HomeMy WebLinkAbout18528 86th Dr Ne_BLD5664_2025
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 2624 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 06/28/2023
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 20
Design Criteria 21
Key List 22
Roof 23
Framing above Main Level 24
Framing above Crawl Space 27
Foundation 28
Design Sheets 29
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 2624 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 1,500 sqft = 30,000 lbs
1st level W = (20 + 10) x 1,800 sqft = 54,000 lbs
Total Building Weight W = 84,000 lbs
Base Shear VBase = Cs x W = 0.14 x 84,000 = 11,760 lbs
Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7
VDesign = 0.7 x 11,760 = 8,200 lbs
Vertical Distribution: Fx = Cvx x V = Cvx x 8,200
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 30,000 17 510,000 50 4,100 100 120
1st 54,000 9 486,000 50 4,100 100 90
∑ 84,000 --- 996,000 100 8,200
tecinstruct LLC
ASCE 7 Hazard Tool https://asce7hazardtool.online/
3
1 of 2 6/17/2023, 7:37 PM
4
Project: Robinett Plan 2624 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
P1-6 5040 P1-6 8040 P1-6
1.3 1.2 D
W.I.C.
6'-10" x 11' 20 2,275
lbs W2,100 lbs S
8' CLG.
F PRIMARY BATH 26
P1-6 9'-2" x 13'-2"
26
8' CLG.
PRIMARY BDRM.
15' x 16'-2"
8' CLG.
P1-6
24 24
F
4x8 BEDRM. #4 2'-8"x 6'-4"
10'-10" x 11' F
5040 1.3 8' CLG.
LAUNDRY
5'x 6'-4" 28
F 24
F
4' 5'x 5'-6"
3'
60 26 28 24
10" 7'-8" x 2' 10"
30s.c.
s.c.
10" 7'-8" x 2' 10" BONUS
1.3 6040
13'-3" x 17'-6"
60
8' CLG.
26 26 1.1
2'-4"
P1-6 6"
BDRM. #3 BDRM. #2 130 plf Wind
/ 120 plf Seismic
10'-3" x 11' 10'-3" x 11'
8' CLG. 8' CLG.
06
°
7' x 2' P1-6
+7'-10" x 8'-2"
1.1
1.3 6" 1.3 °
5036 5036
1.4 1.4
B
4040 3630
2,275
lbs W2,100 lbs S
1 130 plf Wind / 100 plf Seismic 2
2,730 lbs W
2,730 lbs W
2,100 lbs S 2,100 lbs S SECOND
FLOOR PLAN
1/4"
= 1'-0"
LIV.
AREA = 1,427 ft²
GLAZING
= 218.5 ft² ( 16 %)
6
Shear Wall Layout 1st Level
2.14
2.14
2.1
6x10 PORCH 6x10
12' x 16'
2.12 CONC. 2.12
9' CLG.
1 P1-6 1 6060 8080 S.G.D. 1 P1-6 6060 6060 P1-6
2.10 2.9 3-1/8x10-1/2" GLB 2.10 2.10 1 D
P1-6
1,430
lbs W 990 lbs S
KITCHEN
10' x 16'-2"
9' CLG.
DINING GREAT
12' x 16'-2" 16'-2" x 19'
F 9' CLG. 9' CLG.
I
2.2
P1-6
26
6090
26
2.7 2.7 2.6
PANTRY 5' x 7'-6"
5' x 6'-6"
28 5' x 8'-6"
s.c. F 24
2.7 FLEX
s.c. 11'-2" x 11'-4" C
P1-6 P1-6 9' CLG. 5050
°
26
26 2,470
lbs W1,710 lbs S
6090
P1-6
GARAGE 2.6
24' x 24' 2.3
CONC. 26 ° P1-6
10' CLG. ENTRY 130 plf Wind / 90 plf
Seismic
7'-9" x 19'-3"
9' CLG. 2.4
2.13 2.5 2.13
30 ° 2.3
s.c.
6x6 Post 6x6 Post
2.7 2.7 2.7
2.7
2 P1-2 3660 P1-2 2 B
16080OVRHD.
GARAGE DR. PORCH
6' x 10'
CONC. 1,560
lbs W1,080 lbs S
9' CLG. 2.1
2.11
°
2.1
2.8
1 P1-6 1 1 P1-6 1
A
1 130 plf Wind / 100 plf Seismic 2
650
lbs W450 lbs S
2,730 lbs W
2,730 lbs W
2,100 lbs S
2,100 lbs S
FIRST FLOOR PLAN
1/4" = 1'-0"
LIV.
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 2624, Bridgemont, 86th Pl NE
@ @ 6"
(in o.c.) (in o.c.) MST37 2345 HDU2HDU4(2) 2x 2215328520-16d (2) 2x(2) 2xSB5/8x24"SB5/8x24" 18"18"
A 1 2
10d
Callout StrapCallout All HD Wood All Nails/Wood Bolt Bolt
7/16"7/16"7/16" 7/16"8d 8d 8d 6"8d3" 2" 12"6"12"12" 2x12"3x 3x 225425550 31559077048"36"24"LTP5LTP5LTP524"12" 9"
3/4" CDX
SWtype OSBP1-6P1-3P1-2Nails RoofFloorNailsedge Nails field BoundaryMemberSeismiclist x .94 Windx 1.4Anchor Clips
Shear Wall Types Straps Holdowns
8
not rqd not rqd
-411 -169
P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 98
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
1-1 p 35.0 1-18 38.00.23 9 218400.24 8405942Σ Li 9362252 -1438547025 -14385-6431 -6431
Project: Robinett Homes Plan 2624, Bridgemont, 86th
78 P1-6 119 P1-6 78 h/2 30 35 86 0.93
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)acc2730V (lbs)total2730L (ft)2730uniform Type35.0v (plf)5460 46.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid 1 Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
9
not rqd not rqd
-555 -416
799
9425
P1-6
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 2624, Bridgemont, 86th
60 h/2 30 35 86 0.93
75
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)acc2100V (lbs)total2100L (ft)2100uniform Type35.0v (plf)4200 6046.0P1-6 911-1 p 35.0(ft)P1-6(ft)1-18k/L38.00.23(lb-ft)9 168000.24(ft)
831226(f 2 9362252 -1942547025 -1-15799 -15
2 1
Grid 1 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
10
HDU2
not rqd
-411 194
P1-6P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 102203
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
2-1 p 35.0 2-18 36.00.23 9 218400.25 8491402Σ Li 9362252 -1438542174 -143856966 6966
Project: Robinett Homes Plan 2624, Bridgemont, 86th
78 P1-6 152 P1-6 78 152h/22h/329 31 35 36 83 86 0.920.87
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)acc2730V (lbs)total2730L (ft)2730uniform Type35.0v (plf)5460 36.0 (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
not rqd not rqd
-555 -122
74
9425
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 2624, Bridgemont, 86th
60 117h/22h/329 31 35 36 83 86 0.920.87
79 156
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)acc2100V (lbs)total2100L (ft)2100uniform Type35.0v (plf)4200 6036.0P1-6 1172-1 p 35.0(ft)P1-6(ft)2-18k/L36.00.23(lb-ft)9 168000.25(ft)
837800(f 2 9362252 -1942542174 -1-4374 -43
2 1
Grid 2 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
12
HDU2HDU2
595595
es M tot M tot Uplift HW
t) (lb-ft) (lb-ft) (lb-ft) (lbs
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
A-1A-2 4.04.0 9 9 2.252.25 29252925 9 9 4 4 546546 23792379 23792379
Project: Robinett Homes Plan 2624, Bridgemont, 86th
P1-6
81 P1-6
Bold indicates that wind governs
Shear design Overturning
Shearstory Shear Length ShearaccNo shear panels in grid A at 2nd leveltotal650uniform Type650SW Panel8.0 L h Aspect M ot Wall R/Fl M
r
V (lbs) V (lbs) L (ft) v (plf) (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid A WindLevel
13
HDU2HDU2
370370
es M tot M tot Uplift HW
t) (lb-ft) (lb-ft) (lb-ft) (lbs
Pl NE, Arlington, WA
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Homes Plan 2624, Bridgemont, 86th
P1-6 A-2 4.0 9 2.25 2025 9 4 546 1479 1479
Bold indicates that seismic governs
Shear design Overturning
Shearstory Shear Length ShearaccNo shear panels in grid A at 2nd leveltotal450uniform Type450SW Panel8.0 L56 P1-6h AspectA-1 M ot4.0 9Wall2.25R/Fl
2025M r 9 4 546 1479 1479
V (lbs) V (lbs) L (ft) v (plf) (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid A SeismicLevel
14
HDU4
not rqdnot rqd
-1047-357 2791
04
24080
P1-6P1-6P1-2
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
B-2 p 13.0 8 0.62 6572 8 Σ Li15 11213 -4640 -4640
Project: Robinett Homes Plan 2624, Bridgemont, 86th
63 63 349h/22h/32h/313 9 239 13 13 57 69 690.860.760.76130120663
based on perf designBold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitB-1 2ndB-2 2ndh op /B-1 1st
Shear design Overturning
storyV (lbs)acc2275V (lbs)total2275L (ft)1560uniform Type36.0v (plf)3835 6311.0P1-6 349B-1 p 23.0(ft)P1-2(ft)B-1 p 11.08k/L 0.35(lb-ft)9 116280.82(ft)
834515(f 15 9357082 -240803812 - 30704 307
2 1
Grid B WindLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
15
not rqdnot rqd HDU4
-1086-396 2255
P1-6P1-6P1-2
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 119110549
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
B-1 p 23.0B-2 p 13.0B-18 811.00.350.629 107330.826067 8286208 15Σ Li15935708112132 -249743812-5146 -2497424809-5146 24809
Project: Robinett Homes Plan 2624, Bridgemont, 86th
based on perf design
58 P1-6 289 P1-2 58 58 289h/22h/32h/313 9 239 13 13 57 69 690.860.760.76
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitB-1 2ndB-2 2ndh op /B-1 1st
Shear design Overturning
storyV (lbs)acc2100V (lbs)total2100L (ft)1080uniform Type36.0v (plf)3180 11.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid B SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
16
not rqd
-653
P1-6
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA
(plf) 145
trib.H trib.L Restr. acc T
Co q' Nailing
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
C-1 p 23.0 9 0.39 22230 Σ Li 9 15 37260 -15030 -15030
Project: Robinett Homes Plan 2624, Bridgemont, 86th
107 P1-6 107 5h/6 20 23 87 0.85
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
C-1
Panel Unit h op /
Shear design Overturning
storyV (lbs)accNo shear panels in grid C at 2nd levelV (lbs)totalL (ft)2470uniform Typev (plf)2470 23.0 (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/
17
not rqd
-951
21870
P1-6
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' Nailing
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
Σ Li
Project: Robinett Homes Plan 2624, Bridgemont, 86th
74 5h/6 20 23 87 0.85
100
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
C-1
Panel Unit h op /
Shear design Overturning
storyV (lbs)accNo shear panels in grid C at 2nd levelV (lbs)totalL (ft)1710uniform Typev (plf)1710 23.0 74 (ft)P1-6(ft)C-1 p 23.0k/L (lb-ft)9
0.39(ft) 15390(f 9 15 37260 -21870 -
2 1
Grid C SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
18
HDU2HDU2
not rqd
57
-1185 1083
P1-6P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
Pl NE, Arlington, WA (plf) 91 366
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
L
perforated panel
D-1 p 42.0 D-1D-28 4.00.1922.0 9182009 2.250.41 8513028215Σ Li5 9679779 10 10-4977779826961-4977743321254 43321254
Project: Robinett Homes Plan 2624, Bridgemont, 86th
based on perf design
54 P1-6 143 P1-6 54 1432h/32h/329 10 42 22 69 45 0.860.86
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitD-1 2ndD-2 1sth op /
Shear design Overturning
storyV (lbs)acc2275V (lbs)total2275L (ft)1430uniform Type42.0v (plf)3705 26.0 (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/
19
not rqd HDU2not rqd
-1219 870-156
1177
P1-6P1-3
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 22.0 9 0.41 23532Σ Li 9 10 26961 -3429 -3429
Project: Robinett Homes Plan 2624, Bridgemont, 86th
based on perf design
50 1192h/32h/329 10 42 22 69 45 0.860.86 84
304
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel UnitD-1 2ndD-2 1sth op /
Shear design Overturning
storyV (lbs)acc2100V (lbs)total2100L (ft)990uniform Type42.0v (plf)3090 5026.0P1-6119D-1 p 42.0(ft)P1-6 (ft)D-1 8k/L4.00.19(lb-ft)9 168002.25(ft)
84278(f 5 96797710 -51177798 -53480 3480
2 1
Grid D SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
20
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
2. GRAVITY DESIGN
21
Project: Robinett Homes, Plan 2624, 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
22
Project: Robinett Homes, Plan 2624, Bridgemont
2.2 Key List
Roof
Key No. 1.1 Manufactured Truss Roof
Key No. 1.2 Header, DF No. 2, 4x12â€
Key No. 1.3 Header, DF No. 2, 4x8â€
Key No. 1.4 Header, DF No. 2, 4x6â€
Floor above Main Level
Key No. 2.1 Manufactured Truss Roof
Key No. 2.2 TJI 210, 2-1/16x11-7/8â€, @ 16†o.c.
Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16†o.c.
Key No. 2.4 Joists at Landing, HF No. 2, 2x6â€, @ 16†o.c.
Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x25-1/2â€
Key No. 2.6 Beam, DF No. 2, 4x12â€
Key No. 2.7 Header, DF No. 2, 4x6â€
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Key No. 2.9 Header, Glulam WS, 24F-1.8E, 3-1/8x10-1/2â€
Key No. 2.10 Header, DF No. 2, 4x12â€
Key No. 2.11 Beam at Front Porch, DF No. 2, 4x8â€
Key No. 2.12 Beam at Rear Porch, DF No. 2, 6x10â€
Key No. 2.13 Post within Wall, DF No. 2, 6x6â€
Key No. 2.14 Post at Porch, HF No. 2, 6x6â€, P.T.
Floor above Crawl Space
Key No. 3.1 TJI 210, 2-1/16x11-7/8â€, @ 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, 42x42x8â€
Key No. 4.4 Sonotube, Dia. 24â€, fc = 2,500 psi
tecinstruct LLC
23
Project: Robinett Homes, Plan 2624, 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, 4x12â€
Span: L = 8 ft
Load: roof w/ trib 19 ft
DL 19 x 15 = 285 plf
SL 19 x 25 = 475 plf
For calculation see design sheets
Key No. 1.3 Header, DF No. 2, 4x8â€
Span: L = 5 ft
Load: roof w/ trib 19 ft
DL 19 x 15 = 285 plf
SL 19 x 25 = 475 plf
For calculation see design sheets
Key No. 1.4 Header, DF No. 2, 4x6â€
Span: max L = 4 ft
Load: roof w/ trib 3 ft
DL 3 x 15 = 45 plf
SL 3 x 25 = 75 plf
For calculation see design sheets
tecinstruct LLC
24
Project: Robinett Homes, Plan 2624, 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 210, 2-1/16x11-7/8â€, @ 16†o.c.
Span: max L = 17 ft
Load: DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
Key No. 2.3 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. 2.4 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. 2.5 Glulam WS, 24F-1.8E, 5-1/8x25-1/2â€
Span: L = 24 ft
Load: upper and lower roof w/ tot trib 23 ft, floor w/ trib 6 ft, wall w/ h 8 ft
DL 23 x 15 + 6 x 20 + 8 x 10 = 545 plf
LL 6 x 40 = 240 plf
SL 23 x 25 = 575 plf
For calculation see design sheets
Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18â€
Span: L = 23 ft
Load: roof w/ trib 3 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 3 x 15 + 8 x 20 + 8 x 10 = 285 plf
LL 8 x 40 = 320 plf
SL 3 x 25 = 75 plf
For calculation see design sheets
tecinstruct LLC
25
Project: Robinett Homes, Plan 2624, Bridgemont
Key No. 2.6 Beam, DF No. 2, 4x12â€
Span: L = 6 ft
Load: floor w/ trib 14 ft
DL 14 x 20 = 280 plf
LL 14 x 40 = 560 plf
For calculation see design sheets
Key No. 2.7 Header, DF No. 2, 4x6â€
Span: L = 3 ft
Load: floor w/ trib 11 ft
DL 11 x 20 = 220 plf
LL 11 x 40 = 440 plf
For calculation see design sheets
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Span: L = 16 ft
Load: lower roof w/ trib 7 ft
DL 7 x 15 = 105 plf
SL 7 x 25 = 175 plf
For calculation see design sheets
Key No. 2.9 Header, Glulam WS, 24F-1.8E, 3-1/8x10-1/2â€
Span: L = 8 ft
Load: roof w/ trib 18 ft, floor w/ trib 11 ft, wall w/ h 8 ft
DL 18 x 15 + 11 x 20 + 8 x 10 = 570 plf
LL 11 x 40 = 440 plf
SL 18 x 25 = 450 plf
For calculation see design sheets
Key No. 2.10 Header, DF No. 2, 4x12â€
Span: L = 6 ft
Load: roof w/ trib 18 ft, floor w/ trib 11 ft, wall w/ h 8 ft
DL 18 x 15 + 11 x 20 + 8 x 10 = 570 plf
LL 11 x 40 = 440 plf
SL 18 x 25 = 450 plf
For calculation see design sheets
tecinstruct LLC
26
Project: Robinett Homes, Plan 2624, Bridgemont
Key No. 2.11 Beam at Front Porch, DF No. 2, 4x8â€
Span: L = 10 ft
Load: roof w/ trib 4 ft
DL 4 x 15 = 60 plf
SL 4 x 25 = 100 plf
For calculation see design sheets
Key No. 2.12 Beam at Rear Porch, DF No. 2, 6x10â€
Span: L = 12 ft
Load: roof w/ trib 9 ft
DL 9 x 15 = 135 plf
SL 9 x 25 = 225 plf
For calculation see design sheets
Key No. 2.13 Post within Wall, DF No. 2, 6x6â€
Height: H = 9 ft
Load: max P = reaction from beam 2.5
PDL = 6,640 lbs
PLL = 7,440 lbs
For calculation see design sheets
Key No. 2.14 Post at Porch, HF No. 2, 6x6â€, P.T.
Height: H = 9 ft
Load: reaction from beam 2.12
PDL = 815 lbs
PLL = 1,360 lbs
Per inspection
tecinstruct LLC
27
Project: Robinett Homes, Plan 2624, Bridgemont
2.5 Framing above Crawl Space
Key No. 3.1 TJI 210, 2-1/16x11-7/8â€, @ 16†o.c.
Same as 2.2
Key No. 3.2 Beam, DF No. 2, 4x10â€
Span: L 3-span = 4 + 4 + 4 ft
Load: upper floor w/ trb 14 ft, CS floor w/ trib 14 ft, wall w/ h 9 ft
DL 28 x 20 + 9 x 10 = 550 plf
LL 28 x 40 = 920 plf
For calculation see design sheets
tecinstruct LLC
28
Project: Robinett Homes, Plan 2624, 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 = 7,790 lbs
Load is distributed over 1.33 x 4 = 5.32 sqft
Soil pressure 7,790 / 5.32 = 1,464 psf < 1,500
Reinforcement: (2) rebars # 4 longitudinal
Key No. 4.3 Spread Footing, fc = 2,500 psi, 42x42x8â€
Load from post 2.
P = 14,080 lbs
Soil pressure 14,080 / 12.25 = 1,150 psf < 2,000
Rebars # 4 @ 6†o.c. both directions
Key No. 4.4 Sonotube, Dia. 24â€, fc = 2,500 psi
Load from post 2.14
P = 2,175 lbs
Area A 3.14 x 22 / 4
Soil pressure 2,175 / 3.14 = 693 psf < 1,500
Also used at front porch
tecinstruct LLC
29
Robinett Plan 2624
Bridgemont
1_2 Header
June 23, 2023 18:12
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 285.0 plf
SL Snow Full UDL 475.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-1.41"
0' 8'
Unfactored:
Dead 1157 1157
Snow 1928 1928
Factored:
Total 3085 3085
Bearing:
Capacity
Beam 3085 3085
Support 3415 3415
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.41 1.41
Min req'd 1.41 1.41
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: 8'-1.44"; Clear span: 7'-10.56"; Volume = 2.2 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 = 87 Fv' = 207 psi fv/Fv' = 0.42
Bending(+) fb = 988 Fb' = 1056 psi fb/Fb' = 0.94
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.07 = < L/999 0.27 = L/360 in 0.25
Total Defl'n 0.11 = L/910 0.40 = L/240 in 0.26
30
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 0.982 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 + 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 = 3040, V design = 2283 lbs; M(+) = 6080 lbs-ft
EIy = 664.44 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 = 15'-10.25" RB = 13.2
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.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
31
Robinett Plan 2624
Bridgemont
1_3 Header
June 23, 2023 18:16
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 285.0 plf
SL Snow Full UDL 475.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
5'-0.88"
0' 5'
Unfactored:
Dead 723 723
Snow 1205 1205
Factored:
Total 1928 1928
Bearing:
Capacity
Beam 1928 1928
Support 2135 2135
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 0.88 0.88
Min req'd 0.88 0.88
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: 5'-0.88"; Clear span: 4'-11.13"; Volume = 0.9 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 = 84 Fv' = 207 psi fv/Fv' = 0.40
Bending(+) fb = 930 Fb' = 1261 psi fb/Fb' = 0.74
Dead Defl'n 0.02 = < L/999
Live Defl'n 0.04 = < L/999 0.17 = L/360 in 0.23
Total Defl'n 0.06 = L/998 0.25 = L/240 in 0.24
32
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 0.993 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 = 1900, V design = 1413 lbs; M(+) = 2375 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 = 5' Le = 9'-11.56" RB = 8.4
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.
33
Robinett Plan 2624
Bridgemont
1_4 Header
June 23, 2023 18:22
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 45.0 plf
SL Snow Full UDL 75.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4'-0.5"
0' 4'
Unfactored:
Dead 91 91
Snow 152 152
Factored:
Total 243 243
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, 4x4 (3-1/2"x3-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 4'-0.5"; Clear span: 3'-11.5"; Volume = 0.3 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 = 25 Fv' = 207 psi fv/Fv' = 0.12
Bending(+) fb = 403 Fb' = 1466 psi fb/Fb' = 0.27
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.16
Total Defl'n 0.03 = < L/999 0.20 = L/240 in 0.17
34
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
1_4 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 1.500 - 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 = 203 lbs; M(+) = 240 lbs-ft
EIy = 20.01 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.
35
Robinett Plan 2624
Bridgemont
2_5 GLB
June 23, 2023 21:31
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 545.0 plf
LL Live Full UDL 240.0 plf
SL Snow Full UDL 575.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
24'-4.23"
0' 24'
Unfactored:
Dead 6636 6636
Live 2922 2922
Snow 7001 7001
Factored:
Total 14079 14079
Bearing:
Capacity
Beam 14079 14079
Support 14528 14528
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #3 #3
Length 4.23 4.23
Min req'd 4.23 4.23
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"x25-1/2"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 24'-4.25"; Clear span: 23'-7.75"; Volume = 22.1 cu.ft.; 17 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
36
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_5 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 = 129 Fv' = 305 psi fv/Fv' = 0.42
Bending(+) fb = 1799 Fb' = 2526 psi fb/Fb' = 0.71
Dead Defl'n 0.32 = L/902
Live Defl'n 0.36 = L/804 0.80 = L/360 in 0.45
Total Defl'n 0.68 = L/425 1.20 = L/240 in 0.56
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 3
Fb'+ 2400 1.15 1.00 1.00 1.000 0.915 - - 1.00 1.00 - 3
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 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 = 13875, V design = 11214 lbs; M(+) = 83250 lbs-ft
EIy = 12746 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).
37
Robinett Plan 2624
Bridgemont
2_6 Beam
June 23, 2023 21:36
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 280.0 plf
LL Live Full UDL 560.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.17"
0' 6'
Unfactored:
Dead 854 854
Live 1707 1707
Factored:
Total 2561 2561
Bearing:
Capacity
Beam 2561 2561
Support 2835 2835
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.17 1.17
Min req'd 1.17 1.17
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'-1.19"; Clear span: 5'-10.81"; Volume = 1.7 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
38
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_6 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 = 64 Fv' = 180 psi fv/Fv' = 0.36
Bending(+) fb = 614 Fb' = 935 psi fb/Fb' = 0.66
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0.12
Total Defl'n 0.03 = < L/999 0.30 = L/240 in 0.10
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 1.100 - 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 = 2520, V design = 1692 lbs; M(+) = 3780 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"
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.
39
Robinett Plan 2624
Bridgemont
2_7 Header
June 23, 2023 21:48
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 220.0 plf
LL Live Full UDL 440.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
3'-0.5"
0' 3'
Unfactored:
Dead 335 335
Live 669 669
Factored:
Total 1004 1004
Bearing:
Capacity
Beam 1094 1094
Support 1211 1211
Des ratio
Beam 0.92 0.92
Support 0.83 0.83
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: 3'-0.5"; Clear span: 2'-11.5"; Volume = 0.4 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
40
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_7 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 = 53 Fv' = 180 psi fv/Fv' = 0.29
Bending(+) fb = 505 Fb' = 1105 psi fb/Fb' = 0.46
Dead Defl'n 0.00 = < L/999
Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.10
Total Defl'n 0.01 = < L/999 0.15 = L/240 in 0.09
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 1.300 - 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 + 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 = 990, V design = 674 lbs; M(+) = 743 lbs-ft
EIy = 77.64 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.
41
Robinett Plan 2624
Bridgemont
2_8 Garage Header
June 23, 2023 21:46
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 105.0 plf
SL Snow Full UDL 175.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.65"
0' 16'
Unfactored:
Dead 843 843
Snow 1405 1405
Factored:
Total 2248 2248
Bearing:
Capacity
Beam 2248 2248
Support 2401 2401
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.65 0.65
Min req'd 0.65 0.65
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: 16'-0.63"; Clear span: 15'-11.38"; Volume = 7.1 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 = 47 Fv' = 195 psi fv/Fv' = 0.24
Bending(+) fb = 887 Fb' = 1006 psi fb/Fb' = 0.88
Dead Defl'n 0.17 = < L/999
Live Defl'n 0.28 = L/674 0.53 = L/360 in 0.53
Total Defl'n 0.46 = L/421 0.80 = L/240 in 0.57
42
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 = 2240, V design = 1964 lbs; M(+) = 8960 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.
43
Robinett Plan 2624
Bridgemont
2_9 Header
June 26, 2023 13:56
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 570.0 plf
LL Live Full UDL 440.0 plf
SL Snow Full UDL 450.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-2.5"
0' 8'
Unfactored:
Dead 2339 2339
Live 1806 1806
Snow 1847 1847
Factored:
Total 5079 5079
Bearing:
Capacity
Beam 5079 5079
Support 5470 5470
Des ratio
Beam 1.00 1.00
Support 0.93 0.93
Load comb #3 #3
Length 2.50 2.50
Min req'd 2.50 2.50
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.12 1.12
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x10-1/2"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 8'-2.5"; Clear span: 7'-9.5"; Volume = 1.9 cu.ft.; 7 laminations, 3-1/8" maximum width,
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
44
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_9 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 = 171 Fv' = 305 psi fv/Fv' = 0.56
Bending(+) fb = 2069 Fb' = 2619 psi fb/Fb' = 0.79
Dead Defl'n 0.10 = L/991
Live Defl'n 0.11 = L/846 0.27 = L/360 in 0.43
Total Defl'n 0.21 = L/456 0.40 = L/240 in 0.53
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 3
Fb'+ 2400 1.15 1.00 1.00 0.949 1.000 - - 1.00 1.00 - 3
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 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 = 4950, V design = 3738 lbs; M(+) = 9900 lbs-ft
EIy = 542.63 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Lateral stability(+): Lu = 8' Le = 15'-8.00" RB = 14.2
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.
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).
45
Robinett Plan 2624
Bridgemont
2_10 Header
June 26, 2023 14:02
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 570.0 plf
LL Live Full UDL 440.0 plf
SL Snow Full UDL 450.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.74"
0' 6'
Unfactored:
Dead 1751 1751
Live 1352 1352
Snow 1383 1383
Factored:
Total 3802 3802
Bearing:
Capacity
Beam 3802 3802
Support 4209 4209
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #3 #3
Length 1.74 1.74
Min req'd 1.74 1.74
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, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-1.75"; Clear span: 5'-10.25"; Volume = 1.7 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
46
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 = 94 Fv' = 207 psi fv/Fv' = 0.45
Bending(+) fb = 905 Fb' = 1061 psi fb/Fb' = 0.85
Dead Defl'n 0.03 = < L/999
Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.15
Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.18
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 0.987 1.100 - 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 = 3713, V design = 2463 lbs; M(+) = 5569 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.
47
Robinett Plan 2624
Bridgemont
2_11 Beam
June 26, 2023 14:36
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 60.0 plf
SL Snow Full UDL 100.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
10'-0.5"
0' 10'
Unfactored:
Dead 301 301
Snow 502 502
Factored:
Total 803 803
Bearing:
Capacity
Beam 1094 1094
Support 1211 1211
Des ratio
Beam 0.73 0.73
Support 0.66 0.66
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, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 10'-0.5"; Clear span: 9'-11.5"; Volume = 1.8 cu.ft.
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 = 41 Fv' = 207 psi fv/Fv' = 0.20
Bending(+) fb = 783 Fb' = 1271 psi fb/Fb' = 0.62
Dead Defl'n 0.08 = < L/999
Live Defl'n 0.13 = L/948 0.33 = L/360 in 0.38
Total Defl'n 0.20 = L/592 0.50 = L/240 in 0.40
48
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
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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
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 = 800, V design = 700 lbs; M(+) = 2000 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"
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 2624
Bridgemont
2_12 Beam
June 26, 2023 14:40
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 135.0 plf
SL Snow Full UDL 225.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-0.63"
0' 12'
Unfactored:
Dead 814 814
Snow 1356 1356
Factored:
Total 2169 2169
Bearing:
Capacity
Beam 2169 2169
Support 2317 2317
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.63 0.63
Min req'd 0.63 0.63
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'-0.63"; Clear span: 11'-11.38"; 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 = 54 Fv' = 195 psi fv/Fv' = 0.27
Bending(+) fb = 940 Fb' = 1006 psi fb/Fb' = 0.93
Dead Defl'n 0.12 = < L/999
Live Defl'n 0.21 = L/700 0.40 = L/360 in 0.51
Total Defl'n 0.33 = L/437 0.60 = L/240 in 0.55
50
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
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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 = 2160, V design = 1866 lbs; M(+) = 6480 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.
51
2_13 Post
June 26, 2023 14:45
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") 6640 lbs
PLL Live Axial (Ecc. = 0.00") 7440 lbs
Reactions (lbs):
9'
Base Top
0'
9'
Unfactored:
Lateral:
Dead
Live
Axial:
Dead 6640 6640
Live 7440 7440
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 = 465 Fc' = 559 psi fc/Fc' = 0.83
Axial Bearing fc = 465 Fc* = 700 psi fc/Fc* = 0.66
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
52
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_13 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.
53
Robinett Plan 2624
Bridgemont
3_2 Beam
June 26, 2023 15:02
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 650.0 plf
LL Live Full UDL No 1120.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-1.34"
0' 4' 8' 12'
Unfactored:
Dead 1076 2860 2860 1076
Live 1855 4928 4928 1855
Factored:
Total 2931 7788 7788 2931
Bearing:
Capacity
Beam 2931 7855 7855 2931
Support 3245 7788 7788 3245
Des ratio
Beam 1.00 0.99 0.99 1.00
Support 0.90 1.00 1.00 0.90
Load comb #2 #2 #2 #2
Length 1.34 3.22 3.22 1.34
Min req'd 1.34 3.22** 3.22** 1.34
Cb 1.00 1.12 1.12 1.00
Cb min 1.00 1.12 1.12 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'-1.31"; Clear span: 3'-9.75", 3'-8.81", 3'-9.75"; Volume = 2.7 cu.ft.
Lateral support: top = continuous, bottom = at end 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 = 124 Fv' = 180 psi fv/Fv' = 0.69
Bending(+) fb = 545 Fb' = 1020 psi fb/Fb' = 0.53
Bending(-) fb = 681 Fb' = 1000 psi fb/Fb' = 0.68
Dead Defl'n 0.00 = < L/999
Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.07
Total Defl'n 0.01 = < L/999 0.20 = L/240 in 0.06
54
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
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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 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
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
Support 3 – LC #2 = D + L
Support 4 – 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 = 4248, V design = 2676 lbs; M(+) = 2266 lbs-ft; M(-) = 2832 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.
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
18528 86TH DR NE Permit #: 5664
PERMIT EXPIRES 180 DAYS AFTER
Parcel #:
DATE OF ISSUANCE.
Scope of Work: Construct SFR Valuation: 477471.36
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 $3,039.87
07/11/2024 Processing/Technology $25.00
07/11/2024 Building Permit $4,672.27
07/11/2024 Park - Community SF $1,662.00
07/11/2024 State Surcharge - 1st DU $6.50
Total Due: $9,405.64
Total Payment: $9,405.64
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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