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HORN CONSULTING ENGINEERS LLC
Structural Calculations: /�//�! I^, 6-^ "' mwm
Project: JTS-15-18 REiiiVj V ��p �3316�0
Date: 6/23/15 , �
Project: New House:
Lot 2 9753 SW Ashwood Street Tigard, OR JUN 3 0 2015
2545-3 EL A_GR_3 CAR `� ,�
BUILD!
NGDIVAK0
Subject Sheet #'s i�1�1d
Lateral Loads L1 — L6
Framing Fl — F8
Footings FTG-1
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513 9PE 9
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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(including active.passive,or imputed negligence)
or otherwise,for loss or use•revenue or profit,or for any other incidental or consequential damage
(.\1'1111. P: \AN $i ill. 135 9 321, SW It\slit.K to 14' • , ,,kl1.%\n, ,■n • 97219
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New House: 2545 Elevation A 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.
MFRS 1
Direction• ?End Zones iiiiigi°°°P'P-Hill.O''`S
•
,
�/ 1� ►n1'�v1 RS
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 9 320 5\V BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 5 03.892.5 782• E MAIL: DAVE @HORNCE.COM
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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 = [1.2SDS/(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 < 137.1plf therefore, wind governs in both directions.
W2 = [.095(52')(12+12+8)] + 111.6plf= 269.7plf< 270.2plf therefore, wind governs in both directions.
Wr2 = [.095(20')(15+6+4)] = 47.5plf < 97.5plf 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 9'320 S W BARBUR BLVD. • P ORTLAND, OR • 97219
PHONE: 5 03.892.5 782• E MAIL: DAVE c@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 = (0.1355) klf x 23.5' = 3.2k
V= P/ (37)' = 63p1f Type A Wall V = P/ (19.5)' = 164p1f Type A Wall
Mot = 8.6kft Mot = 8.8kft
Mr= 18.6kft No HD Req'd Mr = 6.7kft
T = 0.36k No HD Req'd
Grid Line B
P = (0.1371) klf x 17' = 2.3k Grid Line 5
V= P/(42)' = 56p1f Type A Wall P = (0.1355) klf x 27.5' = 3.7k
Mot = 8.4kft V= P/(12.5)' = 298p1f Type A Wall
Mr = 22.6kft No HD Req'd Mot = 6.0kft
Mr= 1.0kft
T = 2.0k Type 8 HD
CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 503.892.5782 • EMAIL: DAVEQHORNCE.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')+(0.1325)(14.5') + 3.2k = 5.4k
V = P/(20.5)' = 251 plf Type A Wall V = P/ (11.25)' = 478p1f Type B Wall
Mot =46.3kft Mot = 12.9kft
Mr= 25.8kft Mr= 1.6kft
T = 1.0k Type HD T = 3.8k Type2HD
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 = (0.1325) klf x 24.5' = 3.3k
V = P/ (28)' = 118plf Type A Wall
Mot = 12.7kft
Mr = 10.9kft
T = 0.2k No HD Req'd
Grid Line 5
P = (0.1325) klf x 10.5' + 3:7k = 5.1k
V= P/(6)' = 849p1f Type E Wall
Mot = 22.9kft
Mr= 1.3kft
T = 7.2k 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 9 320 S W BARBUR BLVD. • PORTLAND, OR • 97219
PHONE: 5 03.892.5 782• E MAIL: DAVE @HORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVEAHORNCE.COM
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PHONE: 503.892.5782 • EMAIL: DAVE @HORNCE.COM
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1302 SW BERTHA BLVD. • PORTLAND, OR • 97219.
PHONE: 503.892.5782 • EMAIL: DAvE@Hor(NcE.com
j F 0 R T E° MEMBER REPORT Level,Floor:Joist
1 piece(s) 117/8"T)I® 560 @ 16'r OC FY PASSED
Overall Length:22'7"
_?yr R , ! 5n tU
0 f�.5r` i 3it. ..."S`y_,s..i}°'� 19. ray nt ,- q I.�„ �•�s��:•1`vQ--r 0,-4
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All locations are measured from the outside face of left support(or left cantilever 0
f 5 r. f ,^•; end).All dimensions are horizontal
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Member Reaction(Ibs) - �a G ? Y" m:Floor mi:gauraffizzammummin 672 @ 22'3 1 2" Passed(49%) 1.00 to D+1.0 L(Alt Spans) Member
Moment(Ft-Its) / 2050 Passed(33%) 1.00 1.0 D+1.0 L Alt Sans �R Joist
3317 @ 12'7 1/8" 9500 Passed 35% 1.00 to D+1.0 L Alt Spans) Budding Use::Me tial
��Load n 0.321 @ 12'3 1/8" 0.506 Passed 57) ( man') BWldmg Code;I8C
Total Load Deft.(In 0.388 @ 12'41 " ) _ 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD
TJ-Pm"Rating 1.011. Passed(L/625) — 1.0 D+1.0 L(Alt Spans)
43 40 Passed
-Deflection criteria:[1(U480)and 11.01240). -- --
•
•Overhang deflection criteria:LL(21/480)and TL(21/240).
•bracing is Bracing(la):All compreSslon edges(top and bottom)must be braced at 8'5 3/8°o/c unless detailed otherwise.Proper attachment and positioning of lateral
required 'structural analysis of the deck not
•Deflection a performed.
analysis Is based on composite action with a single layer of 23132"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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•Rim Board Is assumed to carry all loads applied directly above It,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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Weyerhaeuser Warrants that the sizing of its products will be In accordance with W de �ge d design x, l SUSTAINABLE FORE57xy INfTIgTiVt
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer current Weye aesign cnpertu and in taped n eta values. l
(�.�db ymm)Accessories(Rim Board,Blocking Panels and Squash Bloats)are not designer Weyerhaeuser for of this s ft are is
dreumvent the need for a design professional as determined by the authority having Use ld this software is not ndble to to
assure that this caladaton IS compatible with the overall project Products manufactured at Weyerhaeusergfac;l builder or framer is resportsibie to
forestry standards.
third-party certified to sustainable
The product application,input design loads,dimensions and support information have been provided
by Forte Software Operator
•
F? 6g•R ejlpr nitric'. aob Notes
David onsl 4 4/28/201512:40:32 PM
(603 Consiuibng Engineers Forte v4.5,Design Engine:V6.1.1.5
(503)892-5782
dove @homce.com
------ Page 1 of 1
FORTE'* MEMBER REPORT Level,Copy of Floor.Joist
1 piece(s) 117/8"TM®360 @ 16" OC F5 PASSED
Overall Length:18'7"
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All locations are measured from the outside f ace of left support(or left cantilever end).A11 dimensions are horizontal.
Member Reaction t7b5) 627 3 1 .•••_. " ! 4.- r 1 1 _cja. '�
@ /2" 1080(1.75") Passed 58% =? _ ;qr_f System floor
Shear Ibs 627 @ 3 1/2" ) 1.00 1.0 p+1.0 L(All Spans) Member Type:171st
Moments Ibs 1705 Passed(37% 1,00 1.0 D+1.0 L(Ali Spans) Building Use:Residential
2834 @ 9'4" 6180 Passed(46% 1.00 1.0 D+1.0 L(All Spans) Building
Live toad De&.(in) 0.297 @ 9'4" 0.452 Passed L/730 code:to c
Total Load Dell. n 0.387 @ 9'4" ( -- 1.0 D+1.0 L(All S p ans) Design methodology:qsp
• 13-Prom Rating 0.904 Passed(11561) -- 1.0 D+1.0 1(Ail Spans
42 40 Passed
•Deflection criteria:LL(1./480)and li(U240).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 4'10 7/16"o/c unless detailed otherwise.Proper attachment and
lateral bracing Is required to achieve member stability. positioning of
•A stri choral 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 T7-Pro*"'Rating Include:None -
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Hanger on 117 8°DF u
2-Stud wall DF ®Hanger 349 498 33 880 See note i ry��
3.50" 2.25" 148 493
•Rim Board is assumed to carry all loads applied directly above i 641 11/4^Rim Board
•At hanger supports,the Total Bearing dimension 4 bypassing the t m member being is ppoi supporting the •
n9 meruion is equal to the width of the material that is supporting the hanger
•1 See Connector grid below for additional information and/or requirements.
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._gn crit a ��.Ed loss--.'M... `��r� `:-�...:x•,:•. 1 SUSTAINABLE FORESTRY INrI1Ai1VE
Weyerhaeuser warrants that the sizing of fts
p'roducts will be In accordance with Weyerhaeuser product design criteria 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 )Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to
dreumyent 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 ate third-party certified to sustainable
forestry standards.
The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator
•
.. •■ OtlpN,otea
DariCH°r^Horn 4/28/201512:41:49 PM
Horn COls1t3�Engineers Forte v4.5,Design Engine:V6.1.1.5
(503)892.5782
love(rzmce.com
----- __--•.,._.,—. Page 1 of 1
F O R T E" MEMBER REPORT Level Co
. PASSED
• 1 piece(s) 11 7/8"TM® 210 C@ 16" OC Dist
Ft�
Overall Length:28'10 1/2"
,,,ra,s r ,aka ray . , -�. �,`a"r
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All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
s> Jr-r, a3 5"=ri'Lr��xN�,W,� ,a; gyS $ :. b
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' system:Floor
er �. ,,_ r . t_.H � :::1 z-� s L J , . rh y y J �ln j' A Member Reaction(Ibs) 1277 @ 11 51/4" 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" 379s Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC
Live Load Defl.(In) 0.210 @ 20'7 15/16" 0.431 Passed(L/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(1./779) - 1.0 D+1.0 1(Aft Spans)
tJproTM Rating . 44 40 Passed
•Deflection criteria:LL(L/480)and TL(L/240). '-
•Bracing(Lu):All compression edges(top and bottom)must be braced at 4'6 5/16"o/c unless detailed otherwise Pro
bredng Is�id to achieve member stability, per attachment and posittoning of lateral
•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(24k Span Rating)that is glued and nailed down.
•Additional considerations for the TJ-pro"'Rating Include:None
--,a r T ti:
T.: 73 z-t "l." - • v I W 44 -. . T F v s n 4 :rz -.- 4 � u �? fi 'i •'s 'r
A�� l F r P� ?' 3-: `it n' , ,•,_-_' :...: lt-: ,1-.): 'r� � „,h > 4- � r F x,ti., {_ _te - u-..z orsti -,, r , ✓., , = S . � ,1-Hanger on 117/8 DF beam 3.50" Hangers 1.75
253 284/-92 33 570/-92 See note I •
2-Stud wail-DF 3.50" 3.50° 3.50" 295 982
3-Stud wall-DF - 1277 None
3.50" 2.25" 1.75" 115 401/-13 - 516/-13 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
•s See Connector grid below for additional Information and/or requirements,
c -t y- i ' s
ro-
'1 -4+'' ,w u#vx ` "FL���.,W-a zr��
{yw-_ '.�2 7 r• '�c
1 ss c � T i- z � , fit' l-rx 1. r G i4�.1 1.;y ? rAfr '';+ ii 43 r,4.T-, }• ..'1 s w y " . a f r *' i i . r y 4 im zr.7 ° ••F^• t F4 - h 3 X � T a c 470,E - x ti �.li :n L 3tF - • 4J:iV$ .1,- -- ] ,ti t f a `.. � .°s" r Z?;�3%:. -'�1 Face Mount Hanger IIi52.06/11.88 2.00` N/A
10-l0d x 1-1/2 N/A
iiy L,-'r -.i.:- -rd.W.4,:--. ib ar 'Y 7i'• evil , .*-4-` i �� �y . r„
1-Uniform(PSF) 0 to 28'10 1/2" 16" 12.0 -.l
40.0 - Residential-living
2-Point(PLF) 0 16" 150.0 - Areas
25.0
'r, rs._._.-�•5`�'r iv .. •y 7�4�' 4�..z ,3r"a"ti
z ri -f�.at p bl+h g yaluey,;Z ,c�, ': {u)SlISTAlP1ABLE FORESTRY HVIrIA71vE
W warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. `f
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywycom)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to •
dreumvent 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
•
FottOsMtword.oi jolitar Job Notes,.
David Ho
rn 4/28/2015 12:43:19 PM
Horn consluiting Engineers - Forte v4.5,Design Engine:V6.1.1.5
(503)892-5782
dave@hornee.com JTS 78 11.4te
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