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Specifications /V s002gZ w 5 �� z wn -saw Delson Engineering, Inc. 1204 NE 146TH AVE VANCOUVE' WA.98684 PHONE: (360)944-7094 john@delsonengineering.com Structural Calculations CEi For BLUME-FENCE NOV 020i5 6875 SW PINE STS ': .j. TIGARD, OR 97223 • (JOB#: B15-11-145) DESIGN CRITERIA: IBC 2012 SNOW 25 PSF Table of Contents: LATERAL LOAD ANALYSIS PLANS COPY F-1 to F-8 CP-1 to CP-2, • 1,t.0 PROP 0 AA Lt. ' III1 r` oak OR cb cb J. DEQ-`' EXPIRES: 12-3�—T-`j EXCLUSION OF LIABILITIES L DISCLAIMER AND RELE S BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED), OBLIGATIONS,AND LIABILITIES OF DELSON DESIGN&ENGINEERING,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCONFORMITY,IMPROPER INSTALLATION,WORKMANSHIP OR MATERIALS. I[. XCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER. III. HI PRODUCT IS FOR SINGLE USE ON V AND IS NOT TO BE REUSED WITHOUT PE I C AUTHORIZATION ' 'amu; DELSON ENGINEERING INC. "'Oa --- ��l�S� 104 NE 146TH CT _____42.P.,_ 1E3 II SHEET NO. Fr' _ OF '. 1 VANCOUVER, WA 98684 CALCULATED BY: DATE: /1 1�-' 1.1.11 (360)944-1094 SCALE: N/A i' . r;tp 774!".: H ' i i ' i i i AL H : tl:P.q ! ...44... . ..._ri___.________. ..........i........... ....4eL; H: Hi ! ! H / H ! ; trkr.;,,) '' 0' .417y01,k a-- = /0/ ?krr - • : j.72._i_LT.L.pittla. : . . ., .. .. .H. : /of rior ! fC.1 ' ' :' ' a: : , . : '-i'1A- . . . .q • : ait z.i.‘ 'Pt-nr, 7:'0"; -P. 1 $417.79/fi : : ieyt. . : . FaZ. -.li.. dam, ::- ... c4 4 ...... ... ...:... ...:. - 1204 NE 146 AVE Project Title: BLUME FENCE .VANCOUVER WA 98684 360-944-7094 Engineer: Project ID: B15-11-145 Project Descr 6875 SW PINE ST TIGARD 97223 JOHN@DELSONENGINEERING.COM f 3 _ f „1.28 i File c IBIS-J08SISi5• 815-11 t EC6Wood Beam ENERCALC,INC 19832015,Bufld:6.15.1O.6.Ver61510.6Lrc # _KW UBQ23t1 z . '�' ..,--:•'. -- . . _Licensee,..JOHN;DELSO N•Description: G-1 GIRD CHECK • CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Pro•erties Analysis Method: Allowable Stress Design Load Combination Allowable 2 Fb-Tension 975.0 psi E:Modulus of Elasticity Fb-Compr 975.0 psi Ebend-xx Fc-NI 900.0 1,300.0ksi Wood Species :Alaska Cedar Fc-Perppsi Eminbend-xx 470.0 ksi Wood Grade :No.1 Fv 16165.0 psi 5.0 psi Beam Bracing : Completely Unbraced Ft 525.0 psi Density w0.709 —_.____—_- ori,si F.7-te,Viaf.,n,.:...1:AX -c.4,,r;4".. „ $. r5+" i:.e S i"`"r"te ,€,. .z + i ...�....�s.C1x_.'wc .ac.....�_<. •,a ��"max-., • 2X6 Span=6.0 ft Applied Loads _..-- Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.1090, Tributary Width=1.0 ft,(WIND) DESIGN SUMMARY Maximum Bending Stress Ratio _ --- ______.__...___....__--_____ ____--____ .._.�_,;. Desi Section used for this span 0.987 1 Maximum Shear Stress Ratio gn 0.25151 ' fb:Actual 2x6 Section used for this span : 1 FB:Allowable 1,867.95 psi fv:Actual 2x6 Load Combination 1,891.71 psi Fv:Allowable 66.14 psi Location of maximum on span - +D�•60W+H Load Combination 264.00 psi Span#where maximum occurs _ 0.000ft Location of maximum on span +D+0.60W+H Maximum Deflection Span#1 Span#where maximum occurs _ 0.000 ft Max Downward Transient Deflection Span#1 Max Upward Transient Deflection 1.126 in Ratio= 126 Max Downward Total Deflection 0.000 in Ratio= 0<120 Max Upward Total Deflection 0.676 in Ratio= 212 0.000 in Ratio= 0<120 Overall Maximum Deflections ._— -'— — _ _ Load Combination ___ _ _ Span Max. Defl Location in Span W OnlyLoad Combination 1 1.1259 6000 Max.'+"Deft Location in Span Vertical Reactions 0.0000 Load Combination Support notation:Far left is#1 0.000 Support 1 Support 2 Values in KIPS • erall • mum 0,. • Overall MINimum 3.294 +O+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.392 UELSQN ENGINEERING INC. Project Title: BLUME FENCE 1204 NE 146 AVE Engineer: Project ID: 815-11-145 VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM F fid.29 NOV 2015.12.27PM Wood Beam File=c:1815-Jo8S1815CA-21B,1F11F-,18155.11-1.EC6 Pt-olfoll4P4p1,1110'. ; r. ENERCALC,INC.1983-2015,Build:8.15.10.6,Ver:6.15.10.6 Description: G-1 GIRD CHECKIIIIMMagien1111DIAtfirlell Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 0.294 +0+0.7501.+0.7505+0.450W+H 0.294 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.392 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.654 E Only H Only 1204 NE 146 AVE Project Title: BLUME FENCE VANCOUVER WA 98684 Engineer: Project ID: B15-11-145 360-944-7094 Project Descr: 6875 SW PINE ST TIGARD 97223 JOHN@DELSONENGINEERING.COM r .. . :;..',';'. ::-. .1-.:.:-1,:- ".' b a ss�nrea.25NOV 15.File c 1915J08SIB15-G47�Bff615-11-1.EC6Wood Beam ENERCALC INC 19832015 15.1O.6,Ver.6.1510 6L c # tW 060[23#1 _ _` - _ LiceneJOHNgELSO N-Description: P-1 POST CHECK CODE REFERENCES Calculations per NDS 2012,IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC2012 Fb-Tension 1,150.0 psi E:Modulus of Elasticity Fb-Compr 1,150.0 psi Ebend-xx 1,200.0 ksi Fc-PIll 775.0sl Wood Species :Alaska Cedar Fc-Pe p Eminbend xx 440.Oksi Wood Grade :No.1 rP 525.0 psi Fv 155.0 psi Beam Bracing : Completely Unbraced Ft 475.0 Psi Density 29.330 pd W(0,.654) wtoiss4) i` ..." '. - ..m.,;-.e•FR".. fi r Y0. } 2 .h ' " 4^' eiY .- sr zc x 3 'x'y �q . uri `' — Yr' =et. ' t •m <i . " 6 ""' .1, . r ' :; 64 Span=7.50 ft A•piied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: W=0.6540 k(Q10.50 ft,(WIND) Point Load: W=0.6540 k C?7.50 ft,(WIND) __DESIGN SUMMARY ___ Maximum Bending Stress Ratio--___ -___-____ " _______ ____ ___ __ ,..:,Des1gn OK Section used for this span 0.73$ 1 Maximum Shear Stress Ratio i� fb:Actual = 6x6 Section used for this span 4.157 : 1 fb :Allowabletual1,358.51 psi fv:Actual 6x6 Load CombinationFB1,840.00psi Fv:Allowable 38.00 psi Locationd of maximumon span = +D+0.60W+f{ Load Combination 248.00 psi Span#where maximum occurs 0.000ft Location of maximum on span +D+0.60W+ Maximum Deflection Span#1 Span#where maximum occurs _ 0.000 ft Max Downward Transient Deflection - Span#1 1.743 Max Upward Transient Deflecton 0.000in Ratio= 102 Max Downward Total Deflection 4in Ratio= 0<100 • 1 Max Upward Total Deflection 1.046 in Ratio= 172 0.000 in Ratio= 0<120 Overall Maximum Deflections _.____._ - ....__.__________�_________.__..._ Load Combination Span Max.='Defl Location in Span W Only Load Combination Max."+•Defl 1 1.7433 7.501 Location in Span Vertical Reactions 0.0000 0.000 Load Combination Support notation:Far left is#1 Support 1 Support 2 Values in KIPS • erall MAXimum 1.308 Overall MINimum 0.589 +Diff +D+L+H +D+Lri}i +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.7503*H ..... �,rvlrLL(111VV IIVI'. 1204 NE 146 AVE Project Title: BLUME FENCE • '✓204 NE 1 6 WA 98684 Engineer: Project ID: B15-11-145 360-944-7094 Project Descr: 6875 SW PINE ST TIGARD 97223 C JOHN@DELSONENGINEERING,COM F- Wood Beam Pdrted.25 r OV 2015.712&n, File=c:1615-JOBS4B15 CA-21Bi fF1F-1181511-1.EC6 :Lici_#.:KW 06002311ENERC.ALC,INC 1983.2015 Build:6.15.10.6,Ver,6.15.10.6 Description. P-1 POST CHECK Licensee_;JOHN:DEL$ON. Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Values in KIPS I,.IW+H •.7:5 +D+0.70E+H +D+0.750Lr+0.750L+0,450W+H 0.589 +D+0.750L+0.750S+0.450W+H 0.589 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.785 +0.60D+0,70E.0,60H D Only Lr Only L Only S Only W Only 1.308 E Only H Only vL_wvw ClvVnvCCKIIVl7 IIVL.. 1204 NE 146 AVE Project Title: BLUME FENCE VANCOUVER WA 98684 Engineer: Project ID: B15-11-145 Project Descr: 6875 SW PINE ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING,COM 7 Pole Footing Embedded in Soil File=c:181`�0861815-CA-zB11F1F e,6-;;1.Er61 - Lic # :FCW-0600231 1 ENERCALC INC.1983.2015,guild 615.10 6,Ver.6.1510.6 Description: F-1 POST FOOTING T - Licensee JOHN:;DEL$ON Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Rectangular Footing Width 18.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 450.0 pd "' Max Passive 1,500.0 Psf Controlling Values -._-- Governing Load Combination: +D+{',60W+H Lateral Load 0.3924 k , Moment 2.943 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual sm s Allowable No / Allow 479.fi94 Psf 'w. yA P: _ 481.495 Psf . •-�' Ai �+�' rr ,_� •�,;,-4' �;=4.'ta` _9,'�'`;ix„>..�ti:,:•- . ,v{^ -P `'`"L'..H z`J`d 'kitt y` `'* i ��Int1nt#05}tegwtE>i tttt iY' ._., :>41;25 n>� �. M � st y„' atb r ._ ._."r :7'X="+ +!�WYwx.i';x h ..flim _ .-,rs __..... .C_w'^. 'r> ' oga Footing Base Area Foong tit.r.6' ftA2 Maximum Soil Pressure 2.250 ksf 0.0 ksf • Applied Loads '^-�_--� Lateral Concentrated Load Lateral Distributed Load D:Dead Load k Vertical Load Lr:Roof Live k km L:Live k k klft S:Snow k k/ft k W:Wind 0.6540 k kfft k E:Earthquakek/ft k k 0.0 k 1.1:Lateral Earth k k Load distance above ground surface TOP of Load above ground surface k 7.50 ft ft BOTTOM of Load above ground surface yowl.Combination Results ft �ryy.. -1 .k.e..;y"11.5 .. - ::if �. �" t� ,.....-. [l,W, -_,., �':Y r�^�^'lii:V1VN a7Lr��CO/{7�J1:C.'(.�,.,`.r{.....,zp -.�, LW7W�lRtSgf3V .. ..: .v,+,...0-.. ::.:j ��: :'f.4:�a ..•.,{'�. '.3"_": `'.1:'u W.;-`e'y4,: - i�- .[..u.."i.:.-,_:..u. fir.. - _ _ Y..y 'rr +D+H &:;,>las�+ =,a} r,: t08Pfi7s:({�� y. �,y'••t� /� � 0.000 0.000 . ':w:;:: v:: 1- >` A- .- '_ tih +D+L+H 0.13 0.0 , 0.000 0.000 0.0 1.000 +D+Lr++i0.13 0.0 0.0 1.000 0.000 0.000 0.13 +5 0.000 0.0 0.0 1.000 �+0.750Lr+0.750L+H 0.000 0.000 0.000 0.13 0.0 0.0 1.000 0.13 0.0 0.0 1.000 +D+0.750L+0.750S+H 0.000 0.000 0.13 +D+0.60W+H 0.392 0'0 0.0 1.000 +D+0.70E+H 2'�3 3.25 479.7 0.000 0.000 481.5 1.000 +D+0.750Lr+0.750L+0.450W+H 0,13 0.0 0.0 1.000 0.294 2.207 3.00 431.2 433.6 1.000 " "1-"'e" 41 ' Project Title: BLUME FENCE 1204 NE 146 AVE En9ineer: VANCOUVER WA 98684 PProject ID: 815-11-145 360-944-7094 1 Descr: 6875 SW PINE ST TIGARD 97223 JOHN@DELSONENGINEERING,COM ,,, g RI:rad.28 NOV 2015.12'32PM I Pole Footing Embedded in Soil File=C:1815J08SI815-CA-21611F1F-11815.11-1 EC6 Lic it `KW O6002311 ,,_;. ,, ENERCALC INC 19832015,8utld:6.15.10.6,Ver.6.15.10.6 Description: F-1 POST FOOTING • _icensee:- o• :o o. +D+0.750L+0.750S+0.450W+H 0.294 2.207 3.00 431.2 433.6 1.000 +O+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 -F0.60D+0.60W+0.60H 0 392 0.0 1.000 2.943 3.25 479.7 481.5 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000