Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
TESNER STRUCTURAL ENGINEERS , 1 534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 1 0 ''614 M BES ,4 M O £E USE 6x 5,44.-7A.) Lv*ti3e/Z Pdi_ 4-6 aE. /c, ' '.. C0415i47E/Z 46,405 , -,.2‘3,1/1 . ,. AcG BEA445 P/mac = /56# O O CAIG1i r IQ. ACz'a.v c/iEcl< /JF ,)o t A -Auo 0.10.n.S..7 oASE) /°4-0,5* = 20 H.4aG/,u6 ,e4o, Lo E.VSAt � c, / p 2CIL $ F/Lo,N CNA/R /.‘3C4-4),o4" No7C' SCc.ECT 244_ foo # 7,2v5�Fs STRu¢yu.¢,Ac- t'1114- �6E 2 `-Go" -' tHAAc.)E) Apo /01944,- p4/4. 8 r.4.r t u SE.O /4o/e. .4/°,0EA4.40ce L,vE/G6/7 /9,D4 /4©+ ... FA2oi1.4. 640C-A)Se. MO./ StZE$ i,c'ia... ="-- 5/o 0- 0 -4,e_ co•oseveteivrIvE) //,fo7 ' 4i At 4i-►G i#JG C/1 h/4.5 j 9,/1' CA46E ..t- UN/Fo,Z_ 1-0Ao / / FRbM R.00A 7X-0645E5 4.1-SE 30.04° Live 40Ap 5,52' /1"J° 2c OA,0 L.<3.4.0 / 9.32` CFioo ,5 Pc,' 2,9*� ? 2 , CGKIo) OA: s 2 P P, 4.P2 I F'2 P, jP, I I p, PeR.. t we'e 6 s,'7 Ili 1 1 1 1111 1 1 1 1 11 1 1 1 1111111111111111M1•11111111 6.01.se, 07 '3 ' '¢ ' f coA)S,oE,Q, /a PLF /=a2 foR Cox 8 DE,VSE No, / cDa,sf. 6AQ /6 PSA DAz2 1 1.4..,e X3,4-7- °A- Co x$ = O. `� L 4 2 G ort o AA-10 25 PS,� �,vaw SEAM To7Q 4. .. - 78 .o 10 _ 20 4- Ove, C.,c:/a i O .0-F. /043. 2., /8. .S.. ,o 3 0 o >#1,4 4..., wAc c_727 2 X/s') = 14,o eoc.f Lc 7oTiv. ,i _ / 0o w �(illg �AZs)_ 230,0LF co x eo OK- v SE CASE 44.1.6C,2. S szE ,4=4/z, FoR..,C.:,)4/2 ingArsE ,vo, /) L A R...ee2 Size X02 4/aPE.4A4.v� w , [. AP�E,4/L4N e E (Cox/O) _ o.3 Cr,, CNE-CIS x/2 5eL�e-7- G i0A-Z 7" e/{-5 E UA.,/^0 Q.M �'11�E - `/°O'•c�?- 4-04.0sAoOS/A.4, �� M F.2oi1 Gni nett 77i2Q4JES STi2ycx✓2A C. Fol 5.(4., <.e.E LC'AD2 _/� S,S to 02 G/, 4Eee 7/2.41 SS' AEA czto,e., J<Iest- 7/e-Qss E'SJ - /3204 `l 2)( 2 )//s) iO4.vS 4.A,v/i40i2.14 L6,44 G,ep,k,t 4,37S� 55-5 •/ecu reussE,S - c.v+ --= (js)L sals) P `(18.5)( 2)(2$) 'AoL=CZ X/s.K 2—¢.) = <o 8 o 9 S pc.F 2 c,c.--T- 02‘#-�- z- p =C )C2$)% )= 1/4-o' w _(z.$)(a,7s( ¢-•�7s) _ 2$ /-// BE.vQ,.uG SzeeSSE;S ANC) W,L=65- 13)(G.5)t2.75 Pds /<aOPC.,c DEfc_Ecr/o.us ' SG/4KTc_y W 25 2 4,St2•.7S r-175. LowER. 72/.4.41 CASE I LA =C �fC3 X )]' use s.a�c s/z� gs..Oc L0405 ASC CoN.SE%tvAr7,6 19 AVt CASE :c. )(12. 44`Ca,/8°'= a 87 Gx/2OFSZ1 oK 4�-./ Project:RANDY SCHUMOCK REMODEL Proj. No.: ABOVE-GRADE STRUCTURES By: JAT Client:DESIGN GROUP NORTHWEST Date: AUG.2016 Sheet No.: a Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E. 25th Avenue Dsgnr: JAT Date: 9:05AM, 23 AUG 16 Portland,OR 97214 Description :Patio Roof Structure Scope: Froming and Foundations Rev. SSOODO - - User:KW-0605944.Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software randy_schumockremodelecw:Calculations _ zzazzin Description Beams-6x8 DF No. 2 General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined ^ ' "..� kf4f'P ;.,,. - wX au. ..^L^'Z2 k'e,�...:.,.91 x^4.✓„ w>.W.S..ci..,Kvi a`i"tIM.'P...:ss. -,4.�L'sy""ur. 5a(- .,�3 Douglas Fir-Larch, No.2 Fb:Basic Allow 750.0 psi Elastic Modulus 1,300.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 170.0 psi Load Duration Factor 1.000 Timber Member Information Description A A 6x6 B Span ft 7.07 7.07 13.00 Timber Section 6x8 6x6 6x8 Beam Width in 5.500 5.500 5.500 Beam Depth ini 7.500 5.500 7.500 End Fixity Pin-Pin Pin-Pin Pin-Pin Le:Unbraced Length ft! 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Loads r ..._.. Live Load Used This Span? ! Yes Yes Yes Dead Load #/ftj 10.00 10.00 10.00 Live Load #/ftl Point#1 Dead Load lbs 20.00 20.00 45.00 Live Load lbs, 300.00 300.00 150.00 @ X ft! 3.540 3.540 2.940 Point#2 Dead LoadIbsi 20.00 Live Load lbs 300.00 @ X ft; 5.520 Point#3 Dead Load lbs 20.00 Live Load lbs 300.00 @ X ft I 9.190 Point#4 Dead Load lbs 45.00 Live Load lbs 150.00 @ X ft 11.670 - Results --- __ --____-- >.�..:: ' Mmax @ Cntr in-k, 7.5 .,7.5 26.1 @ X= ft3.53 3.53 5.55 Max @ Left End in-k, 0.0 0.0 0.0 Max @ Right End in-k i 0.0 0.0 0.0 fb:Actual psi; 146.0 271.5 507.1 Fb:Allowable psi 750.0 750.0 750.0 Bending OK Bending OK Bending OK Shear @ Left k 0.20 0.20 0.51 Shear @ Right k 0.20 0.20 0.65 fv:Actual psi', 6.9 9.5 23.2 Fv:Allowable psi 170.0 170.0 170.0 Shear OK Shear OK Shear OK Reactions & Deflection v- DL @ Left k 0.05 0.05 0.12 LL @ Left k; 0.15 0.15 0.39 Total @ Left k! 0.20 0.20 0.51 DL @ Right k, 0.05 0.05 0.14 LL @ Right k'i 0.15 0.15 0.51 Total @ Right kl 0.20 0.20 0.65 Max.Deflection in; -0.018 -0.047 -0.259 @ X= ft i3.53 3.53 6.50 Query Values .. :c3 ."s.�tIVa;�axiSitals.. .1MICEW.1 'n m: k'1-..4..2..r'a & 4.-,--Air s. .:e..i': ',',: ...-,uv x::.......„�e, Zr*_'n A, ”...,4..,,.. ',.......t.,° " "�*'s . 3 Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E.25th Avenue Dsgnr: JAT Date: 4:12PM, 25 AUG 16 Description:Patio Roof Structure Portland, OR 97214 Scope: Froming and Foundations Rev 580000 User.KW-0605944 Ver 5.8 01-Dec-2003 Multi Sr an Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software randy_schumock_remodel.ecw Calculations Description Beams-6x6 and 6x8 DF Dense No. 1 General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined&. Douglas Fir-Larch, Dense No.1 Fb:Basic Allow 1,400.0 psi Elastic Modulus 1,700.0 ksi All Spans Considered as Individual Beams Fv: Basic Allow 170.0 psi Load Duration Factor 1.000 Timber Member Information '.5, ...,,..3oke� .,....r;.a.. 9 ,,,: X 'Aa5;:,,,,,H ,, ,.,, < ,,- »mrf.,,, rg.,77-,,,:...,,,0;,',1.,,,,N,-4,,z ri%iX;'i :%.rr,L.U,nl 0:..,,... 9fi',,,,,., ,,:-,_ -.., "l.A' 5 .,. ,M1V,P, Description A A 6x6 B B Span ft1 7.07 7.07 13.00 13.00 Timber Section i 6x6 6x6 6x6 6x8 Beam Width in' 5.500 5.500 5.500 5.500 Beam Depth in! 5.500 5.500 5.500 7.500 End Fixity Pin-Pin Pin-Pin Pin-Pin Pin-Pin Le: Unbraced Length ft1 0.00 0.00 0.00 0.00 Member TypeSawn Sawn Sawn Sawn Loads ,,, e adi•Js.�ra3„z"r. ,r„ ..., -s ,,. rnaxarzta a-.mx;sem" as . ,..;-*4we stx s„ -,.,. ", '' . _ .. xasar' ,.. -. ., s<' - -- DeadLoad Used This Span? Yes Yes Yes Yes Dead Load #/ft'! 10.00 10.00 10.00 10.00 Live Load #/ftl Point#1 Dead Load lbs 20.00 20.00 45.00 45.00 Live Load lbs 300.00 300.00 150.00 150.00 @ X ft 3.540 3.540 2.940 2.940 Point#2 Dead Load lbs 20.00 20.00 Live Load lbs 300.00 300.00 @ X ft I 5.520 5.520 Point#3 Dead Load lbs' 20.00 20.00 Live Load lbs I 300.00 300.00 @ X ftl 9.190 9.190 Point#4 Dead Load lbs i 45.00 45.00 Live Load lbs!, 150.00 150.00 @X ftj 11.670 11.670 Results . .1,_,,s54,'NY ., ,q4 7 r'-:PAkJ` for ....T' ,'t.%rn .e *Yw49'v{ ,'A�:'6.Y^LJ.:.< 'tir:llfi'ealk YFf ,N'. 6%69fFAWd."z,... ie• inflgYi'. .' ,.:"r43R%", Mmax @ Cntr in-k, 7.5 7.5 26.1 26.1 @ X= ft 3.53 3.53 5.55 5.55 Max @ Left End in-k!: 0.0 0.0 0.0 0.0 Max @ Right End in-k 0.0 0.0 0.0 0.0 fb:Actual psi 271.5 271.5 943.0 507.1 Fb:Allowable psi1,400.0 1,400.0 1,400.0 1,400.0 Bending OK Bending OK Bending OK Bending OK Shear @ Left k; 0.20 0.20 0.51 0.51 Shear @ Right k'', 0.20 0.20 0.65 0.65 fv:Actual psi 9.5 9.5 31.8 23.2 Fv:Allowablepsi!, 170.0 170.0 170.0 170.0 Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL @ Left k 0.05 0.05 0.12 0.12 LL @ Left k 0.15 0.15 0.39 0.39 Total @ Left k 0.20 0.20 0.51 0.51 DL @ Right k, 0.05 0.05 0.14 0.14 LL @ Right kl 0.15 0.15 0.51 0.51 Total @ Right k' 0.20 0.20 0.65 0.65 Max.Deflection in( -0.036 -0.036 -0.502 -0.198 @ X= ft3.53 3.53 6.50 6.50 Query Values __ ami ._...w.'b .,...., tN"% ,�2.,.'..f"kN?+ T4•,' �_ ...,,. .° �A�% t.3°,.7w. 4= ;vrk+xA.- BA cT .5 if3h;EiF'L:S..n.E.Y/.F2......N.w°Mn✓ .. ,'ia�"./FS;k-,c E9l� > z 4- Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E.25th Avenue Dsgnr: JAT Date: 8:48AM, 23 AUG 16 Portland, OR 97214 Description :Patio Roof Structure Scope: Framing and Foundations Rev: 580000 User KW-0605944.Ver5.8.0.1-Dec-2003 Multi-Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software rand schumock remoderecw:Calculations n: Description Beams-6x10 DF No. 2 General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined _ ro'.'iy'..c.,vw/ a.Yr�„Y"�. ,,,est k' .,,e43YY .K,,.-s .M.'1 xF..:,kv"AY. •••�i3..%.d.. ,c.,,, �ri .,,.& .+v-�3Lvva .P>.s�df�i'�. ate,n?y„✓ ..rte„ fi, ,..,... .,7"%;�:d2 w.._5n2-m?R,van' G`.,:. ',.:. Douglas Fir-Larch, No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi All Spans Considered as Individual Beams Fv: Basic Allow 170.0 psi Load Duration Factor 1.000 Timber Member Information .�. � . , a Description ' A B - i Span ft; 7.07 13.00 Timber Section i 6x10 6x10 I Beam Width in 5.500 5.500 Beam Depth int 9.500 9.500 End Fixity Pin-Pin Pin-Pin Le: Unbraced Length ftl 0.00 0.00 Member Type l Sawn Sawn Loads - a- nv ,,,. ' a%<,. ,7 ,,, ._ ,4 7.V, ,; :: -.s:.', - . ..a' .'' ., a , Live Load Used This Span? Yes Yes Dead Load #/ft I 10.00 10.00 Live Load #/ftj Point#1 Dead Load lbs 20.00 45.00 Live Load lbs 300.00 150.00 @ X ft l 3.540 2.940 Point#2 Dead Load lbs, 20.00 Live Load lbs 300.00 @ X ft 5.520 Point#3 Dead Load lbs 20.00 Live Load lbs 300.00 @ X ft9.190 Point#4 Dead Load lbs'; 45.00 Live Load lbs; 150.00 @ X ft'I 11.670 Results �. .,� Mmax @ Cntr in-ki 7.5 26.1 @ X= ft. 3.53 5.55 Max @ Left End in-ki 0.0 0.0 Max @ Right End in-kl 0.0 0.0 fb:Actual psij 91.0 316.1 Fb:Allowable psi 875.0 875.0 i Bending OK Bending OK Shear @ Left kl 0.20 0.51 Shear @ Right k!, 0.20 0.65 fv:Actual psi 5.4 18.3 Fv:Allowable psi 170.0 170.0 Shear OK Shear OK Reactions&Deflection DL @ Left k 0.05 0.12 LL @ Left k, 0.15 0.39 Total @ Left k I 0.20 0.51 DL @ Right kl 0.05 0.14 LL @ Right k 0.15 0.51 Total @ Right kl 0.20 0.65 Max.Deflection in, -0.009 -0.127 @ X= ft; 3.53 6.50 Query Values 5 Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E. 25th Avenue Dsgnr: JAT Date: 5:20PM, 25 AUG 16 Portland, OR 97214 Description:Patio Roof Structure Scope: Froming and Foundations Rev: 580000 User:KW-0605944,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software rantly_schumock remodel.ecw Calculations ` rammyffizonnimmonommimenommismc Description Beams Supporting Roof Trusses General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined.,. Douglas Fir-Larch, Dense No.1 Fb: Basic Allow 1,550.0 psi Elastic Modulus 1,700.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member Information 7 � .. : Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E. 25th Avenue Dsgnr: JAT Date: 6:01PM, 20 SEP 16 Description :Patio Roof Structure Portland,OR 97214 Scope: Framing and Foundations Rev 580000 Page 1 User.KW 0605944.Ver 5 8 O.1-Dec-2003 Multi Span Timber Beam andy_schumock_remotlel ecw Calculations (c)1983-2003 ENERCALC Engineering Software _,, cic re l i '*^we:m•., -.., Description Beams Supporting Roof Trusses-C Sim. ------ ------ ------ General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000. Base allowables are user defined / Douglas Fir Larch,Select structural Fb: Basic Allow 1,600.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member Information #MAK+x'4'71 4. .. Description 1C Sim. C-LL l Span ft13.00 13.00 Timber Section 6x12 6x12 1 Beam Width in! 5.500 5.500 Beam Depth in! 11.500 11.500 End Fixity I Pin-Pin Pin-Pin Le:Unbraced Length fti 0.00 0.00 Member Type Sawn Sawn Loads «,s. , - 1 X46_SF. '4.°K1-..6 c�i;04..... Live Load Used This Span? ; Yes Yes Dead Load #/ft 125.00 Live Load #/ftl 175.00 175.00 Point#1 Dead Load lbs 680.00 Live Load lbs 1,140.00 1,140.00 @ 6.500 6.500 Results ,. < . Mmax @ Cntr in-k', 147.0 88.8 @X= ft', 6.50 6.50 Max @ Left End in-kl 0.0 0.0 Max @ Right End in-k! 0.0 0.0 fb:Actual psi, 1,212.8 732.7 Fb:Allowable psi. 1,840.0 1,840.0 Bending OK Bending OK Shear @ Left k' 2.86 1.71 Shear @ Right k', 2.86 1.71 fv:Actual psi 61.0 36.5 Fv:Allowable psi 195.5 195.5 • Shear OK Shear OK Reactions & Deflection „s ,74 7'4 ,'1.,.4,44 . .. >.,OVVIX,44 ,Z :.,.5 - .4, ,. .b . . ,r DL @ Left k, 1.15 0.00 LL @ Left k, 1.71 1.71 Total @ Left k! 2.86 1.71 DL @ Right k; 1.15 0.00 LL @ Right k'i 1.71 1.71 Total @ Right k I 2.86 1.71 Max.Deflection in -0.302 -0.182 @ X= ftl 6.50 6.50 Query Values Location ft 0.00 0.00 Moment in-k 0.0 0.0 Shear k I 2.9 1.7 Deflection in' 0.0000 0.0000 (O. 1 TESNER STRUCTURAL ENGINEERS • 1 534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 L,4-rcAL .OEs'G.`1 COAJT/O Co.J-'Ap SE/S.t.+/c GoVE2.4i. °veg. E57/At q7E SEASA•t c. ... chi ec.4‹ ..Pa-57S — (,vi.ve) :_ ClA.)774,e t/E2Eo Wt/G/'7 O/ TJX,e.Lc/,S An/2 4.i,4lik/ 57/Lc)GZa/LE C,oc,c.,01AN -'Y S7eA.0 57/20 G-7.2./2e 7A 6)4 4 wood PoS7- (77m43e-2 P/2AA4E) q 5 S u,Ae Ove-4/44/-,G . OX. . 2 = / %2 2. x*/2/.5 44.47-cw/es /eooA Ail = ( '2X5' 7) SSos 07,7'2 Ti2us65-5": ZO, 87 S // 3 I = /,0 CoN61,c�6 4-x 12 8E 5. .. S = �S�5� .. '27.73/tet 3 eco ON 4- 5/4)&5 CCo#... , f 7°876. GIPS � =<'.o)C /¢/ )(35)( .5 73 C 5 :2,5: e3..510,,.25). Tno hi/3 y folS4 -.J CLGJmAs6� Us6- c5'7a-C - 02 = 7S9 f- 44-0- .: ._,4 ......5✓ !2:oo ..... . Fa2- xiss 5"x G. x 3/ice / 1 iieg C o v S..nE2 .1.4i45,f.S7 c.ASE 0,48 V — Co. 8)(/'2,00)¢ - S-74:. #- L,,-, Lo Ao Ft2.oM 7, e -'5 (0,-7)6574) USE /S/'S/:. `oTZ 1 i6.c/7 V,16,0 !�/ # LI oD ED O.o 72u SSEp A00 ' A-44 ... /14 = .7o., 87 S .f- 69)02)(/.Cs/) we-iGyT of woo(' REA-44 S =:S/, 7 83 " ,i` v -08, SX/9.5)6/5-) E'.1a.753 3 y oto, 250 PS/ 4.(5%5104 S.3 3 sx-LX/3#/4 6 _ 5,o3 0 /¢- - do 74(Cs12411)(3S) 2)(7# 3) © (SG7tto/)02.5)3 _ // �? . . .. .. . .... . . 54-11 t 836 * Sob 3)(2-9xl04) /2 6)(e01,1811-) CO7ek5 4t FOR- SFcc),uog2y /CoS73-• Mv4,7/PLY 847.1 o'7 Fol SuPPo/z:r/,uG ?,t .,r o.vcy I 4�c.L.oW ABLE S?/SSS Al = (9)02..�(/4)/) = /o, gag A6 S'G.0 , A/v/4e vA -- I._y £67 .EES, 54 P4S.Ts. rid 41s-C. 3 %L X.3//z.x 344:, /0908, V = (o,¢8)(614-9) /6 = 2 g- _ 4722 ,ASI X324-a OK (c,1)632 ) A _ (/o/)(/o8) 3 (3.340 " UA so ¢ 0)(2.9x i(.14)6¢•03--) 5C07 # A00 S7 Project:RANDY SCHUMOCK REMODEL Proj. No.: ABOVE-GRADE STRUCTURES By: JAT Client:DESIGN GROUP NORTHWEST Date:AUG.2016 Sheet No.: 7 TESNER STRUCTURAL, ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214. Phone'.,503-239-9119 Fax 503-239-9122 F/ POST 1=0O77Ca F2 i° S 7 1c607-24.)G COtit,37tiJ6 d/2Ac//?5/ .. ti /200 ta 3 # - GO 445 Pie-45 m ie 681= 7xec...c./S Sii2c)cn.' SS C"AV/7 y 1-o*OS Do NGT * /2o° eoti702.0c. ,,G 3¢9a t 379p 46772y /=Com ,C/-!o `' ,AulA1 A'M Fol e 0 M Pit 2..E 1.../i7Tf G4�R4 Lt9.4-+D (-2 )( /a = /0, eSN 7 7) 4 / 7x4 G/20e T2-v S S f` ;/ACSL �PPc.P -r e ' 4& vE 7 S 0/S 7,2//�ciTia: �R'�O C0.07,20cS Se-e aile„n...caur"v7. = 4-/7O f ¢ A4Ef641 io'>7 JG 3 !0 i = ¢-70 jSOa PdP 7/45o , ,r 73 /500 USE 2' x 2' P( ,4 ) vim EA.►Sia,.) DETE/ZM<.JC OEP7/.,i FoR. e-A44e.o.0E,D "OLE Assuit4 - /./G AieD 6uf..�.4 c.E /5-0 Poi< P,.s Si VE ... /44-+00 //3 ht, S SEis• c oiFO i,-JG gPPe r ' 5-477,-/o/ — 6678 #. AT /ci '--S- HEiGH-7 (coNSv.) • SES 477A 60 04)7Pu7 1L eo ioortiU 5=3„ AT CQA?,4 ,J PoS7,5" C200f f 7,eec.c.i -) A-,up 5 =o 44/44 e LSE c^ /Ciee .. Project:RANDY SCHUMOCK REMODEL Proj. No.: ABOVE-GRADE STRUCTURES By: JAT Client:DESIGN GROUP NORTHWEST Date: AUG.2016 Sheet No.: B Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E.25th Avenue Dsgnr: JAT Date: 5:40PM, 5 SEP 16 Portland,OR 97214 Description:Patio Roof Structure Scope: Framing and Foundations Rev 580002 Page 1 User KW-0605944.Ver 5 8 0 1 Dec2003 Pole Embedment in Soil (c)1983-2003 ENERCALC Engmeenng Software randy schumock remodel.ecw Calculations i Description Main Post- 150 pcf allowable passive pressure General Information Code Ref: 1997 UBC 1806.8.2.1 2003 IBC 1805.7.2,2003 NFPA 5000 36.4.3 • s:d.�b: „`:•.,E�'" ,vai,wa;: .C:,».isrii„.,:g..nh.': ,^7.9.1Y;.z .. `^'w .J5<�"M51 s6N.nr'+d:`Xf':'-:Yffi:m _,�::',,,j. r�P7£%m,N.41:#rS+1vBd+b+? i::_ ,., Allow Passive 150.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 668.00 lbs Load duration factor 1.330 distance from base 10.420 ft Pole is Rectangular Width 24.000 in Distributed Load 0.00#/ft No Surface Restraint distance to top 0.000 ft distance to bottDm 0.000 ft Summary Moments @ Surface... Point load 6,960.56 ft-# Total Moment 6,960.56 ft-# Distributed load 0.00 Total Lateral 668.00 lbs Without Surface Restraint... Required Depth 5.250 ft Press @ ,/3 Embed... Actual 342.46 psf Allowable 343.98 psf 9 Tesner Structural Engineers Title: Remodel for Randy Schumock Job# 1534 S.E. 25th Avenue Dsgnr: JAT Date: 12:40PM, 3 SEP 16 Portland,OR 97214 Description :Patio Roof Structure Scope: Framing and Foundations Rev 580002 User KW 0605944.Ver 5.8.0,1-Dec-2003 Pole Embedment in Soil Page 1 1 (c)1983-2003 ENERCALC Engineering Software randy schumock remodel.ecw:Calculations 0 a, ": &c%ff.:;;s7 is*0',', �".'" - .fl'r;z v'snn;E3;.Z"r4'iR✓:M* ..3..<.e.,,..,. >,+r'.,,iaw; A:"mAa.» ^, nr" w§ . -,.,u,r.as,sw;:• ' ..::.r. 3 'rre s-.,.....: Description Post- 150 pcf allowable passive pressure General Information Code Ref: 1997 UBC 1806.8.2.1,2003 IBC 1805.7.2,2003 NFPA 5000 36.41k „. .,'t'-r.,vn YAY ,...:-.- «. ...a .d.",.:+y"C'2`".�:^:`._:. X':�".i.&::.. ,j .44» (,t . Y s Yb.fl r b t`Pf'N k.::> =5✓,bi,pCAY'4'k �S;.r.,.: J' :M19,'^§;l7, �'.,.�xi✓rc4h w., ;F Allow Passive 150.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 567.00 lbs Load duration factor 1.330 distance from base 10.420 ft Pole is Rectangular Width 24.000 in Distributed Load 0.00#/ft No Surface Restraint distance to top 0.000 ft distance to bottom 0.000 ft Summary i..,,,,, y Moments @ Surface... Point load 5,908.14 ft-# Total Moment 5,908.14 ft-# • Distributed load 0.00 Total Lateral 567.00 lbs Without Surface Restraint... Required Depth 4.875 ft Press @ 1/3 Embed... Actual 322.40 psf Allowable 323.57 psf /0 Title: Remodel for RandySchumock Job# Tesner Structural Engineers 1534 S.E.25th Avenue Dsgnr: JAT Date: 5:38PM, 5 SEP 16 Portland, OR 97214 Description :Patio Roof Structure Scope: Framing and Foundations Rev: 580002 User:KW-0605944,Ver 5.8.0,1-Dec-2003 Pole Embedment in Soil Page 1 (c)1983-2003 ENERCALC Engineering Software randy_schumock remodeLecw.Calculations K- � .^:o�••,,..��;_. - - - _ - .a,.. - :'rte'.% ..,.:. ,ar; ✓awa..rs; -;war_,-.:s.-;;,, c ,-. ,.,- .,E, Description Trellis Post- 150 pcf allowable passive pressure General Information Code Ref:1997 UBC 1806.8.2.1,2003 IBC 1805.7.2,2003 NFPA 5000 36.4.3 g: Allow Passive 150.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 101.00 lbs Load duration factor 1.330 distance from base 9.000 ft Pole is Rectangular Width 18.000 in Distributed Load 0.00#/ft No Surface Restraint distance to top 0.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 909.00 ft-# Total Moment 909.00 ft-# Distributed load 0.00 Total Lateral 101.00 lbs Without Surface Restraint... Required Depth 2.875 ft Press @ 1/3 Embed... Actual 183.59 psf Allowable 183.99 psf // 1 1 0 DIMENSIONS AND SECTION ......impor,, ,„,,,,,„„k„,„,„,,,, ,.., ,„,, ,,,.,,,,,,._ , ,,, „, t„.,,, \a�^" P� FY's PROPERTIES OF SQUARE HSS k.$, � � �� , iglj ,tk.$,` ' 4'1,,, t :‘-k;.1, ' ','A t + ' 't., ' ° riiii ,,,,;,,,,,f, ,,,,,,,,, .,,:,, , ,'3 z„ 1 .7;;‘... Torsional Torsional Weight Wall Cross Stiffness Shear Surface Nominal Size per Thickness Sectional Constant Constant Area Foot t b/t h/t Area I S r Z J C Per Foot in. in. in. lb. in. in.2 in.4 in.3 in. in.3 in.4 in.3 ft.2 6 x 6 x 5/8 42.30 0.581 7.3 7.3 11.7 55.1 18.4 2.17 23.2 94.9 33.4 1.83 1/2 35.24 0.465 9.9 9.9 9.74 48.2 16.1 2.23 19.8 81.1 28.1 1.87 3/8 27.48 0.349 14.2 14.2 7.58 39.4 13.1 2.28 15.8 64.6 22.1 1.90 5/16 23.34 0.291 17.6 17.6 6.43 34.3 11.4 2.31 13.6 55.4 18.9 1.92 1/4 19.02 0.233 22.8 22.8 5.24 28.6 9.54 2.34 11.2 45.6 15.4 1.93 3/16 14.53 0.174 31.5 31.5 3.98 22.3 7.42 2.37 8.63 35.0 11.8 1.95 1/8 9.86 0.116 48.7 48.7 2.70 15.5 5.15 2.39 5.92 23.9 8.03 1.97 51/2 x 51/2 x 3/8 24.93 0.349 12.8 12.8 6.88 29.7 10.8 2.08 13.1 49.0 18.4 1.73 5/16 21.21 0.291 15.9 15.9 5.85 25.9 9.43 2.11 11.3 42.2 15.7 1.75 1/4 17.32 0.233 20.6 20.6 4.77 21.7 7.90 2.13 9.32 34.8 12.9 1.77 3/16 13.25 0.174 28.6 28.6 3.63 17.0 6.17 2.16 7.19 26.7 9.85 1.78 1/8 9.01 0.116 44.4 44.4 2.46 11.8 4.30 2.19 4.95 18.3 6.72 1.80 5 x 5 x 1/2 28.43 0.465 7.8 7.8 7.88 26.0 10.4 1.82 13.1 44.6 18.7 1.53 3/8 22.37 0.349 11.3 11.3 6.18 21.7 8.67 1.87 10.6 36.1 14.9 1.57 5/16 19.08 0.291 14.2 14.2 5.26 19.0 7.61 1.90 9.16 31.2 12.8 1.58 1/4 15.62 0.233 18.5 18.5 4.30 16.0 6.41 1.93 7.61 25.8 10.5 1.60 3/16 11.97 0.174 25.7 25.7 3.28 12.6 5.03 1.96 5.89 19.9 8.08 1.62 1/8 8.16 0.116 40.1 40.1 2.23 8.80 3.52 1.99 4.07 13.7 5.53 1.63 41/2 x 41/2 x 1/2 25.03 0.465 6.7 6.7 6.95 18.0 8.02 1.61 10.2 31.3 14.8 1.37 3/8 19.82 0.349 9.9 9.9 5.48 15.3 6.78 1.67 8.36 25.7 11.9 1.40 5/16 16.96 0.291 12.5 12.5 4.68 13.5 5.99 1.70 7.27 22.3 10.2 1.42 1/4 13.91 0.233 16.3 16.3 3.84 11.4 5.08 1.73 6.06 18.5 8.44 1.43 3/16 10.70 0.174 22.9 22.9 2.93 9.02 4.01 1.75 4.71 14.4 6.49 1.45 1/8 7.31 0.116 35.8 35.8 2.00 6.35 2.82 1.78 3.27 9.92 4.45 1.47 4 x 4 x 1/2 21.63 0.465 5.6 5.6 6.02 11.9 5.95 1.41 7.70 21.0 11.2 1.20 3/8 17.27 0.349 8.5 8.5 4.78 10.3 5.13 1.46 6.39 17.5 9.14 1.23 5/16 14.83 0.291 10.7 10.7 4.10 9.14 4.57 1.49 5.59 15.3 7.91 1.25 1/4 12.21 0.233 14.2 14.2 3.37 7.80 3.90 1.52 4.69 12.8 6.56 1.27 3/16 9.42 0.174 20.0 20.0 2.58 6.21 3.10 1.55 3.67 9.96 5.07 1.28 1/8 6.46 0.116 31.5 31.5 1.77 4.40 2.20 1.58 2.56 6.91 3.49 1.30 16 NS ANDECTION10 �ENS � �.�0 DIM . . , _� w ' ,1'' „t, REi i,,,,, `s x ',.,,, - ..- a . DRODERTIES � �. mg le,,,„,v...z.,-Y t);=,,-.=,,=.-" 1 il = i ' t.'- Torsional Torsional Weight Wall Cross Stiffness Shear Surface Nominal Size per Thickness Sectional Constant Constant Area Foot t b/t h/t Area I S r Z J C Per Foot in. in. in. lb. in. in.2 in.4 in.3 in. in.3 in.4 in.3 ft.2 31/2 x 31/2 x 3/8 14.72 0.349 7.0 7.0 4.09 6.48 3.70 1.26 4.69 11.2 6.77 1.07 5/16 12.70 0.291 9.0 9.0 3.52 5.84 3.34 1.29 4.14 9.89 5.90 1.08 1/4 10.51 0.233 12.0 12.0 2.91 5.04 2.88 1.32 3.50 8.35 4.92 1.10 1/ 6 8 5.61 0.116 27.2 27.2 1.54 2.90 1.66 1.37 1.93 4.58 2.65 1.13 3 x 3 x 3/8 12.17 0.349 5.6 5.6 3.39 3.77 2.51 1.05 3.25 6.64 4.74 0.90 5/16 10.58 0.291 7.3 7.3 2.94 3.45 2.30 1.08 2.90 5.94 4.18 0.92 1/4 8.81 0.233 9.9 9.9 2.44 3.02 2.01 1.11 2.48 5.08 3.52 0.93 3/16 6.87 1/8 4.75 0.116 22.9 22.9 1.30 1.78 1.19 1.17 1.40 2.84 1.92 0.97 21/2 x 21/2 x 5/16 8.45 0.291 5.6 5.6 2.35 1.82 1.45 0.879 1.88 3.20 2.74 0.75 1/4 7.11 0.233 7.7 7.7 1.97 1.63 1.30 0.908 1.63 2.79 2.35 0.77 3/16 1/8 3.90 0.116 18.6 18.6 1.07 0.998 0.798 0.965 0.947 1.61 1.31 0.80 21/4 x 21/4 x 1/4 6.26 0.233 6.7 6.7 1.74 1.13 1.00 0.805 1.28 1.96 1.85 0.68 / 6 3.48 0.116 16.4 16.4 0.96 0.712 0.7052 0.847 0.835 1.04 1.60 1.48 0.633 0.863 0.755 1.15 1.05 180.72 2 x 2 x 1/4 5.41 0.233 5.6 5.6 1.51 0.745 0.745 0.703 0.964 1.31 1.41 0.60 3/168 1.09 3.05 0.116 14.2 14.2 0.84 0.486 0.486 0.761 0.584 0.796 0.817 0.63 1 3/4 x 1 3/4 x 3/16 3.68 0.174 7.1 7.1 1.02 0.405 0.462 0.630 0.585 0.699 0.844 0.53 1 5/8 x 1 5/8 x 3/16 3.36 0.17416 11.00 11.00 0.67 0.246 0.302 0.608 0.370 0.410 0.522 0.51 1/882.42 0. 1 1/2 x 1 1/2 x 1/8 0.235 0.314 0.528 0.406 0.414 0.592 0.45 6 3.04 0.116 9.9 9.9 0.61 0.188 0.251 0.556 0.309 0.316 0.438 0.47 1 1/4 x 1 1/4 x 3/162.400.174 4.2 4.2 0.67 0.121 0.194 0.425 0.259 0.218 0.383 0.37 1/880.116 7.8 7.8 0.49 0.101 0.162 0.454 0.204 0.174 0.292 0.38 17 9/2/2016 Design Maps Summary Report S Design Maps Summary Report User-Specified Input 775 c�.�ci{ S��e `use ) Report Title Randy Schumock Residence Remodel Fri September 2,2016 23:14:27 UTC Building Code Reference Document ASSard ;whicCE h ut7-10ilizes t1SGStandhazard data available in 2008) Site Coordinates 45.43083°N, 122.77181°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III * ortiand Gros Beaverton �r . : y11; C � 1 , egc F , y yyyt'' G 1.111 �9> F S WOO � 4E Oregon City USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S1 = 0.423 g 5M1 = 0.667 g S01 = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.88 1.10 0.80 0.55 0.72 0.00 0.04 0.77 0.50 In 0.00 Ch 0.le CA 0.55 i 0.40 0.44 0.32 0.33 0.24 0.22 0.10 0.11 0.08 t.000. �t 0.00 0.00 0.20 0.40 0.00 0.80 1.00 1.20 1.40 1.00 1.90 2.00 0.00 0.20 0.40 0.00 0.80 1.00 1.20 1.40 1.00 1.00 2.00 Period, T(set) Period, T(set) For PGAM, T�, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to he accuracy of the data contained therein.This tool is not a substitute far technical subject-matter knowledge. http://ehp1-earthguake.cr.usgs.govidesignmaps/us/sum m ary.php?tem pl ate=minimal&l atitude=45.43083389831591&l ongitude=-122.77181375736961&sited ass=... 1/1 9/3/2016 Design Maps Summary Report Design Maps Summary Report f-a,. oi_c. fc..) a� User-Specified Input aoicii^e ss si 1e, Report Title Schumock Residence Remodel Sat.September 3,2016 19:45:35 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 20�)8) Site Coordinates 45.41726°N, 122.79608°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III orxu an a Gt 140USGS-Provided Output S5 = 0.958 g SMS = 1.070 g Sos = 0.713 g S1 = 0.420 g SM1 = 0.664 g S01 = 0.4,3 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE1 Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.20 0.5G 0.77 0.4.2 Ten 0x.661:n @ 0.40 ' oss tn 0.22 0.44 0.24 0.22 0 0.22 .16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.G0 0.20 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.00 1.O0 1.20 1.40 1.GO 1.00 2.00 Period. T(sec) Period. T(sec) For PGA,, TL, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum mary.php?tem pl ate=minimal&latitude=45.41725908244321&longitude=-122.79608105721383&siteclass... 1/1 • • - revnAT-C Do-A:floor, B I:)/i3/11 Flue•..1.4ng/ploc..inoll CI,ono.e. Added 2 holes al bollom corners • 5/31/17 Sel oil faslennq holes al .5from corners U 3/24/14 Home change Irem control panel for sroaa/san 11.1011 la CT-Conlrat Panel,Added a nalch tor Al SmIch .50 .50 .50 ED 0 .187 • 0.375 • ? 3 6.38 4.48 r•52 _ 3.77 • .7 1.43 1.03 .50 l•PC.N1 I • (4)------ .50— 6.38 uNLE,..,OIIEIrWOF SrFliFIED DRAM Be 1)/aCt ITT lb 3-24-14 OutUo"OrGreatRoom corn 13 el IS y- • C.HECITD Alt MI It: 11,0 rc ,01.r.r4ANas! Cl -Conlrol panel fIFSINALS1 p rEttlAt.• Itt-V1510N I.Cliar VAN'NUMMI:: t,gtt nr; Cold I oiled :deo! 10001 DK 20ga •_ • ••___ • UP: 010 1 al I _ DATE 09/06/16 PAGE 1 (.r :.tcl{le Ci`..: ORDER DATE / / DELIVERY DATE / / ORDER# I ORDERED BY QUOTE# 16-MM6907 CUSTOMER PO# PRECISION TRUSS&LUMBER,INC. CONTACT Terry Sprague SALES REP Mike Merriman x126 11550 SE Jennifer Street CONTACT PHONE# 503-367-8643 TERMS COD Clackamas,Oregon 97015 QUOTE MM 09/06/16 Phone:(503)656-2983 Fax:(503)656-2647 www.preasiontrussandlumber.com Quote void after: 09/16/16 OAHT 3'-4 3/8" LAYOUT MM 09/06/16 of Design Group Northwest JOB NAME:Design Group Northwest LOT# PLAN:Randy Schumock Patio Cover JOB CATEGORY: Residential L a DELIVERY INSTRUCTIONS: - Pick-Up Truck Delivery? s n SPECIAL INSTRUCTIONS: OVERHANG INFO HEEL HEIGHT 2x4 Email:designgroupnorthwest@comcast.net END CUT RETURN (o Tigard, OR PLUMB GABLE STUDS 16 IN. S The truss configuration in the profile box below may be modified to reflect on hand inventory. LOADING TCLL-TCDL-BCLL-BCbL STRESS INCR. ROOF TRUSSES INFORMATION 25.0-7-0-10-42.0, 1.15 ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) PROFILE QTY PITCH TYPE BASE II 0/A LUMBER OVERHANG CANTILEVER STUB PLY ii TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT _....estlf>.t FT TERM 1 4.00 0.00 A01 14-05-08 14-05-08 2 X 4 2 X 4 02-06-00 02-06-00 ___s_ CORNER 4 2.83 0.00 HIP-A 09-03-10 09-03-10 2 X 4 03-06-07 U JACK-OPEN 4 4.00 0.00 JA01 06-08-00 06-08-00 2 X 4 2 X 4 02-06-00 -04-09-13 JACK-OPEN G� 4 4.00 0.00 JA02 06-08-00 06-08-00 2 X 4 2 X 4 02x06-00 -02-09-13 _ JACK-OPEN — 4 4.00 0.00 JA03 06-08-00 06-08-00 2 X 4 2 X 4 02-06-00 -00-09-13 JACK-OPEN 2 4.00 0.00 JA04 06-08-00 06-08-00 2 X 4 2 X 4 02-06-00 JACK-OPEN 4 4.00 0.00 JAS01 01-11-04 01-11-04 2X4 2X4 02-06-00 -00-01-01 ‘ JACK-OPEN Gam 4 4.00 0.00 JAS02 01-11-04 01-11-04 2X4 2X4 02-06-00 01-10-15 JACK-OPEN 4 4.00 0.00 JAS03 01-11-04 01-11-04 2 X 4 2 X 4 02-06.00 03-10-15 ITEMS I QTY ITEM TYPE SIZE LENGTH NOTES UNIT TOTAL FT-IN-16 PRICE PRICE 14 2 X 4 BLOCKS ( 2 X 4 SOLID BLOCKS r I 14 2 X 4 BLOCKS 2X4 VENT BLOCKS-DRILLED 14 Hangers JUS24 28 , Hurricane Ties RT7 I Mitek's Engineering recommends that Stabilizers be installed during truss erection.They are available for$89.00 per box of 50 Stabilizers. Notice to Buyer Signature: TOTAL $845.00 Precision Truss&Lumber is acting as a supplier,not a subcontractor. PLEASE CAREFULLY EXAMINE THE Net-1% TRUSS UST ABOVE AS TO CORRECT QUANTITIES,PITCH,SPAN,OVERHANG,ETC. Trusses are built to $836.55 your order and cannot be canceled or returned for credit,unless special arrangements can be made. We will (See Below) furnish only those items and specifications as listed above. If legal action is required for collection,buyer agrees to Statements are mailed at time of delivery.1%DISCOUNT if paid be responsible for suppliers reasonable attorney fees and costs incurred in pursuing collection.ANY REPAIRS by 10th of following month.Discount applies to CASH/CHECK MUST BE APPROVED BY THE MANUFACTURER,TO RECEIVE A REIMBURSEMENT. Top plate delivery is atpayments only.PLEASE LIST EACH PAYMENT BY JOB the discretion of our truck driver. He must be able to enter and exit without assistance. Contractor must assume NUMBER Accountspast due subject to 1 1/2"/service ch responsibility and cost(of tow truck and crane truck standby time)if assistance is needed,and of any damage to charge property. Sheath trusses ASAP to prevent warpage. On job time 1/2 HR . Additional crane time will be charged per month,(18%per year).No exceptions. at$175 per hour.