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Project: JTS-15-18
Date: 6/22/15 RECEIVEP
Project: New House:
Lot 12 13337 SW Barnum Drive Tigard, OR
2545—EL—A—GL-2 CAR JUN 3 0 2015
Subject Sheet#'s CITY OFTIGARI)
BUILDING DIVISION
Lateral Loads L1 - L6
Framing F1 - 178
Footings FTG-1
Ep P R F
I N
51319 E
RG
N 2
Expires: 6-30-17
The following calculations are for lateral wind and seismic engineering and gravis} loading of the beano and columns. All retaining wall designs should be verified
by the geotechnical engineer of record prior to construction. Failure to do so inN al idates their design. The design is based on information provided by the client who is
solely responsible for its aeeuraev. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design.
Flom 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.
Flom Consulting Engineers shall have no obligation ofliability,whether arising in contract(including warrant_ I. fort(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 A
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.
D
C
MY4FR A
Direction End Zones
C '
M "RS
Direction
2a
End Zones
Note:End zone may occur at any corner of the
buildhV.
a = .10*34' = 3.4'
or for h = 24'
a = Ah) = .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 S W BARBUR BLVD. . P ORTLAND OR 97219
PHONE:5 03.892.5 782• EMAIL: 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= [1.2 SDs/(R x 1.4)]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)] + 111.6plf= 269.7plf<270.2plf therefore, wind governs in both directions.
Seismic in Side to Side:
Wr= [.095(34')(15+6+4)] = 80.75plf
W2 = [.095(34')(12+12+8)] = 103.4plf
Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2
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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HORN CONSULTING ENGINEERS LLC
Roof Diaphragm:
Grid Line A Grid Line 2
P = (0.1371) k1f x 17' = 2.3k P = (0.1355) k1f x 23.5' = 3.2k
V= P/(37)' = 63p1f Type A Wall V= P/(20.25)' = 157p1f Type A Wall
Mot = 8.6kft Mot= 8.2kft
Mr= 18.6kft No HD Req'd Mr= 6.7kft
T= 0.2k Type 8 HD
Grid Line B
P = (0.1371) k1f x 17' =2.3k Grid Line 5
V= P/(42)' = 56plf Type A Wall P = (0.1355) k1f 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.Okft
T= 2.Ok Type 8 HD
CAPITAL PLAZA SUITE 135 9 320 S W BAR BUR BLVD. PORTLAND OR 97219
PHONE:5 03.892.5 782• E MAIL: DAVE®HORNCE.COM
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2"d Floor Diaphragm:
Grid Line A Grid Line 1
P = (0.1331) kif x 17' + 2.3k =4.6k P = (0.0925) kif x 2.75' = 0.3k
V= P/(41)' = 111 plf Type A Wall V= P/(8.75)' = 29pif 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) klf x 17'.+ 2.3k=4.6k P = (0.0925)(2.75')+(0.1325)(14.5') + 3.2k = 5.4k
V= P/(44)' = 104plf Type A Wall V = P/(11.25)' =478plf Type B Wall
Mot= 18.7kft Mot = 12.9kft
Mr= 24.7kft No HD Req'd Mr = 1.6kff
T= 3.8k Type 2 HD
Check Sill Plate
P = (0.08075)(19.75')+(0.1034)(17.25')
= 3.4k/ 11.25' = 300pif No 3x Sill Req'd
Grid Line 3
P = (0.1325) kif x 24.5' = 3.3k
V= P/(16)' = 203plf Type A Wall
Mot = 29.2kft
Mr= 31.5kft No HD Req'd
Grid Line 5
P = (0.1325) kif x 10.5' + 3.7k= 5.1 k
V = P/(6)' =849pif Type E Wall
Mot =22.9kft
Mr = 1.3kft
T= 7.2k Type 5 HD
Check Sill Plate
P = (0.08075)(31.75')+(0.1034)(15')
=4.1k/6' = 683pif 3x Sill Req'd
CAPITAL PLAZA SUITE 135 9 320 S W BAR BUR BLVD. • PORTLAND, OR 97219
PHONE: 5 03.892.5 782• E MAIL: DAVE@HORNCE.COM
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®C 0 R T E* MEMBER REPORT Level,Flow:Joist PASSED
" ■ 1 plecle(s) 117/8"T310 560 016"OC
Overall Length:22'7"
0 o
(- Z 20
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All locatlorts are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
System:Floor
Member Reaction(IGS 685 0 22'4 1/2" 1396(2.25') Passed(49%) 1.00 1.0 D+1.0 L AIt Spans Type:�
Sherr(lbs) 672�22'31/2" 2050 Passed 33%) 1.00 1.0 D+i.Q L Aft S ns) Building Use,Residential
Momatt -Its 3317 012'7118" 9500 Passed(35%) 1.00 1.0 D+1.0 L Alt Spens g Code:IBC
Live Load Deft. In 0.321 12'31/8" 0.506 Passed 57 — 1.0 D+1.0 L Alt 5 ns Deign Methodology:Asti
Total Load Deft. 0.388 0 12'4 1/2" 1.011 Passed L/625) — 1.0 D+1.0 L Alt
[Ti-pro-Rata 43 40 Passed
•Deflection arteria:LL(L/48M and TL(L M).
•Overhang deflection criteria:LL(20/480)and TL(2L/240).
•&adng(Lu):A9 compression edges(top and bottom)must be braced at 8'5 3/8'o%unless detailed otherwise.Proper attachment and positioning of lateral
bradrp is required to achieve member stability,
•A structural analysts of the deck has not been perkmied.
•Delman Mwirds is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span RaftM that is glued and nailed down.
•Additional consWerations for the T3-Pm"Rating Imo:None
1-Stud wag-OF 3.50" 3S0" 3.50` 439 660 37 1116 ttloddng
2-Stud wag-of I 3.50' 2.25• 1.75• 142 SSIM 4 693/-5 1 t/4`Rim Bsard
•Rim Hoard Is assumed to carryall bads applied directly above 14 bypassing the member being designed.
•Blocift t an&are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
1-Uniform(PSF7 010 22'7' 16" 12.0 40.0 Resider"-�
2-Point(PLL) 0 16' 150.0 25.0
MM
�SUSTAW*AE POP&M*VMVE
We%Vwi eaer warrants brat the sizing of its products will be In acwrdance with Weyerhaeuser product design criteria and published design values.
Weyed>neuser expressly disclaims any oiher warranties related b the software.Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy com)Accessories(Rim beard,Bloeldng Pends and squash Blocks)are not designed by this software.Use of this software is not Intend to
dncartrvent the treed for a design professional as determined by the authority having jurisdiction.The designer of record,buWw or framer is responsible to
assure that this calafton Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified m sustainable
forestry lAandards,
The product applicalion,Input design bads,dimensions and support mfarmatton have been provided by Forte Software Operator
.yob Notes � 4128/2r71512:40:32 PM
- Forte v4.5,Design Engine:V6.1.1.5
David Horn
Fbm Corrslddng Engineers
(503)OW-6782
davaMhomce•wm Page 1 of 1
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1 • 1 F • 1 1
F 0 R T E*
MEMBER REPORT Level,Copy of Floor.Joist • PASSED
• 1 plece(s) 117/8"TJIQ 360 @ 16"OC
Overall Length:18'7"
0 0
Mill
18'
o a
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
System:Floor
Member Reaction 627 0 3 1/2" 1080(1.75") Passed 58% 1.00 1.0 D+1.0 L All Spans) Muer Type:3as<
shear ) 627 0 3 Ur 1705 Passed 37%) 1.00 1.0 D+1.0 L All Spans) Building Use:Residential
Moment 4br. 2834 @ 9'4" 6180 Passed(46%) 1.00 1.0 D+1.0 L(All ) Building Code:18G
Live Load Deft. in 0.297 @ 9'4' 0.452 Passed L/730) -- 1.0 D+1.0 L 1 Spans Design MteHKK,WA Y:ASD
Total Load Defl. 0.38709-4- 0.904 Passed L/561) -- 1.0 D+1.0 L Ali Spans)
73-Pm-Rall 42 1 40 JPassed —
•De>4cdon critgfa:LL(1./480)and TL(L/240).
•Bracing(Lu):A8 comp ss9lan edges(top and bottom)must be traced at 4'10 7/16'o/c unless detailed otherwise.Proper isUachrnent and positioning of
lateral bracing B required to addim a member siabiBty.
•A*ix4mal analysis of the deck has not been pnaformW.
•Dd wWn analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Wile"Panel(24"Span Rating)that Is glued and nailed down.
•Additional eDrailderallons for the T3-ft-Raft Include:None
71-Hanger on 117/8'DF beam &W Hanger' 1.75' 349 1 498 1 33 880 1 See note'
2-Stud wap-DF 3.50" 2.25° 1.75' 1 148 1 493 1 - 641 111/4'Rim Board
•Rim Board a assumed to lorry all loads applied dlreci y above K,bypassing the member being designed.
•At hanger stupporis,the Total Bearing dimenon is equal b the width of the rratedal that is suppm"the hanger
•r See COamedbor grid below for additional Information and/or requirements
1-Fete f4Wart Hanger UM37/11.88 1 2.00' J 10-10d x 1-1/2 N/A
1-Uniform(P8F) 0 lo 18'7" 16' 12A 40A
Residential
-Uving
Areas
2-Poll(P 0 16' 150.0 25.0
S MAINAeU:RAZIEsrxy 1NMAFM
WeyerhaeusEt warrants that the sWm of its aoducts will be In accordance with Weyerhaeuser product design criteria and pubilshad design values.
Weyerhaeuser apessly dbdalms any other warranties related to the software Refer to current Weyerhaeuser RtensUae for Installation details.
(WWW.Woo&My oorrt)Aaoessodes(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is riot Intended to
cimm wetnt the need for a design professional as determined by the authority having Jurisdiction.The designer of record,bulkier or framer is responsible to
assnae that till calculation is compatible with the overall project Products manufactured at Weyerhaeuser fadWes are third-party certified to sustainable
lbreSOy Starldard5.
The product application,Input design bads,dimensions and support Information gave been provide!by Forte Software Operator
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8/201512.41:49 P
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Horn Conalulting Engineers
(501)892782
de"e0harrnca`CO1n Page 1 of 1
MEMBER REPORT Level, Copy of Copy of Floor.Joist �(fJ AA5SED
" F 0 R T E 1 piece(s) 117/8"TJI® 210 @ 16" OC
♦ Overall Length:28'10 1/2"
O O
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All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
System:Boor
Mernber Reaction bs 1277 611'51/4" 2145(3.50" Passu 60%) 1.00 1.0 D+1.0 L.(All S ns) Member Type Joist—
Shear Its 673011-7- 1821 Passed(37%) 1.00 1.0 D+1.0 LAll Spans) Building Use:Residential
Moment MW -1985 a 11'S " 3795 Passed(52%) 1.00 1.0 D+1.0 L(Al ns) Building Cade.,me
L lve load Defl. n) 0.210 @ 2D'7 15/16" 0.431 Passed L/984 -- 1.0 D+1.0! Alt Spans Design Methodology:ASD
Total Load De ff. n 0.265 0 20'8 5/8' 0.861 Passed( - 1.0 D+1.0 L(Alt Spans)
TJ-Pro-Raft 44 40 Passed -
•
Deflection arteria:LL(L/480)and TL(L/24o).
•Bmdng(Lu):All compression edges(top and bottom)must be braced at 4'6 5/16"o/c unWA detailed otherwise.PwW atiachment and positioning of lateral
brachtg is mored to achieve member stability.
•A struckW analysts of the deck has not been performed.
•
Deflection analysts Is based on domposfte action with a single layer of 23/32"Weyert>neusu Edge,"Pahal(24"Span Rating)that is glued and nailed dorm.
•Addkionat mtgderafts for the T}PmM Rating Btilrde:None
1-Ranger nut 117/8'DF beam 3S0" Hangar- 1.75" 253 284/-92 33 570%92I
te+
2-Stud wail-DF 3S0" 3.50" 3.50' 295 982 12773-Strd wall-DF 3.50" 2.25' 1.75` 115 401/-13 - 516/-13 Rim Board
.Rim Board Is assumed to carry all loads applied dtrecdy above it�bypassing the member being designed.
•At hanger supports,the Total Bearhg dimension Is equal to the width of the material that Is supporting the hanger
•=See Cotatector grid below for addhionat Information and/or regWrements.
1-Face Mount danger WS2.06/11.88 2.00" N/A 10-10d x 1-1/2 N/A
1-Uniform(PBS 0 to 28'101/2` 16" 12.0 40.0 -
Resin7ddial-uvbv
Amu
2-Point(PL 0 16" 150.0 25.0
�SUSTAINAEU FORFSW NGTWTIVE
Weyettiaeusair warrants that the SBtrrg of its products will be In accordance with Weyerhaeuser product design criteria and published design values. YYY
Weyerhaeuser etpressty disdalms any other wananttes related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy eom)Accessories(Rim Boar,Blocidng Panels and Squash Blocirs)are not dna by this software.Use of this software is not intended to
circumvent the creed for a design professional as determined by the auftay 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 fscilitles are third-party certified to sustainable
forestry standards.
Tim product application,input design loads,dimensions and support information have been provided by Forte Software Operator
8 for Job Notes... 4/281201512:43:19 PM
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David HornForte v4.5,Design Engine:V6.1.1.5
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(503)M-6782
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