D-2 p 16.0 8 0.5 3989 8Σ Li 2 7440 -3451 -3451
Project: Robinett Homes Plan 2940, Bridgemont, 86th
P1-6based on perf designD-2 4.0 9 2.25 4680 9 10 798 3882 3882
30 30 882h/32h/32h/38 10 714 16 13 57 63 540.690.730.7376
66224
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitD-1 2ndD-2 2ndh op /D-1 1st
Shear design Overturning
storyV (lbs)acc935V (lbs)total935L (ft)1275uniform Type30.0v (plf)221031 17.0P1-6 130D-1 p 14.0(ft)P1-3 (ft)D-1 p 13.08k/L 0.57(lb-ft)9 34910.69(ft)
815210(f 2 95670 10 -21799263 -21795948 594
2 1
Grid D SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
22
HDU2HDU2
605605
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
E-1E-2 4.04.0 9 9 2.252.25 29252925 9 9 3 3 504504 24212421 24212421
Project: Robinett Homes Plan 2940, Bridgemont, 86th
81 P1-6
Bold indicates that wind governs
Shear design Overturning
story accNo shear panels in grid E at 2nd leveltotal650uniform Type650 8.0
V (lbs) V (lbs) L (ft) v (plf) (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid E Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
23
HDU2HDU2
352352
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
E-2 4.0 9 2.25 1913 9 3 504 1409 1409
Project: Robinett Homes Plan 2940, Bridgemont, 86th
Bold indicates that seismic governs
Shear design Overturning
story accNo shear panels in grid E at 2nd leveltotal425uniform Type425 8.0 53 P1-6 E-1 4.0 9 2.25 1913 9 3 504
1409 1409
V (lbs) V (lbs) L (ft) v (plf) (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid E SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
24
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
2. GRAVITY DESIGN
25
Project: Robinett Homes, Plan 2940, Bridgemont
2.1 Design Criteria
Dead Loads Roof Coating/Waterproofing 2.0
Sheathing OSB/Plywood 15/32“ 2.0
Trusses / Framing 3.0
Insulation R-38 1.2
Gypsum Board 5/8“ 2.8
Miscellaneous (Sprinkler, HVAC etc) 1.5
Total 12.5, say 15 psf
Floors Living Finished Floor (carpet) 1.0
Sheathing OSB/Plywood 3/4“ 2.5
Floor Joists / TJIs 2.5
Insulation R-11 1.0
Gypsum Board 5/8“ 2.8
Miscellaneous (Sprinkler, HVAC etc) 1.5
Non bearing partitions 8.0
Total 19.3, say 20 psf
Decks/Balconies Decking 3.0
Floor Joists / TJIs 2.5
Miscellaneous (Railing/Waterproofing) 1.5
Total 7.0 say 10 psf
Ext. Walls Siding 3.0
Sheathing 15/32“ OSB/Plywood 2.0
2x6“ Studs @ 16“ o.c. 1.5
Insulation R-21 0.6
Gypsum Board 5/8“ 2.8
Total 9.9, say 10 psf
Int. Walls 2x4“ Studs @ 16“ o.c. 1.5
Gypsum Board (2 sides) 5/8“ 5.6
Total 7.1, say 8 psf
Live Loads Roof 20 psf
Living areas 40 psf
Decks/Balconies 60 psf
Snow Load Snow Ground Load 25 psf
Snow Roof Load (no reduction applied) 25 psf
tecinstruct LLC
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Project: Robinett Homes, Plan 2940, Bridgemont
2.2 Key List
Roof
Key No. 1.1 Manufactured Truss Roof
Key No. 1.2 Header, DF No. 2, 4x8â€
Key No. 1.3 Header, DF No. 2, 4x6â€
Floor above Main Level
Key No. 2.1 Manufactured Truss Roof
Key No. 2.2 TJI 230, 2-1/16x11-7/8â€, @ 12†o.c.
Key No. 2.3 TJI 110, 1-3/4x11-7/8â€, @ 16†o.c.
Key No. 2.4 Stair Stringers, HF No. 2, 2x12â€, @ 16†o.c.
Key No. 2.5 Joists at Landing, HF No. 2, 2x6â€, @ 16†o.c.
Key No. 2.6 Glulam WS, 24F-1.8E, 5-1/8x21â€
Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x15â€
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Key No. 2.9 Beam, DF No. 2, 6x10â€
Key No. 2.10 Header, DF No. 2, 4x12â€
Key No. 2.11 Header, DF No. 2, 4x10â€
Key No. 2.12 Header, DF No. 2, 4x6â€
Key No. 2.13 Beam, DF No. 2, 6x12â€
Key No. 2.14 Post within Wall, DF No. 2, 6x6â€
Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T.
Floor above Crawl Space
Key No. 3.1 TJI 110, 1-3/4x9-1/2â€, @ 16†o.c.
Key No. 3.2 Beam, DF No. 2, 4x10â€
Floor above Crawl Space
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€
Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8â€
Key No. 4.3 Spread Footing, fc = 2,500 psi, 30x30x8â€
Key No. 4.4 Sonotube, Dia. 24â€, fc = 2,500 psi
Key No. 4.5 Spread Footing, fc = 2,500 psi, 24x24x8â€
tecinstruct LLC
27
Project: Robinett Homes, Plan 2940, Bridgemont
2.3 Roof
Key No. 1.1 Manufactured Truss Roof
Span: L = varies
Load: DL = 15 psf
SL = 25 psf
Layout and design per manufacturer
Key No. 1.2 Header, DF No. 2, 4x8â€
Span: L = 8 ft
Load: roof w/ trib 10 ft
DL 10 x 15 = 150 plf
SL 10 x 25 = 250 plf
For calculation see design sheets
Key No. 1.3 Header, DF No. 2, 4x6â€
Span: max L = 6 ft
Load: roof w/ trib 2 ft
DL 2 x 15 = 30 plf
SL 2 x 25 = 50 plf
For calculation see design sheets
Also used for shorter spans
tecinstruct LLC
28
Project: Robinett Homes, Plan 2940, Bridgemont
2.4 Framing above Main Level
Key No. 2.1 Manufactured Truss Roof
Span: L = varies
Load: DL = 15 psf
SL = 25 psf
Layout and design per manufacturer
Key No. 2.2 TJI 230, 2-5/16x11-7/8â€, @ 12†o.c.
Span: L = 20 ft
Load: DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
Key No. 2.3 TJI 110, 1-3/4x11-7/8â€, @ 16†o.c.
Span: L cantilevered = 12 + 2 ft
Load: typical floor loads + point load from upper floor w/ roof trib 11 ft, wall h 8 ft
DL = 20 psf
LL = 40 psf
PDL at end of cant 11 x 15 + 8 x 10 = 245 lbs
PSL 11 x 25 = 275 lbs
Per iLevel span tables for deflection L/480
Key No. 2.4 Stair Stringers, HF No. 2, 2x12â€, @ 16†o.c.
Span: L = 6 ft
Load: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.5 Joists at Landing, HF No. 2, 2x6â€, @ 16†o.c.
Span: L = 4 ft
Load: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.6 Glulam WS, 24F-1.8E, 5-1/8x21â€
Span: L = 24 ft
Load: roof w/ trib 6 ft (partial), wall w/ h 8 ft (partial), floor w/ trib 12 ft (full length)
DL1 x = 0 to 8 ft 6 x 15 + 8 x 10 = 170 plf
DL2 12 x 20 = 240 plf
LL 12 x 40 = 480 plf
SL x = 0 to 8 ft 6 x 25 = 150 plf
For calculation see design sheets
tecinstruct LLC
29
Project: Robinett Homes, Plan 2940, Bridgemont
Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x21â€
Span: L = 24 ft
Load: roof w/ trib 10 ft (partial), wall w/ h 8 ft (partial), floor w/ trib 2 ft (partial)
DL x = 8 to 24 ft 10 x 15 + 2 x 20 + 8 x 10 = 270 plf
LL x = 8 to 24 ft 2 x 40 = 80 plf
SL x = 8 to 24 ft 10 x 25 = 250 plf
For calculation see design sheets
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Span: L = 16 ft
Load: roof w/ trib 5 ft
DL 5 x 15 = 75 plf
SL 5 x 25 = 125 plf
For calculation see design sheets
Key No. 2.9 Beam, DF No. 2, 6x10â€
Span: L = 12 ft
Load: roof w/ trib 8 ft
DL 8 x 15 = 120 plf
SL 8 x 25 = 200 plf
For calculation see design sheets
Key No. 2.10 Header, DF No. 2, 4x12â€
Span: L = 6 ft
Load: reaction from joists 2.3, factor 0.75 to adjust for spacing
DL 0.75 x 500 = 375 plf
LL 0.75 x 40 = 800 plf
For calculation see design sheets
Key No. 2.11 Header, DF No. 2, 4x10â€
Span: L = 6 ft
Load: upper and lower roof w/ tot trib 13 ft, floor w/ trib 10 ft, wall w/ h 8 ft
DL 13 x 15 + 10 x 20 + 8 x 10 = 475 plf
LL 10 x 40 = 400 plf
SL 13 x 25 = 325 plf
For calculation see design sheets
tecinstruct LLC
30
Project: Robinett Homes, Plan 2940, Bridgemont
Key No. 2.12 Header, DF No. 2, 4x6â€
Span: L = 8 ft
Load: roof w/ trib 3 ft
DL 3 x 15 = 45 plf
SL 3 x 25 = 75 plf
For calculation see design sheets
Key No. 2.13 Beam, DF No. 2, 6x12â€
Span: L = 8 ft
Load: roof w/ trib 10 ft, floor w/ trib 10 ft, wall w/ h 8 ft
DL 10 x 15 + 10 x 20 + 8 x 10 = 430 plf
LL 10 x 40 = 400 plf
SL 10 x 25 = 250 plf
For calculation see design sheets
Key No. 2.14 Post within Wall, DF No. 2, 6x6â€
Height: H = 9 ft
Load: max P = reaction from beam 2.6 (governs over 2.7)
PDL = 3,135 lbs
PLL = 5,815 lbs
For calculation see design sheets
Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T.
Height: H = 9 ft
Load: reaction from beam 2.9
PDL = 725 lbs
PLL = 1,205 lbs
Per inspection
tecinstruct LLC
31
Project: Robinett Homes, Plan 2940, Bridgemont
2.5 Framing above Crawl Space
Key No. 3.1 TJI 110, 1-3/4x9-1/2â€, @ 16†o.c.
Span max L = 12 ft
Load DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
Key No. 3.2 Beam, DF No. 2, 4x10â€
Span: L 3-span = 4 + 4 + 4 ft
Load: roof w/ trb 10 ft, floor w/ trib 10 ft, wall w/ h 9 ft
DL 10 x 15 + 10 x 20 + 9 x 10 = 440 plf
LL 10 x 40 = 400 plf
SL 10 x 25 = 250 plf
For calculation see design sheets
tecinstruct LLC
32
Project: Robinett Homes, Plan 2940, Bridgemont
2.6 Foundation
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€
Dimensions per prescriptive requirements for 2-story structures
Reinforcement: (2) rebars # 4 longitudinal
hooked verticals # 3 @ 18†o.c., alternated
Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8â€
Load max P = reaction from beam 3.2 = 4,080 lbs
Load is distributed over 1.33 x 4 = 5.32 sqft
Soil pressure 4,080 / 5.32 = 767 psf < 1,500
Reinforcement: (2) rebars # 4 longitudinal
Key No. 4.3 Spread Footing, fc = 2,500 psi, 30x30x8â€
Load from post 2.14
P = 8,950 lbs
Soil pressure 8,950 / 6.25 = 1,432 psf < 1,500
Rebars # 4 @ 6†o.c. both directions
Key No. 4.4 Sonotube, Dia. 24â€, fc = 2,500 psi
Load from post 2.15
P = 1,930 lbs
Area A 3.14 x 22 / 4
Soil pressure 1,930 / 3.14 = 615 psf < 1,500
Key No. 4.5 Spread Footing, fc = 2,500 psi, 24x24x8â€
Load from post 2.15
P = 1,930 lbs
Soil pressure 1,930 / 4 = 483 psf < 1,500
Rebars # 4 @ 6†o.c. both directions
tecinstruct LLC
33
Robinett Plan 2940
1_2 Header
June 28, 2023 19:57
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 150.0 plf
SL Snow Full UDL 250.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-0.74"
0' 8'
Unfactored:
Dead 605 605
Snow 1008 1008
Factored:
Total 1612 1612
Bearing:
Capacity
Beam 1612 1612
Support 1785 1785
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 0.74 0.74
Min req'd 0.74 0.74
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 8'-0.75"; Clear span: 7'-11.25"; Volume = 1.4 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 80 Fv' = 207 psi fv/Fv' = 0.38
Bending(+) fb = 1252 Fb' = 1256 psi fb/Fb' = 1.00
Dead Defl'n 0.08 = < L/999
Live Defl'n 0.13 = L/740 0.27 = L/360 in 0.49
Total Defl'n 0.21 = L/463 0.40 = L/240 in 0.52
34
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
1_2 Header WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 0.988 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1600, V design = 1346 lbs; M(+) = 3200 lbs-ft
EIy = 177.83 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Lateral stability(+): Lu = 8' Le = 14'-10.25" RB = 10.3
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
35
Robinett Plan 2940
1_3 Header
June 28, 2023 20:03
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 30.0 plf
SL Snow Full UDL 50.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-0.5"
0' 6'
Unfactored:
Dead 91 91
Snow 151 151
Factored:
Total 242 242
Bearing:
Capacity
Beam 1094 1094
Support 1211 1211
Des ratio
Beam 0.22 0.22
Support 0.20 0.20
Load comb #2 #2
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-0.5"; Clear span: 5'-11.5"; Volume = 0.8 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 16 Fv' = 207 psi fv/Fv' = 0.08
Bending(+) fb = 245 Fb' = 1271 psi fb/Fb' = 0.19
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0.09
Total Defl'n 0.03 = < L/999 0.30 = L/240 in 0.10
36
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
1_3 Header WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 240, V design = 202 lbs; M(+) = 360 lbs-ft
EIy = 77.64 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
37
Robinett Plan 2940
2_3 TJI
June 28, 2023 20:43
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 20.00 psf
LL Live Full Area No 40.00 psf
PDL Dead Point No 14.02 245 lbs
PSL Snow Point No 14.02 275 lbs
Maximum Reactions (lbs) and Support Bearing (in):
14'-0.25"
0' 12' 14'
Unfactored:
Dead 115 504
Live 312 436
Snow -46 321
Factored:
Total 428 1071
Bearing:
Capacity
Joist Reaction resistance of I-joist from O86 15.2.3.5 is not considered
Support 664 1071
Des ratio
Support 0.64 1.00
Load comb #2 #3
Length 0.50* 0.81
Min req'd 0.50* 0.81**
Cb support 1.21 1.21
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
**Minimum bearing length governed by the required width of the supporting member.
I-Joist, TJI, 110 , 1-3/4"x11-7/8"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Floor joist spaced at 16" c/c; Total length: 14'-0.25"; Clear span: 11'-11.38", 1'-11.63"
This section PASSES the design code check.
38
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_3 TJI WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear V = 534 Vr = 1560 lbs V/Vr = 0.34
Bending(+) M = 1133 Mr = 3015 lbs-ft M/Mr = 0.38
Bending(-) M = 1093 Mr = 3467 lbs-ft M/Mr = 0.32
Deflection:
Interior Dead 0.02 = < L/999
Live 0.16 = L/928 0.30 = L/480 in 0.52
Total 0.18 = L/803 0.60 = L/240 in 0.30
Cantil. Dead 0.05 = L/463
Live 0.08 = L/306 0.10 = L/240 in 0.78
Total 0.13 = L/184 0.20 = L/120 in 0.65
Additional Data:
FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Vr 1560 1.00 - - - - - - 1.00 - 2
Mr+ 3015 1.00 - - - - - 1.00 1.00 - 2
Mr- 3015 1.15 - - - - - 1.00 1.00 - 4
EI 238.0 million - - - - - - 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Bending(-): LC #4 = D + S
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 534 lbs; M(+) = 1133 lbs-ft; M(-) = 1093 lbs-ft
EI = 261.80e06 lb-in^2 (inc. 10% comp. action) K = 1.39e06 lbs GA = 0.17e06 lb
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. WoodWorks Sizer provides preliminary estimates for I-joist design. Each wood I-joist producer develops its own
proprietary design values. Please contact the manufacturer for a custom I-joist version of Sizer or other I-joist design
software.
4. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not
govern design.
39
Robinett Plan 2940
2_6 GLB
June 29, 2023 11:39
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL1 Dead Partial UDL 0.12 8.12 170.0 170.0 plf
DL2 Dead Full UDL 240.0 plf
LL Live Full UDL 480.0 plf
SL Snow Partial UDL 0.12 8.12 150.0 150.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
24'-2.82"
0' 24'
Unfactored:
Dead 4043 3134
Live 5819 5814
Snow 1000 200
Factored:
Total 9862 8947
Bearing:
Capacity
Beam 9862 8947
Support 10177 9233
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
Length 2.96 2.69
Min req'd 2.96 2.69
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x21"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 24'-2.81"; Clear span: 23'-9.19"; Volume = 18.1 cu.ft.; 14 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
40
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_6 GLB WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 113 Fv' = 265 psi fv/Fv' = 0.43
Bending(+) fb = 1739 Fb' = 2239 psi fb/Fb' = 0.78
Dead Defl'n 0.20 = < L/999
Live Defl'n 0.50 = L/572 0.80 = L/360 in 0.63
Total Defl'n 0.70 = L/410 1.20 = L/240 in 0.59
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.00 1.00 1.00 1.000 0.933 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 9773, V design = 8119 lbs; M(+) = 54596 lbs-ft
EIy = 7119.28 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI
A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
41
Robinett Plan 2940
2_7 GLB
June 29, 2023 13:24
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Partial UDL 8.03 24.03 270.0 270.0 plf
LL Live Partial UDL 8.03 24.03 80.0 80.0 plf
SL Snow Partial UDL 8.03 24.03 250.0 250.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
24'-1.25"
0' 24'
Unfactored:
Dead 1440 2880
Live 427 853
Snow 1333 2667
Factored:
Total 2773 5547
Bearing:
Capacity
Beam 2773 5547
Support 2862 5724
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #4 #4
Length 0.83 1.67
Min req'd 0.83 1.67
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x15"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 24'-1.25"; Clear span: 23'-10.75"; Volume = 12.9 cu.ft.; 10 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 95 Fv' = 305 psi fv/Fv' = 0.31
Bending(+) fb = 1847 Fb' = 2663 psi fb/Fb' = 0.69
Dead Defl'n 0.59 = L/492
Live Defl'n 0.54 = L/531 0.80 = L/360 in 0.68
Total Defl'n 1.13 = L/255 1.20 = L/240 in 0.94
42
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_7 GLB WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4
Fb'+ 2400 1.15 1.00 1.00 1.000 0.965 - - 1.00 1.00 - 4
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #4 = D + S
Bending(+): LC #4 = D + S
Deflection: LC #4 = D + S (live)
LC #4 = D + S (total)
Bearing : Support 1 – LC #4 = D + S
Support 2 – LC #4 = D + S
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 5547, V design = 4879 lbs; M(+) = 29582 lbs-ft
EIy = 2594.49 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI
A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
43
Robinett Plan 2940
2_8 Garage Header
June 29, 2023 13:35
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 75.0 plf
SL Snow Full UDL 125.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.5"
0' 16'
Unfactored:
Dead 602 602
Snow 1003 1003
Factored:
Total 1604 1604
Bearing:
Capacity
Beam 1719 1719
Support 1836 1836
Des ratio
Beam 0.93 0.93
Support 0.87 0.87
Load comb #2 #2
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 16'-0.5"; Clear span: 15'-11.5"; Volume = 7.0 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 33 Fv' = 195 psi fv/Fv' = 0.17
Bending(+) fb = 634 Fb' = 1006 psi fb/Fb' = 0.63
Dead Defl'n 0.12 = < L/999
Live Defl'n 0.20 = L/943 0.53 = L/360 in 0.38
Total Defl'n 0.33 = L/589 0.80 = L/240 in 0.41
44
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_8 Garage Header WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1600, V design = 1404 lbs; M(+) = 6400 lbs-ft
EIy = 906.17 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
45
Robinett Plan 2940
2_9 Beam
June 29, 2023 13:41
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 120.0 plf
SL Snow Full UDL 200.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-0.56"
0' 12'
Unfactored:
Dead 723 723
Snow 1205 1205
Factored:
Total 1927 1927
Bearing:
Capacity
Beam 1927 1927
Support 2059 2059
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.56 0.56
Min req'd 0.56 0.56
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Timber-soft, D.Fir-L (N), No.2, 6x10 (5-1/2"x9-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 12'-0.56"; Clear span: 11'-11.44"; Volume = 4.4 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.24
Bending(+) fb = 835 Fb' = 1006 psi fb/Fb' = 0.83
Dead Defl'n 0.11 = < L/999
Live Defl'n 0.18 = L/788 0.40 = L/360 in 0.46
Total Defl'n 0.29 = L/492 0.60 = L/240 in 0.49
46
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_9 Beam WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1920, V design = 1659 lbs; M(+) = 5760 lbs-ft
EIy = 510.84 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
47
Robinett Plan 2940
2_10 Header
June 29, 2023 13:50
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 375.0 plf
LL Live Full UDL 800.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.65"
0' 6'
Unfactored:
Dead 1151 1151
Live 2455 2455
Factored:
Total 3606 3606
Bearing:
Capacity
Beam 3606 3606
Support 3992 3992
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.65 1.65
Min req'd 1.65 1.65
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-1.63"; Clear span: 5'-10.38"; Volume = 1.7 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
48
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_10 Header WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 89 Fv' = 180 psi fv/Fv' = 0.50
Bending(+) fb = 859 Fb' = 925 psi fb/Fb' = 0.93
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.18
Total Defl'n 0.04 = < L/999 0.30 = L/240 in 0.14
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.00 1.00 1.00 0.989 1.100 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3525, V design = 2343 lbs; M(+) = 5288 lbs-ft
EIy = 664.44 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Lateral stability(+): Lu = 6' Le = 12'-4.31" RB = 11.7
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
49
Robinett Plan 2940
2_11 Header
June 29, 2023 13:55
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 475.0 plf
LL Live Full UDL 400.0 plf
SL Snow Full UDL 325.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.42"
0' 6'
Unfactored:
Dead 1453 1453
Live 1224 1224
Snow 994 994
Factored:
Total 3117 3117
Bearing:
Capacity
Beam 3117 3117
Support 3451 3451
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #3 #3
Length 1.42 1.42
Min req'd 1.42 1.42
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-1.44"; Clear span: 5'-10.56"; Volume = 1.4 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
50
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_11 Header WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 102 Fv' = 207 psi fv/Fv' = 0.49
Bending(+) fb = 1102 Fb' = 1160 psi fb/Fb' = 0.95
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.21
Total Defl'n 0.08 = L/895 0.30 = L/240 in 0.27
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3
Fb'+ 850 1.15 1.00 1.00 0.989 1.200 - 1.00 1.00 1.00 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D + 0.75(L + S)
Bending(+): LC #3 = D + 0.75(L + S)
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3056, V design = 2210 lbs; M(+) = 4584 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Lateral stability(+): Lu = 6' Le = 12'-1.13" RB = 10.5
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
51
Robinett Plan 2940
2_13 Beam
June 29, 2023 15:05
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 430.0 plf
LL Live Full UDL 400.0 plf
SL Snow Full UDL 250.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-1.08"
0' 8'
Unfactored:
Dead 1739 1739
Live 1618 1618
Snow 1011 1011
Factored:
Total 3711 3711
Bearing:
Capacity
Beam 3711 3711
Support 3964 3964
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #3 #3
Length 1.08 1.08
Min req'd 1.08 1.08
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 8'-1.06"; Clear span: 7'-10.94"; Volume = 3.6 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
52
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_13 Beam WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 59 Fv' = 170 psi fv/Fv' = 0.35
Bending(+) fb = 657 Fb' = 875 psi fb/Fb' = 0.75
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.05 = < L/999 0.27 = L/360 in 0.19
Total Defl'n 0.09 = < L/999 0.40 = L/240 in 0.23
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3320, V design = 2487 lbs; M(+) = 6640 lbs-ft
EIy = 906.17 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
53
2_14 Post
June 29, 2023 15:11
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Location [ft] Magnitude Unit
Start End Start End
PDL Dead Axial (Ecc. = 0.00") 3135 lbs
PLL Live Axial (Ecc. = 0.00") 5815 lbs
Reactions (lbs):
9'
Base Top
0'
9'
Unfactored:
Lateral:
Dead
Live
Axial:
Dead 3135 3135
Live 5815 5815
Factored:
L->R
Load comb #1 #1
Timber-soft, D.Fir-L (N), No.2, 6x6 (5-1/2"x5-1/2")
Support: Non-wood
Total length: 9'; Volume = 1.9 cu.ft.; Post or timber
Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 296 Fc' = 559 psi fc/Fc' = 0.53
Axial Bearing fc = 296 Fc* = 700 psi fc/Fc* = 0.42
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 700 1.00 1.00 1.00 0.799 1.000 - - 1.00 1.00 2
Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
54
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_14 Post WoodWorks® Sizer 2019 (Update 4) Page 2
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
55
Robinett Plan 2940
3_2 Beam
June 29, 2023 15:27
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL No 440.0 plf
LL Live Full UDL No 400.0 plf
SL Snow Full UDL No 250.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-0.69"
0' 4' 8' 12'
Unfactored:
Dead 717 1936 1936 717
Live 652 1760 1760 652
Snow 407 1100 1100 407
Factored:
Total 1511 4081 4081 1511
Bearing:
Capacity
Beam 1511 4506 4506 1511
Support 1673 4081 4081 1673
Des ratio
Beam 1.00 0.91 0.91 1.00
Support 0.90 1.00 1.00 0.90
Load comb #3 #3 #3 #3
Length 0.69 1.69 1.69 0.69
Min req'd 0.69 1.69** 1.69** 0.69
Cb 1.00 1.22 1.22 1.00
Cb min 1.00 1.22 1.22 1.00
Cb support 1.11 1.11 1.11 1.11
Fcp sup 625 625 625 625
**Minimum bearing length governed by the required width of the supporting member.
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 12'-0.69"; Clear span: 3'-10.81", 3'-10.31", 3'-10.81"; Volume = 2.7 cu.ft.
Lateral support: top = continuous, bottom = at end supports;
This section PASSES the design code check.
56
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
3_2 Beam WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 61 Fv' = 180 psi fv/Fv' = 0.34
Bending(+) fb = 259 Fb' = 1020 psi fb/Fb' = 0.25
Bending(-) fb = 323 Fb' = 1000 psi fb/Fb' = 0.32
Dead Defl'n 0.00 = < L/999
Live Defl'n 0.00 = < L/999 0.13 = L/360 in 0.03
Total Defl'n 0.01 = < L/999 0.20 = L/240 in 0.04
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 2
Fb'- 850 1.00 1.00 1.00 0.980 1.200 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Bending(-): LC #2 = D + L
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
Support 3 – LC #3 = D + 0.75(L + S)
Support 4 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 2016, V design = 1317 lbs; M(+) = 1075 lbs-ft; M(-) = 1344 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Lateral stability(-): Lu = 12' Le = 22'-0.94" RB = 14.1; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
GENERAL SPECIFICATIONS BUILDING
AIR LEAKAGE TESTING
R402.4.1.2
TESTING:
ADDITIONAL
WSEC NOTES:
by BILL GAUGHRAN
TRADITIONAL HOME DESIGN
ROBINETT BROTHERS
TABLE M1507.3.3(1)
TABLE R402.1.1
DETAILS
TABLE M1507.3.3(2)
Fasten Sheathing to Header
w/ 8d common nails or galvanized
box nails in 3 inch grid
MST48 strap
Header per plan
opposite sheathing
wood structural
panel sheathing
w/ edge nailing
@ 3" o.c.
3x BLKG @
adjoining panel edges.
Simpson STHD14
TABLE R402.1.1 NOTES:
Triple Studs
Anchor Bolt
per typ. detail
2'-0" 2'-0"
2'-0"
min. 2ftStem
Wallheight
FDN per plan
BRIDGEMONT
NOTE
Nails should not be driven
completely flush against
the connector, to allow
(2) Simpson H6
vertical truss movement
"
at ea. end of SW's,
Simpson Truss
Web Stiffener to
Clip DTC,
Stud below
both sides of
SW above floor truss chord
Bottom Allow 1/16" gap
Truss Chord between nail head
and truss clip to help
prevent squeaking.
Double
TJI 2.3 Web
TJI 2.2 Top Plate
Stiffener
Stud Wall
"
BLKG
SW
below floor 2,940sf 2-STORY
PAGE
5 of 6
7/25/2023 4:07:30 PM
by BILL GAUGHRAN
TRADITIONAL HOME DESIGN
ROBINETT BROTHERS
DETAILS
BRIDGEMONT
2,940sf 2-STORY
PAGE
DECK PLAN 6 of 6
7/25/2023 4:08:10 PM
SITE PLAN FOR
LOT 1, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 2, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 3, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 4, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 5, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 6, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 7, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 8, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
NOTES:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
LEGEND:
TAX ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE
PLAN FOR
LOT 9, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E.,
W.M.
NOTES:
LEGEND:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 10, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF
SECTION 24, T.31N., R.5E., W.M.
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
HOUSE ELEVATIONS:
NOTES:
LEGEND:
SITE PLAN FOR
LOT 11, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
LEGEND:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 12, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 13, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 14, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 15, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 16, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 17, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
SITE PLAN FOR
LOT 18, BRIDGEMONT RB - AFN #202212215003
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LEGEND:
NOTES:
OWNER: APPLICANT
& CONTACT:
PARCEL DATA TAX
ACCOUNT NUMBER:
HOUSE ELEVATIONS:
CITY OF ARLINGTON
18204 59th Avenue NE, Arlington, WA 98223
INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551
BUILDING PERMIT
18520 86TH DR NE Permit #: 5663
PERMIT EXPIRES 180 DAYS AFTER
Parcel #:
DATE OF ISSUANCE.
Scope of Work: Construct SFR Valuation: 539933.40
OWNER APPLICANT CONTRACTOR
BRIDGEMONT LLC Bridgemont LLC Robinett Homes, LLC
116 AVE C 116 Avenue C 116 Avenue C
SNOHOMISH, WA 98290 Snohomish WA 98290 Snohomish, WA 98290
4254902205 425-490-2205
LIC: 602167298 EXP: 01/31/2025
LIC: ROBINHL943LZ EXP: 10/19/2024
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
LIC #: EXP: LIC #: EXP:
JOB DESCRIPTION
PERMIT TYPE: RESIDENTIAL SINGLE FAMILY CODE YEAR: 2018
STORIES: 2 CONST. TYPE: VB
DWELLING UNITS: OCC GROUP: R-3; Residential
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any
other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the
Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice
or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is
authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or
any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or
decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or
on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or
federal law, or any order, proclamation, guidance or decision of the Governor.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK
AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE
STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND
ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington #3101.
Sarah Uplinger 07/11/2024
Applicant Signature Date Building Official Date
CONDITIONS
See redlined drawings for additional requirements. Adhere to approved plans. Service elements are not allowed on the facade of the
structure. All electrical (PUD), heating units, AC units, etc. are to be placed on the side or rear of the structure. Approved job copy
shall be onsite for inspections. Call for inspections.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property
owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or
community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities
before commencing construction. The property owner shall ensure that the construction project complies with all applicable design
review requirements.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE
PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS,
MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
07/11/2024 Building Plan Review $3,347.07
07/11/2024 Processing/Technology $25.00
07/11/2024 Building Permit $5,148.86
07/11/2024 Park - Community SF $1,662.00
07/11/2024 State Surcharge - 1st DU $6.50
Total Due: $10,189.43
Total Payment: $10,189.43
Balance Due: $0.00
CALL FOR INSPECTIONS
Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections
When calling for an inspection please leave the following information:
Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon
INSPECTION INFORMATION Pass/Fail
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