Loading...
Specifications (10) , M 5 77•0/2_-00) a / 3 7S 7 1w /- RECEIVED 7650 S. W.Beveland St. OCT' 2 9 2012 TM RIPPEY Tigard, Oregon 97223 ' 1 M CONSULTING ENGINEERS Phone: (503)443-3900 QTY OFTIGARD Fax: (503)443-3700BUIWG DIVISION STRUCTURAL CALCULATIONS PROJECT: KENNEDY-13757 SE FERNRIDGE TERRACE-FIRE DAMAGE LOCATION: TIGARD,OREGON CLIENT: KENNEDY RESTORATION DATE: OCTOBER 26,2012 PROJECT NUMBER: 12407 TABLE OF CONTENTS: ITEM SHEET NUMBER CALCULATIONS Cl-C13 ,'"Cv NFA 4'N 8897P 4 ►rA. ' if M! ` 13 Cp F E(lNr✓eo rL, fli t S r 6 2'-0 I, E06 'r r „� = 10 ASF - IS S as n� z�o tih = 35-PSF x Z� x 132 41-1 - \ / fk,= IL119 12-, 13,0,11 S FL x. I11S /L/Zb Psl G6 6-F Gf Ott Opt-N.) ?,Six{U @ P` ty RE h VC) t c� 14-F-° misommenn TM RIPPEY \<FIN.1 rt g.:kW-bV:1c7 BY k. K DATE CONSULTING ENGINEERS --1-5-'12-9"- ••••••"5-."� , 1 Z4.z- f ri PASI CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 11-LA01 Tigard, Oregon 97223 Phone (503)443-3900 SHEET`✓t OF Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the Printing& Project Notes Title Block"selection. Title Block Line 6 Printed:25 OCT 2012; 1:17PM W ci $@ 4 E=ite 0 12812 Proiects112407 'Kennedy 137b7 sw Feinndge t=ae 4arnagetSRt1C7UE2ALICALG5i124d7 ea8 ENERCALC,IN; 1953 2 11 6sjki 61151Q Ver.6s1141 - Lie #:KUU 06012562 Licensee TM RIPPEY CONSULTING ENGINEERS„ Description: 2 x 10 Ridge Beam Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method:Allowable Stress Design Fb-Tension 1000 psi E:Modulus of Elasticity Load Combination 2009 IBC &ASCE 7-05 Fb-Compr 1000 psi Ebend-xx 1700 ksi Fc-PrIl 1500 psi Eminbend-xx 620 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling x0040.00 S011..1 Di0.0J ..--,! �;.o- • 3 :;::2x:1>0:::<; ;2x10 Span= 11.0 ft Span= 1.50 ft Applied.Loads . Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D(S,E)=0.0380->0.0050, S(S,E)=0.0940->0.0110 k/ft,Extent=0.0-->>11.0 ft, Trib Width=1.0 ft pt it. 130.,)„,„J\ Varying Uniform Load: D(S,E)=0.040->0.0050, S(S,E)=0.10->0.0120 k/ft,Extent=0.0-->>11.0 ft, Trib Width=1.0 ft 017- Load for Span Number 2 Varying Uniform Load: D(S,E)=0.0050->0.0, S(S,E)=0.0110->0.0 k/ft,Extent=0.0-->>1.50 ft, Trib Width=1.0 ft Varying Uniform Load: D(S,E)=0.0050->0.0, S(S,E)=0.0120->0.0 k/ft,Extent=0.0-->>1.50 ft, Trib Width=1.0 ft DESIGN SUMMARY ._._ Desirn NG. Maximum Bending Stress Ratio = 1.037 1 -Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,312.29 psi fv:Actual = 92.53 psi FB:Allowable = I,265.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.823ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.215 in Ratio= 614 Max Upward L+Lr+S Deflection -0.087 in Ratio= 412 Max Downward Total Deflection 0.302 in Ratio= 437 Max Upward Total Deflection -0.123 in Ratio= 292 Maximum Forces&Stresses for Load Com.bination.s Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fp-design Fb-allow Vactual fv-design Fv-allow +D Length=11.0 ft 1 0.344 0.148 1.000 1.100 1.000 1.000 1.000 0.67 378.42 1,100.00 0.25 26.64 180.00 Length=1.50 ft 2 0.002 0.148 1.000 1.100 1.000 1.000 1.000 -0.00 2.10 1,100.00 0.00 26.64 180.00 +D+5+H 1.100 1.000 1.000 1.000 Length=11.0 ft 1 1.037 0.447 1.150 1.100 1.000 1.000 1.000 2.34 1,312.29 1,265.00 0.86 92.53 207.00 - Length=1.50 ft 2 0.005 0.447 1.150 1.100 1.000 1.000 1.000 -0.01 6.94 1,265.00 0.01 92.53 207.00 +D+0.750L+0.7505+H 1.100 1.000 1.000 1.000 Length=11.0 ft 1 0.981 0.423 1.000 1.100 1.000 1.000 1.000 1.92 1,078.82 1,100.00 0.70 76.05 180.00 Length=1.50 ft 2 0.005 0.423 1.000 1.100 1.000 1.000 1.000 -0.01 5.73 1,100.00 0.00 76.05 180.00 +D+0.750L+0.7505+0.750w+H 1.100 1.000 1.000 1.000 C Z Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed:25 OCT 2012 17PM Wood Beam Fle 1?12D12 Prolects\1240? ;Kennedy 19757 SUI±Femndge Fire ClamagelSTRUCT11ftAl�CALC51124D7ec6 ENERCALC,INC 19332DI1 Suttd,6.11,510 Ver.611,4.1: . Licy'#.KW 06602562 Licensee TM RJPPEY CONSULTING ENGINEERS,, Description: 2 x 10 Ridge Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=11.0 ft 1 0.981 0.423 1.000 1.100 1.000 1.000 1.000 1.92 1,078.82 1,100.00 0.70 76.05 180.00 Length=1.50 ft 2 0.005 0.423 1.000 1.100 1.000 1.000 1.000 -0.01 5.73 1,100.00 0.00 76.05 180.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.000 1.000 1.000 Length=11.0 ft 1 0.981 0.423 1.000 1.100 1.000 1.000 1.000 1.92 1,078.82 1,100.00 0.70 76.05 180.00 Length=1.50 ft 2 0.005 0.423 1.000 1.100 1.000 1.000 1.000 -0.01 5.73 1,100.00 0.00 76.05 180.00 Overall Maximum Deflections .Unfcfored Load a Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.3019 5.331 0.0000 0.000 2 0.0000 5.331 D+S -0.1228 1.500 Vettical Reactions Unfactored :; Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.057 0.646 D Only 0.304 0.188 S Only 0.753 0.458 D+S 1.057 0.646 `i�3 2N In Grit 1- ›L 1-L. = ,a i1 3p7 lL 7tc-) AN = x /c �-S ?` 10 5 -75`- 8 f = /123 1 -# x 21,- -tv' F L, = `NC. 1 h Ito 1 l I — 9-9-0 c T -4.a C. J lAK TM RIPPEY J��� - 'V t \ 0���-� s[�E BY f 1<- DATE CONSULTING ENGINEERS _ $[ ASG..(mL r^ � 1' S"VSt _ CHK BY DATE 7650 S.W. Beveland St,Suite 100 Tigard, Oregon 97223 X06 NO �1 2. Phone(503) 443-3900 SHEET .Li OF • 1 . M D Ht LF s t . 1 Q t la i 4 1 d 1 j3 .. L4 _ ,,_., ,,,, `x I t.,, ,,,..9. , ,i' . \ i. v 1 3` 1 , 33 Z -r LJ t LI -r7 I I 1M CTM RIPPEY 6-1N 6.-1->y - 'Y 1 S ��22 l JW .4A ,vt-, IC h=g- BY k< DATE ]YYL CONSULTING ENGINEERS .-17,-r2-9-Ace-Art- -- I k 12_.\- I \1-^gy`p `i CIS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1 Z LI 01 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 4 5 OF 4 c-11-ce_A-z--- 65) l x LL = Li CD {'car Op inti. o Tom— '" V I � -b V i'7_ if - --- ( rr- AAkx Ca i y, M - z- o )9-F- .c % Z _ SC:ZD TM RIPPEY 11\!FL-D I I 4J lZ.I�11-! !'^ BY 1.-C15, a DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO / 1101 Tigard, Oregon 97223 Phone (503)443-3900 SHEET CC, OF Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed:25 OCT 2012, 1:21PM WpCd. .earn. Fle p 12012 Pro1ects112407 Kennedy 13757 SW Fernrldge Fire Damage4STRUCTURAUcALCS112407eo6 iMiMFAiPA.Q:INP 19332911'IPON 1.it 1D Ver6114i.0 • Lic,i#:KW 06002662 Licensee:;TM PEY CONSULTING ENGINEERS Description: 2x 6 deck joists Material Properties Calculations.per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method:Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination 2009 IBC &ASCE 7-05 Fb-Compr 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 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.02) L(0.08)S(0.05) D(0.02) L(0.08)S(0.05) D(0.02) L(0.08)S(0.05) i i i i i i i i i i i i i 2x6 2 2x6 2x6 Span =4.0 ft Span =6.0 ft Span = 1.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 - Uniform Load: D=0.020, L=0.080, S=0.050, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.020, L=0.080, S=0.050, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.020, L=0.080, S=0.050, Tributary Width=1.0 ft DESIGN SUMMARX r _..._.. ...,._._ Desi n OK _ Maximum Bending Stress Ratio = 0.464 1 Maximum Shear Stress Ratio = 0.411 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 589.64 psi fv:Actual = 61.61 psi FB:Allowable = 1,270.75 psi Fv:Allowable = 150.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.061 in Ratio= 1180 Max Upward L+Lr+S Deflection -0.039 in Ratio= 910 Max Downward Total Deflection 0.070 in Ratio= 1022 Max Upward Total Deflection -0.046 in Ratio= 788 Maximum Forces&Stresses for Load Combinations:: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C EN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=4.0 ft 1 0.079 0.070 1.000 1.300 1.150 1.000 1.000 -0.06 100.36 1,270.75 0.06 10.49 150.00 Length=6.0 ft 2 0.079 0.070 1.000 1.300 1.150 1.000 1.000 -0.06 100.36 1,270.75 0.06 10.49 150.00 Length=1.50 ft 3 0.028 0.070 1.000 1.300 1.150 1.000 1.000 -0.02 35.70 1,270.75 0.02 10.49 150.00 +D+L+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.395 0.350 1.000 1.300 1.150 1.000 1.000 -0.32 501.82 1,270.75 0.29 52.43 150.00 Length=6.0 ft 2 0.395 0.350 1.000 1.300 1.150 1.000 1.000 -0.32 501.82 1,270.75 0.29 52.43 150.00 Length=1.50 ft 3 0.140 0.350 1.000 1.300 1.150 1.000 1.000 -0.11 178.51 1,270.75 0.10 52.43 150.00 • +D+5+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.240 0.213 1.150 1.300 1.150 1.000 1.000 -0.22 351.27 1,461.36 0.20 36.70 172.50 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: - Title Block"selection. Title Block Line 6 Printed:25 OCT 2012. 1:21PM Wo d Beam File p 12012 Proteots112407 Kennedy 13757 SW Fernndge Fire 00amageSTRUCTUt2AL CALCS1124d7ee6 €.. '' ;. ;: ENERCA€C„INCL 1983 2011:;Euild,6,11514,Ver 6,;1141.. Lic.#:KW 66002562' Licensee.:TM REPPEY COIVSULTCNG E_NGENEERS Description: 2 x 6 deck joists Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=6.0 ft 2 0.240 0.213 1.150 1.300 1.150 1.000 1.000 -0.22 351.27 1,461.36 0.20 36.70 172.50 Length=1.50 ft 3 0.086 0.213 1.150 1.300 1.150 1.000 1.000 -0.08 124.96 1,461.36 0.07 36.70 172.50 +D+0.750Lr+0.750L+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1270.75 0.23 41.95 150.00 Length=6.0 ft 2 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1,270.75 0.23 41.95 150.00 Length=1.50 ft 3 0.112 0.280 1.000 1.300 1.150 1.000 1.000 -0.09 142.81 1,270.75 0.08 41.95 150.00 +D+0.750L+0.7505+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270.75 0.34 61.61 150.00 Length=6.0 ft 2 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270.75 0.34 61.61 150.00 Length=1.50 ft 3 0.165 0.411 1.000 1.300 1.150 1.000 1.000 -0.13 209.75 1,270.75 0.12 61.61 150.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1,270.75 0.23 41.95 150.00 Length=6.0 ft 2 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1,270.75 0.23 41.95 150.00 Length=1.50 ft 3 0.112 0.280 1.000 1.300 1.150 1.000 1.000 -0.09 142.81 1,270.75 0.08 41.95 150.00 +D+0.750L+0.750S+0.750W+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270.75 0.34 61.61 150.00 Length=6.0 ft 2 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270,75 0.34 61.61 150.00 Length=1.50 ft 3 0.165 0.411 1.000 1.300 1.150 1.000 1.000 -0.13 209.75 1,270.75 0.12 61.61 150.00 +D+0.750Lr+0.750L+0.5250E+H 1.300 1.150 1.000 1.000 Length=4.0 ft 1 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1,270.75 0.23 41.95 150.00 Length=6.0 ft 2 0.316 0.280 1.000 1.300 1.150 1.000 1.000 -0.25 401.45 1,270.75 0.23 41.95 150.00 Length=1.50 ft 3 0.112 0.280 1.000 1.300 1.150 1.000 1.000 -0.09 142.81 1,270.75 0.08 41.95 150.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.150 1.000 1.000 - Length=4.0 ft 1 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270.75 0.34 61.61 150.00 Length=6.0 ft 2 0.464 0.411 1.000 1.300 1.150 1.000 1.000 -0.37 589.64 1,270.75 0.34 61.61 150.00 Length=1.50 ft 3 0.165 0.411 1.000 1.300 1.150 1.000 1.000 -0.13 209.75 1,270.75 0.12 61.61 150.00 ............................................................................................................................................................................. • Overall Maztmum Deflections-.Unfactored`Loads. Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0041 1.215 D+L+S -0.0043 3.342 D+L+S 2 0.0704 3.266 0.0000 3.342 3 0.0000 3.266 D+L+S -0.0456 1.500 Vertical Reactions ,Unfactored .. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.181 0.920 0.624 D Only 0.024 0.123 0.083 L Only 0.097 0.490 0.333 S Only 0.060 0.307 0.208 L+S 0.157 0.797 0.541 D+L 0.121 0.613 0.416 D+S 0.085 0.429 0.291 D+L+S 0.181 0.920 0.624 C- L F2.- 1 a p-- 64.-,...ii--1\z.-L.-1U...)� ,J WI'L_1'4 t_ - 5o i'5F x 2' = I c.,o tr.L.,_ IL t..:X. 0. 71- ��L�- 2-e7"2- > i r(riac, . �n6D F-tc = taw - , /SC.T.9 F-fF- d, 7:-( F't `L- UE2tF), Qi-- 'moi v1> I0Ix lc�` F-r //T TM RIPPEY al&aas`� -- )I )1 /�(1/ F91._‘L__(:: ',. ..,'" r , BY k 6 K DATE Z�L y CONSULTING ENGINEERS IZ`Z rL �\, - , 'L1 • t CHK BY DATE�y 7650 S.W.Beveland St, Suite 100 JOB NO 'Z qU ` Tigard, Oregon 97223 Phone(503)443-3900 SHEET C51 OF • Gvt�� 2r`e L m.- 2ua, tAte,kpi 2 to 1 0 r'�t-F�oM r `a,2S M S��kN e>>= Zk2 zar� rlisvI Fx1,0 bs c P51 17;t�''' 6.-3 ti3 sz G EQ J - 62-) "` f© 1 1*/sc TaV_W C. x b,C� = 1 g /E /TMRIPPEY rc-1wY-��J aT- - -isi j 02411 �-Lt' BY RI �� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 2.044.71 Tigard, Oregon 97223 Phone(503)443-3900 SHEET t0 OF G1-1-ric.t1 L x LA Pc)sc s "7''cx, /a 9- Z ist 7./L/ F � - 520 1 x i 0 x `, = 1.ZZ6" P5 /092.- P 1 Ulf 4-x'-- M1 �N 1 iz -rt.;- st°1Q 13e0 " /s ZZ j � = /g ? / TM RIPPEY `\ N1L'2:>y l J \ �L'�v ,,,D( r1 - BY 1 qt--DATE CONSULTING ENGINEERS f P rr CHK BY DATE 7650 S.W.Beveland St, Suite 100 _ JOB NO 12-j-101 Tigard,Oregon 97223 Phone (503)443-3900 SHEET '1 of tis, 92c.72% - 122, 811'1 (, =c),e•9`S V= GS �� - O, 691 _ i b tt��s� x 12 I x �3 = 3 (1GC) ar V 7- ®i 1 T x 1ce04- = t om • �� = , 1-111 1 8*- 2�. L6 - 1110 tom+ 185 155- Li r / TM RIPPEY kJ / {7-412UD BY k'\ ll\ DATE .. CONSULTING ENGINEERS rte^ \ Js'��t F/12-1E__ DA-/✓ttG-t_ CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 2 LA crt Tigard, Oregon 97223 Phone (503)443-3900 SHEETGIZ- OF Conterminous 48 States 2003 NEHRP Seismic Design Provisions , Latitude=45.420296 Longitude=-122.811476 Spectral Response Accelerations Ss and S1 Ss and S1=Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.918(Ss, Site Class B) 1.0 0.335(S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.420296 Longitude=-122.811476 Spectral Response Accelerations SMs and SM1 SMs=Fax Ss and SM1=FvxS1 Site Class D- Fa= 1.133 ,Fv= 1.731 Period Sa (sec) (g) 0.2 1.040(SMs,Site Class D) 1.0 0.579(SM1, Site Class D) • Conterminous 48 States 2003 NEHRP Seismic Design Provisions • Latitude=45.420296 Longitude=-122.811476 Design Spectral Response Accelerations SDs and SD1 SDs=2/3 x SMs and SD1=2/3 x SM1 Site Class D- Fa= 1.133 ,Fv= 1.731 Period Sa (sec) (g) 0.2 0.693 (SDs,Site Class D) 1.0 0.386(SDI,Site Class D) IL/1K CoMltRIPPEY k5-Q,...-iF.,Arm 131 Sl i" r 6 P By: kt'z 6 Date: 7650 SW Beveland Street T'~�� Ft2-13.- t an.tS-" Chic By: Date: Suite 100 Job#: Tigard,Oregon 97223 Phone:(503)443-3900 Sheet: 61 S Of: