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Specifications (62) TESNER STRUCTURAL ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 ‘"(1 C1C/S'E) c7-31A,MAIACk DV- He../HVF D JUL17 2018 ry OF 111.-iAciL, STRUCTURAL CALCULATIONPLE0,1(3Dros- FOR NEW COVERED PATIO STRUCTURE AT 9585 SUMMERFIELD DRIVE TIGARD, OREGON s-,Ftoc-rup,„,4 PRoicz. GIN t9t9 #<?' 16310 ( co ofOREGON 4,4 c. 1 9c3 • iirtitiONY )FFICE COPY EXPIRES: 6/3W/2020 Project: 9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: JAT Client:Northwest Outdoor Living Date;June 2018 Sheet NO.: 460v-a,t TESTIER STRUCTURAL ENGINEERS 7 534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9719 Fax 503-239-9122 0 /. /1. 7-6-...,‹ fv ED G c 6 E AAS 0 ,/,,G 77e r 4/..-x 8 c 3 , i'c),,c. 7. 38 5-,2g 1 3 cc /-' - Z 9 n Pile ��L = C3)C/s) _ ¢CpLLA_,, sI/¢.7-7 .) ---•-•-•-•-• 36C)7, J = C3:---.:12)C2,s ,g) Gc.I = 3) 25 = 75�'Lr� /2-i /Z,4,7 £ = 2/ S- P 1 _ g/ 5 PLr'- -400 C.c, if,4..- iea!L „0:0 /3 ,pc Go x/o)cve 5 e e 0 Fat z3€r4,44 f3E-A A4 r e-A,7.. - /S.: /1"1.-/ (Cc)/Z) Fob we—.G/47- . .604'1 t4.)4--/ ,‘,/7-- 4,_ 4, = o- 2.5 ' - G� zi 1C'42. ISA ci S, 44) 111111 : 11111( : j 111111 : i : Ilii U 1 111111 : Iii[U I /2.67 / J21'j !2 ' 12, , L 2,25' ? �.25'� .6,,,_, = 0,f3 ` = T5L, (0) ,4217 .pc-. L C C Tit3.v & /o.-.cSIM1"L• ZA4 .) .... (-CP-Xr. Z. 7.S?11, 4.. .s5ll tivi-77CM-1 y 5A aze_zsif',4,-/ i c` _ Z2s �GL _ 27o A 7 c4,✓71Z-- Vezz E',40: 47 cAAT7z4,6 i/e2 c*Q. 4 x 8rf 3 a.c Lt,t 7!-{ LC)/}r� �N 4"J4c t- L' ii / LrJf/J 0.k.7 e/c- £, 4 A.. 4,4-'4- y • £' 4,L) 0 AJL. S' 6, x to (a X. /2 (M r'ci) Project: 9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: JAT Client: Northwest Outdoor Living Date:June 2018 Sheet No.: ! TESNER STRUCTURAL ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 /34 0/€0-SS 6eANi EA-0�/Z, 0 A�uO X - 2,/ 7 FR am 0 Aoo CS?f.vlAn ACJ �LvLAM rev p L,4 CC) To 0 X 11I111 I nil ([ll I 111111 II1(1 : 1[lII A A A A A A '25.3 ..-. 4-, 33 ' GL 5 %z..,c / /z o p 12 33� 2 )(2a ) Go/2_ 72£ 6 -) ' -1 : f- /23 6 2790 0- 2777 24 P (/2.336 1._52.3)( 2-5) 53)( ) 7. �� 5%, )4 /5 iocvz 7- S90 DEFLE�' cx.r 0,07723L = 3 8 40 c'j DL /4-A4 47 5- 1")<S'1=- ©•56) iv = 55-2 Fo.2 C-Ertfc)G L 1/v exr 6 77 G Ago' e. GL51 )4 ;' X5 Project:9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: JAT Client:Northwest Outdoor Living Date:June 2018 Sheet No.: 'Z Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT _- Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev. 580000 User: 5944,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (01%3.20033-2003 ENERCALC Engineering Software 6gard_patio roof_ear.Caiculatians Description Rafters-Simple Span Analysis . [General Information Code Ret 2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 180.0 psi Load Duration Factor 1.150 Timber Member Information Description 1 A simple A-IL Span fti 12.67 12.67 Timber Section 1 4x8 4x8 i Beam Width in i 3.500 3.500 Beam Depth in 1 7.250 7.250 End Fixity I Pin-P -PIn Le:Unbraced Length fti 0.00 0.00 Member Type Sawn Sawn Loads . 1 ,, . t.,.w _. .� � , my .�. � Live Load Used This Span? Yes Yes " ,z. „. . Dead Load #Ift 51.00 Live Load #/ft 75.00 75.00 [Results Mmax G Cntr in-k 30.3 18.1 §X= ft 6.33 6.33 Max • Left End in-k 0.0 0.0 Max§Right End in-k 0.0 0.0 fb:Actual psi 989.5 589.0 Fb:Allowable psi' 1,345.5 1,345.5 Bending OK Sending OK Shear @ Left ki 0.80 0.48 Shear . Right kJ 0.80 0.48 fv:Actual psi i 42.8 25.5 N:Allowable psi I 207.0 207.0 I Shear OK Shear OK i Reactions&Deflection - DL @ Left k, 0.32 0.00 LL @ Left k I 0.48 0.48 Total @ Left k I 0.80 0.48 DL @ Right k! 0.32 0.00 LL c Right k 0.48 0.48 Total 0 Right k 0.800.48 Max.Deflection in, -0.411 -0.245 @x= fti 6.33 6.33 Query Values Location fti 0.00 0.00 Moment in-k1 0.0 0.0 Shear ki 0.8 0.5 Deflection in! 0.0000 0.0000 S Teener Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Structure Scope; New roof framing posts footings IRev: 580000 e 1 User Kw- ,ver58.0,1-D�2Pa Timber Beam g i (x)198;3-2003 ENERCALC Engineering Software Multi-Span tigard_patio roof.ecwCalculatlons Description Rafters-With Cantilever General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 180.0 psi Load Duration Factor 1.150 Timber Member information Description A balk A carol A-LL A-LL Span ft 12.67 2.10 12.67 2.10 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in j 7.250 7.250 7.250 7.250 End Fixity pin-Pin Pin-Free Pin-Pin Pin-Free Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn 1 Loads Live Load Used This Span? Yes Yes Yes Yes Dead Load #/ft 51.00 51.00 Live Load #/ft 75.00 75.00 75.00 75.00 1 Results Mmax G Cntr in-k 28 7 0.0 17.1 0.0 e X= ft 8.17 0.00 6.17 0.00 Max j Left End in-k t 0.0 -3.3 0.0 -2.0 Max'Right End in-k -3.3 0.0 -2.0 0.0 lb:Actual psi 935.9 108.7 557.1 64.7 Fb:Allowable psi 1,345.5 1,345.5 1,345.5 1,345.5 Bending OK Bending OK Bending OK Bending OK Shear • Left k 0.78 0.26 0.46 0.16 Shear Q Right k1 0.82 0.00 0.49 0.00 fv:Actual psi i 43.4 11.2 25.9 6.6 Fv:Allowable psi 207.0 207.0 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL,:.-i_ Left rs � kj 0.31 0.44 0.00 0.00 LI(Left k 0.46 0.65 0.46 0.65 Total fp Left k' 0.78 1.08 0.46 0.65 DL Z Right k1 0.44 0.00 0.00 0.00 LL @ Right k 0.65 0.00 0.65 0.00 Total @ Right k 1.08 0.00 0.65 0.60 Max.Deflection in, -0.384 0.192 -0.228 0.114 X= ft I 6.25 2.10 6.25 2.10 i Query Values Location lb 0.00 0.00 0.00 0.00 Moment in-kI 0.0 -3.3 0.0 -2.0 Shear k' 0.8 0.3 0.5 0.2 Deflection in� 0.0000 0.0000 0.0000 0.0000 4 . Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev. 580000 I User Kw-0605944.Ver 5.8 0.1.E 2003 Multi Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software tigardyatio_roof ecwCafcuiations Description Rafters-With Cantilever General Information Code Ref:2001 NDS,2003 IBC,2003 NEPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 180.0 psi Load Duration Factor 1.150 Timber Member Information Description I A tuck A cant A-U. A-U. Span ftj 12.67 2.10 12.67 2.10 Timber Section 1 4x8 4x8 4x8 4x8 Beam Width in I 3.500 3.500 3.500 3.500 i Beam Depth in i 7.250 7.250 7250 7.250 End Fixity (( Pin-Pin Pin-Free Pit,-Pin Pin-Free Unbraced Length ft1 0.00 0.00 0.00 0.00 Member Type j Sawn Sawn Sawn Sawn I Loads Live Load Used This Span? Yes No Yes No Dead Load Nit 51.00 51.00 Live Load #Jtt. 75.00 75.00 75.00 75.00 Results Mmax n Cntr in-k1 29.7 0.0 18.1 0.0 @ X= ftl 6.25 0.00 6.33 2.10 Max cg Left End in-kI 0.0 -1.3 0.0 0.0 Max F Right End in-k I -1.3 0.0 0.0 0.0 fb:Actual „mil 967.6 44.0 589.0 0.0 Fb:Allowable psi 1,345.5 1,345.5 1,345.5 1,345.5 I Bending OK Bending OK Bending OK Bending OK Shear @ Left k` 0.79 0.11 0.48 0.00 Shear G� Right ki 0.81 0.00 0.48 0.00 fv:Actual psi 42.7 4.5 25.5 0.0 Fv:Allowable psi 207.0 207.0 207.0 207.0 Shear OK Shear OK Shear OK Shear OK I Reactions&Deflection r DL •A Left k 0.31 044 0.00 0.00 LL @ Left k 0.48 0.48 0.48 0.48 Total @ Left k 1 0.79 0.91 0.48 0.48 DL©Right k I 0.44 0.00 0.00 0.00 IL©RightkI 0.48 0.00 0.48 0.00 Total @ Right k i 0.91 0.00 0.48 0.00 Max.Deflection int -0.400 0.206 -0.245 0.130 ©X= ftI 6.33 2.10 6.33 2.10 ' Query Values Location ftt 0.00 0.00 0.00 0.00 Moment in-klI 0.0 -1.3 0.0 0.0 Shear kI 0.8 0.1 0.5 0.0 Deflection in I 0.0000 0.0000 0.0000 0.0000 5 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr. JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings IRev: 580030 Page 1 User..KW-0606944,Ver5_8,0,1-Deo-min Multi-Span Timber Beam Of)19832003 ENERCALC Engineering Software tigardyatio roof ecwCakmiations Description Rafters-With Cantilever General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 180.0 psi Load Duration Factor 1.150 • imber Member Information Description I A track A cant A-LL A-LL Span 111 12.67 2.10 12.67 2.10 Timber Section 4x8 4x8 4x8 4x8 i Beam Width in 4 3.500 3.500 3.500 3.500 Beam Depth in+i 7.250 7.250 7.250 7.250 End FixityI Pin-Fin Pin-Free Pin-Pin Pin-Free Le:Unbraced Length ftj 0.00 0.00 0.00 0.00 Member Type 1 Sawn Sawn Sawn Sawn Loads Live Load Used This Span? I No Yes No Yes Dead Load #Ift' 51.00 51.00 Live Load #iftj 75.00 75.00 75.00 75.00 1.151 esults Mmax§Cntr in-k' 10.7 0.0 0.0 0.0 1 X= ft! 5.91 0.00 0.00 0.00 Max§Left End in-k 0.0 -3.3 0.0 -2.0 Max§Right End in-k1 -3.3 0.0 -2.0 0.0 fb:Actual psi I 348.0 108.7 64.7 64.7 Fb:Allowable psi! 1,345.5 1,345.5 1,345.5 1,345.5 Bending OK Bending OK Bending OK Bending OK Shear§Left ki 0.30 0.26 0.01 0.16 Shear @ Right k I 0.35 0.00 0.01 0.00 fv:Actual psii 18.4 11.2 0.8 6.6 Fv:Allowable psi! 207.0 207.0 207.0 207.0 I Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL§Left kl 0.31 0.44 0.00 0.00 LL(Left k -0.01 0.17 -0.01 0.17 Total @ Left k 0.30 0.61 -0.01 0.17 DL @ Right k 1 0.44 0.00 0.00 0.00 LL % Right k I 0.17 0.00 0.17 0.00 Total @ Right k i 0.61 0.00 0.17 0.00 Max.Deflection in -0.139 0.061 0.017 -0.016 §X= ftI 6.17 2.10 7.35 2.10 Query Values Location ft, 0.00 0.00 0.00 0.00 Momentin k! 0.0 -3.3 0.0 -2.0 Shear ki 0.3 0.3 -0.0 0.2 Deflection in, 0.0000 0.0003 0.0000 0.0000 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings I Rev: 580000 1 User.KW-4805944 ver 5.8.0,1-Dec2003Page 1 {c)1983-2003ENERCALC Engineering Software Mut#i-Span Timber Beam iigard_paho_rooi earCafculatwns Description Edge and Ridge Beams-Simple Span Analysis `General Information Code Ret 2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 1.150 LTimber Member Information Description B B 8-IL C C s�pie C-U. Span ft�# 12.00 12.00 12.00 12.00 12.00 12.00 Timber Section I 6x10 6x12 6x10 6x10 6x12 6x12 I Beam Width in i 5.500 5.500 5.500 5.500 5.500 5.500 Beam Depth in i 9.500 11.500 9.500 9.500 11.500 11.500 End Fixity i Pin-Pin Pin-Pin Pin-Pin Fin-Pin Pin-Frai Pin-Pin Le:Unbraced Length ft! 0.00 0.00 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Loads Live Load Used This Span? I Yes Yes Yes Yes Yes Yes Dead Load #/ftl 143.00 145.00 203.00 205.00 Live Load #/ft! 215.00 215.00 215.00 315.00 315.00 315.00 1 Results Mmax :+Cntr in-ki 77.3 77.8 46.4 111.9 112.3 68.0 ft X= 6.00 6.00 6.00 6.00 6.00 6.00 Max Left End in-ki 0.0 0.0 0.0 0.0 0.0 0.0 Max @ Right End in-k I 0.0 0.0 0.0 0.0 0.0 0.0 fb:Actual psit 934.7 641.4 561.3 1,352.5 926.5 561.3 Fb:Allowable psi! 1,006.3 1,006.3 1,006.3 1,006.3 1,006.3 1,006.3 t Bending OK Bending OK Bending OK OverStr+ess Bending OK Bending OK Shear ., Left k! 2.15 2.16 1.29 3.11 3.12 1.89 Shear G Right k 2.15 2.16 1.29 3.11 3.12 1.89 fv:Actual psi! 54.3 43.7 32.6 78.5 63.1 38.2 Fir:Allowable -1 195.5 195.5 195.5 195.5 195.5 195.5 Sir OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL @ Left k 0.86 0.87 0.00 1.22 1.23 0.00 LL @ Left kI 1.29 1.29 1.29 1.89 1.89 1.89 Total @ Left k I2.15 2.16 1.29 3.11 3.12 1.89 DL i+ Right k I 0.86 0.87 0.00 1.22 1.23 0.00 LL r@ Right kj 1.29 1.29 1.29 1.89 1.89 1.89 Total @ Right k i 2.15 2.16 1.29 3.11 3.12 1.89 Max.Deflection in I -0.327 -0.185 -0.196 -0.473 -0.268 -0.162 X= ft I 6.00 6.00 6.00 6.00 6.00 6.00 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 Moment in-k j 0.0 0.0 0.0 0.0 0.0 0.0 Shear k`! 2.1 2.2 1.3 3.1 3.1 1.9 Deflection inl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr. JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings IRev. 580000 I User.KW-0805944,Ver 5_0,'1 Multi-Span Timber Beam Page 1 L(01983-2003 ENERCALC tigard_patio_roc eox.Catculations Description Edge Beams-With Cantilever 1 General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 ITimber Member Information Description I 8r>ack El Cant B-fL s-u Span ft 12.00 2.25 12.00 2.25 Timber Section 6x10 6x10 6x10 6x10 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in 9.500 9.500 9.500 9.500 End Fixity I sit-nn Fin-Free Pin-Fin Fin-Free Le:Unbraced Length ft' 0.00 0.00 0.00 0.00 Member Type i Sawn Sawn Sawn Sawn [Loads Live Load Used This Span? I Yes Yes Yes Yes Dead Load #!ft' 143.00 143.00 Live Load Nit} 215.00 215.00 215.00 215.00 I Results Mmax• Cntr in-k 72.0 0.0 43.2 0.0 0 X= ft 5.76 0.00 5.76 0.00 Max Left End in-k 0.0 -10.9 0.0 -6.5 Max Right End in-k -10.9 0.0 -6.5 0.0 fb:Actual psi I 870.1 131.4 522.6 78.9 Fb:Allowable psi! 1,006.3 1,006.3 1,006.3 1,006.3 Ii Bending OK Bending OK Bending OK OK Shear G Left lc! 2.07 0.81 1.24 0.48 Shear c Right k1 2.22 0.00 1.34 0.00 fv:Actual psi 55.6 15.1 33.4 9.1 Fv:Allowable Psi 195.5 195.5 195.5 195.5 Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL� Lefta a. . . .. . .� o . k 0.83 1.21 0.00 .. 0.00 LL @ Left k! 1.24 1.82 1.24 1.82 Total @ Leftk i 2.07 3.03 1.24 1.82 DL Right k( 1.21 0.00 0.00 0.00 LL i Right k I 1.82 0.00 1.82 0.00 Total 0 Right k1 3.03 0.00 1.82 0.00 Max.Deflection in -0.299 0.165 -0.180 0.099 @ X= ft i 5.92 2.25 5.92 2.25 Query Values Location R; 0.00 0.00 0.00 0.00 Moment in-k1 0.0 -10.9 0.0 -6.5 Shear k i 2.1 0.8 1.2 0.5 Deflection in 0.0000 0.0000 0.0000 0.0000 8 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard.Ore 1534 S.E 25th Avenue Dsgnr. ..IAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev: 580000 "w-X5944,Ver 5.8.0,1-0ec-2 Multi-Span Timber Beam Page 1 _(c)12aa+ENERCAIC Engineering sonware tandio rora.earCakulations Description Edge Beams-With Cantilever [General Information Code Ref.2001 NOS,2003 IBC,2003 NFPA 5000.Base allowably are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv:Basic/Mow 170.0 psi Load Duration Factor 1.150 Timber Member Information Description I B bad( B cat8 B-U- Span ft 12.00 2.25 12.00 2.25 Timber Section 6x10 6x10 6x10 6x10 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in I 9.500 9.500 9.500 9.500 End Fixity i Pin-Pin Pin-Free Pin_pin Pin-Free Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type j Sawn Sawn Sawn Sawn LLoads Live Load Used This Span? I Yes No Yes No Dead Load #/fti 143.00 143.00 Live Load efftj 215.00 215.00 215.00 215.00 i Results Mmax @ Cntr in-k! 75.2 0.0 46.4 0.0 @ X= ft) 5.92 0.00 6.00 2.25 Max 0 Left End in-k j 0.0 -4.3 0.0 0.0 Max(Right End in-kI -4.3 0.0 0.0 0.0 lb:Actual psi! 908.6 52.5 561.3 0.0 Fb:Allowable psil 1,006.3 1,0Q6.3 1,006.3 1,006.3 IBending OK Bending OK Bending OK OK Shear Is Left k} 2.12 0.32 1.29 0.00 Shear Cay Right kI 2.18 0.00 1.29 0.00 fv:Actualpsis 54.3 6.0 32.6 0.0 Fv:Allowable psi! 195.5 195.5 195.5 195.5 11 Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL�r Left k 0.83 1.21 0.00 0.00 IL @ Leff k 1.29 1.29 1.29 1.29 Total @ Left k t 2.12 2.50 1.29 1.29 DL r Right kF 1.21 - 0.00 0.00 0.00 LL @ Right ki 129 0.00 1.29 0.00 Total a Right k i 2.50 0.00 129 0.00 Max.Deflection in -0.316 0.182 -0.196 0.11$ X= ft! 6.00 2.25 6.00 2.25 Query Values , Location ft; 0.00 0.00 0.00 (ion Moment in-k I 0.0 -4.3 0.0 0.0 Shear k1 2.1 0.3 1.3 0.0 Deflection in I 0.0000 0.0000 0.0000 0.0000 . Teaner Structural Engineers Title: 9585 Summerfield Drive,Tigard.Ore 1534 S.E.25th Avenue Dsgnr. JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings I Rev. 580000 ■e �a j User KW-0605944,Vet 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 i fc)1 3 2003 ENERCALC Engineering Software M `i tigard_patio matey*.Calculations Description Edge Beams-With Cantilever [General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member information Description i B back 8 cant 8-u. 8-LL Span ftl 12.00 2.25 12.00 2.25 Timber Section 6x10 6x10 6x10 6x10 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in 9.500 9.500 9.500 9.500 End Fixity Pin-Pin Pin-Free Pin-Pin Pin-Free Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn [Loads Live Load Used This Span? I No Yes No Yes Dead Load #/ft, 143.00 143.00 Live Load #iftl 215.00 215.00 215.00 215.00 Results Morax,+Cntr in-k 25.7 0.0 0.0 0.0 X= ft 5.44 0.00 0.00 0.00 Max @ Left End in-kl 0.0 -10.9 0.0 -6.5 Max @ Right End in-k j -10.9 0.0 -6.5 0.0 fb:Actual psi' 310.5 131.4 78.9 78.9 Fb:Allowablepsii 1,006.3 1,006.3 1,006.3 1,006.3 ISending OK Bending OK Bending OK Bending OK Shear @ Left k) 0.78 0.81 0.05 0.48 Shear Gj Right kl 0.93 0.00 0.05 0.00 fv:Actual psis 23.5 15.1 1.3 9.1 Fv:Allowable psi I 195.5 195.5 195.5 195.5 I Shear OK Shear OK Shear OK Shear OK I Reactions Sc Deflection DL• Leftk 0.83 1.21 0.00 0.00 LL Q Left k -0.05 0.53 -0.05 0.53 Total @ Left k 0.78 1.74 -0.05 0.53 DL @ Right k 1.21 0.00 0.00 0.00 LL ' Right ki 0.53 0.00 0.53 0.00 Total 0 Right k I 1.74 0.00 0.53 0.00 Max.Deflection in i -0.103 0.047 0.017 -0.019 ©X= Ili 5.76 2.25 6.96 2.25 I Query Values Location ft 0.00 0.00 0.00 0.00 Moment in-k. 0.0 -10.9 0.0 -6.5 Shear k 1 0.8 0.8 -0.0 0.5 Deflection in 1 0.0000 0.0000 0.0000 0.0000 /0 . Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev: 580000 User KW-0605944,ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (ci1983.2003 ENERCALC Engineering Software tigard_paho roof ecw:Cakelations Description Ridge Beam-With Cantilever I General Information Code Ref:2001 NOS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi . Spans Considered Continuous Over Support Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member Information Description 1C nark C cant C-LL C-U. Span ftt 12.00 2.25 12.00 2.25 Timber Section 6x12 6x12 6x12 6x12 Beam Width in l 5.500 5.500 5.500 5.500 Beam Depth in' 11.500 11.500 11.500 11.500 End Fixity 1 Pin-Pin Pin-Free Pin-Pin Pal-Free Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type I Sawn Sawn Sawn Sawn Loads Asommi Live Load Used This Span? I Yes Yes Yes Yes Dead Load #/ftI 205.00 205.00 Live Load #/ft! 315.00 315.00 315.00 315.00 I Results !Amax#Cntr in-k 104.6 0.0 63.3 0.0 41 X= ft 5.76 0.00 5.76 0.00 Max ? Left End in-k! 0.0 -15.8 0.0 -9.6 Max#Right End in-k -15.8 0.0 -9.6 0.0 tb:Actual psi 862.5 130.3 522.5 78.9 Fb:Allowable psi1 1,006.3 1,006.3 1,006.3 1,006.3 1, Bending OK Bending OK Bending OK Bending OK Shear •A Left kI 3.01 1.17 1.82 0.71 Shear 0 Right ki 3.23 0.00 1.96 0.00 fv:Actual psi; 64.8 16.1 39.2 9.7 Fv:Allowable psi 195.5 195.5 195.5 195.5 { Shear OK Shear OK Shear OK Shear OK i 1 Reactions&Deflection DL @ Left k 1.19 1.73 0.00 0.00 LL#Left k` 1.82 2.67 1.82 2.67 Total#Left k 3.01 4.40 1.82 2.67 DL(4 Right k I 1.73 0.00 0.00 0.00 LL @ Right k 4 2.67 0.00 2.67 0.00 Total 0 Right k 4.40 0.00 2.67 0.00 Max.Deflection in; -0.245 0.135 -0.149 0.082 - X= ill 5.92 2.25 5.92 2.25 Query Values Location ft i 0.00 0.00 0.00 0.00 Moment in-k 0.0 -15.8 0.0 -9.6 Shear k; 3.0 1.2 1.8 0.7 Deflection in 1 0.0000 0.0000 0.0000 0.0000 /1 Teener Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr. JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev: 580000 User:KW-0605944,ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 L(01983-2003 ENERCALC Engineering Sof retigard_patio_roof.aavCalcW®tiotu Description Ridge Beam-With Cantilever (General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member Information Description C heck C and C-IL C-LL Span fti 12.00 2.25 12.00 2.25 Timber Section 6x12 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in1 11.500 11.500 11.500 11.500 End Fixity Pin-Pin Pfn-Free Pin-Pin Pin-Free Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn , ( Loads Live Load Used This Span? ( Yes No Yes No Dead Load ;t& 205.00 205.00 Live Load #tft 315.00 315.00 315.00 315.00 t Results Mmax @ Cntr in-k) 109.2 0.0 68.0 0.0 G X= ft[ 5.92 0.00 6.00 2.25 Max c Left End in-kj 0.0 -6.2 0.0 0.0 Max @ Right End in-k' -6.2 0.0 0.0 0.0 fb:Actualpsi i 901.0 51.4 561.3 0.0 Fb:Allowable psi! 1,006.3 1,006.3 1,006.3 1,006.3 1 Bending OK Bending OK Bending OK ung OK Shear a Left ki 3.08 0.46 1.89 0.00 Shear 0 Right kl 3.16 0.00 1.89 0.00 fv:Actual psi: 63.2 6.3 38.2 0.0 Fv:Allowable Psi! 195.5 195.5 195.5 195.5 Shear OK Shear OK Shear OK Shear OK Reactions& Deflection te DL a Left k; 1.19 1.73 0.00 0.00 LL r Left ki 1.89 1.89 1.89 1.89 Total 43 Left k! 3.08 3.62 1.89 1.89 DL @ Right k i 1.73 0.00 0.00 0.00 LL -.-, Right k 1.89 0.00 1.89 0.00 Total 0 Right k 3.62 0.00 1.89 0.00 Max.Deflection in l -0.259 0.149 -0.162 0.097 ©X= its 6.00 2.25 6.00 2.25 f Query Values Location ft i 0.00 0.00 0.00 0.00 Moment in-kI 0.0 -6.2 0.0 0.0 Shear k I 3.1 0.5 1.9 0.0 Deflection in j 0.0000 0.0040 0.0000 0.0000 /2 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard.Ore 1534 S.E.25th Avenue Dsgnr. ..IAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings I Rev: 580000 User KW-060594q,Ver 5_8.0,1-0eo-2003 Multi' an Timber Beam Page 1 L(c)1983-2003 ENERCALC Engineering Software P tigardpatio rootecw.Calculations Description Ridge Beam-With Cantilever General Information Code Ref.2001 NDS,2003 IBC,2003 NFPA 5000.Base altowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 I Timber Member Information Description c C cwt C-LL C-LL Span ftf 12.00 2.25 12.00 2.25 Timber Section I 6x12 6x12 6x12 6x12 Beam Width in, 5.500 5.500 5.500 5.500 Beam Depth in 11.500 11.500 11.500 11.500 End Fixity l Pit-Pin Pin-Free Pin-Pin Pin-Free Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Loads Live Load Used This Span? I No Yes No Yes Dead Load #iftl 205.00 205.00 Live Load #!ft; 315.00 315.00 315.00 315.00 j Results Morax§Cntr in-k1 36.7 0.0 0.0 0.0 X= ft1 5.44 0.00 0.00 0.00 Max(A Left End in-k 0.0 -15.8 0.0 -9.6 Max Ei Right End in-k I -15.8 0.0 -9.6 0.0 fb:Actual78.9 78.9 Fb:Allowable psi! 1,006.3 1,006.3 1,006.3 1,006.3 j Bending OK Bending OK Bending OK Bending OK Shear @ Left ki 1.12 1.17 0.07 0.71 Shear§Right k 1.34 0.00 0.07 0.00 fv:Actual Psi' 27.1 16.1 1.6 9.7 Fv:Allowable psi; 195.5 195.5 195.5 195.5 i Shear OK Shear OK Shear OK Shear OK Reactions&Deflection DL @ Left kr 1.19 1.73 0.00 0.00 LL• Left k; -0.07 0.78 -0.07 0.78 Total#Left k i 1.12 2.51 -0.07 0.78 DL @ Right k 1.73 0.00 0.00 0.00 LL Wr Right ki 0.78 0.00 0.78 0.00 Total 0 Right k; 2.51 0.00 0.78 0.00 Max.Deflection in( -0.083 0.038 0.014 -0.016 X= ftI 5.76 225 6.96 2.25 I Query Values s.4;,..::.w' E r 'm` =a#L,'"3'u�x'-"'&a:e^w a m;.<^.. eo..r_a3^,' "e:N:';: Kw7.. . T.:tsn'„sv".zm �1Ywfi_k". ✓v s:"% °.w,Gr...,'.°!na9?srr%'^-<�r,. .?z m.R.w;,Nanv..4,....a?:..us, ,,.akZn..ka6,'Y'nm,; Location ft! 0.00 0.00 0.00 0.00 Moment in-kI 0.0 -15.8 0.0 -9.6 Shear ki 1.1 1.2 -0.1 0.7 Deflection in' 0.0000 0.0000 0.0000 0.0000 0/3 Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Studios Scope: New roof framing posts footings Rev. 580000 I User KW-0605944.Ver 5.8.0,1-Dec-2003Page 1 (01983-2003ENERCALC Engineering Software Mui#i-Span Timber Beam ligard_pabo roof ecw.Calcutations Description Cross Beam-Giulam LGeneral Information Code Ref 2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir,24F-V4 Fb:Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 265.0 psi Load Duration Factor t150 Timber Member Information Description j Q D-LL 0 D-LL Span ft j 25.30 25.30 25.30 25.30 Timber Section t 5.5x13.5 5.5x13.5 5.5x15 5.5x15 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth in 1 13.500 13.500 15.000 15.000 End Fixity i Fin-Pin Pin-Pin > -r i -Pin Le:Unbraced Length ft I 0.00 0.00 0.00 0.00 Member Type GluLam GluLam GluLam GluLam Loads Live Load Used This Span? I Yes Yes Yes Yes Dead Load #1ff j 20.00 20.00 Live Load #/ft t Point#1 Dead Load Ibs{ 1,730.00 1,730.00 Live Load lbs; 2,670.00 2,670.00 2,670.00 2,670.00 @ X ft I 12.650 12.650 12.650 12.650 I Results :'z. ow.. Mmax @ Crib in-k 353.2 202.7 353.2 202.7 vi X= ft I 12.65 12.65 12.65 12.65 Max @ Left End in-k1 0.0 0.0 0.0 0.0 Max G Right End in-k i 0.0 0.0 0.0 0.0 fb:Actual psi! 2,114.0 1,213.0 1,712.3 982.6 Fb:Allowable psi 2,658.5 2,658.5 2,630.6 2,630.6 I Bending OK Bending OK Bending OK Bending OK Shear G Left k I 2.45 1.34 2.45 1.34 Shear. Right k: 2.45 1.34 2.45 1.34 fv:Actual psit 49.1 27.0 44.2 24.3 Fv:Allowable psi; 304.8 304.8 304.8 304.8 I Shear OK Shear OK Shear OK Shear OK 1 t Reactions& Deflection rw .+...� . '-:4:"'u[^'.4a,"Tl".✓%.: •.s+„'.�.r_".Y x'Y-1, r-.-e" Y4<4*4<<4 :4 .. ' .'. . <94<."<3%4<9<r%'_^v ...+..�33`s.'.::*t'..«'°a's'-`m.ZN •t..E,..<rP,. .+..;fi.:: r�<fl<&idK .: .v`,...:-29.e .... DL@Left k` 1.12 0.00 1.12 0.00 LL @ Left k 1.34 1.34 1.34 1.34 Total @ Left k I 2.45 1.34 2.45 1.34 DL fg Right k I 1.12 0.00 1.12 0.00 LL @ Right k` 1.34 1.34 1.34 1.34 • Total @ Right k2.45 1.34 2.45 1.34 Max.Deflection in I -1.355 -0.767 -0.987 -0.559 G X= ft; 12.65 12.65 12.65 12.65 I Query Values Location ft; 0.00 0.00 0.00 0.00 Moment in-k! 0.0 0.0 0.0 0.0 Shear k 2.5 1.3 2.5 1.3 Deflection in: 0.0000 0.0000 0.0000 0.0000 14- Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr: JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings i Rev: 580000 User:Kw-0605944,ver 5,8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 1 tc)1983-2003 ENERCALC Engineering Software P tigard_patio roof ec :Caiaflaliors Description Cross Beam-Sawn 6x12 General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi AH Spans Considered as Individual Beams Fv:Basic Allow 170.0 psi Load Duration Factor 1.150 Timber Member Information Description o Span ft 25.30 Timber Section 6x12 Beam Width intii 5.500 Beam Depth int 11.500 End Fixity I Pin-Pin Le:Unbraced Length ft 0.00 Member Type I Sawn LLoads Live Load Used This Span? I Yes Dead Load #/ft 15.00 Live Load #/f Point#1 Dead Load lbsI 1,730.00 Live Load lbs1 2,670.00 t,X ftI 12.650 r L1_,1 Results �Mmax @ Cntr in-k' 348.4 c x= ftI 12.65 Max n Left End in-kl 0.0 Max t Right End in-kll1 0.0 fb:Actual psi 2,873.6 Fb:Allowable psi, 1,006.3 OverStras Shear @ Left k 2.39 Shear• Right k I 2.39 fv:Actual psis 56.4 Fv:Allowablepsii 195.5 IShear OK Reactions&Deflection DL@Left ki 1.05 LL .) Left k! 1.34 Total g Left k 1 2.39 DLo@ Right k1 1.05 LL©Right k i 1.34 Total @ Right kI 2.39 Max.Deflection in I -2.983 cQX= ft1 12.65 • Query Values Location ft i 0.00 Moment in-k1 0.0 Shear ki 2.4 Deflection in' 0.0000 /s, . Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr. SAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev: 580000 u + 4.v�5.80.1 mac- Multi-Span Timber Beam (c)1983.2003 ENERCALC - • Software _row ecnrCalaiPageiations tigazd�atto Description Window Header-Glulam General Information Code Ref 2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir,24F-V4 Fb:Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 265.0 psi Load Duration Factor t150 Timber Member Information Description E rradpoint E shear Span ft 4.33 4.33 Timber Section 3.5x9 3.5x9 Beam Width in 3.500 3.500 Beam Depth int 9.000 9.000 End Fixity Pin-Fin Pin-Pin Le:Unbraced Length ftl 0.00 0.00 Member Type 1 GluLam GluLam Loads Live Load Used This Span? Yes Yes Point#1 Dead Load lbs 2,790.00 2,790.00 Live Load lbs 3,840.00 3,840.00 @ X ft 2.170 1.000 Results Mmax @ Cntr in-k 85.9 61.0 ce•X= ft 2.16 1.01 Max @ Left End in-k 0.0 0.0 Max Cg Right End in-k 0.0 0.0 fb:Actual psi 1,818.5 1,290.9 Fb:Allowable psi 2,760.0 2,760.0 Bending OK Bending OK Shear G Left k 3.31 5.10 Shear @ Right k. 3.32 1.53 fv:Actual psi 1 158.2 242.8 Fv:Allowable psi i 304.8 304.8 1 Shear OK Shear OK I Reactions&Deflection DL j Left kl 1.39 2.15 LL©Left k, 1.92 2.95 Total @ Left k I 3.31 5.10 DL @ Right k 1.40 0.64 LL •, Right k 1.92 0.89 Total @ Right k 3.32 1.53 Max.Deflection in I -0.051 -0.033 @X= ft! 2.16 1.91 i Query Values Location ft i 0.00 0.00 Moment in-k I 0.0 0.0 Shear k I 3.3 5.1 Deflection in' 0.0000 0.0000 Ito Teener Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore 1534 S.E.25th Avenue Dsgnr. JAT Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings Rev. 580000 User.KW-0605944,ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 _(01983-2003 ENERCALC Engineering Software6gard_patio rockecweCalcutations Description Window Header-Sawn 4x12 [General Information Code Ref.2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 180.0 psi Load Duration Factor 1.150 Timber Member Information Description i E E shear Span ft 4.33 4.33 Timber Section 4x12 4x12 Beam Width in 3.500 3.500 Beam Depth in j 11.250 11.250 End Fixity i Pin-Pin Pin-Pin Le:Unbraced Length ftl 0.00 0.00 Member Type i Sawn Sawn Loads w ttam.... ^s s`a'bre.* 'P. ' Live Load Used This Span? Yes Yes u„ k. Point*1 Dead Load Ifni 2,790.00 2,790.00 Live Load lbs 3,840.00 3,840.00 G X ftl 2.170 1.000 Results Mmax @ Cntr in-ki 85.9 61.0 ©X= ftl 2.16 1.01 Max @ Left End in-k' 0.0 0.0 Max . Right End in-k1 0.0 0.0 fb:Actual psi! 1,163.8 826.2 Fb:Allowable psi i 1,138.5 1,138.5 OverStress Bending OK Shear cfg Left k! 3.31 5.10 Shear @ Right ki 3.32 1.53 fv:Actual psi, 126.6 194.2 Fv:Allowable psi; 207.0 207.0 Shear OK Shear OK } Reactions&Deflection DL©Left k i 1.39 2.15 LL€, Left k i 1.92 2.95 Total @ Left k; 3.31 5.10 DL @ Right k! 1.40 0.64 LI C Rightk I 1.92 0.89 Total@ Right k, 3.32 1.53 Max.Deflection in -0.029 -0.019 @X= fti 2.16 1.91 1 Query Values Location ft i 0.00 0.00 Moment in-k' 0.0 0.0 Shear k 3.3 5.1 Deflection in' 0.0000 0.0000 d7 TESTIER STRUCTURAL ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 f-/ FocD 77.0G F2 EXr5?ic,) G A),37-//-/ f3 EX/S7idtG 077A-JG G/Z44 tj'✓7-5- Lp �.s - P = 2/ 5-c3 944 -,',!2c./ti. 0 = 5)00 ' F . ® �&- ' csr, ,, .5"4-Ai . ,.a-t.U ses 6--3•P4,--4 7 c,4,:5-e ,BER- c Ire) ) co,U. i v,4T1t, .,) p = 3o 3 0 f- 2 s o AO L-0 4,06 / 2-0/4./1 M4/.4-1 S-4- S t3 . .)L' S7/A-1G FC,u,v.0A-lit34.3 Fc,cac.re- - £ F& C0t,uA-1,.J Jo o-77,u� FQ©7-ra 6) x 3 2 v vE-ffi 6-c.Jf-4_00,2 = 7 S P L.7=- 1 '('i''C K. ' i ' 7-46<;.. „z_ = 77-(/ _ . /et-FT2 S-7'E1Lt i.'.-"+rt Lt. 44 0 v." : /06 7e/LAA/N C e Eid 6 7/-{ _ . ,o4:5-7/...../G� nIc /4- y 1.4..//,0 / oo 77i U 00 12',Se 71:P/cA'L 44.4„0 .,, G Cc.,vSioer2 E -r 5Z,.., L.040 - 5 a/t- S A rg-IA)6 /4720 SS u,GC' LOA-.o S /=,C.o A4 /14,4/A) F'o2 44- /era C)77,4„.../66- �-ca 02 `; ie..,c. o A - C zL L ) - /'16.7 L 54- 80 g _ (7 4240_ ) S/oo X-/6-7-44-) 3 /14/1-AQ ./ -oor2 = 7 8 C, f SI a 0 3./ -- /5 b 4..,r-0Po/{,7eya 6 5, 78L.+ 57/00 / -7 1.-¢, p.5 .6EA-M s e 3 -o o,c, z /6o o /,rte.7L ,Q v wN i a G P,44A 4.4_e-e. r CS1--S.o)(.¢-)._. . S L ? '3 , o 5--J co 2 / L-v 2 ,(----7-z---A2.0 /4 2Y) T.-1/eo u6)1 3 2 ",0 5-&--, J5, el 4. e ge 9 1 ; to . "o v,uO,472 0A-) ,c Z-0,5- , Lfs `2 Ca 4' 4i"v. C/4, ic�o,' C.QAA. 0c-c.uits 47 c),(-)as- 1/A-1. Me- Si 0 65 eSL06: ti4-14 ' /ZA6-.J 'g1t,.4A crit".c.,.e2n w: i-1EAD /( 5/g4u 32- 4-,3 3 6E6 Y© LLO w/.0 6 7-0 ter g. LA34 L 4 4- -f � - 573" ,C0A. • C cpfg, te. C ,v® .4 /S �, S 3 ' 6.14„6z-,--,04.1 EA.)7 70 02.37 C.4Se" - e 2s . °' 3; 05 ' 4014 j S'67 L,g7`E/ZA-c_ — A C2��12 �C/�� �- l�„� L o4 ,5 - c cD,J 5 ,c E/z �o: 81 , -7- E ,.3 " 0/4, 57'fi-xuo4-4.o ,fP (3,>i'J(78 4 Sly 9) f- 2"/‘5--(32"/‘5--(3r� Au Z/z Srze- Fol = ¢® 37 ,DCS/GA) Q_ 4e) 3 7 _...7_ .c:` Z Psi= 4°--- < /` o,0 C-,-/--- Project: -,.-:Project: 9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: JAT Client: Northwest Outdoor Living Date:June 2018 Sheet No.: /8 • TESNER STRUCTURAL ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-91 19 Fax 503-239-9122 L.47"e/e 4 4., dES/G,v C'o A..).7-/0 0©,v 7"°t? L fir- 7a - 2lGtj7- 7C{e-A C. Les'AO S c�/� Lv t,�r a L 4i,4,p Av cc),J77e.oL Lei, A,2.0 sroE as co44Mi.LE ..LvtA.1CJ.Te' ca o •"O6 S Lirr...,.oto,g-r2 -----`C3 Cs ' (,1€2.,e) ,2r . - -SE/544/ idz--- _ 1: ,<- b, E }lv✓v a SAs = 0t7r ¢ V /I- = /12-o- M P,/ (c a.,., �v� 2 _.. _ 5. -b 4T,4 e e/ -0 -X26.00 '.. ex_R0 v Lig-63 . / 7 = / "r/2 /7'EiGf'7- h / 31 -- /c„,_ 7 pS 1,, C-44. 'r .G&,- tea CoL vA.4,42 si oE_s/GAJ. /16 .oPeliu Ap',9L./.E-,,0 A.lc7.rZu,4L- C?7,148,E.� F.e.AA-i6.0 c:).7/ 1- E1c.7--70-,e/G/f7 1/1”A.<p0,i-7 to %i u 4. ?-i,o L.y e ' o,G ® �`� i S' 0 = 22 - C., " CS-: /z ) AL d.b(9-J.Q.6e- s -.--e s 4e-5/6 A-1 7-074-4. deo c,A- e-041r /o _ G Ctis.,:, ../o CG.G)�/(0.7) (uSE iS Pdf - CoASH) =. / oro PSS ki = (2).62-2,7. 7)6/5) z60.ao2Se,).©-57) 5e. ,4c. . -4.. A o.' - Co 8 3 i # XC' / P}.0, 85)6/20).2.... Lv/AJDi t/k.2a le000, - /7_ L7.tta." ?Sia" 2�. S / V = ('°' 4-76)(� $ 3/) ,Z. . CoS 22:fo' Z 2 S-'2. # 1NitER..e . X. /¢:.2 k z. o. 57 - . 'Z 2.-7 7 .7 L. iL4c-14..-7/P4 ,48- * c).7 r't� ki f .= i,Ca /456L/M X13 L.,-.0J/l 4 -E 57-4.&5-,5- OEvff A/ cr = n.8 5 AD = tia2, 4 �o� c,� VAso _ Co-7)(37-52) le00 i, — 2276 ' > 76* G = 6, (2/2,7.7)0j,� .. Poe..r ,e- -.6/s r. C,o,j - /, / — 22 77ffA/Ew ©s7s < L - a./. ..- /C)/7,, ,Z/ rza.sril c. Com i=7o,�,eu� / ._ (2z:r )(t¢,Z s}( e j - Z/(2:27‘") Ce-e/4 1,A/"_40 . 1a3 a C07L . 10- _ (2277)( 5 22.x, j LOAD CIISEA --Co.cJ77 oLS.. �. QQ - C3 7& C 6-r/A\--.76---- ' i'D..5 7 //g7G/-/7" E/2 0,4 Gr24:5�A.40 Z.../tee 743 .B c 770 A-4 c),z- C//'.nsS Ag $ ti 8 / Project: 9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: .TAT Client:Northwest Outdoor Living Date:June 2018 Sheet No.: 19 TESNER STRUCTURAL ENGINEERS 1534 Southeast 25th Avenue Portland, OR 97214 Phone 503-239-9119 Fax 503-239-9122 e L_ IDEgiC Nt/.vim r{r.v.n4...448-&a44 F& EC.... 12 caC�.c+�1 cy/4, 7-0 51- 3 '` ,r=oe Co 4),e AJ l S ` '2.7. 72 jN 3 _ (5 ta:n)(i 2_ 27. 7:3 _ 192c3 'SI OSE 55 Pos7-5 Project: 9585 Summerfield Drive,Tigard,Oregon Proj. No.: New Covered Patio Structure By: JAT Client:Northwest Outdoor Living Date:June 2018 Sheet No.: 'Z.b Tesner Structural Engineers Title: 9585 Summerfield Drive,Tigard,Ore • 1534 S.E.25th Avenue Dsgnr: JAI Portland,OR 97214 Description:New Covered Patio Structure Scope: New roof framing posts footings I Rev: 580002 - 11�2003 ENERCALC RCALer C EngHle�enng Bre 2003 Pole Embedment in Soil Page 1 • =--. tigard_pata roof.ecw:caka,latims Description Footing for Embedded Post-Seismic Load (Controls) LGenerai information Code Ref.1997 UBC 1806.8.2.1,2003 IBC 1805.7.2,2003 NFPA 5000 36.4.3 Allow Passive 150.00 pcf Applied Loads... Max Passive 1,500.00 pst Point Load 676.00 lbs Load duration factor 1.330 distance from base 8.000 ft Pole is Circular Diameter 30.000 in Distributed Load 0.00#tft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 5,408.00 ft-# Total Moment 5,408.00 ft-# Distributed load 0.00 Total Lateral 676.00 lbs Without Surface Restraint.. Required Depth 5.125 ft Press G 113 Embed... Actual 336.96 psf Allowable 338.68 psf 2/ 6/27/2018 Design Maps Summary Report Design Maps Summary Report User-Specified Input Report Title Moms Residence Covered Patio Structure Wed 3ur.e 27.2718 19:32:13 JT.. Building Code Reference Document ASCE 7-10 Standard (which utilizes USES hazard daca available in 2008) Site Coordinates 45.4075°N, 122.77585°W Site Soil Classification Site Class D—'Stiff Soil" Risk Category I/II/III BeavertonIe� r i ti Tigard, Lake Oswego -11, -ua!atin - . . Sherwood , Oregon City we.....4...,..-. USGS-Provided Output Ss= 0.960 g S„s = 1.071 g Sp, = 0.714 g Si= 0.419 g S = 0.663 g Sol = 0.442 g For information on how the SS and SI 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. hIt'Tk Response Spectrum Desire Reponse Spectrum it- I ..� I Y 1 t 1 1 i ! 7 ! t } S 1 1 Period_T;,te. Period' 'T Nref For PGAM,TL, C,,, and C,, values,please view the detailed report. haps://prod01-earthquake.cr usgs.govidesignmaps/us/summary.php?template=minimal8latitude=45.4075005004327048dongitude-122.77584947155... 1/1 • DIMENSIONS AND SECTION , Ammmarr# ,. ., , , Nil PROPERTIES OF SIIIARE IISS 1 ____ . , , , i.Lill u ,., ,, , , , ,,, Torsional Torsional Weight Wail Cross Stiffness Shear Surface Nominal Size per Thickness Sectional Constant Constant Area Foot t bA hit Area I 8 r Z J C Per Foot in. in. in lb. in. in. in.4 in.3 in. in.3 in.4 in.` 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 5 1/2 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