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Plans (20) �. Structural Calculations DEC 1 8 201? forCITY OE 1 ; P UIt ; fi !o r New Covered Patios 12425 SE Main St. VALIDITY OF PERMIT Tigard, Oregon THE ISSUANCE OFA PERMIT BASED ON CONSTRUCTION December 15, 2017 DOCUMENTS AND OTHER .: DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM DESIGN CODE REQUIRING THE CORRECTION 2014 Oregon Structural Specialty Code OF ERRORS.OSSC 106.4 LOADS Gravity Loads 17 psf (Dead) 25 psf (Live-Snow) • Seismic,SDs 0.720 g Wind, Category"B" 120 MPH SiRucruR,�t CITY OP`TIGARD ,.t PROF, REVIEWED FOR CODE COMPLIANCE 2 CONTENTS s I .!E t, .,_, -mat i T %( 17 Gravity/Lateral Calcs siAT ; ddres • (24z.cz i l i Q ro ? 11 I . NP�� Suit BY: Age:Ul. Dates ‘,476(17 EXPIRES:R 06130119 r' SCOPE OF WORK OFFICE COPY The attached calculations pertain to gravity and lateral analysis of (2) new covered patios at the above address. This scope of work does not include any analysis of any other portions of structure to remain. r BY RN DATE 12/15/17 HAYDEN3 ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 17462 (503)968-9994 p (503)968-8444 f SHEET 1 OF is- I A- x EC 1 SI 217 :1 - F ," ) , , BUIL) 1N( !1ViS) ^c; , 1 -----(F))3,41,471) fir---fE)i i.Sf.' ? r f , 1 , ,,,,,... ;„ ir.„, i%, „, ,,.,, ,t 1 :. Ta v , ix r," ,„ , ., , t, ,j, ,-„,1 , ,„ , , , ,,..,„ : „ ,-. , ,..,„ k . T, , .,. , , ,,... r,- - - . ,-1 --..- -- ',.. - — ,,,. 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ENGINEERS _ ei.4".c c `_ _ cAzicr _ i .__ REV _.._ 9D(/ATE STRUCTURAL I CIVIL —_ _ _. _ ...e.._._...�._.,�_,..� .._. __..��.�__.�__._ .,�__......_. ._�._.________ JOB NO /l/�� (503) 968-9994 p (503) 968-8444 f _ ____ SHEET ,__ 1, OF ___1A -/�__ 11 i I I I z i{ # . t ; 4 i . 1J, i i 1 - I i 6 I 1,1I ; /2 k f!G / ) - f jriiS 4f 9i.G } r �;' ., .r=#vr=r.�:ectm. t4"J�ff s ",r's,11/.,."^,'7 r,,;. t ,fr,`c!d //cril / *,, ,I ,t f', o/Acffri �4 t r, ,. A. :r. r .7,SA I I ' i _ �� • . , 7 t 1 I i j i .j, Ftp,. eSco% ..A.ZS'. Ia-i ; , , Mir ' E I 1 a 613 r �... BY /fN DATE /4/2/hi 13 ENGINEERS c�+_ .4-t' , _ ..„(..Zea---.�._ , ..,..,_ ___ ._ _. REV DATE STRUCTURAL I CIVIL ..__....,_---, _.__,__._..�.__...._... . �__._______:.:__.... _._ JOB NO..___ //G1 (503) 968-9994 p (503) 968-8444 f ___. __._.__. _____,.., __.__ _____ _, .._...... ____^_ __ SHEET 2 OF.__.5 I—/___T t I I 1_ t j I j I € } 1 I f a I U \ r�i".0 d 9 Y ' x fl'_Let. 1. I } j { ter Oo/an '' 4 \\\ .S.ticfool ''*Pe2r-2` fn1,2, ,. err 'f✓/ l `'Ol6i.,34;45.,34;45"1-1�,� () 4,?''0 il" 'of " 3 3 - . �. Jo/:.s.,. A-,-,$'r fl i PRD � =y41,1, i , 1 , , __ , ‘ , t , .. 1 i . 8.7,3 1. :. ,.,J ,. i J 41,0,i( cQ/I/J<s /Orla j�t11r�'L 1 i ( f -4 Ar 104,, 1ONRJA BY )CN DATE/2//y/// HAYDEN ENGINEERS �' e'-c ...%e.� � r�_.. _ _-_ — REV_. ._ ._. /DATE STRUCTURAL I CIVIL _...._.._....-..__._. .__.__..__ . ....._._.___.�.___... _..._._.__.____�__..___._. _._—.. JOB NO_�__/J �!G�1_____ . . (503) 968-9994 p (503) 968-8444 f �_.� p_ ___ SHEET OF__..3 F -//..s'',s`.✓ v''..�'.�`s..-r^E.r"` r,�' ,+'.STM" _ - ___ .a7 •`r,"6r (.1 r I 1 ;5 /11/ J. 5-4.1) bef (1 //1)4 j f 5'7 A911 4 Z 1 'J 7 21 77 ire �I f �� rr J/hJ"1 ' ‘< .Sis� ra I/;•s` ' - 13BY /I/V DATE /?f/I/// HAYDEN ENGINEERS ___ . _ _j c'.Z c_. _. I . tf �_ __ m _---_ RFV DATE - STRUCTURAL I CIVIL .-. ----- ----_ ., 1OB NO --w / Y« (503) 968-9994 p (503)968-8444 f — ---__-..- ____-- .....___-- SHEET 2 r;6p /f9q fr 4 ✓X f n „ (6e.../.0,_ • 24 /1/ s f 5 t3 .2 r/' «3a6:'s.( w a i fie dvi3( -v-e,€ al /11 f j' s 4" 6 0 ,. 4/7 S 7 5 l -7'"---"'" CI 5`/ `. 41: �_...._. BY SSA, DATE f22, /aHAYDEN -- ...... ENGINEERS �_ I �__ . _;I=r _._ REV _ DATE ._.,. STRUCTURAL I CIVIL .--..---.. JOB NO fik/ _ (503)968-9994 p (503)968-8444 f SHEET - aF ' It i i. . ' Et .-l__-_______-L__--___-__ ___'_--__- L________ L_-_____�-__.l__- _ _ _ L_'___-____[____�_-____ ' ' m R4/ DATE HAYDEN n� �� !TRUCTIURAIE. ---�--- ------ —/ CIVIL ______ __________-__-____--'____-__-_-__ Jouwo (503) 968-9994 p (503)968-8444 f ___-___� - _____ oxssr 7 OF -- /' r D a (M)1,00f ... 7 67C 4 r ,r. r"/7 1i p'„ , JJ'. , /fes A €r7) • GATE J9//J//,l_.._.. 3 HAY ENGINEERS 5,440e a .Jr Qvy REV DATE STRUCTURAL I CIVIL JOB NO __.._ (503) 968-9994 p (503)96&8444 f ___._. ____ _ __ SHEET f HHAYDEN! ENGINEERS STROM/NAL I CIVIL Wood Beam - File=ZaproJecls12017PR-11174625-11CALCUL-1117462--1.EC6 ENERCALC,INC.1983-2017,Bulld:10.17.9.30,Ver:10.17,9.30 Lic.#:KW-06005543 Licensee HAYDEN CONSULTING ENGINEERS - Description: Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 —_.- — Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.01333)S(0.033325) d "d` .. ...... 6 b tililk 2x8 Span=12.O ft 1 4 _ 40e0 Loads ___ _ _____. ..: _ __ �,- Service loads entered.Load Factors will be applied for calculations. -- Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=1.333 ft _v PESIGIV SIMIIVIARY_eh.. �r Desi n OK ;Maximum Bending Stress Ratio = 0.817t 1 Maximum Shear Stress Ratio = 0.253 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 766.90psi fv:Actual = 34.95 psi ( FB:Allowable 938.40 psi Fv:Allowable = 138.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft 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 0.266 in Ratio= 541>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 386>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.280 0.280 ✓ Overall MINimum 0.200 0.200 O Only 0,080 0.080 +O+S 0.280 0.280 +0+0.750S 0.230 0.230 +0.60D 0.048 0.048 S Only 0.200 0.200 (7 EaHAYDEN = ENGINEERSN $YRUCTURAL I CIVIL Wood Beam File=Dprojects12a17PR-11174626-11CALCUL-1117462--1.EC6 _ - ENERCALC,INC.1983-2017,8ulId:10.17,9.30,Ver:10.17.9.30 Lica#:KW-06005543 Licensee : HAYDEN CONSULTING ENGINEERS - Description: Beams CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 �� Load Combination Set:IBC 2015 Material Properties _ Y DesignFb+ 850.0 psi E Modulus of� a. Analysis Method; Allowable Stress Y �� Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.06)S(0.15) 9 o 9 D(0.101S(0.15) v 9 9 9 4x8 4x8 rik r1ft Span=8.0 ft Span=8.0 ft _ Appifed�Loads Service loads entered.Load Factors will be applied for calculations. _ Load for Span Number 1 Uniform Load: 0=0,010, S=0.0250 ksf, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=6.0 ft ES/GNSUMMARY ; v Desi n OK Maximum Bending Stress Ratio _ 0.711: 1 Maximum Shear Stress Ratio = 0.468 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 723.25psi fv:Actual = 64.59 psi FB:Allowable = 1,016.60 psi Fv:Allowable = 138.00 psi Load Combination +D+S+H Load Combination +D+S+f{ Location of maximum on span = 8.000ft Location of maximum on span = 8.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.042 in Ratio= 2267>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.078 in Ratio= 1224>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 : Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 verafMAXlmum ._.T. 0 F" 2.310 0.777 - Overall MINimum 0,450 1.500 0.450 - +0+H 0.159 0.810 0.327 _ +D+L+H,LL Comb Run('L) 0.159 0.810 0.327 +D+L+H,LL Comb Run(L') 0.159 0.810 0.327 ' +O+L+H,U.Comb Run(LL) 0.159 0.810 0.327 +D+Lr+H,LL Comb Run('L) 0.159 0.810 0.327 17/ HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood Beam FIIe=Zaprojects12017PR-1\17462S-11CALCUL-1U7462--1,EC6 ENERCALC,INC.1983-2017,Bulld:10,17.9.30,Ver:10.17.9.30 Lic.#: KW-06005543 Licensee : HAYDEN CONSULTING ENGINEERS Description: Beams Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+Lr i,LLtomb Run(L7 0.159 0.810 0.327 +D+Lr+H,LL Comb Run(LI.) 0.159 0.810 0.327 +D+S+H 0,609 2.310 0.777 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.159 0.810 0.327 +0+0.750Lr+0.750L+H,U.Comb Run(L 0.159 0,810 0,327 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.159 0.810 0.327 +0+0.750L+0.750S+H,LL Comb Run(*L 0.497 1.935 0.665 +4+0.750L+0.750S+H,LL Comb Run(1* 0.497 1.935 0.665 +0+0.750L+0.750S+H,LL Comb Run ILL 0,497 1.935 0.665 +D+0.60W+11 0,159 0.810 0.327 +D+0.70E+H 0.159 0.810 0.327 +D+0.750Lr+0,750L+0.450W+H,LI.Comb 0.159 0.810 0.327 +D+0,750Lr+0,750L+0.450W+H,LL Comb 0.159 0.810 0,327 +D+0.750Lr+0.750L+0.450W+H,LI.Comb 0.159 0.810 0,327 +D+0.750L+0.750S+0,450W+H,LL Comb 0.497 1.935 0.665 +D+0.750L+0.750S+0.450W+11,LL Comb 0.497 1.935 0,665 +D+0.750L+0,7505+0,450W+H,LL Comb 0.497 1.935 0,665 +D+0.750L+0,750S+0.5250E+H,LL Comb 0.497 1.935 0.665 +D+0.750L+0.7505+0.5250E+H,LL Comb 0.497 1,935 0.665 +0+0.750L+0.750S+0.5250E+H,Ll Comb 0.497 1.935 0.665 +0.60D+0.60W+0.60H 0.095 0.486 0.196 +0,60D+0,70E+0.60H 0.095 0.486 0,196 D Only 0,159 0.810 0.327 Lr Only,LL Comb Run(*L) Lr Only,LL Comb Run(L`) Lr Only,LL Comb Run(LL) L Only,LL Comb Run(*L) L Only,LL Comb Run(L*) L Only,LL Comb Run(LI.) S Only 0.450 1.500 0.450 W Only E Only H Only aHAYDEN - ENGINEERS $I$UCTUVAL I CIVIL Wood Beam File=z:IproJests12017PR-11174625-1\CALCUL-1117462.-1.EC6 - ENERCALC,INC.1983-2017,BuIId:10.17.9.30,Ver.10.17.9.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Check Existing Header CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties ,___ ___ Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity _ __________ Analysis Load Combination 1BC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .__ _ D(0.0%8(0.,15).-_ _._ __ .�.._,_.___ trt roIll 4x8 e4 4 } Span=4.917 ft I _ . Applied Loads Service loads entered.Load Factors will be ary applied for calculations. _ - Uniform Load: 0=0.010, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARYDesic n OK • rMaximum Bending Stress Ratio = 0.188 1 Maximum Shear Stress Ratio = 0.112 : 1 Section used for this span 4x8 Section used for this span 4x8 ib:Actual = 248.38 psi fv:Actual = 23.17 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi { Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.459ft Location of maximum on span = 4.325 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 In Ratio= 5288>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.016 in Ratio= 3777>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 1 Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 OverallMAXimum 0,516 0.516 ___.._.�_ Overall MINimum 0.369 0.369 D Only 0.148 0.148 40+S 0.516 0.516 40+0.7505 0.424 0.424 - 40.600 0.089 0.089 S Only 0.369 0.369 7/ 13 HAYDEN ENGINEERS STRUCTURAL I CIVIL _ Wood Column File=zaprojects12017PR-11174626-11CALcuL-1117452--1,Ecs . ENERCALC,INC.1983-2017.Build:10.17.9.30,Ver:1017.9.30 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS - Description; Posts Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 _ _m_" " Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design w Wood Section Name 4x4 _ _ � End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.339 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Wood Species Hem Fir 3.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 975.0 psi Fv 150.0 psi Area 12.250 inA2 Cf or Cv for Compression 1.150 ix 12.505104 Cf or Cv for Tension 1.50 Fb- 975.0 psi Ft 625.0 psi ly 12.505 104 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 26.830 pcf incising Factors: Ct:Temperature Factor 1.0 Fc Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 ' E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Nos 1532 Basic 1,500.0 1,500.0 1,500.0 ksi Use Cr:Repetitive 7 No Minimum 550.0 550.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.339 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.339 ft,K=1.0 Applied Loads _ Service loads entered.Load Factors will be applied for calculations. - - Column self weight included: 19.033 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.339 ft,Xecc=1.0 in,Yecc=1.0 in,D=0.480,S=1.20 k . - DESIGN SUMMARY + _ ____ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6564:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.01679 k Bottom along Y-Y 0.01679 k Governing NDS Forumlaip+Mxx+Myy, NDS Eq. 3.9- Top along X-X 0.01679 k Bottom along X-X 0.01679 k Location of max.above base 8.283 ft Maximum SERVICE Load Lateral Deflections... At maximum iocatlon values are... Along Y-Y -0.06109 in at 4.869 ft above base Applied Axial 1.699 k for load combination: +D+S Applied Mx -0.1391 k-ft Applied My -0.1391 k-ft Along X-X -0.06109 In at 4.869 ft above base Fc:Allowable 499.378 Psi for load combination:+D+S Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01490:1 pending Compression Tenslori Load Combination +D+S Location of max.above base 8.339 ft Applied Design Shear 2.056 psi Allowable Shear 138.0 psi Load Combination Results Load Combination C D C Maximum Axial+Bending Stress Ratios Maximum Shear Ratiosp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.430 0.1782 PASS 8.283 ft 0.005438 PASS 8.339 ft_ +D+5 1.150 0.350 0.6564 PASS 8.283 ft 0.01490 PASS 8.339 ft +D+0.750S 1.150 0.350 0.5016 PASS 8.283ft 0.01224 PASS 8.339 ft +1.101D 1.600 0.260 0.1143 PASS 8.283ft 0.003368 PASS 8.339 ft +1.0760+0.7505 1.600 0.260 0.3852 PASS 8.283 ft D.009026 PASS 8.339 ft +0.60D 1.600 0.260 0.05817 PASS 8.283ft 0.001835 PASS 8.339 ft +0.49920 1.600 0.260 0.04773 PASS 8.283 ft 0.001527 PASS 8.339 ft // HAYDEN E ENGINEERS STIltICTORAL I CRVIL • File=ZApro 17PR-1‘17462S-11CALCUL-1117462-1.ECS WOod Column ENERCALC,INC.1983-2017,Elulid:10.17130,Yet110,17.0,30 LIG # KW-06005543 Licensee HAYDEN CONSULTING ENGINEERS Description: Posts Sketches I t I, .il it) if.,:/1 1., t 4, 1 If a , it I i - I, II 3.50 in • -_, r V 12/11/2017 Design Maps Summary Report erg U GS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard • (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43033°N, 122.7717°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 sboro it it:;" m,a h 'ft" Gres er:tor r. .- � "11 t $ ,f 4*-„,„1,;;;;,- Ag*� tig t( ,. ,ffrioteo - d k r " USGS-Provided Output S$ = 0.972 g SMs = 1.080 g = 0.720 g S1 = 0.423 g SM1 = 0.667 g SD, = 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 Cee;gn Response Spectrum a 17 a a9 e,* a 9& C1.55 a4® ass , aao a1 a" Cl za 'e 0.45 �y; ani cm aza aun CI PO aria fat 1_2c +a Ill ie, ZOO c- .,x. tu, +•," . yen ler, zb� Period 7(sec) Pen°r1 T(sec) For PGA,,T„ CR5, and CRl 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. I?� https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.430325160713174&longitude—122.77169667805408&s.., 4;of • r_ • fill/f. 4 /-4.4 4. Ic7 ) 'A) dd:. ,' ! ?;�✓r/-'ir7/> _.t'.;�'a 1.f r1",s r✓./ /a,-. - ' ' st _. -"'r"r f t•Lr'°ct s>js9st,/!fi.T _ I>.!„./.4e) /(r s'' ) ,, c" ' )("/. ,, 't)(i ,> f,4. C,/ca(`i/,-uVT(I2") BY _AN r.� DATE /9/>i//? EitHAYDEN N Gt I E E R.�' ��__�� a.._. _ ..._-__ ...__. REV DATE _._. STRUCTURAL C1v4ti A._. JOB NO_.._.. L7 (503) 968-9994 p (503)968-8444 f SHEET /3 Of • I „.,cl./clmke.# � r .75/s If/ e, ' (494 7/1 /4,a,,... - f '92)7 i i` 7/75 1,1 Jc /4,0 b`c'° c. d//` /tom J`e,5 � /L ) /'J',' ./1 /ii 4 1lt'"`.S f}y /dam'?.}' F "''/.s'v /lf 5,3 s 16 1,f r i,ml a ht- )4/4 for /e r%r ss J.# ctf el **/Nil r ."fil !� x //g'.' /ir t/r'TA0 BY Ri/ DATE /?111/17133( HAYDEN ___..• ENGINEERS __ . __ t...._ REV,---.� DATE-----_ ._ STRUCTURAL ) CIVIL _._- r__._.,._.._..— _.__.—._ _-_� _..___.._ ..._.......—.—_._. ..__n_ JOB NO /770,7 ._..._ _. (503)968-9994 p (503) 968-8444 f nw_..___._-- _ SHEET... OF I I I. 1 I I I ! . r I , i I I I 1 I I I I I I i I I 1 . dr- I 1 1 ' t i I i . I I I I I , . I s I I I I - i P'2' /3 ‘—'/. ./,'," 4- .7 ,e-,-,(., iko p,_, A r4. A 11 , .-- a 3 rt_r I i -1--1-' ,4, ,4-,,f,7 Ai/ ,t,4, (.2:- i 4.•,.C. ' , I. t . , 1 I , 1 1 ' t i 1 t ; 1 Cli-ao A feel 4Y,teli 7 A 1 i 1 , t i N :( I . , i 1 I i i i 1 I ti i II , • .- its , 1 I (14,,tz i 1 k,i7 7, — . , I - 1 t . . . , . • . 1 1 t. . 77 . . t . i 4 „ .i. ; . , ! i 1 • . . - , . 1 , t -------'45;_ef”-9,7, , . . t , t • I I , , • 1. I 1 i i 1 I I 1 I 1 i t , I i 1 1 1 I I I I I I ; i ; I / . . ; 1 . I , 1 I4 II 1 II i I .i• . w .• _,,, BY j _../2 . HAYDEN .54.- •' -- ENGINEERS '------------- d/e') 61-1' REV /Z,,t/ DATE DATEI 4 ____,..........._„.._ _.., STRUCTURAL I CIVIL JOB NO (503)968-9994 p (503)968-8444 f SHEET 17 OF pr