HomeMy WebLinkAbout18424 86th Dr Ne_BLD5447_2025 Permit Packet Coversheet
Community and Economic Development
City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551
Permit Number: BLD5447 Permit Type: Residential Single Family
Address: 18424 86th Dr Ne Completed (Month/Year): October 2024
Land Use Bonding or Assignment of Funds
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Page 1 of 1
CITY OF ARLINGTON
18204 59th Avenue NE, Arlington, WA 98223
INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551
BUILDING PERMIT
18424 86TH DR NE Permit #: 5447
PERMIT EXPIRES 180 DAYS AFTER
Parcel #: 01223300000100
DATE OF ISSUANCE.
Scope of Work: Construct SFR Valuation: 543571.50
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: VA
DWELLING UNITS: 1 OCC GROUP: R-3; Residential
BUILDINGS: 1 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.
02/05/2024
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
02/05/2024 Building Plan Review $3,365.77
02/05/2024 Processing/Technology $25.00
02/05/2024 Building Permit $5,175.02
02/05/2024 Park - Community SF $1,662.00
02/05/2024 State Surcharge - 1st DU $6.50
Total Due: $10,234.29
Total Payment: $10,234.29
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
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:
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
1. LATERAL DESIGN
Project: Robinett Homes, Plan 3038
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)
Seismic Response Coefficient Cs = 0.15
Building Weight
The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL .
With the flat roof snow load 38 psf, 20% of the snow load is added to the roof DL (ASCE 12.7.2.4)
2nd level W = (15 + 5 + 0.2 x 38) x 1,900 sqft = 52,440 lbs
1st level W = (20 + 10) x 1,900 sqft = 57,000 lbs
Total Building Weight W = 109,440 lbs
Base Shear VBase = Cs x W = 0.15 x 109,440 = 16,420 lbs
Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7
VDesign = 0.7 x 16,420 = 11,500 lbs
Vertical Distribution: Fx = Cvx x V = Cvx x 11,500
Cvx = (wx x hxk) / ∑ (wi x hik) with k = 1.0 for T < 0.5 sec
Level wx hx wxhx wxhx/∑wihi Fx LLR vxFR LFR vxLR
(lb) (ft) (lb-ft) (%) (lbs) (ft) (plf) (ft) (plf)
2nd 52,440 17 891,480 63 7,245 50 145 42 170
1st 57,000 9 513,000 37 4,255 50 85 45 95
∑ 109,440 --- 1,404,480 100 11,500
tecinstruct LLC
Project: Robinett Homes, Plan 3038
1.2 Wind Design
Directional Procedure, Part 2 (simplified method) per ASCE 7-10, 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 C
As this design is used as a basic plan for multiple locations, conservatively category
„C“ is used to determine wind loads
Wind Speed up factor Kzt 1.0
Enclosure Classification enclosed
Net pressure at top of wall ph , Table 27.6-1 26.2 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 26.2 18.34, say 20 psf
Uniform wind loads on diaphragms
Roof w/ trib h 11 ft w = 10 x 20 = 220 plf
Floor w/ trib h 9 ft w = 9 x 20 = 180 plf
tecinstruct LLC
3,570 lbs S
70 lbs S3,5
4,620 lbs W
4,620 lbs W
C A
220 plf Wind / 170 plf Seismic
A P1-6 A
Shear Wall Layout 2nd Level
°
4' 4'
°
8' 4"
4 x 8 4 x 8
6020 2030 A
P1-6 P1-6 P1-6
1,045 lbs S
2,090 lbs S 1,045 lbs S
1,980 lbs W
3,960 lbs W 0 lbs W1,98
C B A
plf Wind / 95 plf Seismic180
1 P1-6 1
2 P1-6 2
I
°
Shear Wall Layout 1st Level ZONE 2 2
DROP 1-6 P
I
5-1/8 x 12" GLB
60-94" S.G.D.
I
°
4'
I
4'
°
8' 4"
4x10 4x10
1 2050 2050 1
P1-3 P1-3 P1-3
@
Bolt 5/8"
plf (in o.c.)
300 420
for HF)
(to adjust
tecinstruct LLC
2x 2x 226 316
Project: Robinett Plan 3083
T Member T Bolts Member type embmt.
12" (lbs) (in) (lbs)
@ @ 6"
(in o.c.) (in o.c.) MST37 2345 HDU2(2) 2xHDU4 221520-16d3285 (2) 2x(2) 2x SB5/8x24SB5/8x24 18"18"
MSTC48B3 3380 (2) 2x 38-10d
A B 1 2
10d
Callout Strap CalloutAll HDWood AllNails/ Wood Bolt Bolt
7/16"7/16" 7/16"8d 8d 8d6" 3" 6"12"12" 12"2x 3x 225425 315590 48"36"
3/4" CDX
SWtype OSBP1-6P1-3NailsRoofFloorNailsedge Nails field BoundaryMemberSeismiclist x .94 Windx 1.4Anchor
Shear Wall Types Straps Holdowns
MST37 HDU2
582 2236
P1-6P1-3
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf) 284380
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
Project: Robinett Plan 3083
L
perforated panel
3-1 p 30.0 3-18 28.00.27 9440000.32 8705602 265509 Σ Li 2 1745025410 1745045150 62600
based on perf design
183 P1-6 280 P1-3 183280 h/22h/322 24 30 28 73 86 0.880.86
Bold indicates that wind governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit1-1 2nd1-1 1sth op /
Shear design Overturning
storyV (lbs)acc5500V (lbs)total5500L (ft)2340uniform Type30.0v (plf)7840 28.0 (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/
MST37 HDU2
82 700
0 10
P1-6P1-6
Nailing
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf) 188229
trib.H trib.L Restr. acc T
Co q'
SDPWS
tecinstruct LLC
i / L
Ratio ΣL
Sheathing
Project: Robinett Plan 3083
L
perforated panel
Σ Li
based on perf design
121169 h/22h/322 24 30 28 73 86 0.880.86
Bold indicates that seismic governsShear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p
Panel Unit1-1 2nd1-1 1sth op /
Shear design Overturning
storyV (lbs)acc3625V (lbs)total3625L (ft)1105uniform Type30.0v (plf)473012128.0P1-6 1693-1 p 30.0(ft)P1-6(ft)3-18k/L28.00.27(lb-ft)9 290000.32(ft)
8(f425702 265509 2 245025410 24517160 196
2 1
Grid 1 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
HDU4HDU4
26452711
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
2-12-2 8.06.0 9 9 1.131.5 2314317357 9 9 2 2 19801089 2116316268 2116316268
321 P1-6
Bold indicates that wind governs
Shear design Overturning
storyV (lbs)accNo shear walls in grid 2 at 2nd levelV (lbs)totalL (ft)4500uniform Typev (plf)4500 14.0 (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/
HDU2HDU2
11191185
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
2-2 6.0 9 1.5 8196 9 2 1089 7107 7107
Bold indicates that seismic governs
Shear design Overturning
storyV (lbs)accNo shear walls in grid 2 at 2nd levelV (lbs)totalL (ft)2125uniform Typev (plf)2125 14.0 152(ft)P1-6(ft)2-1k/L 8.0 (lb-ft)9
1.13(ft) (f10929 9 2 1980 8949 8949
2 1
Grid 2 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
MST37 HDU2
358 800
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
3-1 33.0 3-18 39.00.24 9440000.23 8689402 321759 2 1182549550 1182519391 31216
167 P1-6 196 P1-6
Bold indicates that wind governs
Shear design Overturning
storyV (lbs)acc5500V (lbs)total5500L (ft)2160uniform Type33.0v (plf)7660 39.0 (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/
not rqd not rqd
-96 -280
75 920
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
Bold indicates that seismic governs
Shear design Overturning
storyV (lbs)acc3625V (lbs)total3625L (ft)1020uniform Type33.0v (plf)464511039.0P1-6 1193-1(ft)P1-633.0(ft)3-18k/L39.00.24(lb-ft)9 290000.23(ft)
8(f418052 321759 2 -317549550 -31-7745 -10
2 1
Grid 3 SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
MST37MST37not rqd HDU2HDU4HDU2HDU2
99 289-798 1799258818191819
P1-3P1-3P1-3P1-3
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf) 330330338393
SDPWS
trib.H trib.L Restr. acc T i / L
ΣL
tecinstruct LLC
Ratio
L Sheathing Co q' Nailing
Project: Robinett Plan 3083
Σ Li
A-1 p 10.0A-2 p 16.0 8A-18A-2 p 7.00.8A-312.00.5A-4 4.0754394.0120699 0.758 1.2988 82264002151540027822782265559 74409 85 89885
462955796519119885464629546206041348972767276215921811872767276
based on perf designP1-3P1-6P1-6 Bold indicates that wind governs94 94 945h/62445h/62h/35 h/28 1010 165 23 7 50 50
430.57710.570.640.87
Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p perforated panel
94 P1-3 244 P1-6
Panel UnitA-1 2ndA-2 2ndh op /A-3 2ndA-2 1st
A-3 p 23.0 8 0.35 17349 8 15 35708 -18359
-18359
Shear design Overturning
storyV (lbs)4620accV (lbs)total uniform Type4620L (ft)198049.0v (plf)6600 27.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid A Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
not rqdMST37not rqd HDU2HDU4HDU2HDU2
-73118-970 995153512311231
8
P1-3P1-3P1-3P1-3
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf)
SDPWS
trib.H trib.L Restr. acc T i / L
ΣL
tecinstruct LLC
Ratio
L Sheathing Co q' Nailing
Project: Robinett Plan 3083
Σ Li
A-2 p 16.0 8 A-30.5A-4 4.04.093268 8 82 2 25470547074408 8 18865 5 5461886546 49244924 49244924
based on perf designP1-3P1-6P1-6A-2 p 7.0Bold indicates that seismic governs9 1.29 1076873 739735h/61715h/62h/35 5
h/2819111010 165 2388577 501074350 430.57710.570.642560.87256262275
Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p perforated panel
Panel UnitA-1 2ndA-2 2ndh op /A-3 2ndA-2 1st
A-3 p 23.0 8 0.35 13406 8 15 35708 -22302
-22302
Shear design Overturning
storyV (lbs)3570accV (lbs)total uniform Type3570L (ft)104549.0v (plf)461573 P1-327.0 A-1 p 10.0171(ft) P1-6(ft) 8A-1k/L 0.812.0(lb-ft)58299
(ft)0.758(f 1846015 65559 5 -7265796 -72612664 1193
2 1
Grid A SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
HDU2HDU2
797293
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
B-1B-211.023.0 9 9 0.820.39 1361328463 9 9 5 5 485121735 87626728 87626728
Bold indicates that wind governs
138 P1-6
715 from grid A above
Shear design Overturning
storyV (lbs)No shear walls in grid B at 2nd levelaccV (lbs)totalL (ft)3960uniform Typev (plf)4675 34.0 (ft) (ft) k/L (lb-ft) (ft)
(f
2 1
Grid B Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
HDU2not rqd
302-203
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
trib.H trib.L Restr. acc T
tecinstruct LLC
Ratio
Project: Robinett Plan 3083
B-2 23.0 9 0.39 17078 9 5 21735 -4658 -4658
Bold indicates that seismic governs
715 from grid A above
Shear design Overturning
storyV (lbs)No shear walls in grid B at 2nd levelaccV (lbs)totalL (ft)2090uniform Typev (plf)2805 34.0 83(ft) P1-6(ft) B-1k/L 11.0(lb-ft)
9 (ft)0.82(f 8168 9 5 4851 3317 3317
2 1
Grid B SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
MST37MST37HDU2HDU2HDU2
MSTC48B3
205271370 19618421067
P1-6P1-6P1-6P1-3P1-3
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf) 192134194540418
SDPWS
trib.H trib.L Restr. acc T i / L
ΣL
tecinstruct LLC
Ratio
L Sheathing Co q' Nailing
Project: Robinett Plan 3083
Σ Li
C-1 p 19.0C-2 p 17.0C-19C-2 p 17.09C-3 p 14.04.50.470.53915491913860920.530.6495687921485176942 29116009 925795 53891575646041178179383891493146049704975688221430814933
P1-3P1-3 Bold indicates that wind governs91 91 91h/2140h/2140h/2112h/3132h/3819 177 147 17 14 58 76 570.82410.89500.820.630.67
Shear h totalv (plf) (ft)total (ft) %from 4.3.3.5
p perforated panel
91 P1-6 140 P1-6
Panel UnitC-1 2ndC-2 2ndh op /C-3 2ndC-2 2ndC-3 2nd
C-3 p 14.0 9 0.64 11414 9 2 6237 5177
5177
Shear design Overturning
storyV (lbs)acc4620V (lbs)total uniform Type4620L (ft)198051.0v (plf)6600 47.0 (ft) (ft) k/L (lb-ft) (ft) (f
2 1
Grid C Wind Level Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
MST37MST37HDU2HDU2HDU2
MSTC48B3
20 86 185 798276501
P1-6P1-6P1-6P1-3P1-3
Fl M rest) (lb-ft)M tot (lb-ft)M tot (lb-ft)Uplift (lbsHW
(plf)
SDPWS
trib.H trib.L Restr. acc T i / L
ΣL
tecinstruct LLC
Ratio
L Sheathing Co q' Nailing
Project: Robinett Plan 3083
Σ Li
C-2 p 17.0 9C-3 p 14.00.53 107109 0.649 123722 92579 51454793814544434 7017
70 70 70h/298h/298h/2112h/3132h/3819717714 17 14 58 76 570.82410.89500.821470.631030.67149378293
P1-3P1-3C-2 p 17.0Bold indicates that seismic governs9 0.53Shear h totalv (plf)15023 9 (ft)total5 (ft)11781
3242%from 4.3.3.54696
p perforated panel
Panel UnitC-1 2ndC-2 2ndh op /C-3 2ndC-2 2ndC-3 2nd
C-3 p 14.0 9 0.64 8820 9 2 6237 2583
2583
Shear design Overturning
storyV (lbs)acc3570V (lbs)total uniform Type3570L (ft)104551.0v (plf)461570 47.0P1-6 98C-1 p 19.0(ft)P1-6(ft) C-19k/L 4.50.47(lb-ft)911970(ft)2
9(f3977 2 9116005 371756 3713221 3591
2 1
Grid C SeismicLevel Shear Shear Length Shear SW Panel L h Aspect M ot Wall R/
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
2. GRAVITY DESIGN
Project: Robinett Homes, Plan 3038
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 38 psf
Snow Roof Load (no reduction applied) 38 psf
tecinstruct LLC
Project: Robinett Homes, Plan 3038
2.2 Key List
Roof
Key No. 1.1 Manufactured Truss Roof
Key No. 1.2 Overframing, HF No. 2, 2x6â€, @ 24†o.c.
Key No. 1.3 Header, DF No. 2, 4x12â€
Key No. 1.4 Header, DF No. 2, 4x10â€
Key No. 1.5 Header, DF No. 2, 4x8â€
Key No. 1.6 Header, DF No. 2, 4x6â€
Floor above Main Level
Key No. 2.1 Manufactured Truss Roof above Garage and Porch
Key No. 2.2 TJI 230, 2-5/16x11-7/8â€, @ 16†o.c. (Alternative: HF No. 2, 2x12â€, @ 16†o.c.)
Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16†o.c.
Key No. 2.4 Landing Joists, HF No. 2, 2x6â€, @ 16†o.c.
Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12â€
Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12â€
Key No. 2.7 Beam, flush, 4x12â€
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Key No. 2.9 Beam, DF No. 2. 6x12â€
Key No. 2.10 Beam, DF No. 2. 6x12â€
Key No. 2.11 Header, DF No. 2, 6x12â€
Key No. 2.12 Header, DF No. 2, 4x10â€
Key No. 2.13 Header, DF No. 2, 4x6â€
Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T.
Key No. 2.14 Post, DF No. 2, 6x6â€
Key No. 2.15 Post at Porch, HF No. 2, 6x6â€, P.T.
Framing above Crawl Space
Key No. 3.1 TJI 230, 2-5/16x11-7/8â€, @ 16†o.c. (Alternative HF No. 2, 2x12â€, @ 16†o.c.)
Key No. 3.2 Beam, DF No. 2, 4x10â€
Foundation
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€
Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12â€
Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x30x12â€
Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12â€
tecinstruct LLC
Project: Robinett Homes, Plan 3038
2.3 Roof
Key No. 1.1 Manufactured Truss Roof
Span: L = varies
Load: DL = 15 psf
SL = 38 psf
Layout and design per manufacturer
Key No. 1.2 Overframing, HF No. 2, 2x6â€, @ 24†o.c.
Per span tables
Key No. 1.3 Header, DF No. 2, 4x12â€
Span: L = 8 ft
Load: roof w/ trib 15 ft
DL 15 x 15 = 225 plf
SL 15 x 38 = 570 plf
For calculation see design sheets.
Key No. 1.4 Header, DF No. 2, 4x10â€
Span: L = 6 ft
Load: roof w/ trib 17 ft
DL 17 x 15 = 255 plf
SL 17 x 38 = 650 plf
For calculation see design sheets.
Key No. 1.5 Header, DF No. 2, 4x8â€
Span: max L = 8 ft
Load: roof w/ trib 3 ft
DL 3 x 15 = 45 plf
SL 3 x 38 = 120 plf
For calculation see design sheets.
Key No. 1.6 Header, DF No. 2, 4x6â€
Span: L = 2.5 ft
Load: roof w/ trib 15 ft
DL 15 x 15 = 225 plf
SL 15 x 38 = 570 plf
For calculation see design sheets.
tecinstruct LLC
Project: Robinett Homes, Plan 3038
2.4 Floor above Main Level
Key No. 2.1 Manufactured Truss Roof above Garage and Porch
Span: L = varies
Load: DL = 15 psf
SL = 38 psf
Layout and design per manufacturer
Key No. 2.2 TJI 230, 2-5/16x11-7/8â€, @ 16†o.c. (Alternative: HF No. 2, 2x12â€, @ 16†o.c.)
Span: L = 18 ft
Loads: DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
For HF, see design sheets
Key No. 2.3 Stair Stringers, HF No. 2, 2x12â€, @ 16†o.c.
Span: L = 6 ft
Loads: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.4 Landing Joists, HF No. 2, 2x6â€, @ 16†o.c.
Span: L = 6 ft
Loads: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.5 Glulam WS, flush, 24F-1.8E, 5-1/8x25-/12â€
Span: L = 23 ft
Loads: upper roof w/ trib 20 ft, lower roof w/ trib 3 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 23 x 15 + 8 x 20 + 8 x 10 = 585 plf
LL 8 x 40 = 320 plf
SL 23 x 38 = 875 plf
For calculation see design sheets
Key No. 2.6 Glulam WS, flush, 24F-1.8E, 5-1/8x12â€
Span: L = 16 ft
Loads: floor w/ trib 12 ft
DL 12 x 20 = 240 plf
LL 12 x 40 = 480 plf
For calculation see design sheets
tecinstruct LLC
Project: Robinett Homes, Plan 3038
Key No. 2.7 Beam, flush, 4x12â€
Span: L = 7 ft
Loads: floor w/ trib 14 ft
DL 14 x 20 = 280 plf
LL 14 x 40 = 560 plf
For calculation see design sheets
Key No. 2.8 Garage Header, DF No. 2, 6x12â€
Span: L = 16 ft
Loads: lower roof w/ trib 4 ft
DL 4 x 15 = 60 plf
SL 4 x 38 = 160 plf
For calculation see design sheets
Key No. 2.9 Beam, DF No. 2. 6x12â€
Span: L = 16 ft
Loads: roof w/ trib 6 ft
DL 6 x 15 = 90 plf
SL 6 x 38 = 230 plf
For calculation see design sheets
1% excess in stress is still within the intent of the design.
Key No. 2.10 Beam, DF No. 2. 6x12â€
Span: L = 13 ft
Loads: roof w/ trib 3 ft, floor w/ trib 3 ft, wall w/ h 8 ft
DL 3 x 15 + 3 x 20 + 8 x 10 = 185 plf
LL 3 x 40 = 120 plf
SL 3 x 38 = 120 plf
For calculation see design sheets
1% excess in stress is still within the intent of the design.
Key No. 2.11 Header, DF No. 2, 6x12â€
Span: L = 6 ft
Loads: upper roof w/ trib 15 ft, lower roof w/ trib 6 ft, floor w/ trib 10 ft, wall w/ h 8 ft
DL 21 x 15 + 10 x 20 + 8 x 10 = 595 plf
DL 10 x 40 = 400 plf
SL 23 x 38 = 875 plf
For calculation see design sheets
Key No. 2.12 Header, DF No. 2, 4x10â€
Span: L = 7 ft
Loads: roof w/ trib 2 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 2 x 15 + 8 x 20 + 8 x 10 = 270 plf
DL 8 x 40 = 320 plf
SL 2 x 38 = 80 plf
For calculation see design sheets
tecinstruct LLC
Project: Robinett Homes, Plan 3038
Key No. 2.13 Header, DF No. 2, 4x6â€
Span: L = 5 ft
Loads: roof w/ trib 2 ft, floor w/ trib 3 ft, wall w/ h 8 ft
DL 2 x 15 + 3 x 20 + 8 x 10 = 170 plf
DL 3 x 40 = 120 plf
SL 2 x 38 = 80 plf
For calculation see design sheets. Also used for shorter spans.
Key No. 2.14 Post, DF No. 2, 6x6â€
Height: H = 9 ft
Load: reaction from beam 2.5
PDL = 6,855 lbs
PLL = 10,500 lbs
For calculation see design sheets.
3% overstress is still within the intent of the design.
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 = 1,850 lbs
Per inspection. Also used at front porch with less load.
tecinstruct LLC
Project: Robinett Homes, Plan 3038
2.5 Crawl Space
Key No. 3.1 TJI 230, 2-5/16x11-7/8â€, @ 16†o.c. (Alternative HF No. 2, 2x12â€, @ 16†o.c.)
Span: L = 18 ft
Loads: DL = 20 psf
LL = 40 psf
Same as 2.2
Key No. 3.2 Beam, DF No. 2, 4x10â€
Max uniform load under load bearing wall
Span: L Continuous over several posts, >> designed as 3-span beam
= 4 + 4 + 4 ft
Load: (2) floors w/ tot trib 30 ft, wall w/ h 16 ft
DL 30 x 20 + 16 x 10 = 760 plf
LL 30 x 40 = 1,200 plf
For calculation see design sheets
tecinstruct LLC
Project: Robinett Homes, Plan 3038
2.6 Foundation
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8â€, w/ Stem Wall 8â€
Dimensions per prescriptive requirements
Reinforcement: (2) rebars # 4 longitudinal
hooked verticals # 3 @ 18†o.c., alternated
Key No. 4.2 Pad Footing, fc = 2,500 psi, 42x42x12â€
Load from post 2.14
P = 17,355 lbs
Soil pressure 17,355 / 12.25 = 1,417 psf < 1,500
Rebars # 4 @ 6†o.c. each way
Key No. 4.3 Pad Footing, fc = 2,500 psi, 30x30x12â€
Load reaction from (1.5x) beam 2.10
P 1.5 x 2,385 = 3,580 lbs
Soil pressure 2,575 / 4 = 530 psf < 1,500
Rebars # 4 @ 6†o.c. each way
Key No. 4.4 Pad Footing, fc = 2,500 psi, 24x24x12â€
Load max P from post 2.15
P = 2,575 lbs
Soil pressure 2,575 / 4 = 644 psf < 1,500
Rebars # 4 @ 6†o.c. each way
tecinstruct LLC
Robinett Plan 3083
1_3 Header
Aug. 4, 2022 14:22
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 225.0 plf
SL Snow Full UDL 570.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-1.48"
0' 8'
Unfactored:
Dead 914 914
Snow 2315 2315
Factored:
Total 3229 3229
Bearing:
Capacity
Beam 3229 3229
Support 3575 3575
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.48 1.48
Min req'd 1.48 1.48
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'-1.5"; Clear span: 7'-10.5"; 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 = 91 Fv' = 207 psi fv/Fv' = 0.44
Bending(+) fb = 1034 Fb' = 1056 psi fb/Fb' = 0.98
Dead Defl'n 0.03 = < L/999
Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.30
Total Defl'n 0.11 = L/870 0.40 = L/240 in 0.28
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 0.982 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 = 3180, V design = 2386 lbs; M(+) = 6360 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.
Robinett Plan 3083
1_4 Header
Aug. 4, 2022 14:24
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 Full UDL 255.0 plf
SL Snow Full UDL 650.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.26"
0' 6'
Unfactored:
Dead 778 778
Snow 1984 1984
Factored:
Total 2763 2763
Bearing:
Capacity
Beam 2763 2763
Support 3059 3059
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.26 1.26
Min req'd 1.26 1.26
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'-1.25"; Clear span: 5'-10.75"; Volume = 1.4 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
1_4 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 = 91 Fv' = 207 psi fv/Fv' = 0.44
Bending(+) fb = 979 Fb' = 1160 psi fb/Fb' = 0.84
Dead Defl'n 0.02 = < L/999
Live Defl'n 0.05 = < L/999 0.20 = L/360 in 0.26
Total Defl'n 0.07 = < L/999 0.30 = L/240 in 0.24
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 0.989 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 + 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 = 2715, V design = 1970 lbs; M(+) = 4073 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 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.
Robinett Plan 3083
1_6 Header
Aug. 4, 2022 14:32
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 225.0 plf
SL Snow Full UDL 570.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
2'-6.5"
0' 2'-6"
Unfactored:
Dead 286 286
Snow 724 724
Factored:
Total 1010 1010
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: 2'-6.5"; Clear span: 2'-5.5"; Volume = 0.3 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
1_6 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 = 48 Fv' = 207 psi fv/Fv' = 0.23
Bending(+) fb = 422 Fb' = 1271 psi fb/Fb' = 0.33
Dead Defl'n 0.00 = < L/999
Live Defl'n 0.01 = < L/999 0.08 = L/360 in 0.08
Total Defl'n 0.01 = < L/999 0.13 = L/240 in 0.07
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 = 994, V design = 613 lbs; M(+) = 621 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.
Robinett Plan 3083
2_2 Floor Joist
Aug. 4, 2022 14:54
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 20.00(16.0") psf
LL Live Full UDL 40.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
18'-0.99"
0' 18'
Unfactored:
Dead 241 241
Live 362 362
Factored:
Total 603 603
Bearing:
Capacity
Joist 603 603
Support 1163 1163
Des ratio
Joist 1.00 1.00
Support 0.52 0.52
Load comb #2 #2
Length 0.99 0.99
Min req'd 0.99 0.99
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
Lumber-soft, Hem-Fir (N), No.1/No.2, 2x12 (1-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Floor joist spaced at 16.0" c/c; Total length: 18'-1.0"; Clear span: 17'-11.0"; Volume = 2.1 cu.ft.
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
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' = 145 psi fv/Fv' = 0.33
Bending(+) fb = 1024 Fb' = 1150 psi fb/Fb' = 0.89
Dead Defl'n 0.11 = < L/999
Live Defl'n 0.33 = L/651 0.60 = L/360 in 0.55
Total Defl'n 0.44 = L/488 0.90 = L/240 in 0.49
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_2 Floor Joist WoodWorks® Sizer 2019 (Update 4) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 145 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 1000 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2
Fcp' 405 - 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 = 600, V design = 535 lbs; M(+) = 2700 lbs-ft
EIy = 284.76 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.
Robinett Plan 3083
2_5 GLB
Aug. 4, 2022 15:07
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 585.0 plf
LL Live Full UDL 320.0 plf
SL Snow Full UDL 875.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
23'-5.21"
0' 23'
Unfactored:
Dead 6854 6854
Live 3749 3749
Snow 10252 10252
Factored:
Total 17356 17356
Bearing:
Capacity
Beam 17356 17356
Support 17910 17910
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #3 #3
Length 5.21 5.21
Min req'd 5.21 5.21
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: 23'-5.19"; Clear span: 22'-6.81"; Volume = 21.3 cu.ft.; 17 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
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 = 156 Fv' = 305 psi fv/Fv' = 0.51
Bending(+) fb = 2116 Fb' = 2536 psi fb/Fb' = 0.83
Dead Defl'n 0.29 = L/955
Live Defl'n 0.44 = L/623 0.77 = L/360 in 0.58
Total Defl'n 0.73 = L/377 1.15 = L/240 in 0.64
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 0.919 - - 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 = 17034, V design = 13565 lbs; M(+) = 97948 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).
Robinett Plan 3083
2_6 GLB
Aug. 4, 2022 15:16
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 240.0 plf
LL Live Full UDL 480.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-1.74"
0' 16'
Unfactored:
Dead 1937 1937
Live 3875 3875
Factored:
Total 5812 5812
Bearing:
Capacity
Beam 5812 5812
Support 5998 5998
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
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 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x12"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 16'-1.75"; Clear span: 15'-10.25"; Volume = 6.9 cu.ft.; 8 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 = 122 Fv' = 265 psi fv/Fv' = 0.46
Bending(+) fb = 2248 Fb' = 2400 psi fb/Fb' = 0.94
Dead Defl'n 0.13 = < L/999
Live Defl'n 0.53 = L/360 0.53 = L/360 in 1.00
Total Defl'n 0.67 = L/288 0.80 = L/240 in 0.83
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_6 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 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 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 #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 = 5760, V design = 4988 lbs; M(+) = 23040 lbs-ft
EIy = 1328.38 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).
Robinett Plan 3083
2_7 Beam
Aug. 4, 2022 15:42
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) :
7'-1.37"
0' 7'
Unfactored:
Dead 996 996
Live 1992 1992
Factored:
Total 2988 2988
Bearing:
Capacity
Beam 2988 2988
Support 3308 3308
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.37 1.37
Min req'd 1.37 1.37
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: 7'-1.38"; Clear span: 6'-10.63"; Volume = 1.9 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_7 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 = 80 Fv' = 180 psi fv/Fv' = 0.45
Bending(+) fb = 836 Fb' = 935 psi fb/Fb' = 0.89
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.05 = < L/999 0.23 = L/360 in 0.20
Total Defl'n 0.06 = < L/999 0.35 = L/240 in 0.16
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 = 2940, V design = 2105 lbs; M(+) = 5145 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.
Robinett Plan 3083
2_8 Garage Header
Aug. 4, 2022 15:41
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 60.0 plf
SL Snow Full UDL 160.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.51"
0' 16'
Unfactored:
Dead 481 481
Snow 1283 1283
Factored:
Total 1765 1765
Bearing:
Capacity
Beam 1765 1765
Support 1885 1885
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.51 0.51
Min req'd 0.51 0.51
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'-0.5"; Clear span: 15'-11.5"; Volume = 7.0 cu.ft.; Beam or stringer
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 = 37 Fv' = 195 psi fv/Fv' = 0.19
Bending(+) fb = 697 Fb' = 991 psi fb/Fb' = 0.70
Dead Defl'n 0.10 = < L/999
Live Defl'n 0.26 = L/737 0.53 = L/360 in 0.49
Total Defl'n 0.36 = L/536 0.80 = L/240 in 0.45
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 0.985 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 = 1760, V design = 1544 lbs; M(+) = 7040 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"
Lateral stability(+): Lu = 16' Le = 29'-5.25" RB = 11.6
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.
Robinett Plan 3083
2_9 Beam
Aug. 4, 2022 17:08
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 90.0 plf
SL Snow Full UDL 230.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.75"
0' 16'
Unfactored:
Dead 723 723
Snow 1847 1847
Factored:
Total 2570 2570
Bearing:
Capacity
Beam 2570 2570
Support 2745 2745
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.75 0.75
Min req'd 0.75 0.75
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'-0.75"; Clear span: 15'-11.25"; Volume = 7.1 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section FAILS the design check
WARNING: This section violates the following design criteria: Bending
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 53 Fv' = 195 psi fv/Fv' = 0.27
Bending(+) fb = 1014 Fb' = 1006 psi fb/Fb' = 1.01
Dead Defl'n 0.15 = < L/999
Live Defl'n 0.37 = L/513 0.53 = L/360 in 0.70
Total Defl'n 0.52 = L/368 0.80 = L/240 in 0.65
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
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 = 2560, V design = 2243 lbs; M(+) = 10240 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.
Robinett Plan 3083
2_10 Beam
Aug. 4, 2022 17:15
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 185.0 plf
LL Live Full UDL 120.0 plf
SL Snow Full UDL 120.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
13'-0.69"
0' 13'
Unfactored:
Dead 1208 1208
Live 783 783
Snow 783 783
Factored:
Total 2383 2383
Bearing:
Capacity
Beam 2383 2383
Support 2546 2546
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #3 #3
Length 0.69 0.69
Min req'd 0.69 0.69
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: 13'-0.69"; Clear span: 12'-11.31"; Volume = 5.7 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_10 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 = 48 Fv' = 195 psi fv/Fv' = 0.24
Bending(+) fb = 763 Fb' = 1006 psi fb/Fb' = 0.76
Dead Defl'n 0.13 = < L/999
Live Defl'n 0.13 = < L/999 0.43 = L/360 in 0.29
Total Defl'n 0.26 = L/602 0.65 = L/240 in 0.40
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 3
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3
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 #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 = 2373, V design = 2012 lbs; M(+) = 7711 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.
Robinett Plan 3083
2_11 Header
Aug. 4, 2022 19:47
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 595.0 plf
LL Live Full UDL 400.0 plf
SL Snow Full UDL 895.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.39"
0' 6'
Unfactored:
Dead 1820 1820
Live 1223 1223
Snow 2737 2737
Factored:
Total 4790 4790
Bearing:
Capacity
Beam 4790 4790
Support 5116 5116
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #3 #3
Length 1.39 1.39
Min req'd 1.39 1.39
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: 6'-1.38"; Clear span: 5'-10.63"; Volume = 2.7 cu.ft.; Beam or stringer
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
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 = 74 Fv' = 195 psi fv/Fv' = 0.38
Bending(+) fb = 698 Fb' = 1001 psi fb/Fb' = 0.70
Dead Defl'n 0.02 = < L/999
Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.16
Total Defl'n 0.05 = < L/999 0.30 = L/240 in 0.17
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 3
Fb'+ 875 1.15 1.00 1.00 0.994 1.000 - 1.00 1.00 1.00 3
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 #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 = 4699, V design = 3107 lbs; M(+) = 7048 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"
Lateral stability(+): Lu = 6' Le = 12'-4.31" RB = 7.5
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.
Robinett Plan 3083
2_12 Header
Aug. 4, 2022 20:07
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 270.0 plf
LL Live Full UDL 320.0 plf
SL Snow Full UDL 80.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
7'-0.95"
0' 7'
Unfactored:
Dead 956 956
Live 1133 1133
Snow 283 283
Factored:
Total 2088 2088
Bearing:
Capacity
Beam 2088 2088
Support 2312 2312
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 0.95 0.95
Min req'd 0.95 0.95
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: 7'-0.94"; Clear span: 6'-11.06"; Volume = 1.6 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_12 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 = 74 Fv' = 180 psi fv/Fv' = 0.41
Bending(+) fb = 869 Fb' = 1009 psi fb/Fb' = 0.86
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.19
Total Defl'n 0.08 = < L/999 0.35 = L/240 in 0.24
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 1.200 - 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
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 = 2065, V design = 1587 lbs; M(+) = 3614 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 = 7' Le = 13'-8.69" RB = 11.2
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.
Robinett Plan 3083
2_13 Header
Aug. 4, 2022 20:18
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 170.0 plf
LL Live Full UDL 120.0 plf
SL Snow Full UDL 80.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
5'-0.5"
0' 5'
Unfactored:
Dead 429 429
Live 303 303
Snow 202 202
Factored:
Total 807 807
Bearing:
Capacity
Beam 1094 1094
Support 1211 1211
Des ratio
Beam 0.74 0.74
Support 0.67 0.67
Load comb #3 #3
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: 5'-0.5"; Clear span: 4'-11.5"; Volume = 0.7 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_13 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 = 46 Fv' = 180 psi fv/Fv' = 0.25
Bending(+) fb = 616 Fb' = 1105 psi fb/Fb' = 0.56
Dead Defl'n 0.03 = < L/999
Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.16
Total Defl'n 0.06 = < L/999 0.25 = L/240 in 0.23
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 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 = 725, V design = 586 lbs; M(+) = 906 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.
2_14 Post
Aug. 4, 2022 20:31
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") 6855 lbs
PLL Live Axial (Ecc. = 0.00") 10500 lbs
Reactions (lbs):
9'
Base Top
0'
9'
Unfactored:
Lateral:
Dead
Live
Axial:
Dead 6855 6855
Live 10500 10500
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 FAILS the design check
WARNING: This section violates the following design criteria: Axial
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 574 Fc' = 559 psi fc/Fc' = 1.03
Axial Bearing fc = 574 Fc* = 700 psi fc/Fc* = 0.82*
*Column requires a bearing plate at top as per NDS 3.10.1.3
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
2_14 Post WoodWorks® Sizer 2019 (Update 4) Page 2
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
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.
Robinett Plan 3083
3_2 Beam
Aug. 4, 2022 20:48
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 No 760.0 plf
LL Live Full UDL Yes 1200.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-1.6"
0' 4' 8' 12'
Unfactored:
Dead 1267 3344 3344 1267
Live 2240 5760 5760 2240
Factored:
Total 3507 9104 9104 3507
Bearing:
Capacity
Beam 3507 9104 9104 3507
Support 3883 9171 9171 3883
Des ratio
Beam 1.00 1.00 1.00 1.00
Support 0.90 0.99 0.99 0.90
Load comb #7 #5 #8 #7
Length 1.60 3.79 3.79 1.60
Min req'd 1.60 3.79 3.79 1.60
Cb 1.00 1.10 1.10 1.00
Cb min 1.00 1.10 1.10 1.00
Cb support 1.11 1.11 1.11 1.11
Fcp sup 625 625 625 625
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: 12'-1.63"; Clear span: 3'-9.31", 3'-8.19", 3'-9.31"; 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 = 139 Fv' = 180 psi fv/Fv' = 0.77
Bending(+) fb = 699 Fb' = 1020 psi fb/Fb' = 0.69
Bending(-) fb = 831 Fb' = 1000 psi fb/Fb' = 0.83
Dead Defl'n 0.01 = < L/999
Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.11
Total Defl'n 0.02 = < L/999 0.20 = L/240 in 0.10
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
3_2 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' 180 1.00 1.00 1.00 - - - - 1.00 1.00 5
Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 7
Fb'- 850 1.00 1.00 1.00 0.980 1.200 - 1.00 1.00 1.00 5
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7
CRITICAL LOAD COMBINATIONS:
Shear : LC #5 = D + L (pattern: LL_)
Bending(+): LC #7 = D + L (pattern: L_L)
Bending(-): LC #5 = D + L (pattern: LL_)
Deflection: LC #7 = D + L (pattern: L_L) (live)
LC #7 = D + L (pattern: L_L) (total)
Bearing : Support 1 – LC #7 = D + L (pattern: L_L)
Support 2 – LC #5 = D + L (pattern: LL_)
Support 3 – LC #8 = D + L (pattern: _LL)
Support 4 – LC #7 = D + L (pattern: L_L)
D=dead L=live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 4784, V design = 3003 lbs; M(+) = 2907 lbs-ft; M(-) = 3456 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.
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