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Specifications /LLST 1.d/)e05- 7 r�cr Sw ce✓✓✓rte Project: Chapman Residence Patio Cover c 9564 SW Sattler St. RECEIVED Tigard, OR 97224 ..€ 84727 MAY 1 6 2017 Client: Joe Burnett CITY OF TIGARD Champion Window of Portland, LB1JILDING DIVISION 13009 NE David Circle lA C Portland, OR 97230 lExPiRES" 12/31/17 Scope: To provide structural calculations for a patio cover and its attachment to an existing light wood framed residence at the above listed project address. Elements not specifically reference in these calculations are outside the scope of this design and are assumed to be designed by others. References: 1 SEI/ASCE 7-10, Minimum Design Loads for Buildings and Other Structures,American Society of Civil Engineers(ASCE) 2 2012 International Building Code (IBC) 3 2012 National Design Specification for Wood Construction,American Wood Council (NDS) 4 Drawings provided by client: "4" Wall System with Studio Style Roof" dated 11/14/13, Champion Window project#5619 Chapman dated 2/17/17 C Table of Contents Scope .._ 1 References 1 Table of Contents 1 Drawings 2 Design Criteria 4 Design Calculations 4 Structural Engineers,Inc. p. EPeterson I: 9400 SW Barnes Road,Suite 100 Project: 17-077 Date: 3/16/2017 Portland,Oregon 97225 Phone:503.292.1635 Fax 503.292.9846 �--" Designer: KEJ Sheet: 1 of 20 Drawings SW SAT TLEf? ST, , 1,,i4c,,,,w1i, 3,,,,1:1 , ,, c voitivvww(( '0 :tili' 04roX,:otveztvi,o.'t,ivil: ,),•*=''t,,,,,f4t.''' 0',/t.fil-KAOk,) , i IND4,:txx, sttit„ r _ ,r, ,PV,J,WrftPfG S-11,StP ,,I 4e1'l''''''''''C'''''''''''''''''''C'''' , A yicvpifi_ , 4iC,Stee VNtrAX V‘I,ZVOA2'ox..-,v,'rif,44-1„,' 41:46.1,36140 , et. 04,9t0 - 5040'.,' ., :.`".-..,. Wi l'a400;:'5 ji , . ,- .. . , ., . . , . ...-• .--1- . .,,,, • ippo4gcskt., toz,* 4E1<741140. c,...sr. f • ,- .,-. . 1 ,'''''''.''.: ,.'- g , , , . . , . . . ottOne*v',*t?'' .,. ...,, ... . . ..., . . . . PM , _ ' ',..,., 63(X' 'iC.e''4'119F'('W X1.147 . .„..- ,,,, .„„„.. _ . _ .a..A.,. ,,,,... ' , , - , , . - - x --- 2 ,k".4#At. f.i0,i,1 1f0110, , , ,.,,. tfic'fiatib,Ztalf r ' .e.k.,••• , 4,,::.,,, •.• ..,. 6.41. F 145'itiN f,Ci vit 1,'t 417#':,Ilitzw:A:it::,I,i,,.,.1,, '' s''fPi/101 L 511°'41E. CI't*t$''Iti act-1aq To fItt,ti rtAA-,e;?v,ext, ‘,..E.> tiausE N4 CE) rite.i< alik1111 ,0 a (N> PURCE4 C1.1.°41EF 93,..*149 50,00* Site Plan ,„,—, sPeterson Structural Engineers,Inc. 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Phone:503.292.1635 Fax:503.292.9846 Project: 17-077 Date: 3/16/2017 PETERSONSTIUJCTUFIALEIICVIEERS Designer: KEJ Sheet: 2 of 20 — — -----.. Drawings CE> HOUSE A (E) FAMILY •:E) KITCHEN :---- CE) DINING (E) PATIO DR. (E) WINDOWS Co.WOOD DECK CE) NOOK <E) TERRACE ABOVE DECK CE) WINDOWS / COFLJI & bLAM h Ns \ \\ \\ (E) WOOD DECK \ (E) 'WOOD DECK \ / / CD STEPS r ✓' <E> STEPS EXISTING PLAN SE) HIJUSE f A/ Iii CO FAMILY CO KITCHEN (E) DINING KE) PATIO DR. / (E)WINDOWS �/ • ..F. \ . .—.--.. LE)CANTILEVER--f \ 1 (E) NOOK Q �.--"."/ <E> WOOD DECK c (E) VINDBWS +N> POPCH COVER—" < (N) 4x12 8M.---., \ CO WOOD DECK \<)\:. 6^ 12'-(Y j,' \\ �/ (L) J ILYS \_- - _ 1 (E) STEPS PROPOSED PLAN in 94 E Peterson00SW Barnes StructuralRd,Suer1Inc. ___ P mioad,suite lo0 o Project: 17-077 Date: 3/16/2017 Portland,Oregon 9722 Phone:503.292.1635 5 masa minim FN6(!I, f Fax:503.292.9846 Designer: KEJ Sheet: 3 of 20 Design Criteria Location Latitude: 45.410066 Longitude: -122.77518 Gravity Loading Dead-Wood Framed Roof 15 psf Dead-Awning 10 psf Dead-Sleeping Room 12 psf Live-Roof 20 psf Live-Sleeping Room 30 psf Snow-Roof 25 psf Note:Snow load controls over roof live load for structural design. Wind Loading Risk Category: II Exposure B V=Basic Wind Speed=120 mph Seismic Loading Soil Class D Sm. 0.715 g 5D1= Soil Design Values The following assumed soil design values are used. yP=Soil Passive Lateral Pressure=200 pcf (Pb)a=Allowable Soil Bearing Pressure=1500 psf EPeterson Structural Engineers,Inc. 9400 SW Barnes Road,Suite 100 Project: 17-077 Date: 3/16/2017 Portland,Oregon 97225 Phone:503.292.1635 KETEASONSt IMUMM E RS Fax:503.292.9846 Designer: KEJ Sheet 4 of 20 . .... , lig ...%,th,,, resign Maps Summary Report User-Specified Input Report Tide Chapman Residence Patio Cover Thu March 9.201.7 19:384g UTC ealklitog Code Reference Document ASCE 7-10 Stanclotri (which ti7es USiGiS hazard data available in 2C08) Site Coordinates 45.41007*N, 122.77518*W Site Soil Classification Site(Jess D-l'Stiff Soil" Rick Category Wit/TU irei''-n-,;':3',1!'-,-;47 '1V1," ';'::•'.'":-'d'''''':::.* 4:'4-i,-,:e25';',%•i(,'-'.:•Z';',ei- 'iii: ::,ilLi,i '''-'-'-'271 k 1%iielAki, Vi*:'"-.'0.,'•:•,0:=2.',i:,6-ildtrii:.;"5.„,,:-.; '""'"."-'"'•'' '.." 7,'.','''''' W-eilf.;• .;"briA„, .sii„,„, i'b:, „„,',.-:, ‘,r•• ,,-,-i-' ,•„•.7.1". '• i;;;;:ri•tc*b "40.'•75R''''''"'-'44:':•::t-t ' ti'' Iii= 40,-•;-e--,°',w,—,-,, *-',...!''''''.,.4 ',.'',1.f:'*,,,.4.,4: •4''', ';:l'?'''':!'5''''',:i :114,'''''-;',;,, ''f& ;''."-2,2, .'1'.0.4-2:1„4/10,ier:4t2 i.;_'fkrj,,,,e It wo,,,,i.T,..,/:,,,,.; ,,e, '''' ''4:'4.--1'''''74°' ''''''' 4';;2WPF::,,W*ii-eTi, ';e•-:-,i,:",74nr'''':, '',,.', fki,.-:,., ,f,;-0,!:,.0, -,'-'-'• ,,03,,:lblie '1,‘ .--,-<''Xi•Pl'Ar :•-.1'::;,•'‘i • ,iirtr,'"-- •(/'-i8b,..,i•--,v,•„.ebiiii •,:ii-e,,,,,..0..iiiii-iii,fic:i,;,..,,-..,:ei,:iii,..,,,,9,41..T4TT y/A.4.;.-",,T,T-.T.:',.,,. 1,,214,'".;24e,e22:222-:,24.,.2•-,-F .2.7.24/:„....>,-inn ,;222 . 1, 24',.:e4te'''..4, e' ''Iff°,45%'''r'''II', '',r24;t/-17,-;?,';'T; tit.4-'''';'".°' „,0'''" •'::::P '''..::NSJI:':;':4; '' ?.:• ': '''',:tAit,', 4:);;I:;4 "'' '',' "t', 'ff'"" .°''atitt,4:VP„.'e $k:V. ,,• '',/ ',:ifr'''''!'I''4::t'',.,‘,ig;''' ,Z 'Ai 1.#44,':1.g.,:.,',' :: :AA'.af.i,i, :,,,,','-'(% r4:1!"'.'„::' ''-'-' '. :-,i:".1-,' „0„,,,,, ....„ :...A.......... ,,„.....,:::„.,4,,,, -4., ew,..„, 214.2, ''4,2;;;,,2'•2.. YiP - '4 ii,,,.4,t-.e,4?k?4'-•'•a11--:<:q,'"V'':',:;•' a t:',0",t,'t-,AtittittAlyt'.rt,-i,,,t,,*-.'T,,;f1"",,T,:..",.:2.7'4)';,"; 2Yt':`-.4''.•:X,`•.‘''/K,..,Y/7',;:.-' --2. 4147,,, ':. ...,:e:'.. ri..:, ,;;;;ii•bei ,,,,..,.• ..A.,,,,,,,,i,t...„,,,,,,,,,,,,,,:,,,,;„,,,,,,,,,,,4,,,„„,- .5..., „,.. , ..... ,,,,,,,,,,,,, ..4t;',6 4,,,,..i•iee-el..- • ,4 If-iiibe .....ii,- ,.,:• beep:, •,fi.•'* -••";','-1 ••47,'-''-i'; •/:'4if'',•-;i•Ai!Vrr,r"'iiii••••r:Ni)iikc.r440.,,,e:'', --,,r4 ---,,orip.-,:.:,'-.,,,,,I,,. '.,,00r,t.,.„,Ve`/,,5,,,,l','• ,2;$ (i:2,t,,,,s,',,,,-,-.44;„,‘ — • ; ' - t2.1., • ., ;2 ee "et'e'tlf.'•:* ,41V •',,P-1 •.:-' : 004qt'- .--: ,,--,--.,„ • -..,,, ,07" .- .- - ' " ' - '4' ' ''' ' •. '','`' '''''0," ''''.'7.a,'; .7'4; '';42.:4'''?,,,'.1'14407.4;' 7*, ";;.2iika,k ' ' , , '', '''.= „,„;•ieso ' "i,iiiii•4r •-,,,,, , , ' -- ;''' -fii,,''$"';,::'':''-;;;FIfiTr'';;;;:: ;,ivi,,<; 2:g'7W:.d•=T.:'4,!''''',''Clt,''''T,,,0,;,'P.;,,:"'' •4'.. 2,7t:':;' :::,•„,•',„,. 'if:I...I:,„,40:.„.40; , ',,, i; • ' at,i.„0„. ..:4iiie!..-br.r•.,...0%:01. 4.4:-., ,;.e.- ,-,:fe,w,..p.,,-,-;--,4e,;,4,--:7,, ,,4,,,,,,,‘ ....,... .,,,,-0....,...: •.2'.'2'22- ..„..22 :;',222Y2"-,',:2',:::..',...';;;;,,2 24.-4,.%.„,,, ,-,',„,, , ,,,x0;,:r2 ,.,•„42 ,•,, ITA ,,e,„„....22 ..,;e2.--24,..q4.22244,4,1222.,—,n ,,;.2• ..#2,22.• ,,,r,...e. 4..71,,,,er, ..i,i,..i.p4,7'1.i.''d ".4.4,4,7441. ,,,,:::,;';',L',,,,,,;:71,j 1,,!,,,, -1,L.:, .S,4,,-;;;....-44.,..:'':, ',,,,',.,....Z74.4.: ,', '4',..,-;'%./..54,a:,...,<Z,,,°,';?:::',','-7"'"..'''.41..i..i.:34e1:2',.. -,- .,.:::: ‘....,', , -;;,.),• ,,,,,z,,,.,*-t ,:•.• .,,,, ** USGS-Provided Output Ss = 0.961g Sims .-r-- 1.072 gSos --7-- 0.715 y St all 0.420 g Soli mo 0.663 g Sol e 0.442 g For information on how the 55 and 51 values above have been calculated from probabilistic(risle.-targebecl) and deterministic ground motioris in the direction of rniotimum horizontal rfteonse, rttease return to the adolication arid select the'2000 riSiinP"building code reference document. ICERitaboride Soectritirri Doter Rodoettat Speer-Ian ...,..M, 4,44, e ei ttta el u•-,..,, o - i in 4- 71. t 2F12 4,24 .3 A re •:.;., ••ia 1/h' '/5, 1421 221/ e'222a '222 2 221 14.1 •222,2 =53, 2 en e '22 A.2,.. 22.22- 1M 1 Al rn ''n>.: 'W' .55:-4-' 5 AC 1"1/ TT4,0c4T(sit‹,-) Peti...r.4,T(i.ris:} For P0A„1, 1,, C . end Ct., wiues, please view the ietatied report,. Aitho496 this informatipn is prodoct a the CiXie.C2n012?sgic2421 tS-2,,,N.CY s'5rt no venrr4ntne,?="sPrta,Ced,T,T iTT,Aidf T,s to th,c, attto-ilty yr'Litt2.**t*turttot**i Its*/•**.nits Lew!is nu.„is*tdottitutc-RAI trciirtit*1 ,,,ttilm.4,1...***Itit5 ktwvoittatt . ---"-- -------'rnma' Peterson Structural Engineers,Inc. 9400 SW Barnes Road,Suite 100 Project: 17-077 Date: E Fio 3/16/2017 Portland,Oregon 97225 Phone:503.292.1635 Fax:503.292.9846 PETERSON STIligilifiAL EliONEERS Designer: KEJ Sheet: 5 of 20 _-.. --- : '6eismii ase Sieg-Buiidtng' tructu'es File: 17477402 ifs ic.. •• g bili Ming Code iriformaori-Sei5 C Risk Category .• Latitude X44 2iC18 ASCE 7-10,Table 1.5-1 Longitude: 42;448254 Spectral Accel.,Ss O ,. ASCE 7-10 Figures 22-1 to 22-11 Spectral Accel.,Sl DAV ASCE 7-10 Figures 22-2 to 22-11 Long.Trans.Period,T. L6,0 sec.ASCE 7-10 Fig's.22-12 to 22-16 Importance Factor,I 4400 ASCE 7-10 Table 1.5-2 Soil Site Class D ASCE 7-10 Table 20.3-1 Structure Height,h„= 25:6(7) ', ft. Sohn*FOree ffisistinglyiteift` Light-framed(wood)walls sheathed with wood structural panels rated for shear.esistance Response Mod.Coef.,R= `6.50 ASCE 7-10 Table 12.2-1 Overstrength Factor,Q.= ASCE 7-10 Table 12.2-1 Defl.Amplif.Factor,Cd .O, • ASCE 7-10 Table 12.2-1 Building Height Limit= 65.0 ft,ASCE 7-10 Table 12.2-1 Building Height Okay for Seismic Force Resisting System Fundamental Period _ "k Actual Calc.Period,Tc= from analysis(calculated if blank) Period Coefficient,CT= 1/010 ,<: ASCE 7-10 Table 12.8-2 Period Exponent,x D,750 ASCE 7-10 Table 12.8-2 Approx.Period,Ta ., A224.; sec., Ta=CT*hnx, ASCE 7-10 Section 12.8.2.1,Eqn.12.8-7 Upper Limit Coef.,Cu= 1:400 ASCE 7-10 Table 12.8-1 Period max.,Truax . sec., Tmax=Cu*Ta, ASCE 7-10 Section 12.8.2 Fundamental Period,T= 02+ 1, ;,sec., T=Ta<=Cu*Ta, ASCE 7-10 Section 12.8.2 Flexible Diaphragm(a) ti aktilated Setsmic Design Parameters. Using Equivalent Lateral Force Procedure for Regular Single-Level Building/Structural Systems Site Coefficients: Fa 1.116 ASCE 7-10 Table 11.4-1 h Fv 16 ( _'ASCE 7-10 Table 11.4-2 Maximum Spectral Response Accelerations for Short and 1-Second Periods: Ev=0.2 SDS*w SMS= SM5=Fa*55,ASCE 7-10 Eqn. 11.4-1 SMS= , 0.664 SMi=Fv*Sl, ASCE 7-10 Eqn.11.4-2 Eh=C5*W -s Design Spectral Response Accelerations for Short and 1-Second Periods: Seismic Base Shear Sos= CL74,5 J Sos=2*SM5/3, ASCE 7-10 Eqn.11.4-3 (Regular Bldg.Config Only) Sol= " 0.442 5D1=2*SMS/3,ASCE 7-10 Eqn.11.4-4 Note a:Dist.Between vert Seismic Design Category: elements of the seismic force Category(for SDs)= " resistin s stem do not exceed 40ft ASCE 7-10 Table 11.6-1 g y Category(for SD1) Y" ASCE 7-10 Table 11.6-2 Use Category= Most critical of either category case above controls l! , ' xStittiffikDOlign seismCoefficients' C5= O 110 CS=SDS/(R/i),ASCE 7-10 Section 12.8.1.1, Eqn. 12.8-2 CS(max) 0304 For T<=TL,CS(max)=SD1/(T*(R/I)),ASCE 7-10 Eqn.12.8-3 Cs(min] � 03: _ ,____ CS(min)=0.044*SDS*I>=0.01,ASCE 7-10 Eqn.12.8-5 Seism c Base Shear 1 Cs "fall) y":les *Base Shear,Eh=CSW seismic Vertical Component -"I 0.2*Sos= X0.13"i Jg's *Uplift Force,Ev=0.2SDsw Portland Office psEt9a sW Bmrne.e&L Shite 100 Project: 17-077 Date: 3/16/2017 Atbtthrnd.arecaa�rrxs 1 RVOrt STRUCTIWALEl Bs "a csfriee Designer: KEJ Sheet: 6 of 20 0s Rwedway mita 110 Tacoma,Washington ASCE 7-10 Chapter 27:WIND FORCES ON BUILDING-Part 2:Simplified Method File: 17-077-01 Calculations Basic wind speed(3 sec gust)= 120 MPH Exposure B ASCE Sect.26.7 Roof Pitch= 3.33 :12 Mean Roof Height h= 22.5 ft Topographic Factor Krt= 1 ASCE Sect.26.8(evaluated at h) Height&Exposure Adjustment factor,A= 1 Figure 28.6-1 -19.05 -13.80 -19.05 -12.09 (-27.44) (-18.08) (-27.44) (-15.57) • • ii • I tttttr 1 1 1 1 1 1 4 t TT ttt -5.35* el \ (-9.36) _me :=15.5 IIII III IN 19.27 II 15.13 25.0 ft (28,94) All forces shown in psf 20.0 ft 111 (22.87) IN II MI f 36.0 ft 1 4 26.0 ft 1- TRANSVERSE ELEV. LONGITUDINAL ELEV. 74 (22.87) / 2a=6.0 ft 10%of least dimension= 2.6 ft y 12.34 kips 40%of the eave height= 8.0 ft 19.0psf 36.0 ft , 14.19 k 4%of least dimension or 3 ft= 3.0 ft 1 psf 15.13 -• therefore a= 3.0 ft -p.� 26.0 ft 2a= 6.0 ft • All forces shown in psf -1- 6.0 ft Example,from Fig 28.6-1 longitudinal for wall (22.67) 4. • • • • • * • # • • , horizontal load at end zone,PS30= 22.87 psf Height&Exposure Adjustment factor,A= 1.00 19.27 Topographic Factor,Kn= 1.00 (28.94) PLAN VIEW (28.94) (A)(ic„)(P530)= 22.87 psf FIGURE 28.6-1,MWFRS-Method 2,Enclosed Building Fig 28.6-1,MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B) Wall(C) Roof(D) WW(E) LW(F) WW(G) LW(H) Eo„ (30H Transverse-LC1 15.5 28.94 -9.36 19.27 -5.35 -27.44 -18.08 -19.05 -13.80 -38.44 -30.05 Transverse-LC2 15.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Longitudinal All 22.87 -11.87 15.13 -7.08 -27.44 -15.57 -19.05 -12.09 -38.44 -30.05 *If roof pressure under horizontal loads is less than zero,use zero. *End zone wind pressures shown in(xx). *Plus/minus signs signify pressures acting toward/away from projected surfaces,respectively. Fig30.5-1,COMPONENT AND CLADDING Topographic Factor Kn= 1.00 ASCE Sect.26.8(evaluated at h/3-per ASCE Sect.30.5.2) Area for wall element= 10 ft2 RESTRICTIONS: (30.5.1) Wall,Interior Zone 4= 25.91 -28.09 psf 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 25.91 -34.73 psf 2. Building Height<60 feet. 3. Building is Enclosed. Area for Overhang element= 10 ft2 4. Roof is Flat,Gabled or Hip. Overhang,End Zone 2= - -48.34 psf 5. Building Plan is NOT Irregular. Corner Zone 3= - -81.23 psf Area for Roof element= 10 ft2 Roof,Interior Zone 1 = 14.92 -23.74 psf End Zone 2= 14.92 -41.27 psf Corner Zone 3= 14.92 -60.98 psf s4aasw$trse3on xd.slucelg0 Project: 17-077 Date: 3/16/2017 lIZP races 0113ce pE7E tlslgGtl�td Bum VS Broadway Suitt 11(7 Designer: KEJ Sheet: 7 of 20 6. (-avjY Y) e ►43rd .l occ s, (ovcc" 90 ET ICINOMOR cam FM f 1a Coc ``)= 25 p- E..tt(h= '/z (\tf+) (1C/l = 6 .5 - \ec)6�h ficI bc.kar y O bean 5a : 6" t 1.1‘ g' -rat - beam pat'1 C \ B Carn. X [O \F2 ?-1 % see S\-\ car �e .'3 p‘. ch e c�C s Pcx5t CSigfl Per �N10-11 Hp - c\F- (' _ 2tt _ g. i-7Ft TUE project 11-031 date designer � sheet B of Peterson Structural Engineers,Inc. WWW.psenglneers.com - Peterson Structural Engineers,Inc. Project Title: Chapman Residence Patio Covera 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETERSON SUTURAL ENGINEERS www.psengineers.com • ,` FwrP,,,,,W 1ra2013,2azw1 Lic.#. KW-06002408 Licensee: PETERSON STRUCTURAL ENGINEERS Description: Beam Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-PrIl 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.83pcf Beam Bracing : Completely Unbraced D(0.0650V(0 1625) /i 4x10 4x10 4x10 Span=0.50ft Span=11.Oft Span=0.50 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=6.50 ft M Y _.,.�,� ��� �, '' ..:L... ,,, _.. Design OK Maximum Bending Stress Ratio = 0.917: 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 842.15psi fv:Actual = 51.51 psi FB:Allowable 918.82psi Fv:Allowable= = 138.00 psi Load.Combination +D+S Load Combination +D+S • Location of maximum on span = 5.454ft Location of maximum on span = 0.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.188 in Ratio= 700>=360 Max Upward Transient Deflection -0.027 in Ratio= 444>=360 Max Downward Total Deflection 0.271 in Ratio= 487>=180 Max Upward Total Deflection -0.039 in Ratio= 308>=180 Ivetlalt Maximum tgiflectiarow Load Combination Span Max.""Dell Location in Span Load Combination Max."+°Deti Location in Span 1 0.0000 0.000 +D+5 -0.0388 0.000 44J+5 2 0.2708 5.546 0.0000 0.000 3 0.0000 5.546 +D+S -0.0388 0.500 !'t/ caRe*t1C4 " Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.401 1.401 Overall MINimum 0.426 0.426 D Only 0.426 0.426 +D+S 1.401 1.401 S Only 0.975 0.975 9 of 20 - - Peterson Structural Engineers,Inc. Project Title: Chapman Residence Patio Cover 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 • Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETRO S1RUCTURAL EKGINEEAS www.psengineers.com -(11:: _ ;,4::111, �� / ,� Printed 9 MAR 2O 7 2:47PM , ./� x, i i fid'xte�1 1a 17 Yom+ • t`s< �a 1 Lic.#: KW-06002408 Licensee: PETERSON STRUCTURAL ENGINEERS Description: Post-wood Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 0 'nfo ,,i1 .. ;.. , ,t Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.170 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb Tension 850 psi Fv 150 psi Area 12.250 in^2 Cf or Cv for Compression 1.150 Fb Compr 850 psi Ft 525 psi lx 12.505 104 Cf or Cv for Tension 1.50 Fc-PrIl 1300 psi Density 26.83 pcf ly 12.505 in^4 Cm:Wet Use Factor 1.0 Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Bending 0.80 Cfu:Flat Use Factor 1.0 for Elastic Modulus 0.95 Kf:Built-up columns 1.0 LIDS 1532 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.170 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.170 ft,K=1.0 ; is 10• ,�$ ,••,•: ,; Service loads entered.Load Factors will be applied for calculations. Column self weight included: 18.647 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.170 ft, D=0.390,S=0.9750 k BENDING LOADS. . . Lat. Point Load at 8.170 ft creating Mx-x,W=0.0940,E=0.040 k -. G SuM Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2516:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY-Y Applied Axial 1.384 k 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for load combination: n/a Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 448.883 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E Location of max.above base 8.170 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DD ly 0.900 0.403 0.07690 PASS 0.0 ft 0.0 PASS 8.170 ft 1.150 0.326 0.2516 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.750S 1.150 0.326 0.2073 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.60W 1.600 0.242 0.07207 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.70E 1.600 0.242 0.07207 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.450W 1.600 0.242 0.07207 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.750S+0.450W 1.600 0.242 0.2010 PASS 0.0 ft 0.0 PASS 8.170 ft +D+0.750S+0.5250E 1.600 0.242 0.2010 PASS 0.0 ft 0.0 PASS 8.170 ft +0.60D+0.60W 1.600 0.242 0.04324 PASS 0.0ft 0.0 PASS 8.170ft 10 of 20 • Peterson Structural EnpsEgineers,Inc. Project Title: Chapman Residence Patio Coven 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETEASINtS1RUCTURALENGINEERS www.psengineers.com iftiotAl yy i ii Pnnted 9 MAR 2011 2 47PM i� �'yi -� 44- "PP' � � lr�„= i P.' = � tee, "' A ' ' Lic.#: KW-0600240$ Licensee: PETERSON STRUCTURAL ENGINEERS Description: Post-wood Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E 1.600 0.242 0.04324 PASS 0.0 ft 0.0 PASS 8.170 ft Clfltli3iQ� ': Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.409 k +D+S k k 1.384 k +D+0.750S k k 1.140 k +D+0.60W k k 0.409 k +D+0.70E k k 0.409 k +D+0.450W k k 0.409 k +D+0.750S+0.450W k k 1.140 k +D+0.750S+0.5250E k k 1.140 k +0.60D+0.60W k k 0.245 k +0.60D+0.70E k k 0.245 k S Only k k 0.975 k W Only k E Only k k k k k Maximum Deflllts�%Wad Cpm Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.450W 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Y M.xoLoads • 0.13k, 1 Di 0751 + L 01 '03 40 • 3.50 in Loads are total entered value.Arrows do not reflect absolute direction. 11 of 20 _.G2°1 cod R 1-951 Col - 13-#- �.f 3op,f (�� — L}ri��a ZSQsf (S1 tritr�r - Ir,- psf (s i A. X. Header + 122" tz4".# c fill gti P31---E' (to. l ` teodec B?6 ?Rf' (s\ Od 1.3‘ .3 c oder: 4 A\2 \ F-L W 2 *3ee 4esign c4,ecti per SH, P3 ExiS ;n3 Car1ti \ verecl c\aor ')©1S � 7 x 10 JGL$ Z rnin, * sce d►e515n theca- eef 541, 14 -15 project 1-4-Cy}"9- date , [Tam designer \& 3 sheet 12 of Peterson Structural Engineers,Inc. www.psengineers.com -------- — "- Peterson Structural Engineers,Inc. Project Title: Chapman Residence Patio Coven 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETER=STRUCTURAL ENGINEERS www.psengineers.com na „ ,, ."?,:<,.'''',,%::.:4,-,,,,,,,;,,',,,,,-- - .�s,, .ey.v.. '= ., - ,L',../ -/�ice:,, ,,,;m,- ;,. �s� .r-°� ,� �t/ r� t ' Z°4 � ��_. ---- Printed. 9:39A11,1 / ,g mM Lic.#: KW-06002408 licensee: PETERSON STRUCTURAL ENGINEERS Description: Header lC Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb Tension 900.0 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced y y D(0.441)L(0y291)S(0.876) * y Y i 4x12 Span=6.0 ft r " 70,04*0 16,' ,2';:' �,, Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.4410, L=0.2910, S=0.8760, Tributary Width=1.0 ft � � ':•';':..; f 3 Design OK Maximum Bending Stress Ratio = 0.856 1 Maximum Shear Stress Ratio = 0.504 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 963.29 psi fv:Actual = 104.37 psi FB:Allowable = 1,122.69 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio= 1861>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.058 in Ratio= 1238>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 ........ . .. .. ...... 314f,M r mMeflePtIon Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +O+S 1 0.0581 3.022 0.0000 0.000 7V.11ft aI" a o - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.951 3.951 Overall MINimum 0.873 0.873 +D+L 2.196 2.196 +D+S 3.951 3.951 +D+0.750L+0.750S 3.949 3.949 D Only 1.323 1.323 L Only 0.873 0.873 S Only 2.628 2.628 13 of 20 Peterson Structural Engineers,Inc. Project Title: Chapman Residence Patio Cover p sE 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETER IS1EUCTURAt.ENGINEERS www.psengineers.com Printed:10MAR2017, 6P0 ` �, _ / /� /� " xt 7§1 B t # vwYR_ i 40 1 Lic.# KW-06002408 Licensee: PETERSON STRUCTURAL ENGINEERS Description: Floor Joist-cantilever Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1200 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 1200 psi Ebend-xx 1800 ksi Fc-PrIl 1550 psi Eminbend-xx 660 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 &Better Fv 180 psi Ft 800 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase @T(llI-;) Dot ) D(0.0160)L(0.03999) Ait 41t It. 2x10 2x10 Span=10.167 ft Span=2.Oft AN ted oad .it, Tr. • ,", Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.030 ksf, Tributary Width=1.333 ft Load for Span Number 2 Point Load: D=0.260, S=0.4330 k @ 2.0 ft Point Load: D=0.0730, 5=0.1840k@2.0ft Q :ICL $k r ->. ;[ -.C,'',. Design OK ,Maximum Bending Stress Ratio = 0.621: 1 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,083.83 psi fv:Actual = 104.85 psi FB:Allowable = 1,745.70psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.167ft Location of maximum on span = 10.167ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio= 494>=360 Max Upward Transient Deflection -0.080 in Ratio= 1525>=360 Max Downward Total Deflection 0.138,in Ratio= 346>=180 Max Upward Total Deflection -0.104 in Ratio= 1171>=180 8 .Max1mi m ' etiC1n E'i '' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1042 6.077 +0+5+11 2 0.1383 2.000 0.0000 6.077 O C nC > ,,,to;'" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.208 1.287 Overall MINimum 0.008 0.291 +D+H 0.013 0.515 +D+L+H 0.208 0.806 14 of 20 Peterson Structural Engineers,Inc. Project Title: Chapman Residence Patio Cover 5319 SW Westgate Drive,Suite 215 Engineer: KEJ Project ID: 17-077 • Portland,Oregon 97221 Project Descr: Phone:503.292.1635 PETERSRISTRUGTUBdtENGINEERS www.psengineers.com 10 MAR Printed 2017,4 06PA� •� ii „py j y . , //� E��.. a1 F 4"'Mt'I-S'.�o # t`4.^ M� Lic # KW-06002408 Licensee PETERSON STRUCTURAL ENGINEERS Description: Floor Joist-cantilever VertiVil t jnS„ Support notation:Far left is#1 Values in KIPS a z� �, Load Combination Support 1 Support 2 Support 3 +D+Lr+H 0.013 0.515 +D+S+H -0.109 1.253 +D+0.750Lr+0.750L+H 0.159 0.733 +0+0.750L+0.750S+H 0.068 1.287 +D+0.60W+H 0.013 0.515 +D+0.70E+H 0.013 0.515 +D+0.750Lr+0.750L+0.450W+H 0.159 0.733 +D+0.750L+0.750S+0.450W+H 0.068 1.287 +D+0.750L+0.750S+0.5250E+H 0.068 1.287 +0.60D+0.60W+0.60H 0.008 0.309 +0.60D+0.70E+0.60H 0.008 0.309 D Only 0.013 0.515 Lr Only L Only 0.195 0.291 S Only -0.121 0.738 W Only E Only H Only 15 of 20 U.p\i f} oc6\9n cocncr p o si check. Ai- (4 .S C}) (6.o Ci) -z-- 3q 'az- —A ri'bo-orf area to enr1'1 earner paS1" Ppr_ AT (3`f fiz) (IOPsC) = 310 Ab - robf deoC \OnA ICI) each 9c2s RA) - (27, 4 p5 ) C9 ft`) = 1069 Al: - w;,,d 00,-f-} 'co each comer post ' -- (P« S1i. ) 6 Po, - y o-7 Stb ne+ 7: C. 6 ?1,1 - O. - rNe'I (J,P`s f ).o eac\I1 ecx-nPf po51- c � CSi5 �, ooh 6 13 -\-0 ceSiSt L c:A- t • _ -1•P tio9 h t 9�5-til = p 012 ci Awn.; iytlo 100.gb , Z - rnin. joo"iiO3 \i ecr;noreq �D" 1i 09 Ab ;rorty poet rea[-4,on_c " 11S . h Per `,H. I� � Try IV' do -f oArNs \ ' z F ?net _ Li (4° 7X1D) IT 02 7C_ IT 0/i21c+ (150pCf) I T©oIiings: \?)" X 2T cor,crc'te cooiin°J carr �0 ?o,F..fi CoonecA.ioA. U.47 (Apl,r-ct cacacl-y = co h 7 v").et = 1-f oAt o . Post Cap - 3C1Lo/ (0 14d naris .0 bo)11 beam a„d po6i Poafi -kb 1 oo +nCnnnecct'on.. ?E L14 u4..-Ct. cGtpQCi Y = 10404 7 ne+' 4071b o Fes} bo►se. PW-Pi w/ (12) I'd nails to pot-( )5E project n`,'0 3 date r designer EJ sheet 16 of Peterson Structural Engineers,Inc. www.psengineers.com \s - Y 1b eom Co nnec `a'4n W:' 114 lbfin \l li AbJ�C 6)(2'n = 3 G b c ; (0.6)C2% 1F)( )UUZ tlC' i, w 2 tbfscrcw 12 0)44t- V F .tA - > '012 x I4 cre4.)5 w 12 rn,A, e n,bed aderq e 12 It 1.0° to.L., i.\\co05 rc o ` ont)p. c. ( 21' ;n: e 1)earY) r jec" 17 w date designer �? sheet a, 1 Peterson.Structural Engineers,ins. www.psengineers.co Lo)-eco\ D e5j9n- E x;5) ;ng k c race a \I-:),_ ce o\acec4 '/ \;Dwr c ei3b1-- '?occh cover oy cn tt\crr con erasion• "Incregse. 1n �cc " ca\ ‘006 }n1 fio SooT w a`i 1 ,5 jesz 3t-ricrl \O% y inf., ;o n )" 'r1necc,-c'oret per 2011-1 o Ssc Se,ct;on, 3140 3.14 no odd; tidna) \c cer o\ des ty o{' ane ex;SSinJ strucfiuyc ise Lw r c d. ' SetsmVc. Load Wco„«= (4ici) (\2cL\C'? -c) = 11\403113 VE = C1.lcr„er = Co.1Io (1440 AO = \1/45-B Ab (LRFZ) 6 = 0,110 (Pec 51{, 6 ) {pw2S•g(3si. (E2) perS+i •7 a1q•3psf (11) u,- - (o.sFt)(6fi) } (0.33 f})($.1-ick) = 6 Ft1 Ce-3 �t (asF>)(c ft> = 3 Ft', (13) , I _ < (25igi: )( 6 c1i a 1 -1-3 Qb (E1) ( Vt✓ _ �� "10,11y4f) (3 FI-7) = ES Ab _ all). (L?FD' - coc,fi ccAs \.a'Vera` des,•gn �J\1e a r \es i g 0 (2.) `/16 X ` L0.3 `crc.6_, , L./ 2 " rrNin, ern\jcc+ -)F,,, f - Vu' ' s _ D•6(43�Qb� (��z>ft _ _c..,i�c�c� shear I \ R fl 1-d _ 2 (\2 77W y Dc. pc, D• Ltr;t 's (I0p f�(G.5f}) (4 _ d,ead shear UL n = -L - 3? , Qer sere - iv(7•_Litby * (3711Dy = .. e),Az) -*oda\ shear- per Sc✓ec., 7'--- 7sP/ed Co _ (1301h/ scrcw) 2„/e)($11617 (1 4) _ \b6 �b/scrcc, 71 2 R - • Lag Scream eta ecfu0"1-e. For Smear. )51E project 1--3 —03 - date designer K E7 sheet 18 of Peterson Structural Engineers, Inc. www.psengineers.com Tocs Zesir T c 6 er\ Df\ St cap ' C= Uw • (6ft� (I Y1)) C = O,6 (2314.b)- 139tip { Tq =-31ta9b cr L'4-5T cut S iod 00;is 2 x 5 !`.�` L5�'I 1�6�ca btockin �g . : L3o acs ea0 end of loci y o ;o;sA; (inin) num project }� —o date designer E3 sheet ` I of Peterson Structural Engineers.Inc. www.psengineers.com Chec. Scan roo rn Q 010rog rn Sear- �w �w _ 0 6 0231 Q6 (Y2.0-.) 1 i.55 4f ?yr the c ached -Teri-a �► ��s'� ffrA (see A-RE3rdi►'x� �v� , Sb 0 .fib = L. 3 I p�f if iTNE project \1 '03 1 date designer NE 3 sheet 20 of 2_,C) Peterson Structural Engineers,Inc. www.psengineers.com -a -0 m z 0 X TERRAPIN TESTING,INC. MI FACTORY DIRECT SINGE, (I 4A CHAMPI ON ENCLOSURE"4 . 4444 SUPPLIERS _ WINDOWS • SIDING If PATIO ROOMS Laminated Sandwich Panel Tests Patio Roof Panels Cantilever Diaphragm Tests Report No. TT 506006A January 17, 2007 (REV 0.0) Embossed Corporate Seal Submitted by: TERRAPIN TESTING, INC. 3206 LUYUNG DRIVE RANCHO CORDOVA, CALIFORNIA 95742-6830 e PHONE [916] 853-9658 r FAX [916] 853-9432 t1` ! IAS INC. No. TL-159 FLA TST2542 lail Signed: N _ . _— Rick Cavanagh gq ____ Title: Vice President and Lab Manager Community Dated: January 17, 2007 Affairs This Report is for the exclusive use of the Client named herein.Terrapin Testing, Inc. authorizes the Client to repro- National duce this report only if reproduced in its entirety. Sunroom The results of testing in this report apply only to the sam- Association pies supplied and under the stated conditions of testing. VOW.,Orgornonnlan Masan The hard copy of this report is the final copy,and supersedes any electronic versions of the same, in case of disputes. 32061UYUNG DRIVE,RANCHO CORDOVA,CA 95742-6830 PHONE:]916]853-9658 FAX: ]916]853-9432 FACTOR MCI SWCE i61 flO1 )1tf/* Olt( j 4 .444 i T4 WINDOWS•SIMS i woman Report No. TT 506006A Table of Contents Main Report Report Cover i Table of Contents 2 Introduction 3 Report Identification 3 Sample Description 3 Results 4 Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 2 of 7 A ?ACMUT ONCE 1153 " US TT *4 4 ,rdPt .N WINDOWS.SIDING Pir10 Ri]ONS 1.0 INTRODUCTION Champion Enclosure Suppliers (CES) contracted with Terrapin Testing, Inc. (LAB) to perform Cantilever Diaphragm tests, in accordance with ASTM E1803 (Determining Strength Capacities of Structural Insulated Panels) which references ASTM E455 (Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings), on its structural insulated panels. The LAB performed diaphragm, core density and coupon tests at its facility in Rancho Cordova, California. Section 3.0 below describes the panel configuration. This report summarizes the findings and conclusions of the aforementioned tests. 2.0 REPORT IDENTIFICATION (AC85 4.1, 4.2, AND 4.4) This report titled "Laminated Sandwich Panel Tests, Patio Roof Panels," was prepared by the testing lab, Terrapin Testing, Inc., TL-159. The LAB is located at 3206 Luyung Drive, Rancho Cordova, California, 95742-6830. The LAB's unique job number, TT 506006A identifies this report. This report was prepared at the request of CES. The proponent's cor- porate offices are at 12111 Champion Way, Cincinnati, Ohio, 45241. CES's manufacturing facility is at 12111 Champion Way, Cincinnati, Ohio, 45241. This report is issued as of the date on the report cover. The tests cov- ered by this report were performed during the months of October, 2006 through January, 2007. Curtis Holmes, Lab Technician, performed the tests. Terry Cavanagh, Technical Manager, supervised the tests. Rick Cavanagh, Lab Manager, prepared this report. 3.0 SAMPLE DESCRIPTION (AC85 3.1 AND 4.7) The products tested were laminated sandwich panels, 3.75-inches thick and 36-inches wide. The panels were manufactured by CES at its Cin- cinnati, Ohio facility, in accordance with its QC manual dated January 11, 2006. The foam core was a pre-formed expanded polystyrene board (EPS) as manufactured by Insulfoam in Columbus, Ohio. The foam core was classified as Type II (1.5 pcf) EPS in accordance with ASTM C578 and as recognized in ICC ES ESR-1788. The foam core was a solid board throughout the test specimens. No core splices were used. Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 3 of 7 A FACTW7Ma ONCE IRO 111 1 WODOWS•SMOG if PAno ROOMS The foam core is enclosed between two aluminum skins with alloy and temper of 3105-H274. The interior and exterior skins had a nominal thickness of 0.025-inch, and a measured base metal thickness of 0.0231-inch. The ASTM B209 mechanical properties for 3105-H274 aluminum are: min/max tensile - 22.0/29.0 ksi, and ultimate yield 18.0 ksi. The components were bonded together with a moisture cure urethane adhesive, manufactured by Rohm and Haas Company . The adhesive is identified as Mor-Ad M-652 and is currently recognized with ICC ES under Report number ESR-1023. The adhesive was applied at a rate of 11.4 grams per square foot by means of a Black Brothers roll coater with a sprayed water mist of 1.9 grams per square foot applied to the adhesive to activate the curing process. The panels were then cured using a Black Brothers "pod" press, in accordance with the manufacturer's recommendations. Rick Cavanagh, Vice-President of Terrapin Testing, Inc. witnessed the manufacture of the panels on March 29, 2006. He uniquely identified the panels with a permanent marker. His marks were identified when the panels were received at the LAB location. The panels were received in good condition at the LAB on September 21, 2006. 4.0 RESULTS (AC85 4.10 AND 4.13) Diaphragm Load Tests • Terrapin Testing, Inc. conducted "cantilever"diaphragm tests in accor- dance with ASTM E1803 and ASTM E455. The diaphragm specimens consisted of four(4), twelve (12) foot long panels connected together as shown in Figure 1. Load was applied using a spreader bar in a man- ner that represents a uniform load which would be applied to the roof diaphragm during a wind or seismic event. As required in ASTM E455, the Lab tested two (2) specimens. The av- erage failure load for the specimens was 5,650 pounds with a standard deviation of 210 pounds. The net deflection for the specimens was less than 0.08 inches per 1,000 pounds applied to the specimen. Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0,0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 4 of 7 • A RCM OiiECT !INCE 103 lb A,J f/ WINDOWS•SIG if Puts il 3 "TWO $ 13 mtcorlply gots -' if) .3(ri.s /-441 )f- "---:a*-1 j „_ '^ � J /tow l e il tryr# I I ' ORA.5rel entvel) ,� n ;:?11 lir i F 11 1 i I ,_,,,,„. 4"' 1 ......... ,...... ...... , II 4 _ _,,,144 604, rrh, 1— Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 5 of 7 I . r Elul1N FACTORY NWT SINCE' ilF3 (WI!) itIRlIr ,J4 ... 1 . iJ 44 WINDOWS.SONG 4 PATIO ROOMS 4/11W NI do Zifeja,It I, . f� Aim -el.Tiff I"cid. .. 1010,-T5 I 1166"po'6.00 4'NGr it p'Mi' Airrivore SIV mil :iii'di r & In-, Ifi)VIM 6 I eft. TI•13, mil _f_Ifichk__ rt r'jrili k 0 Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 6 of 7 • • FACTORY DIRECT SINCE t!� fiffapdi 4144• 4 141i 444 ir /� 1► WINDOWS•MOW Philo ROMs ti / 5.;4: /7/-7 72 - -�- -- -r • art 3'Pa ri5P &WI') N#00/4 "... 715 ciw, tot Terrapin Testing, Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No. TT 506006A Issue Date: 01-17-07 RWC Page 7 of 7