Specifications l S--
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HORN CONSULTING ENGINEERS LLC
Digitally signed by Dave
Horn
v DN:.=Dave Horn,
Structural Calculations: /� o=Horn Consul°ng
RIrryVEpt/ Engineers,ou,
email=dave@hornce.com,
Project: JTS-15-18 D=�5
Date: 6/22/15 -07'W 015.06.23 16:4656
Project: New House: JUN 3 0 2015
Lot 1013387 SW Barnum Drive Tigard, OR
2545_EL_B_GL_2 CAR CITYpFTIGARU
BUILDING DIVISION
Subiect Sheet Ws
Lateral Loads L1 — 1-6
Framing F1 — 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),%arrang1. I ort(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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New House: 2545 Elevation B
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.
eEnd~RSDirection ones
`a
C
A ERS
Direction
2a '
End Zones
V Note:End zone may occur at any corner of the
building.
a= .10*34' =3.4'
orfor h= 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.
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CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND OR 97219
PTIONF.:5 03.892.5 792• I.MAIL: DA\'F.®HORNCI:.COAI
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HORN CONSULTING ENGINEERS LLC
Seismic Loading: D1 seismic design category per O.R.S.0
SDS= .72, R=6.5, W=weight of structure
V= [1.2 SDAR x 1.4)]W
V= .095 W
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)] = 111.6p1f < 137.1p1f therefore, wind governs in both directions.
W2= [.095(52')(12+12+8)] + 111.6pif= 269.7p[f< 270.2plf therefore, wind governs in both directions.
Seismic in Side to Side:
Wr= [.095(34')(15+6+4)] = 80.75pif
W2= [.095(34')(12+12+8)]1= 103.4plf
t
Redundancy Factor= 1.0 per ASCE?section 12.3.4.2
CAPITAL PLAZA SUITH 135 9 320 S W BARHUR BLVD. • P ORTLAND, OR 97219
PHONE:503.892.5782• EMAIL: UAVF@VIORNCE.GOM
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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)' =63plf Type A Wall V= P/ (13.25)' = 277plf Type A Wall
Mot=8.6kft Mot = 14.4kft
Mr= 18.6kft No HD Req'd Mr = 3.9kft
T= 1.6k Type 8 HD
Grid Line B
P = (0.1371) klf x 17' = 2.3k Grid Line 5
V= P/(42)' = 56plf Type A Wall P = (0.1563) kif x 27.5' =4.3k
Mot=8.4kft V= P/(12.5)' = 344plf Type A Wall
Mr= 22.6kft No HD Req'd Mot=6.9kft
Mr= 1.Okft
T= 2.4k Type 8 HD
CAPITAL PLAZA SUITE 135 9 320S W BARBL'R BLVD. I'ORTLAND, OR 97219
PFIONE:5 03.892.5 782• Is'.I AI I.: DAVE@II ORNCH.COM
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2"d Floor Diaphraom:
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)' = 29plf Type A Wall
Mot = 16.Okft 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) klf x 17' + 2.3k 4.6k P = (0.0925)(2.75')+(0.1309)(14.5') + 3.7k= 5.9k
V= P/(44)' = 104plf Type A Wall V= P/(11.25)' = 520plf Type B Wall
Mot= 18.7kft Mot = 14.1 kft
Mr= 24.7kft No HD Req'd Mr= 1.6kft
T=4.2k Type 2 HD
Check Sill Plate
P = (0.08075)(19.75')+(0.1034)(17.25')
= 3.4k/ 11.25' = 300plf No 3x Sill Req'd
Grid Line 3
P = (0.1309) klf x 24.5' = 3.2k
V= P/(16)' = 200plf Type A Wall
Mot =28.9kft
Mr= 31.5kft No HD Req'd
Grid Line 5
P = (0.1309) klf x 10.5' +4.3k=5.7k
V= P/(6)' = 946plf Type E Wall
Mot = 25.5kft
Mr= 1.3kft
T = 8.1k Type 6HD
Check Sill Plate
P = (0.08075)(31.75')+(0.1034)(15')
= 4.1k/6' =683pif 3x Sill Req'd
CAPITAL PLAZA SUITE 1359320SW BARBUR BLVD. - PORTLAND, UR 97219
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PHONE: 503.892.5782 503.892.5782 • EMAIL: DAVEQHORNCE.COM
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1302 SW Bait-mA BLVD. •PORTLAND, OR- 97219.
PHONE: 503.$92.57$2 $MAIL: DAVE@RORNCB.COM
wmr V K I E- MEMBER REPORT Level,Floor.Jokt F4( PASSED
1 plece(S) 117/8"T3I® 560 @ 16"OC
Overall Length:22'7"
0 D
Q
All lOCati0n3 are ffmstlred from the outo6=face of left support(or left cantilever end).All dimensions are horimrital.
Systata:Flaor
Member Reaction abjs 685 0 22'4 1/2" 1396(US") Passed 4996 1.00 1.0 D+1.0 L Alt S m) Member Type:bust
SBear am 672 @ 22'31/2" 2050 Passed(3396) 1.00 1.0 D+1.Q L Alt R Building Use:Residential
Nbmertt ) 3317 @ 12'7 1/8' 9500 Passed 3596 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC
Live Load Defl. 0.3210 12'31/8" 0.506 Passed 57) — 1.0 D+1.0 L Alt Sens) Design Moogy:ASD
Total Load Deli. 0.388 @ 12'4 112" 1.011 Passed U6 1.0 D+1.0 L(Alt§enjs
fn4m-Raring 43 40 Passed
•Deflection abaft:LL(L/480 and Tt(U240).
•Ov berg deltactioaa t lie,LL(2t/480)and T_(2:240).
Bracing(W):AN C l edges(top and bo=n)must be braced at B'5 3/s"o/c unless detailed otherwise.Proper atadur�t and positioning of lateral
tracing U M*"to achieve member stability.
•A afru¢bnat analysis of the deck bas not beet peft med.
•Deflecdon analysts Is basad an composft action with a single layer of 23/32"Weyerhaeuser Edge7"Panel(24"Span RathV)that is glued and untied down.
•
Additional considerations for the T3Pro'"Raing include:None
11-Sod watt-OF 3.50" I 350• 350" 419 660 37 1126 q'wefirg
Stud wall-DF 3S0" 1 2.25• 1.75- 142 551/-1 -4 693/-5 11/4'Rim Board
•Rim Board Is assumed to carry all loads applied directly above n,bypassing to member being designed.
•L3locitbg Panels are Mimed to carry no loads applied directly above them and the fill toad is applied to the member being designed.
I-Unift3 rn(P$F) 0 ip 22'7" 416" 12.0 Residential-LNN
2-Pott(PLF) 0 i Is 150.0. 1 25.0
ft3)SUSWNAKE FORESTRY giR6s M
Weyerhaduer warrants that the Siring of its products will be in accordance with Weyerhaeuser product design asteria and Published design values. `YYYf
Weyerhaeuser opesdy dls Balms any other warra =rr'ated to the software.Refer to current Weyerhaeuser literature for Installation demos.
(Www.woadbytt =m)Accessories(Rim Board,8icc--*Panels and Squash Blocks)are rot designed by tlds software.tise of da software is rot InbMW to
cirgs am ttlte need for a design professional 2s i�a-.*r-d by the authority h aysng jurisdiction.The designer of record,bulider or framer is respons'da to
UM M ft calculation Is UWWble with the;.vaaai!project.Products manufactured at Weyertmeuser facilities are third-party eartified to sustainable
fbeesby dondarft
The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator
Job Notes 4/28/201512:40:32 PM
� ` Forte v4.$.Design Engine:V6.1.1.5
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Hom Conslumno Engineers(SM)892-6782
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W F 0 R 7 E R MEMSEP REPORT Level,Copy of Floor.Joist �� PASSED
1 piece(s) 117/8"TJI®360 016" OC
Overall Length:18'7"
+ F' 4
+
O - { 0
M i
77 i'
18'
All locations are measured from the outside`ace of lett support(or left cantilever end).All dimensions are horizontal.
SYm:Foor
Member Reaction ) 627 @ 3.J2" 1080(1.75") Passed 58%) 1.00 1.0 D+1.0 L Atl ns) Member Type:]oust
Shear Ibs 627 @_3 1/2" 1705 Passed 796 1,00 1.0 D+1.0 L(All Spans auAddq Lbe c Reddendai
Moment 2834 @5 9'4" 6180 Passed(46% 1.00 1,0 D+1.0 L(Ail Spans Building Codec Ili
Live Load Deft. n 0.297 @ 9'4' 0.452 Passed(L/730 - 1.0 D+1.0 L(All S ru y:ASD
Total Load Deft. 0.387 @ 9'4' 0.904 Passed 561 — 1.0 D+1.0 L(Ailns
IM-M'"Rating 42 40 Passed
•DdIK%n alkst:LL(L/480)and'm(L/24T,.
Bracing(tte):AN Compression edges(top ane'-ct r:,)must be braced at 4'10 7/16"oic unless detailed odwWme-Proper atJacbnient and positioning of
lateral bracing is required to adtieve memk.&
•A SWUct ral anallak of tit deck has not been pc o;made
Deflection analysis is based on composite ac.a:with a single layer of 23/32"Weyerhaw ser Edge"Pend(24"spen Rating)that IS glued and mailed down.
Addltional alnsldaatiars for ft n-Pto'"R361V include:Nodes
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Hown 1171V OF beam 3.50" Harger3 1 1.75- 349 498 33 880 See note s
Z-9trd kraal-DF 3.50" 2.25" 1 1.75" 148 493 541 11/4"Ram Board
•Rim Board Is assurned to aW ail bads applied_-�!coy above k bypassing the member being dedoned.
"Atharuger supports,theTatal Beaking dimension m equal to the width of the rnateft ghatis supporting the haver
•s See Connector WW below for additional infor atc:and/or regwremmym
1-Face Mount Hakger =2.37/1188 2.00` N/A I0-10d x 1-1/2 N/A
I-UntlWm MF) Oto 18'T 16" 12.0 40.0 - Reek le'AW-
2-Poirrt(PLF� 0 16- 150.0 25.0
1
Weyattaeuser wadrem tial the ging of Rs grcduc'ts will be in accordance with Weyerhaetiser product ue.
design criteria and pubbW design val
Wetrat>B agresdy dlscialms arrY other warri,er related to the software.Refer to current Weyerhaeuser literature for Installation detatl5.
(www.woodbywy oom)Accessories(Rim aoaro,^: `-:2 Panels and Squash Blocks)are not designed by this software.lige of Us software is not intended to
d maned:the need fare design professkma,as o =.:".nAs!by the aumoriiy having jurisdiction.The designer of record,builder or framer Is responsible to
assure that ftariaftom Is mtmpatitik with die AcG project Prodaas manufactured at Wgmt aeuser Witties are third-party cathed to sustainable
fore'sty standards,
The product appBdatlon,input tJdalgn,bads,cimensors and support Information terve been pro
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Page 1 of 1
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rye i- O R T E r` MEMBER REPORT Level,Copy of Copy of Floor-'Joist �� PASSIED
t� `r 1 paeee(s) 1171811 THO 210 @ 16"OC
Overall Length:.28'101/2"
D 0
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.4 A.
11' v iT
a • a
Ail locations are measured ttnm the ou ide-ace of leis suPpom(or left canblever end).AN dimensions are horizontal
- = SystEyn:flow
1Nettfl>ef ReaCdOt1(!bs 1277 C 1V=1/4" 2145 3.50") Passed(60%) 1.00 1.0 D+1.0 L(Ail Spans) Member Type:Joist
Shear 673 C 11 1621 Passed(37°x6) 1.00 1.0 D+1.0 L All ns) Supdigg Me:Residential '
t+btttant ot!- s -1985 C 1V i/4" 3795 Passed(52%) 1.00 1.0 D+1.0 L(AU Bung Code.IDC
Live Land Deft. n 0.210 @ 2s 7?5/16" 0.431 Passed L/984 1.0 D+1.0 L(Alt ns) Design 1Meihod�gy:ASD
Takes Load Defl. 0.265 @ 20`8 5/8" 6.861 Passed(L/779) — 1.0 D+1.0 L Alt Spans
Tl-ProTM Rat[ng 40 Passed --
•DdiftSM aftert.LL(L7480)and TL
&clog(LU);AN WIn ession edges(top and c:::Y Ti:rust be braced at 4'6 5/16"O/C unless detailed odiervdse.Proper attachment and podda trg of lateral
bra ft 16 required to adueve members
•AsMOzal andysis of Me deck lras rot ben.;peon*d.
Dpnlcllerr analysis to based on composite arc-v:ii^a single layer of 23/32"Weyerhaeuser Edge'".Postel(24"Span Raft)that is glued and nalled down.
•Add lions CM19dM Orl6 for the T34)ro'"Rating include:Kone
1-Hargan on 117/8"DF beam 3.50` ! Hanger' 1.75" 253 284/-92 33' 5701-92 See nobs
2-9tud wall-DF 3.56' 3.50" 3.50' 295 982 - 1277 Herne
3-Stud wap-DF 3.5 i 2.25" 1.75' 11S 401/-13 516/13 1.1/4"RIm Board
-Rim Beard Is assumed to carry all bads applied.directly above it,bypassing the member being designed.
•At hanger fwppom"the Total Bearing dimens?o n is equal to the width of the material that is supporting the ganger .
•s See CSO T%KtwVid below for additional informat�r and/or requiremems.
MOMMOMONOMMO
1-FOOS Mount Raiglr Y`T;s2.5/11.$8 2.00" N/A .,;Tod x 1-1/2 K/A
1-tJrtilorrrt(PSF7 0 m 28'10 i/2" I 5" 12.0 40.0 - I Areas
Residential'tMrg
2-Point(PL.F) 0 ; 16° 150.0 25.0
WeyerhWAM Warrants Btat the erg of its pmcuds wl!!be In accordance with Weyerhaeuser product design criteria and pub bhed design values.
YJ dl lalnl8 emy,other+.van:= C ss r2,a?d the sof�,are.Refer to current Weyerhaeuser IlteraNre for irnsbllatlon debits
(www.woodbywy.Oom)Accessories(Rum c+c::: .g Panels and Squash 61ccks)are rot designed by this software.Use of this software is not intended to
dra m utt the need fare design protesslona:a7Cc:c.`'::rad by the author ty having jurisdiction.The designer of record,builder or framer is responsible to
arose that hits cdculation is afnipatfble with the ovea!;project Products manufactured at Weyerhaeuser facilities are third-party certified fD sustainable
fornsaY sbrtdatds
The product application,I nput.design loads,dimensions and support information have been provided by Forte Software operator
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