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ecoix91i do Z07 uLts j wim re- j, ! ° �$ pia 3*PA ' Western Wood Structures, Inc. SEP 277 2011 PO Box 130 • r- Tualatin, Oregon 97062 1 ' Voice: (503) 692-6900 • Fax: (503)692-6434 Structural Design Calculations For: BRIDGES Designer: JB Summerlake Park Bridge Tigard, Oregon WWSI Job No. 114046 September 15, 2011 P Fil{f�/ . 1231 r 1 0 E(GON A 'iR, ?8lej ,19� C� EXPIRES: 6-30-13 .20 .11 The attached calculations ( 1 I Sheets)show the span and loading conditions and product design/selection for the above referenced project. I Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411'Fax: 503/692-6434 Summerlake Park Bridge-Tigard,Oregon-WWSI 114046 September 20,2011 LRFD Pedestrian Timber Bridge Design This design conforms to the 2009 International Building Code Design Criteria: Bridge Span: 32.75 ft. Design Span: 32.25 ft. Bridge Width: 7.00 ft.-in to in rails Pedestrian Live Load: 100 psf. Vehicle Load: None Additional Loads: 0 plf. Description: Wind Speed,Vas: 85.0 mph Exposure B Height of Bridge: 10.0 ft. Seismic Design: Si 0.34 %g Ss 0.94 %g Importance Classification: Other Soil Profile Type D Response Coefficient, R 1.25 Rail Type: 42" High w/4"openings Number of Girders: 2 Girder Spacing: 6.93 ft. • Deck Thickness: 2.500 in. Allowable Deflection = U 360 Number of Diaphragm Spaces 2 Definition Sketch STIMETPIAL ABDO r 21:s" cuaAM,>?At,r% 2gx"a' (IMAM ROIL,TVP. _r _ _ u SZ"x4'G LLAI POET •— 214 SA/tiC1 Wd13STEri^s.__.. r °x42 LLULAAt POST i ,SV � "rcy Tx4 SAriN OEO( 71rttN(R 2 (ftc,Jo1 SIDE UP)---\\ A = t7 O 3g x7S' GLUM 9AC4{WAIL ... 558'4'x24" GLL'LAU GIRDER . 3r3113'GLUM OhCKWA1L ,% -STEEL BEAM SEAT 7 STEEL I)APhRAOLI ti 3._ 11u r 31 rxr,'1NG cotwrfTE Pon BRIDGE SECTION @ MIDSPAN/ABUTMENT Western Wood Structures,Inc. -Computer Analysis Systems P.O. Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Summerlake Park Bridge-Tigard, Oregon -WWSI 114046 • September 14, 2011 Deck Design: Using a 2 1/2 in. glulam deck Use West Coast Douglas Fir, Comb. 3 Use Wet Stresses Fbo= 2100 psi CKF= 2.164 Cmb= 0.8 F o= 230 psi Ci= 1.19 Cm„= 0.875 E = 1.90E+06 psi Cx= 0.80 CmE= 0.8333 CI= Cd = 1.00 Minimum Panel Width = 9.00 in. Design Span = 84.00 in. Check Moment Capacity wo= 2.5*9*50/144= 7.81 plf. wL= 100*9/12= 75.00 plf. MD=w0C*L2/8= 47.85 ft.lbs. M�=wL*L2/8 = 459.38 ft.lbs. Mu=1.2MD+1.6 ML= 792.42 ft.lbs. . OM, = ep* F'b*S = 0.85 F'b= Fbo*CKF*Cm*Cfu*Ci*Cd*CA, = 2100*2.16/0.85*0.8*1.19*1 *1 *0.8 = 4,064.26 psi Bery= 9.00 in. S=Beff*h2/6= 9*2.5"2/6= 9.38 in3 4M„=Q*Fb'f,,*S/12= 0.85*4,064.26*9.375/12= 2,698.92 ft.lbs. OK Check Shear Capacity VD= 7.81 *(7.00/2-2.5/12)= 25.72 lbs. VL= 75.00*(7.00/2-2.5/12)= 246.88 lbs. Vu=1.2VD+1.6VL= 425.86 lbs. WVn = * F',* (2/3) * Beff*h = 0.75 F',= F„a*CKF*Cm*CI*Ca = 230*2.16/0.75*0.875*1 *0.8 463.68 psi OVo= 463.68*(2/3)*9*2.5= 6,955.20 lbs. OK • Check Deflection 1=bell*h3/12= 9*2.5"3/12= 11.72 in4 ALL=5*wEQ*L4/(384*E*I)= 5*75.00/12*84.001'4/(384*1,900,000.00*0.83*11.72) = 0.22 in=L/384.66 OK Western Wood Structures,Inc. - Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Summerlake Park Bridge-Tigard, Oregon-WWSI 114046 September 14, 2011 Rail Design Use West Coast Douglas Fir, Comb. 2 Use Wet Stresses Rail Width: 2.125 in. Rail Depth: 6.000 in. Fba,a= 1700 psi CKF = 2.5/4 Cmb= 0.8 Fboyy= 1800 psi cfu = 1.20 C,,,,,= 0.875 F„,x= 265 psi ca= 0.80 CmE= 0.8333 F„oyy= 230 psi CI=Cd= 1.00 E = 1.60E+06 psi Post Spacing: 7.75 ft. Check Moment Capacity wp= 2.125*6 *50/144 = 4.43 plf. w,a= wyy=50 plf. MD=wD*L2/10= 4.43*7.75^2/10 = 26.59 ft. lbs. Mxx= Myy= (w,,*L2/10) = (50*7.75^2/10) = 300.31 ft. lbs. Mu„,= 1.2*Mpe+1.6*Mxx= 1.2*26.59 + 1.6*300.31 = 512.41 ft. lbs. Muy,= 11.6*Myy= 1.6*300.31 = 480.50 ft. lbs. 01== Y',* F'bx,* Sloc = 0.85 F'bxx= Fboxx*CKF*Cm *C+I*Cd*Cx 1700*2.16/0.85*0.8* 1 * 1 *0.8 = 2,764.80 psi F'byy= Fbori*CKF*Cm*Cfu*CI*Cd*Cx = 1800*2.16/0.85* 0.8* 1.2* 1 * 1 *0.8= 3,512.92 psi Sxx= B*h2/6=2.125*6A2/6= 12.75 in3 Syy= h* B2/6=6 *2.125^2/6 = 4.52 in3 (Wm;= F'b,a*S,„./12= 2,937.60 ft. lbs. Oilnyy= F'byy*Syy/12= 1,321.92 ft. lbs. Muwc/4Mnxx+ Muyy/dtMnyy= 512.41/2,937.60+480.50/1,321.92 = 0.17 + 0.36 = 0.54 <1.0 OK Check Shear Capacity VD= 4.43*(7.75/2-6/12)= 14.94 lbs. Vim= 50*(U2-d/12) = 50*(7.75/2-6/12)= 168.75 lbs. Vyy=50* (U2-b/12) = 50*(7.75/2-2.125/12) = 184.90 lbs. Vuxx= 1.2VDC + 1.6Vxx= 1.2* 14.94+ 1.6* 168.75= 287.93 lbs. (Strength I) Vuyy= 1.6Vyy= 1.6* 184.90= 295.83 lbs. ¶Vn=4)* F'v*(2/3)* Beff*h = 0.75 F' F„.*CKF*Cm*Ci*Ca = 265*2.16/0.75*0.875* 1 *0.8 = 534.24 psi 8v,m, = 0.75*534.24* (2/3) *2.125*6= 3,405.78 lbs. OK F'„yy=Fvuyy*CKF*Cm*CI*Cx = 230*2.16/0.75*0.875* 1 *0.8 = 536.67 psi 8v„,= 0.75*536.67* (2/3) *2.125*6= 3,421.25 lbs. OK Western Wood Structures,Inc. -Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Summerlake Park Bridge-Tigard, Oregon-WWSI 114046 • September 16, 2011 Post Design Use West Coast Douglas Fir, Comb. 2 Use Wet Stresses Post Width: 5.125 in. (Strong Axis) Post Depth: 4.500 in. (Weak Axis) Fbox= 1700 psi CKF= 2.5/$ Cmb= 0.8 Fboyy= 1800 psi cfu= 1.10 Cm„= 0.875 F„oxx= 265 psi cx= 0.80 CmE= 0.8333 F„oyy= 230 psi CI =Ca= 1.00 E = 1.60E+06 psi Height of rail above deck: 42 in. Distance from top bolt to top of girder: 4.50 in. Distance from top bolt to bottom of post: 12 in. Post bolt diameter: 3/4 in. P=wxx* L = 50*7.75 = 387.5 lbs. a=42.00-6.00/2 +2.50+4.50= 46 in. M,o,= P*a = 387.50*46.00= 17,825.00 in lbs. = 1.6* Mxx= 1.6* 17,825.00= 28,520.00 in lbs. F'byy= Fboyy*CKF* Cm *CI`Cd* Cx = 1800*2.16/0.85*0.8* 1 * 1 * 0.8 = 2,764.80 psi Snet=(4.5-(0.75+ 0.125))*5.125^2/6= 15.87 ins 4iMma= * F'byy*SNET= 32,905.58 in. lbs. OK EM1 = P*a-C*(2/3)*b= 0 = 387.50*46.00-C*(2/3)*12.00= 0 C=V= 2,228.13 lbs. • Vu = 1.6*V= 1.6*2,228.13= 3,899.22 lbs. Anet= (4.5-(0.75+ 0.125))* 5.125= 18.58 in2 = 0.75 F'„yy= Fvon *CKF* Cm *CI*Cd*Cx =230*2.16/0.75*0.875* 1 * 1 *0.8= 463.68 psi oV„= *F'vyy* (2/3) *Anet= 4,307.15 lbs. OK Western Wood Structures,Inc. -Computer Analysis Systems P.O.Box 130,20675 S.W. 105th,Tualatin,OR 97062-0130-503/692-6900 or 800/547-5411 Fax: 503/692-6434 Summerlake Park Bridge-Tigard,Oregon-W WSI 114046 September 20,2011 Girder Design Girder Width: 5.125 in. Girder Depth: 24 in. Use West Coast Douglas Fir,24F-V4 Use Wet Stresses Fbc= 2400 psi Cmb= 0.8000 KF= 2.16/% FVe= 265 psi Cmv= 0.8750 = 0.80 E= 1.80E+06 psi Cme= 0.8333 C1=Cd= 1.00 Emin= 8.30E+05 psi CmFc(perp)= 0.53 Fc(pem) = 650 psi C _ (5.125 w 12 �0 21 m v b d L 0.8939 Dead Load Rails&Cap 8.85 plf. Posts 5.25 plf. Balusters 5.37 plf. Deck 38.30 plf. Blocks 0.00 plf. Curb 0.00 plf. Other 0.00 plf. Girder 42.71 plf. WDC= 100.49 plf. WLL= 100.00*7/2= 350.00 plf • • Check Moment Capacity MD= 100.49*32.25^2/8= 13,063.85 ft. lbs. ML= 350.00*32.25^2/8= 45,502.73 ft. lbs. Mu= 1.2*MD+ 1.6*ML= 88,481.00 ft. lbs. Lu= 16.125 ft. Le= 1.63*Lu+3*d= 1.63* 16.125+(3*24/12)= 32.28375 ft. Rb=(Le*d/b2) 112= 18.81 F'BE= 1.2*E'm,n/Rb2= 2,344.62 psi. F*b= Fb*Cmb= 2400*0.8= 1,920.00 psi. Fb' F"bE l F,E F, J Fe 0.8841 Controls CL - J _ - 1.9 1.9 0.95 QMn= *F'b*S (I)-- 0.85 Fb`Fb*KF*Cm*Ci*Cv*A. = 2400*2.16/0.85*0.8* 1 *1 *0.8841 *0.8 = 3,450.74 psi S=B*h2/6= 492.00 in3 (I)Mn= 0.85*3,450.74*492.00/12= 120,258.23 ft. lbs. OK Check Shear Capacity • VD= 100.49*(32.25/2-24112)= 1,419.35 lbs. VL= 350.00*(32.25/2-24/12)= 4,943.75 lbs. Vu= 1.2*VD+ 1.6*VL= 9,613.22 lbs. 6 • • Western Wood Structures,Inc. —Computer Analysis Systems P.O.Box 130,20675 S.W.105th,Tualatin,OR 97062-0130—503/692-6900 or 800/547-5411 Fax: 503/692-6434 Summerlake Park Bridge-Tigard,Oregon-WWSI 114046 • September 20,2011 Girder Design 4Vn=0*F'„*(2/3)*b*h = 0.75 F'„=Fvc*KF*Cm*Ci*C,. = 265*2.16/0.75*0.88* 1.00* 0.8 = 534.24 psi = 0.75*534.24*(2/3)*5.125*24.00= 32,855.76 lbs. OK Check Deflection SLL= 5*WLL*L4/(384*E*CME*I)= 5*350.00*3225^4* 1728/(384* 18000Q0*0.833*5,904.00) 0.96 in.=U402.31 OK Check Bearing Ru= (1.2* 100.49+ 1.6*350.00)*32.75/: 11,144.53 lbs. = 0.9 F'c(perp)= Fc(perp)*KF*CmFc(perp)* = 650.00*2.16/0.90*0.53*0.80= 661.44 psi 4Rn= 4)*F'c(perp)*b*L= 0.90*661.44*5.125*6.00= 18,305.35 lbs. OK Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 September 20,2011 (503)692-6900 Page?of Summerlake Park Bridge Tigard,Oregon Job Number: 114046 LATERAL LOAD DESIGN: Lateral load design is based on the 2009 IBC and ASCE 7-05 Width of Bridge= 7.0 ft. Wind Speed V3S= 95 mph Height of$ridge= 10.0 ft. Exposure= B Weight of Bridge(per foot):W= 201 PLF Kz= 0.70 (ASCE 7-05 Table 6-3) Length of Bridge= 32.75 ft. K„= 1.00 (ASCE 7-05 Sec 6.5.7.2&Fig.6-4) Span of Bridge:L= 32.25 ft. Kd= 0.85 (ASCE 7-05 Sec 6.5.4.4&Table 6-4) Girder Spacing:s= 83.13 in. I= 1.00 (ASCE7-05 Sec 6.5.5&Table 6-1) Velocity Pressure:qz= 0.00256*Kz* Kn* Kd*V2* I Ext.Girder Width:be= 5.125 in. Velocity Pressure:qz= 13.60 Ext.Girder Depth: de= 24.0 in. G= 0.85 Cf= 1.30 (Figure 6-20) Wind Pressure: F/Af= qz* G*Cf Wind Pressure: F/Af= 15.0 psf Ey= 1600000 psi Projected Height: H= 15.00 in. Cm= 0.833 Wind Load= F/Af*H 112 E'y= 1332800 psi Wind Load= 18.79 plf 1.6 * Wind Load= 30.06 plf ****Seismic Site Class= D SMS= 1.0577 Seismic Use Group= I SDS= 0.7051 R= 1.25 (ASCE 7-05 Table 15.4-2) Sp,11= 0.5824 Ss= 0.941 (See attached) SDI = 0.3882 Si= 0.338 (See attached) Tg= 0.5506 I= 1.000 (ASCE7-05 Sec 11.5.1 &Table 11.5-1) TL= 16 Fa= 1.124 (ASCE7-05 Sec 11.4.3 &Table 11.4-1) F„= 1.723 (ASCE7-05 Sec 11.4.3 &Table 11.4-2) Seismic Design Category= D (ASCE7-05 Sec 11.6&Tables 11.6-1 & 11.6-2) Mass of Bridge:m= W/((L * 12) *32.2 * 12) m= 0.0433445 lb*sec^2/in^2 Ieff= 2 * de*be^3/ 12 (for deflection calcs.) Ieff= 538 in.^4 1eff-comp= 2 * [de*be^3/ 12+de *be*(s/2)^2] (for period calc.) left=comp= 425489 in.^4 Period of Bridge: T= 2/ {pi* [(E'*1eff)/(m*L4)]1n} (Structural Dynamics,Mario Paz) T= 0.0264 sec. Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 September 20, 2011 (503)692-6900 Page 8 of Summerlake Park Bridge Tigard, Oregon Job Number: 114046 LATERAL LOAD DESIGN: (Continued) E= p *QE=p *V (ASCE 7-05 Eq 12.4.3) p _ 1.3 (ASCE 7-05 Sec. 12.3.4) V= Cs*W/L (ASCE 7-05 Eq 12.8-1) Cs= Sps/(R/I) (ASCE 7-05 Eq 12.8-2) Cs= 0.564 If T<TL,Cs need not be greater than: C3= SDI I[T*(R/I)] (ASCE 7-05 Eq 12.8-3) Cs= 11.783 If T>TL,Cs need not be greater than: C,= SD1*TL/[T2 * (R/I)] (ASCE 7-05 Eq 12.8-4) Cs= Does not apply Cs shall not be less than: Cs= 0.010 (ASCE 7-05 Eq 12.8-5) If Si>0.6g,Cs shall not be less than Cs= 0.5*S1/(R/I) (ASCE 7-05 Eq 12.8-6) Cs= Does not apply Cs= 0.564 V= 113.37 plf E=p*V= 147.38 plf Seismic Load=E= 146.09 plf a Controls Seismic Load Controls Lateral Load Design. • Lateral Load Deflection= 4.955 in. L/78 Use Rod Bracing System To Reduce Deflection. Use a Diaphragm at Mid Span With Rod Bracing Center Span Length= 16.125 ft. Center Span Deflection= 0.310 in. L/625 <L/180 OK • Western Wood Structures, Inc. P.O.Box 130-Tualatin,Oregon 97062 September 20,2011 (503)692-6900 Page 9 of Summerlake Park Bridge Tigard, Oregon Job Number: 0114046 LATERAL LOAD DESIGN: (Continued) Rod Brace Design: Use A36 Steel Rods Fy= 36000 psi F„= 58000 psi Use a Diaphragm at Mid Span With Rod Bracing Angle of Rod to Beam= 21.95° Lateral Hole Load Rod Tension Edge Location Reaction Force Rod Description Capacity Check Distance Hole 0 End of bridge: 2392 3248 Use( 1 ) 1/2 in. 0 Rod 5500 OK 1.25" 11/16" First Diaphragm: 1214 HOLE EDGE DISTANCE A. G „ z HOLE 0 a x o� j o 4"x4"x4"ANGLE CLIP CORNER 1"xl" ANGLE TAB AT DIAPHRAGM BASE (NO SCALE) Lateral Force Load Parallel Connection Conn. Location Reaction to Girder to Girder Capacity Check End of bridge: 2392 3013 Use(1)3/4" 0 Machine Bolt 5054.62 OK First Diaphragm: 1214 3013 Use(2)3/4" 0 Machine Bolts @ 4.5"o/c 5027 OK • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43114 Longitude = -122.77200000000002 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 0.941 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43114 Longitude = -122.77200000000002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.124 ,Fv = 1.723 Period Sa (sec) (g) 0.2 1.057 (SMs, Site Class D) 1.0 0.583 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43114 Longitude = -122.77200000000002 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.124 ,Fv = 1.723 Period Sa (sec) (g) 0.2 0.705 (SDs, Site Class D) 1.0 0.389 (SD1, Site Class D)