Specifications 64i icfpci,t,-
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HORN CONSULTING ENGINEERS LLC
Digitally signed by
�r Calculations:
Horn
Structural Calculations: DN:cn=Dave Horn,
Project: JTS-16-13 Enginee s°onUlting
( email=dave@hornce.co
Date: 7/8/16 m,c=US
Date:2016.07.08
Project: New House: 16:03:50-07'00'
Lot 3 Edgewood
2545-3 EL B GL 3 CAR
Subiect Sheet#'s
Lateral Loads L1 — L6
Framing Fl — F8
Footings FTG-1
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Expires: 6-30-17
The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified
by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is
solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design.
Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials
used in construction.
Horn Consulting Engineers shall have no obligation of liability.whether arising in contract(including warranty).Tort i including active,passive,or imputed negligence)
or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage.
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HORN CONSULTING ENGINEERS LLC
•
New House: 2545 Elevation B 3 Car Garage
Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. •
Wind Loading: Per ASCE 7
Fig 6-2
See attached elevations for wind loading breakdown per level.
120mph 3-sec gust Exp B.
The mean roof height of the house
h =24' approximately.
IN
IYIY Vr1\3
Direction 1 End Zones1
"Za.......----0,._ 010
it,.....- it
10 _.,---- le----(;FRS .
Direction
2a "
•
End Zones
Note:End zone may occur at any corner of the
building.
a= .10*34' = 3.4'
orforh = 24'
a = .4(h) = .4(24') = 9.6'
a must be larger than .04(34') = 1.4' or 3'
a = 3.4' controls
Therefore:
2a =7' see Fig 6-2 ASCE 7, and Figure above.
CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per O.R.S.0
Sps= .72, R = 6.5, W=weight of structure
V= [1.2Sps/(Rx1.4)]W
V= .095W •
Roof Dead load = 15 psf
Exterior Wall Dead load = 12 psf
Interior Wall Dead load = 8 psf
Floor Dead load = 12 psf
Seismic in Front to Back:
Wr=[.095(47')(15+6+4)] = 111.6plf < 137.1 plf therefore, wind governs in both directions.
W2 = [.095(52')(12+12+8)] + 111.6pIf= 269.7plf< 270.2plf therefore, wind governs in both directions.
Wr2 = [.095(20')(15+6+4)] =47.5plf < 80.5plf therefore, wind governs.
Seismic in Side to Side:
Wr= [.095(34')(15+6+4)] = 80.75p1f
W2 = [.095(34')(12+12+8)] + [.095(6')(15+6+4)] = 117.6plf
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
•
•
CAPITAL PLAZA SUITE 135 9320 SW BARSUR BLVD. • PORTLAND, OR. • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Grid Line A Grid Line 2
P = (0.1371) klf x 17' = 2.3k P = (0.1563) klf x 23.5' = 3.7k
V= P/(37)' = 63pif Type A Wall V= P/(19.5)' = 190plf Type A Wall
Mot = 8.6kft Mot = 10.3kft
Mr= 18.6kft No HD Req'd Mr= 3.9kft •
T = 1.06k Type 7 HD
Grid Line B
P = (0.1371) klf x 17' = 2.3k Grid Line 5
V= P/(42)' = 56p1f Type A Wall P = (0.1563) klf x 27.5' = 4.3k
Mot = 8.4kft V= P/(12.5)' = 344pif Type A Wall
Mr= 22.6kft No HD Req'd Mot = 6.9kft
Mr= 1.0kft
T= 2.4k Type 8 HD
•
•
•
•
•
CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
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HORN CONSULTING ENGINEERS LLC
2"d Floor Diaphragm:
Grid Line A Grid Line 1
P = (0.1331) klf x 17' + 2.3k =4.6k P = (0.0925) klf x 2.75' = 0.3k
V= P/(41)' = 111 plf Type A Wall V= P/(8.75)' = 29p1f Type A Wall
Mot= 16.0kft Mot = 0.9kft
Mr= 16.8kft No HD Req'd Mr= 1.5kft No HD Req'd
Grid Line B Grid Line 2
P = (0.1331)(17)+(0.0975)(6) +2.3k = 5.2k P = (0.0925)(2.75')+(0.1309)(14.5) + 3.7k= 5.9k
V= P/(20.5)' =251 plf Type A Wall V= P/(11.25)' = 520p1f Type B Wall
Mot = 46.3kft Mot = 14.1kft
Mr= 25.8kft Mr= 1.6kft
T = 1.0k Type 1 HD T=4.2k Type 2 HD
Check Sill Plate
Grid Line C P = (0.08075)(19.75)+(0.1176)(17.25)
P = (0.0975) klf x 6' = 0.6k = 3.4k/ 11.25' = 322p1f No 3x Sill Req'd
V= P/(20)' = 29p1f Type A Wall
Mot = 5.3kft Grid Line 3
Mr= 26.2kft No HD Req'd P = (0.1309) klf x 24.5' = 3.2k •
V= P/(28)' = 115p1f Type A Wall
Mot = 12.7kft
Mr= 10.9kft
T = 0.2k No HD Req'd
Grid Line 5
P = (0.1309) klf x 10.5' +4.3k= 5.7k
V= P/(6)' = 946p1f Type E Wall
Mot = 25.5kft
Mr= 1.3kft
T= 8.1k Type5HD
Check Sill Plate
P = (0.08075)(31.75')+(0.1176)(15')
=4.3k/6' = 721 plf 3x Sill Req'd
•
CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
PI-TONE: 503.892.5782 • EMAIL: DAVE k@HORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVEQHORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVE@RORNCE.COM
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1302 SW BERTHA BLVD. •PORTLAND, OR• 97219.
PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM
'FORTE' MEMBER REPORT Level,Floor:Joist F' PASSED
• 1 piece(s) 11 7/8"TJT®560 @ 16" OC
•
Overall Length:22'T'
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All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Yk �R �a$� � y, Y{ �R ° n �rw1 ,.�L�^i t. �whwa 5trtyl l ck System:Floor
Member Reaction(lbs) 685 @ 22'4 1/2" 1396(2.25") Passed(49%) 1.00 1.0 D+1.0 L(Alt Spans) member Type:]Dist
Shear(lbs) 672 @ 22'3 1/2" 2050 Passed(33%) 1.00 1.0 0+1.0 L(Alt Spans) Building Use:Residential
Moment(Ft-lbs) 3317 @ 12'7 1/8" 9500 Passed(35%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC
Live Load Defl.(in) 0.321 @ 12'3 1/8" 0.506 Passed(L/757) — 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD
Total Load Dell.(In) 0.388 @ 12'4 1/2" 1.011 Passed(L/625) — 1.0 D+1.0 L(Alt Spans)
T3-ProTM Rating 43 40 Passed --
•
•Deflection criteria:L1.0./480)and T1.(1.1240).
•Overhang deflection criteria:LL(21/480)and TL(21/240).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 8'5 3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
•A structural analysis of the deck has not been performed.
•Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and naifed down.
•Additional considerations for the D-Pro""Rating Include:None
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1-Stud wall-DF 3.50" 330" 3.50" 419 560 37 1116 Blocking
2-Stud wall-DF 3.50" 2.25" 1.75" 142 551/-1 -4 693/-5 1 1/4"Rim Board
•Rim Board Is assumed to carry all loads applied directly above 14 bypassing the member being designed.
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
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1-Uniform(PSF) 0 to 22'7" 16" 12.0 40.0 - Residential-Living
Areas
2-Point(PLF) 0 16• 150.0 - 25.0
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FORESTRY
..< {8)SUS7AINABLE' RESTRYINmA71VE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design atteria and published design values. `f'
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need fora design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
•
FdrlteA'c reEperator'::. .,;:: .,:'.:::, - .. -.
Job Notes 4/28/201512:40:32 PM
David HornForte v4.5,Design Engine:V6.1.1.5
Horn Conslulting Engineers
(503)892-5782
dave@homoe.com
' Page 1 of 1
FO R T E w MEMBER REPORT Level,Copy of Floor:Joist PASSED
1 piece(s) 11 7/8"TM®360 @ 16" OC
Overall Length:18'7"
• 3 S`•f�'y 1-•a Oki
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All locations are measured from the outside face of left support(or left cantilever end).Alt dimensions are horizontal.
r"T,,k, "Y i7-I l JL4 -, ..51:AS. Uhl i,:l,' :,}72:is, it ' 7.1. .c.F:-;:grd-+cx-v.z7�"c. 31i�1`r s::-14 system:Floor
Member Reaction abs) 627 @ 3 1/2" 1080(1.75") Passed(58%) 1.00 1.0 D+1.0 L(All Spans) . Member Type:301st
Shear(Ibs) 627 @ 3 1/2" 1705 Passed(37%) 1.00 1.0 D+1.0 L(Ail Spans) Building use:Residential
Moment(Ft-lbs) 2834 @ 9'4" 6180 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC
Live Load Deft.(In) 0.297 @ 9'4" 0.452 Passed(L/730) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD
Total Load Defl.(in) 0.387 @ 9'4" 0.904 Passed([/561) -- 1.0 D+1.0 L(Ail Spans)
-13-Prom Rating 42 40 Passed -.
•Deflection criteria:LI.([/480)and 11.(L/240).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 4'10 7/16"o/c unless detailed otherwise.Proper attachment and positioning of
lateral bracing Is required to achieve member stability.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge*"Panel(24"Span Rating)that Is glued and nailed down.
•Additional considerations for the T3-Pro'"Rating include:None
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1-Hanger on 117/8"DF beam 3.50" Hangers 1.75" 349 498 33 880 See notes
2-Stud wall-DF 3.50" 2.25" 1.75" 148 493 - 641 1 1/4"Rim Board
•Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger
•r See Connector grid below for additional information and/or requirements.
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1-Face Mount Hanger 1US2.37/11.88 2.00" N/A 10-10d x 1-1/2 N/A
1-Uniform(P8F) 0 to 18'7" 16" 12.0 40.0 _
2-Point(PLF) 0 16" 150.0 25.0
"°�t7 �ji '9 ,i ,�- a > ,.�S.. .. nr 7'S- ^a, :.
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�z�r u -_P a�f ;'.�rx # I y, �, M it �..�hw ` "•� {2;T)SUSTAIWABCE FORKtRY INtFG4TIVE
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. �"
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software Is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to
assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,Input design toads,dimensions and support information have been provided by Forte Software Operator
4/28/201512:41:49 PM
David Horn Forte v4.5,Design Engine:V6.1.1.5
Horn Consluiting Engineers
(503)892-5782
deve@hornce.com
_._..._....------•- Page 1 of 1
'" FORTE* MEMBER REPORT Level,Copy of Copy of Floor:Joist f'(D PASSED
1. piece(s) 11 7/8" TM® 210 @ 16" OC
Overall Length:28'10 1/2"
` jAN, - e 4 t '1 Jx J+ , ' ARK4ire f
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All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
a n "{ ca . ,. S '; lY F il: -QVat; 'c_,a), 4 iafi: C ?as--:4,1.....::::,:: System:Floor
Member Reaction(lbs) 1277 @ 11'5 1/4" 2145(3.50") Passed(60%) _1.00 1.0 D+1.0 L.(All Spans) Member Type:Joist
Shear(lbs) 673 @ 11'7" 1821 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential
Moment(Ft-Ibs) -1985 @ 11'5 1/4" 3795 Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC
Live Load Deft.(in) 0.210 @ 20'7 15/16" 0.431 Passed 1./984) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD
Total Load Defl.(In) 0.265 @ 20'8 5/8" ' 0.861 Passed(L/779) -- 1.0 D+1.0 L(Alt Spans)
TJ-Prom Rating 44 40 Passed -- -•Deflection criteria:U.(11480)and Ti.(/240).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 4'6 5/16"%unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
•A structural analysis of the deck has not been performed.
•Deflection analysts is based on composite action with a single layer of 23/32"Weyerhaeuser Edge•"Panel(24"Span Rating)that is glued and naffed down.
•Additional considerations for the 13-Pro'^Rating Include:None
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•
1-Hanger on 117/8"DF beam 3.50" Hangers 1.75" 253 284/-92 33 570/-92 See note 1
2-Stud wall-DF 3.50" 3.50" 3.50" 295 982 - 1277 None
3-Stud wall-DF 3.50" 2.25" 1.75' 115 401/-13 - 516/-13 1 1/4"Rim Board
•Rim Board is assumed to cany all loads applied directly above it bypassing the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger
•1
Se..-e connector grid below for additional information and/or requirements.
-u. _- `• ;.1ci r1.. .;.1:..h. :'N
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Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
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Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Arrossories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to
assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator
Odtte!oftwate QperatoF ' .-‘ Job Notes.
4/28/2015 12:43:19 PM
David Horn Forte v4.5,Design Engine:V6.1.1.5
HornConslulting Engineers
(503)8925782 JTS 15 11.4te
dave@homce.com
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