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Home My WebLink AboutEx. 54 Metro I-Line Structural CalculationsHD Exhibit 54 Metro I-Line Structural Calculations Rapid Ride I-Line Renton Station Structural Calculations: Retaining Wall and Light Pole Foundation Design PE STAMP BOX 90% Submittal Prepared for: 1/25/2023 Prepared by: Error! Unknown document property name. Error! Unknown document property name. Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 1 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Table of Contents Summary ................................................................................................................................................................... 3 Design Codes and Standards ..................................................................................................................................... 3 Section 1 – Retaining Wall Design ..........................................................................................................................4 Section 1.A – Grady Way and Talbot Road Retaining Walls ..............................................................................5 Introduction............................................................................................................................................................... 6 Design Parameters & Assumptions ........................................................................................................................... 8 Soil Properties ........................................................................................................................................................... 9 Material Properties ................................................................................................................................................... 9 Wall & Footing Geometry – Wall w/ Barrier and Guardrail .................................................................................... 10 Design Loads – Wall w/ Barrier and Guardrail ........................................................................................................ 12 Retaining Wall Design – Wall w/ Barrier and Guardrail .......................................................................................... 15 Wall Reinforcement – Wall w/ Barrier and Guardrail ............................................................................................. 16 Footing Reinforcement – Wall w/ Barrier and Guardrail ........................................................................................ 18 Wall & Footing Geometry – Type L Wall ................................................................................................................. 20 Design Loads – Type L Wall ..................................................................................................................................... 22 Retaining Wall Design – Type L Wall ....................................................................................................................... 24 Wall Reinforcement – Type L Wall .......................................................................................................................... 25 Footing Reinforcement – Type L Wall ..................................................................................................................... 27 Section 1.B –Talbot Road and 32nd Street Retaining Walls ........................................................................... 29 Introduction............................................................................................................................................................. 30 Design Parameters & Assumptions ......................................................................................................................... 31 Soil Properties ......................................................................................................................................................... 32 Material Properties ................................................................................................................................................. 32 Wall & Footing Geometry........................................................................................................................................ 33 Design Loads ............................................................................................................................................................ 35 Retaining Wall Design.............................................................................................................................................. 37 Wall Reinforcement ................................................................................................................................................ 38 Footing Reinforcement ........................................................................................................................................... 40 Section 1.C – Talbot Road and Valley Medical Center Retaining Walls ...................................................... 42 Introduction............................................................................................................................................................. 43 Design Parameters & Assumptions ......................................................................................................................... 45 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 2 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Soil Properties ......................................................................................................................................................... 46 Material Properties ................................................................................................................................................. 46 Wall & Footing Geometry – Wall w/ 2’ Fill .............................................................................................................. 47 Design Loads – Wall w/ 2’ Fill .................................................................................................................................. 49 Retaining Wall Design – Wall w/ 2’ Fill .................................................................................................................... 51 Wall Reinforcement – Wall w/ 2’ Fill ....................................................................................................................... 52 Footing Reinforcement – Wall w/ 2’ Fill .................................................................................................................. 54 Wall & Footing Geometry – Wall w/ Sidewalk ........................................................................................................ 56 Design Loads – Wall w/ Sidewalk ............................................................................................................................ 58 Retaining Wall Design – Wall w/ Sidewalk .............................................................................................................. 60 Wall Reinforcement – Wall w/ Sidewalk ................................................................................................................. 61 Footing Reinforcement – Wall w/ Sidewalk ............................................................................................................ 63 Section 2 – Light Pole Foundation Design ......................................................................................................... 65 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 3 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Summary This calculation package covers the design of retaining walls and light pole footings for the Renton Station of the King County Metro Rapid Ride I-Line Project. Design Codes and Standards 1. AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020 (AASHTO LRFD) 2. AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, 6th Edition, 2013 with 2022 Interim (AASHTO Supports) 3. WSDOT Bridge Design Manual LRFD M23-50.21, June 2022 (BDM) 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 4 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Section 1 – Retaining Wall Design 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 5 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Section 1.A – Grady Way and Talbot Road Retaining Walls 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 6 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Introduction In Section 1.A of this calculation package, the retaining walls, shown in Figures 1 and 2, will be designed to resist active lateral earth pressure and seismic forces. Additionally, the wall with the barrier and guardrail, shown in Figure 1, will be designed for a live load surcharge and the worst-case live load due to the pedestrian guardrail and type TL-1 barrier AASHTO LRFD requirements. Figure 1: Grady Way and Talbot Road Retaining Wall with Barrier and Guardrail 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 7 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Figure 2: Grady Way and Talbot Road Type L Retaining Wall 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 8 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Parameters & Assumptions · The retaining wall w/ the barrier and pedestrian guardrail, shown in Figure 1, will have a maximum height of 4’-7” and a thickness of 10”. The type L retaining wall will have a maximum height of 5’ and a thickness of 8”. · A maximum pedestrian guardrail height of 3’-6” will be assumed. · An active equivalent fluid pressure (gKa) of 38 pcf will act upon both walls. · The passive pressure will be neglected, conservatively. · The coefficient of friction (µ) will be taken as the tangent of the angle of friction. The angle of friction (d) is 30 degrees per the geotechnical report. · A seismic increment of 9 pcf will be applied as a uniform force, per the geotechnical report. · A live load surcharge will act upon the retaining wall with the barrier and guardrail (shown in Figure 1), but not the type L wall. · A soil unit weight of 130 pcf is assumed. Per the geotechnical report, the soil is classified as silty clay, silt and clay, sand with silt, and silty sand/gravel. The selected value falls within the range of unit weights associated with these soil types. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 9 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Soil Properties Equiv. active fluid pressure (per geotech. report): gKa = 38 pcf Active pressure coefficient (per geotech. report): Ka = 0.36 Seismic Increment (per geotech. Report): DE = 9 pcf Assumed soil unit weight: rsoil = 130 pcf Allowable long-term bearing pressure (per geotech. report): qallow = 900 psf Friction angle (per geotech. report): d = 30 degs Coefficient of friction per Table C3.11.5.3-1 (AASHTO LRFD): m = tan(d) = 0.577 Equiv. height of soil for vehicular loading on retaining wall (Table 3.11.6.4-2, AASHTO LRFD) heq = 2 ft Constant horizontal earth pressure due to live load surcharge (Eq. 3.11.6.4-1, AASHTO LRFD): Dp = Ka*rsoil*heq = 93.600 psf Material Properties 28-day concrete strength of cast-in-place retaining wall: f'c = 4000 psi Density of concrete: rconc = 150 pcf Modification factor (normal weight concrete): l = 1.0 fy = 60 ksi 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 10 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall & Footing Geometry – Wall w/ Barrier and Guardrail Figure 3: Grady Way and Talbot Rd Retaining Wall w/ Barrier and Guardrail - Geometry & Applied Loads 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 11 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Geometry Per Figures 1 & 3: Wall height (height above top of footing): hwall = 4 ft + 7 in = 4.583 ft Wall thickness: twall = 10 in Pedestrian guardrail height: hrail = 3.5 ft Soil height: hsoil,strength = hwall – 2 ft = 2.583 ft Footing Geometry Footing dimensions: d1 = 3 ft d2 = 1 ft + 6 in = 1.500 ft d3 = 6 in Footing toe length: ltoe = d1 + d2 + d3 - twall = 4.167 ft Footing width: B = ltoe + twall = 5.000 ft Footing “heel” depth: theel = 2 ft Footing “toe” depth: ttoe = 6 in Combined wall and footing height (will be used for stability checks): htotal = hwall + theel = 6.583 ft hsoil,stability = htotal – 2 ft = 4.583 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 12 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Loads – Wall w/ Barrier and Guardrail Figure 3 displays a sketch showing the applied lateral loads. The loads shown extend to the base of the footing. These loads will be used to check the stability of the retaining wall. For strength checks, the moment demands will be calculated from the top of footing. Lateral Forces Resultant force due to equiv. active fluid pressure: PA_Stability = 0.5*gKa*hsoil,stability2 = 399.132 lb/ft PA_Strength = 0.5*gKa*hsoil,strength2 = 126.799 lb/ft Earthquake force: PE_Stability = DE*hsoil,stability2 = 189.063 lb/ft PE_Strength = DE*hsoil,strength2 = 60.063 lb/ft Force on pedestrian guardrail per AASHTO LRFD: PR = 50 lb/ft Live load surcharge: PS_Stability = Dp*Ka*hsoil,stability = 154.440 lb/ft PS_Strength = Dp*Ka*hsoil,strength = 87.048 lb/ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 13 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 For stability calculations, the transverse force will be divided by a factor of 5.4 per Section 10.3.2.B.2 (BDM) and spread over the entire length of the wall (~100’). For strength calculations, the transverse force will be applied over a length corresponding to Lt with a 45-degree load spread. Transverse force corresponding to TL-1 test level (Table A13.2-1, AASHTO LRFD): Ft_Stability = 13.5 kip/5.4 = 2.500 kip Ft_Strength = 13.5 kip Effective height of the vehicle rollover force (Type TL-1) (Table A13.2-1, AASHTO LRFD): He = 18 in Longitudinal length of distribution of impact force Ft (Type TL-1) (Table A13.2-1, AASHTO LRFD): Lt_Stability = 100 ft Lt_Strength = 4 ft + 2*(hsoil,strength + He)*tan(45 degs) = 12.167 ft Pt_Stability = Ft_Stability/Lt_Stability = 25.000 lb/ft Pt_Strength = Ft_Strength/Lt_Strength = 1109.589 lb/ft Vertical force corresponding to TL-1 test level (Table A13.2-1, AASHTO LRFD): Fv = 4.5 kip 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 14 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Moments For stability, moment lever arms will be measured from the base of the footing. For strength, lever arms will be measured from the top of the footing. Moment due to equiv. active fluid pressure: MA_Stability = PA_Stability*(1/3*hsoil,stability) = 609.785 lb_ft/ft MA_Strength = PA_Strength*(1/3*hsoil,strength) = 109.188 lb_ft/ft Moment due to earthquake force: ME_Stability = PE_Stability*(1/2*hsoil,stability) = 433.268 lb_ft/ft ME_Strength = PE_Strength*(1/2*hsoil,strength) = 77.581 lb_ft/ft Moment due to load on guardrail: MR_Stability = PR*(htotal + hrail) = 504.167 lb_ft/ft MR_Strength = PR*(hwall + hrail) = 404.167 lb_ft/ft Moment due to vehicular load on barrier: Mt_Stability = Pt_Stability*(hsoil,stability + He) = 152.083 lb_ft/ft Mt_Strength = Pt_Strength*(hsoil,strength + He) = 4530.822 lb_ft/ft Moment due to live load surcharge: MS_Stability = PS_Stability*(1/2*hsoil,stability) = 353.925 lb_ft/ft MS_Strength = PS_Strength*(1/2*hsoil,strength) = 112.437 lb_ft/ft Vertical Forces (Dead Loads) Weight of wall: Ww = rconc*twall*hwall = 572.917 lb/ft Location of load relative to edge of footing (wall side): Xw = twall*0.5 = 0.417 ft Weight of footing: Wf = rconc*theel *d1 + 0.5*rconc*d2*(theel – ttoe) + rconc*ttoe*(d2 + d3) = 1218.750 lb/ft Location of load relative to edge of footing (wall side): Xf = (rconc*theel*d1*(d1/2) + 0.5*rconc*d2*(theel - ttoe)*(d1+d2/3) + rconc*ttoe*(d2 + d3)*(d1+(d2+d3)/2))/Wf Xf = 2.085 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 15 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Retaining Wall Design – Wall w/ Barrier and Guardrail Bearing Pressure Check Procedure per sections 10.6.1.3 & 11.6.3.2 (AASHTO LRFD). Footing width: B = 5.000 ft Centroid of vertical loads: Xvert = (Ww*Xw + Wf*Xf)/(Ww + Wf) = 1.551 ft Eccentricity parallel to footing width: eB = abs(B/2 – Xvert) = 0.949 ft B’ = B – 2*eB = 3.103 ft (Eq. 10.6.1.3-1, AASHTO LRFD) Vertical Stress: sv = (Ww + Wf)/B’ = 0.577 ksf (Eq. 11.6.3.2-1, AASHTO LRFD) Bearing Capacity: qallow = 0.900 ksf FSB = qallow/sv = 1.558 The factor of safety (FSB) is greater than 1.5, as required by AASHTO LRFD. Sliding Capacity Check The sidewalk adjacent to the retaining wall footing will prevent the wall from sliding. Overturning Stability Check Summation of moments is taken about point A (shown in Figure 3) Mdem = MA_Stability + ME_Stability + MS_Stability + max(MR_Stability,Mt_Stability) =1.901 kip_ft/ft Mcap = Ww*(B - Xw) + Wf*(B - Xf) = 6.179 kip_ft/ft FSO = Mcap/ Mdem = 3.250 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. Wall Reinforcement – Wall w/ Barrier and Guardrail 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 16 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Reinforcement – Wall w/ Barrier and Guardrail Flexural Reinforcement Strength I and Extreme I load combinations and factors per Table 3.4.1-1 and Table 3.4.2-2 (AASHTO LRFD). The moment demand is taken at the top of the footing. Mu = max((1.5*MA_Strength + 1.75*MS_Strength + 1.75*max(MR_Strength,Mt_Strength)),1.5*MA_Strength + 1.75*MS_Strength + ME_Strength + 1.75*max(MR_Strength,Mt_Strength)) = 8.367 kip_ft/ft h = twall = 10.000 in b = 12 in (12” wall strip) Minimum flexural steel per section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #5 bars @ 12” o.c. Area of #5 bar: A5= 0.31 in2 Diameter of #5 bar: d5 = 0.625 in Bar spacing: S = 12 in As = A5/S = 0.310 in2/ft Wall clear cover: Cwall = 2 in d = twall - Cwall – 0.5*d5 = 7.688 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.456 in Mn = As*fy*(d - a/2) = 11.562 kip_ft/ft f = 0.9 fMn = f*Mn = 10.406 kip_ft/ft DCR = Mu/fMn = 0.804 #5 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 17 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = max((1.5*PA_Strength + 1.75*PS_Strength + 1.75*max(PR,Pt_Strength)),1.5*PA_Strength +PE_Strength + 1.75*PS_Strength + 1.75*max(PR,Pt_Strength)) = 2.344 kip/ft Effective shear depth: dv = max(0.9*d,0.72*h) = 7.200 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 10.921 kip/ft f = 0.9 0.5*f*Vc = 4.914 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 18 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Footing Reinforcement – Wall w/ Barrier and Guardrail Flexural Reinforcement Conservatively, the footing will be designed for a point load equal to the sum of the vertical loads (dead loads) acting at the center of the footing. Pu = 1.25*(Ww + Wf) + 1.75*Fv/Lt_Stability = 2.318 kip/ft Mu = Pu*B/4 = 2.898 kip_ft/ft The depth of the footing is conservatively taken as the average of the heel and toe depths: h = (theel + ttoe)/2= 15.000 in b = B = 60.000 in Minimum flexural steel per section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.130 in2/ft Try #5 bars @ 12” o.c. Bar spacing: S = 12 in As = A5/S = 0.310 in2/ft Footing clear cover: Cfooting = 3 in (bottom) d = h - Cfooting – 0.5*d5 = 11.688 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.091 in Mn = As*fy*(d - a/2) = 18.045 kip_ft/ft f = 0.9 fMn = f*Mn = 16.240 kip_ft/ft DCR = Mu/fMn = 0.178 #5 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 19 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = Pu/2 = 1.159 kip/ft b = 12 in (12” footing strip) Effective shear depth: dv = max(0.9*d,0.72*h) = 10.800 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 16.381 kip/ft f = 0.9 0.5*f*Vc = 7.371 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 20 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall & Footing Geometry – Type L Wall Figure 4: Grady Way and Talbot Road Type L Retaining Wall - Geometry & Applied Loads 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 21 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Geometry Per Figures 2 & 4: Wall height: hwall = 3 ft + 2 ft = 5.000 ft Wall thickness: twall = 8 in Height of soil on “toe” side (measured from top of footing): hsoil_toe = 2 ft Footing Geometry Footing dimensions: d = 5 ft + 8 in = 5.667 ft Footing toe length: ltoe = d - twall = 5.000 ft Footing width: B = d = 5.667 ft Footing depth: tfooting= 1 ft htotal = hwall + tfooting = 6.000 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 22 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Loads – Type L Wall Figure 4 displays a sketch showing the applied lateral loads. The loads shown extend to the base of the footing. These loads will be used to check the stability of the retaining wall. For strength checks, the moment demands will be calculated from the top of footing. Lateral Forces Resultant force due to equiv. active fluid pressure: PA_Stability = 0.5*gKa*htotal2 = 684.000 lb/ft PA_Strength = 0.5*gKa*hwall2 = 475.000 lb/ft Earthquake force: PE_Stability = DE*htotal2 = 324.000 lb/ft PE_Strength = DE*hwall2 = 225.000 lb/ft Moments For stability, moment lever arms will be measured from the base of the footing. For strength, lever arms will be measured from the top of the footing. Moment due to equiv. active fluid pressure: MA_Stability = PA_Stability*(1/3*htotal) = 1368.000 lb_ft/ft MA_Strength = PA_Strength*(1/3*hwall) = 791.667 lb_ft/ft Moment due to earthquake force: ME_Stability = PE_Stability*(1/2*htotal) = 972.000 lb_ft/ft ME_Strength = PE_Strength*(1/2*hwall) = 562.500 lb_ft/ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 23 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Vertical Forces (Dead Loads) Weight of wall: Ww = rconc*twall*hwall= 500.000 lb/ft Location of load relative to edge of footing (wall side): Xw = twall*0.5 = 0.333 ft Weight of footing: Wf = rconc*tfooting*B = 850.000 lb/ft Location of load relative to edge of footing (wall side): Xf = B/2 = 2.833 ft Weight of soil above toe: WST = rsoil*ltoe*hsoil_toe = 1300.000 lb/ft Location of load relative to edge of footing (wall side): XST = twall + ltoe/2 = 3.167 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 24 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Retaining Wall Design – Type L Wall Bearing Pressure Check Procedure per sections 10.6.1.3 & 11.6.3.2 (AASHTO LRFD). Footing width: B = 5.667 ft Centroid of vertical loads: Xvert = (Ww*Xw + Wf*Xf + WST*XST)/(Ww + Wf + WST) = 2.525 ft Eccentricity parallel to footing width: eB = abs(B/2 – Xvert) = 0.308 ft B’ = B – 2*eB = 5.050 ft (Eq. 10.6.1.3-1, AASHTO LRFD) Vertical Stress: sv = (Ww + Wf + WST)/B’ = 0.525 ksf (Eq. 11.6.3.2-1, AASHTO LRFD) Bearing Capacity: qallow = 0.900 ksf FSB = qallow/sv = 1.715 The factor of safety (FSB) is greater than 1.5, as required by AASHTO LRFD. Sliding Capacity Check Pdem = PA_Stability + PE_Stability =1008.000 lb/ft Pcap = m*(Ww + Wf + WST) = 1529.978 lb/ft FSS = Pcap/Pdem = 1.518 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. Overturning Stability Check Summation of moments is taken about point A (shown in Figure 4) Mdem = MA_Stability + ME_Stability =2.340 kip_ft/ft Mcap = Ww*(B - Xw) + Wf*(B - Xf) = 5.075 kip_ft/ft FSO = Mcap/ Mdem = 2.169 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 25 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Reinforcement – Type L Wall Flexural Reinforcement Strength I and Extreme I load combinations and factors per Table 3.4.1-1 and Table 3.4.2-2 (AASHTO LRFD). The moment demand is taken at the top of the footing. Mu = max(1.5*MA_Strength , MA_Strength + ME_Strength) = 1.354 kip_ft/ft h = twall = 8.000 in b = 12 in (12” wall strip) Minimum flexural steel per section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #4 bars @ 12” o.c. Area of #4 bar: A4 = 0.2 in2 Diameter of #4 bar: d4 = 0.5 in Bar spacing: S = 12 in As = A4/S = 0.200 in2/ft Wall clear cover: Cwall = twall/2 = 0.333 (Per Typ. Detail) d = twall - Cwall = 4.000 in a = (As*fy)/(0.85*f’c*b) *1 ft = 0.294 in Mn = As*fy*(d - a/2) = 3.853 kip_ft/ft f = 0.9 fMn = f*Mn = 3.468 kip_ft/ft DCR = Mu/fMn = 0.391 #4 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 26 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = max(1.5*PA_Strength,PA_Strength +PE_Strength) = 0.713 kip/ft Effective shear depth: dv = max(0.9*d,0.72*h) = 5.760 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 10.921 kip/ft f = 0.9 0.5*f*Vc = 4.914 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 27 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Footing Reinforcement – Type L Wall Flexural Reinforcement Conservatively, the footing will be designed for a point load equal to the sum of the vertical loads (dead loads) acting at the center of the footing. Pu = 1.25*(Ww + Wf + WST) = 3.313 kip/ft Mu = Pu*B/4 = 4.693 kip_ft/ft h = tfooting = 12.000 in b = B = 68.000 in Minimum flexural steel per Section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #6 bars @ 12” o.c. Area of #6 bar: A6 = 0.44 in2 Diameter of #6 bar: d6 = 0.75 in Bar spacing: S = 12 in As = A6/S = 0.440 in2/ft Footing clear cover: Cfooting = 3 in (bottom) d = ttoe - Cfooting – 0.5*d6 = 2.625 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.114 in Mn = As*fy*(d - a/2) = 5.649 kip_ft/ft f = 0.9 fMn = f*Mn = 5.084 kip_ft/ft DCR = Mu/fMn = 0.923 #6 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 28 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = Pu/2 = 1.656 kip/ft h = ttoe = 6.000 in b = 12 in (12” footing strip) Effective shear depth: dv = max(0.9*d,0.72*h) = 4.320 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 6.553 kip/ft f = 0.9 0.5*f*Vc = 2.949 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 29 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Section 1.B –Talbot Road and 32nd Street Retaining Walls 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 30 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Introduction In Section 1.B of this calculation package, the retaining wall, shown in Figure 5, will be designed to resist active lateral earth pressure and seismic forces. Additionally, the wall will be designed for a live load surcharge. Figure 5: Talbot Road and 32nd Street Retaining Wall 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 31 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Parameters & Assumptions · The retaining wall will have a maximum height of 7’-3” and a thickness of 8”. · Per geotechnical recommendations, an active fluid pressure (gKa) of 32.5 pcf will act upon the wall. · The passive pressure will be neglected, conservatively. · The coefficient of friction (µ) will be taken as the tangent of the angle of friction. The angle of friction (d) is assumed to be 30 degrees. · The seismic increment is 8 pcf and will be applied as a uniform force, per the geotechnical report. · A live load surcharge of 250 psf will act on the wall. Per communication with PM (see reference material), the live load surcharge will control over loads due to the shelter. · A soil unit weight of 130 pcf is assumed. The soil is classified as silty clay, silt and clay, sand with silt, and silty sand/gravel. The selected value falls within the range of unit weights associated with these soil types. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 32 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Soil Properties Equiv. active fluid pressure (per geotech. report): gKa = 32.5 pcf Active Pressure Coefficient (per geotech. report): Ka = 0.26 Seismic Increment (per geotech. Report): DE = 8 pcf Assumed soil unit weight: rsoil = 130 pcf Allowable long-term bearing pressure (per geotech. report): qallow = 2500 psf Assumed friction angle (Angle for Grady Way/Talbot Road location used): d = 30 degs Coefficient of friction per Table C3.11.5.3-1 (AASHTO LRFD): m = tan(d) = 0.577 Constant horizontal earth pressure due to live load surcharge: Dp = 250 psf Material Properties 28-day concrete strength of cast-in-place retaining wall: f'c = 4000 psi Density of concrete: rconc = 150 pcf Modification factor (normal weight concrete): l = 1.0 Reinforcing steel shall be ASTM A615 Grade 60. fy = 60 ksi 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 33 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall & Footing Geometry Figure 6: Talbot Road and 32nd Street Retaining Wall - Geometry & Applied Loads 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 34 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Geometry Per Figures 5 & 6: Wall height: hwall = 5 ft + 9 in + 1 ft + 6 in = 7.250 ft Wall thickness: twall = 10 in Footing Geometry Footing toe length: ltoe = 1 ft + 3 in = 1.250 ft Footing heel length: lheel = 4 ft + 3 in - twall = 3.417 ft Footing width: B = ltoe + twall + lheel = 5.500 ft Footing depth: tfooting = 1 ft htotal = hwall + tfooting = 8.250 ft Shelter footing depth: tshelter_footing = 2 ft Toe-side soil height (measured from top of wall footing): hsoil_toe = 1 ft + 6 in Heel-side soil height (for stability checks measured from base of wall footing, for strength from top): hsoil_heel = hwall – tshelter_footing = 5.250 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 35 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Loads Figure 6 displays a sketch showing the applied lateral loads. The loads shown extend to the base of the footing. These loads will be used to check the stability of the retaining wall. For strength checks, the moment demands will be calculated from the top of footing. Lateral Forces Resultant force due to equiv. active fluid pressure: PA_Stability = 0.5*gKa*htotal2 = 1106.016 lb/ft PA_Strength = 0.5*gKa*hwall2 = 854.141 lb/ft Earthquake force: PE_Stability = DE*htotal2 = 544.500 lb/ft PE_Strength = DE*hwall2 = 420.500 lb/ft Live load surcharge: PS_Stability = Dp*Ka*htotal = 536.250 lb/ft PS_Strength = Dp*Ka*hwall = 471.250 lb/ft Moments For stability, moment lever arms will be measured from the base of the footing. For strength, lever arms will be measured from the top of the footing. Moment due to equiv. active fluid pressure: MA_Stability = PA_Stability*(1/3*htotal) = 3041.543 lb_ft/ft MA_Strength = PA_Strength*(1/3*hwall) = 2064.173 lb_ft/ft Moment due to earthquake force: ME_Stability = PE_Stability*(1/2*htotal) = 2246.062 lb_ft/ft ME_Strength = PE_Strength*(1/2*hwall) = 1524.312 lb_ft/ft Moment due to live load surcharge: MS_Stability = PS_Stability*(1/2*htotal) = 2212.031 lb_ft/ft MS_Strength = PS_Strength*(1/2*hwall) = 1708.281 lb_ft/ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 36 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Vertical Forces (Dead Loads) Weight of wall: Ww = rconc*twall*hwall = 906.250 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 6): Xw = ltoe + twall*0.5 = 1.667 ft Weight of footing: Wf = rconc*tfooting*B = 825.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 6): Xf = B/2 = 2.750 ft Weight of soil above toe: WST = rsoil*ltoe*hsoil_toe = 243.750 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 6): XST = ltoe/2 = 0.625 ft Weight of soil above heel: WSH = rsoil*lheel*hsoil_heel = 2331.875 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 6): XSH = ltoe + twall + lheel/2 = 3.792 ft Assumed width of shelter footing (excluding wall thickness): dshelter_footing = 4 ft + 6 in – twall = 3.667 ft Weight of shelter footing: Wshelter_footing= rconc*tshelter_footing*dshelter_footing = 1100.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 6): Xshelter_footing = ltoe + twall + dshelter_footing/2 = 3.917 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 37 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Retaining Wall Design Bearing Pressure Check Procedure per Sections 10.6.1.3 & 11.6.3.2 (AASHTO LRFD). Footing width: B = 5.500 ft Centroid of vertical loads: Xvert = (Ww*Xw + Wf*Xf + WST*XST + WSH*XSH + Wshelter_footing*Xshelter_footing)/(Ww + Wf + WST + WSH + Wshelter_footing) Xvert = 3.159 ft Eccentricity parallel to footing width: eB = abs(B/2 – Xvert) = 0.409 ft B’ = B – 2*eB = 4.682 ft (Eq. 10.6.1.3-1, AASHTO LRFD) Vertical Stress: sv = (Ww + Wf + WST + WSH + Wshelter_footing)/B’ = 1.155 ksf (Eq. 11.6.3.2-1, AASHTO LRFD) Bearing Capacity: qallow = 2.500 ksf FSB = qallow/sv = 2.165 The factor of safety (FSB) is greater than 1.5, as required by AASHTO LRFD. Sliding Capacity Check Because of the shelter configuration above/adjacent to the wall, sliding will not occur. Overturning Stability Check Summation of moments is taken about point A (shown in Figure 6) Mdem = MA_Stability + ME_Stability + MS_Stability = 7.500 kip_ft/ft Mcap = Ww*Xw + Wf*Xf + WST*XST + WSH*XSH + Wshelter_footing*Xshelter_footing= 17.082 kip_ft/ft FSO = Mcap/ Mdem = 2.278 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 38 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Reinforcement Flexural Reinforcement Strength I and Extreme I load combinations and factors per Table 3.4.1-1 and Table 3.4.2-2 (AASHTO LRFD). The moment demand is taken at the top of the footing. Mu = max(1.5*MA_Strength+ 1.75*MS_Strength, MA_Strength +ME_Strength + MS_Strength) = 6.086 kip_ft/ft h = twall = 10.000 in b = 12 in (12” wall strip) Minimum flexural steel per Section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #5 bars @ 12” o.c. Bar spacing: S = 12 in Area of #5 bar: A5 = 0.31 in2 Diameter of #5 bar: d5 = 0.625 in As = A5/S = 0.310 in2/ft Wall clear cover: Cwall = 2 in d = twall - Cwall – 0.5*d5 = 7.688 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.456 in Mn = As*fy*(d - a/2) = 11.562 kip_ft/ft f = 0.9 fMn = f*Mn = 10.406 kip_ft/ft DCR = Mu/fMn = 0.585 #5 bars at 12” o.c. are structurally acceptable . 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 39 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = max(1.50*PA_Strength + 1.75*PS_Strength,PA_Strength +PE_Strength + PS_Strength) = 2.106 kip/ft Effective shear depth: dv = max(0.9*d,0.72*h) = 7.200 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 10.921 kip/ft f = 0.9 0.5*f*Vc = 4.914 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 40 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Footing Reinforcement Flexural Reinforcement Conservatively, the footing will be designed for a point load equal to the sum of the vertical loads (dead loads) acting at the center of the footing. Pu = 1.25*Ww + 1.25*Wf + 1.35*WSH + 1.35*WST + 1.25*Wshelter_footing = 7.016 kip/ft Mu = Pu*B/4 = 9.647 kip_ft/ft h = tfooting = 12.000 in b = B = 66.000 in Minimum flexural steel per Section 5.10.6, AASHTO LRFD: As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #5 bars @ 12” o.c. Bar spacing: S = 12 in As = A5/S = 0.310 in2/ft Footing clear cover: Cfooting = 3 in d = tfooting - Cfooting – 0.5*d5 = 8.688 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.083 in Mn = As*fy*(d - a/2) = 13.401 kip_ft/ft f = 0.9 fMn = f*Mn = 12.061 kip_ft/ft DCR = Mu/fMn = 0.800 #5 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 41 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = Pu/2 = 3.508 kip/ft b = 12 in (12” footing strip) Effective shear depth: dv = max(0.9*d,0.72*h) = 8.640 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 13.105 kip/ft f = 0.9 0.5*f*Vc = 5.897 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 42 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Section 1.C – Talbot Road and Valley Medical Center Retaining Walls 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 43 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Introduction In Section 1.C of this calculation package, the retaining walls, shown in Figures 7 and 8, will be designed to resist active lateral earth pressure and seismic forces. Additionally, the 2’ high fill wall, shown in Figure 7, will be designed for a live load surcharge. Figure 7: Talbot Road and Valley Medical Center Retaining Wall w/ 2’ Fill 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 44 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Figure 8: Talbot Road and Valley Medical Center Retaining Wall w/ Sidewalk 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 45 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Parameters & Assumptions · The retaining wall with 2’ of fill, shown in Figure 7, will have a maximum height of 5’-6” and a thickness of 8”. The wall with the sidewalk, shown in Figure 8, will have a maximum height of 4’ and a thickness of 8”. · Per geotechnical recommendations, an active fluid pressure (gKa) of 32.5 pcf will act upon the wall. · The passive pressure will be neglected, conservatively. · The coefficient of friction (µ) will be taken as the tangent of the angle of friction. The angle of friction (d) is equal to 32 degrees per the geotechnical report. · The seismic increment is 8 pcf and be applied as a uniform force, per the geotechnical report. · A live load surcharge of 250 psf will act on the wall with 2’ of fill, shown in Figure 7. · A soil unit weight of 130 pcf is assumed. The soil is classified as silty clay, silt and clay, sand with silt, and silty sand/gravel. The selected value falls within the range of unit weights associated with these soil types. · The retaining wall design shown in section B on sheet IR2.01 possesses a greater allowable bearing pressure (2500 psf) and has the same active earth pressure, seismic increment, and live load surcharge as the retaining wall shown in section A—the “wall with sidewalk”, therefore the “wall with sidewalk” design will control. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 46 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Soil Properties Equiv. active fluid pressure (per geotech. report): gKa = 32.5 pcf Active Pressure Coefficient (per geotech. report): Ka = 0.26 Seismic Increment (per geotech. Report): DE = 8 pcf Assumed soil unit weight: rsoil = 130 pcf Allowable long-term bearing pressure (per geotech. report): qallow = 1200 psf Assumed friction angle (Angle for Grady Way/Talbot Road used): d = 32 degs Coefficient of friction per Table C3.11.5.3-1, AASHTO LRFD: m = tan(d) = 0.625 Constant horizontal earth pressure due to live load surcharge: Dp = 250 psf Material Properties 28-day concrete strength of cast-in-place retaining wall: f'c = 4000 psi Density of concrete: rconc = 150 pcf Modification factor (normal weight concrete): l = 1.0 Reinforcing steel shall be ASTM A615 Grade 60. fy = 60 ksi 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 47 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall & Footing Geometry – Wall w/ 2’ Fill Figure 9: Talbot Rd and Valley Medical Center Retaining Wall w/ 2’ Fill – Geometry & Applied Loads 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 48 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Geometry Per Figures 7 & 9: Wall height: hwall = 1 ft + 6 in + 4 ft = 5.500 ft Wall thickness: twall = 8 in Shelter footing depth: tshelter_footing = 2 ft Toe-side soil height (measured from top of wall footing): hsoil_toe = 1 ft + 6 in Heel-side soil height (measured from top of wall footing): hsoil_heel = hwall – tshelter_footing = 3.500 ft Footing Geometry Footing toe length: ltoe = 2 ft Footing heel length: lheel = 5 ft Footing width: B = ltoe + twall + lheel = 7.667 ft Footing depth: tfooting = 1 ft Combined wall and footing height (will be used for stability checks): htotal = hwall + tfooting = 6.500 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 49 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Loads – Wall w/ 2’ Fill Figure 9 displays a sketch showing the applied lateral loads. The loads shown extend to the base of the footing. These loads will be used to check the stability of the retaining wall. For strength checks, the moment demands will be calculated from the top of footing. Lateral Forces Resultant force due to equiv. active fluid pressure: PA_Stability = 0.5*gKa*htotal2 = 686.563 lb/ft PA_Strength = 0.5*gKa*hwall2 = 491.563 lb/ft Earthquake force: PE_Stability = DE*htotal2 = 338.000 lb/ft PE_Strength = DE*hwall2 = 242.000 lb/ft Live load surcharge: PS_Stability = Dp*Ka*htotal = 422.500 lb/ft PS_Strength = Dp*Ka*hwall = 357.500 lb/ft Moments For stability, moment lever arms will be measured from the base of the footing. For strength, lever arms will be measured from the top of the footing. Moment due to equiv. active fluid pressure: MA_Stability = PA_Stability*(1/3*htotal) = 1487.552 lb_ft/ft MA_Strength = PA_Strength*(1/3*hwall) = 901.198 lb_ft/ft Moment due to earthquake force: ME_Stability = PE_Stability*(1/2*htotal) = 1098.500 lb_ft/ft ME_Strength = PE_Strength*(1/2*hwall) = 665.500 lb_ft/ft Moment due to live load surcharge: MS_Stability = PS_Stability*(1/2*htotal) = 1373.125 lb_ft/ft MS_Strength = PS_Strength*(1/2*hwall) = 983.125 lb_ft/ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 50 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Vertical Forces (Dead Loads) Weight of wall: Ww = rconc*twall*hwall = 550.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 9): Xw = ltoe + twall*0.5 = 2.333 ft Weight of footing: Wf = rconc*tfooting*B = 1150.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 9): Xf = B/2 = 3.833 ft Weight of soil above toe: WST = rsoil*ltoe*hsoil_toe = 390.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 9): XST = ltoe/2 = 1.000 ft Weight of soil above heel: WSH = rsoil*lheel*hsoil_heel = 2275.000 lb/ft Location of load relative to edge of footing (toe-side/pt. A in Figure 9): XSH = ltoe + twall + lheel/2 = 5.167 ft Assumed width of shelter footing (excluding wall thickness): dshelter_footing = 4 ft + 6 in – twall = 3.833 ft Weight of shelter footing: Wshelter_footing= rconc*tshelter_footing*dshelter_footing = 1150.000 lb/ft Location of load relative to edge of footing (toe side): Xshelter_footing = ltoe + twall + dshelter_footing/2 = 4.583 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 51 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Retaining Wall Design – Wall w/ 2’ Fill Bearing Pressure Check Procedure per Sections 10.6.1.3 & 11.6.3.2 (AASHTO LRFD). Footing width: B = 7.667 ft Centroid of vertical loads: Xvert = (Ww*Xw + Wf*Xf + WST*XST + WSH*XSH + Wshelter_footing*Xshelter_footing)/(Ww + Wf + WST + WSH + Wshelter_footing) Xvert = 4.190 ft Eccentricity parallel to footing width: eB = abs(B/2 – Xvert) = 0.356 ft B’ = B – 2*eB = 6.954 ft (Eq. 10.6.1.3-1, AASHTO LRFD) Vertical Stress: sv = (Ww + Wf + WST + WSH + Wshelter_footing)/B’ = 0.793 ksf (Eq. 11.6.3.2-1, AASHTO LRFD) Bearing Capacity: qallow = 1.200 ksf FSB = qallow/sv = 1.513 The factor of safety (FSB) is greater than 1.5, as required by AASHTO LRFD. Sliding Capacity Check Because of the shelter configuration above/adjacent to the wall, sliding will not occur. Overturning Stability Check Summation of moments is taken about point A (shown in Figure 9) Mdem = MA_Stability + ME_Stability + MS_Stability = 3.959 kip_ft/ft Mcap = Ww*Xw + Wf*Xf + WST*XST + WSH*XSH + Wshelter_footing*Xshelter_footing= 23.107 kip_ft/ft FSO = Mcap/ Mdem = 5.836 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 52 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Reinforcement – Wall w/ 2’ Fill Flexural Reinforcement Strength I and Extreme I load combinations and factors per Table 3.4.1-1 and Table 3.4.2-2 (AASHTO LRFD). The moment demand is taken at the top of the footing. Mu = max(1.5*MA_Strength + 1.75*MS_Strength, MA_Strength +ME_Strength + MS_Strength) = 3.072 kip_ft/ft h = twall = 8.000 in b = 12 in (12” wall strip) Minimum flexural steel per Sections 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #5 bars @ 12” o.c. Bar spacing: S = 12 in As = A5/S = 0.310 in2/ft Wall clear cover: Cwall = twall/2 = 4.000 in d = twall - Cwall = 4.000 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.456 in Mn = As*fy*(d - a/2) = 5.847 kip_ft/ft f = 0.9 fMn = f*Mn = 5.262 kip_ft/ft DCR = Mu/fMn = 0.584 #5 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 53 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = max(1.5*PA_Strength + 1.75*PS_Strength,PA_Strength +PE_Strength + PS_Strength) = 1.363 kip/ft Effective shear depth: dv = max(0.9*d,0.72*h) = 5.760 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 8.737 kip/ft f = 0.9 0.5*f*Vc = 3.932 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 54 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Footing Reinforcement – Wall w/ 2’ Fill Flexural Reinforcement Conservatively, the footing will be designed for a point load equal to the sum of the vertical loads (dead loads) acting at the center of the footing. Pu = 1.25*Ww + 1.25*Wf + 1.35*WSH + 1.35*WST + 1.25*Wshelter_footing = 7.160 kip/ft Mu = Pu*B/4 = 13.724 kip_ft/ft h = tfooting = 12.000 in b = B = 92.000 in Minimum flexural steel per Section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.115 in2/ft Try #6 bars @ 12” o.c. Bar spacing: S = 12 in As = A6/S = 0.440 in2/ft Footing clear cover: Cfooting = 3 in d = tfooting - Cfooting – 0.5*d6 = 8.625 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.084 in Mn = As*fy*(d - a/2) = 18.882 kip_ft/ft f = 0.9 fMn = f*Mn = 16.994 kip_ft/ft DCR = Mu/fMn = 0.808 #6 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 55 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = Pu/2 = 3.580 kip/ft b = 12 in (12” footing strip) Effective shear depth: dv = max(0.9*d,0.72*h) = 8.640 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 13.105 kip/ft f = 0.9 0.5*f*Vc = 5.897 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 56 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall & Footing Geometry – Wall w/ Sidewalk Figure 10: Talbot Rd and Valley Medical Center Retaining Wall – Geometry & Applied Loads 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 57 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Geometry Per Figures 8 & 10: Wall height: hwall = 4 ft Wall thickness: twall = 8 in Footing Geometry Footing geometry: d1 = 1 ft + 3 in = 1.250 ft d2 = 1 ft + 6 in = 1.500 ft d3 = 6 in Footing toe length: ltoe = d2 + d3 - twall = 1.333 ft Footing heel length: lheel = d1 = 1.250 ft Footing width: B = ltoe + twall + lheel = 3.250 ft Footing depth: theel = 12 in ttoe = 6 in Total wall height (measured from base of footing): htotal = hwall + theel = 5.000 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 58 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Design Loads – Wall w/ Sidewalk Figure 10 displays a sketch showing the applied lateral loads. The loads shown extend to the base of the footing. These loads will be used to check the stability of the retaining wall. For strength checks, the moment demands will be calculated from the top of footing. Lateral Forces Resultant force due to equiv. active fluid pressure: PA_Stability = 0.5*gKa*htotal2 = 406.250 lb/ft PA_Strength = 0.5*gKa*hwall2 = 260.000 lb/ft Earthquake force: PE_Stability = DE*htotal2 = 200.000 lb/ft PE_Strength = DE*hwall2 = 128.000 lb/ft Moments For overturning, moment lever arms will be measured from the bottom of the footing. Moment due to equiv. active fluid pressure: MA_Stability = PA_Stability*(1/3*htotal) = 677.083 lb_ft/ft MA_Strength = PA_Strength*(1/3*hwall) = 346.667 lb_ft/ft Moment due to earthquake force: ME_Stability = PE_Stability*(1/2*htotal) = 500.000 lb_ft/ft ME_Strength = PE_Strength*(1/2*hwall) = 256.000 lb_ft/ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 59 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Vertical Forces (Dead Loads) Weight of wall: Ww = rconc*twall*hwall = 400.000 lb/ft Location of load relative to pt. A: Xw = ltoe + twall*0.5 = 1.667 ft Weight of footing (Excluding sidewalk beyond pt. A): Wf = rconc*theel*(d1 + d2) + 0.5*rconc*(theel – ttoe)*d3 + rconc*ttoe*d3 = 468.750 lb/ft Location of load relative to pt. A: Xf = (rconc*theel*(d1 + d2)*(d3 + (d1 + d2)/2) + 0.5*rconc*(theel – ttoe)*d3*(d3/3) + rconc*ttoe*d3*(d3/2))/Wf = 1.677 ft Weight of soil above heel: WSH = rsoil*lheel*hwall = 650.000 lb/ft Location of load relative to edge of footing (toe side): XSH = ltoe + twall + lheel/2 = 2.625 ft 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 60 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Retaining Wall Design – Wall w/ Sidewalk Bearing Pressure Check Procedure per Sections 10.6.1.3 & 11.6.3.2 (AASHTO LRFD). Footing width: B = 3.250 ft Centroid of vertical loads: Xvert = (Ww*Xw + Wf*Xf + WSH*XSH)/(Ww + Wf + WSH) = 2.080 ft Eccentricity parallel to footing width: eB = abs(B/2 – Xvert) = 0.455 ft B’ = B – 2*eB = 2.340 ft (Eq. 10.6.1.3-1, AASHTO LRFD) Vertical Stress: sv = (Ww + Wf + WSH)/B’ = 0.649 ksf (Eq. 11.6.3.2-1, AASHTO LRFD) Bearing Capacity: qallow = 1.200 ksf FSB = qallow/sv = 1.849 The factor of safety (FSB) is greater than 1.5, as required by AASHTO LRFD. Sliding Capacity Check The sidewalk adjacent to the retaining wall footing will prevent the wall from sliding. Overturning Stability Check Summation of moments is taken about point A (shown in Figure 10) Mdem = MA_Stability + ME_Stability = 1.177 kip_ft/ft Mcap = Ww*Xw + Wf*Xf + WSH*XSH = 3.159 kip_ft/ft FSO = Mcap/Mdem = 2.684 The factor of safety (FSO) is greater than 1.5, as required per AASHTO LRFD. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 61 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Wall Reinforcement – Wall w/ Sidewalk Flexural Reinforcement Strength I and Extreme I load combinations and factors per Table 3.4.1-1, AASHTO LRFD. The moment demand is conservatively taken at the base of the footing, instead of the top of footing. Mu = max(1.5*MA_Strength + 1.75*MS_Strength,MA_Strength +ME_Strength + MS_Strength) = 2.240 kip_ft/ft h = twall = 8.000 in b = 12 in (12” wall strip) Minimum flexural steel per Section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #5 bars @ 12” o.c. Bar spacing: S = 12 in As = A5/S = 0.310 in2/ft Vertical bars centered in wall: d = twall/2 = 4.000 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.456 in Mn = As*fy*(d - a/2) = 5.847 kip_ft/ft f = 0.9 fMn = f*Mn = 5.262 kip_ft/ft DCR = Mu/fMn = 0.426 #5 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 62 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = max(1.5*PA_Strength + 1.75*PS_Strength,PA_Strength +PE_Strength + PS_Strength) = 1.016 kip/ft Effective shear depth: dv = max(0.9*d,0.72*h) = 5.760 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 8.737 kip/ft f = 0.9 0.5*f*Vc = 3.932 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 63 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Footing Reinforcement – Wall w/ Sidewalk Flexural Reinforcement Conservatively, the footing will be designed for a point load equal to the sum of the vertical loads (dead loads) acting at the center of the footing. Pu = 1.25*Ww + 1.25*Wf + 1.35*WSH = 1.963 kip/ft Mu = Pu*B/4 = 1.595 kip_ft/ft h = theel = 12.000 in b = B = 39.000 in Minimum flexural steel per Section 5.10.6 (AASHTO LRFD): As,min = max(0.11 in2/ft,(1.3*b*h)/(2*fy*(b + h))*(1 kip/1 in) *(1/1 ft)) = 0.110 in2/ft Try #4 bars @ 12” o.c. Bar spacing: S = 12 in As = A4/S = 0.200 in2/ft Footing clear cover: Cfooting = 3 in (bottom) d = tfooting - Cfooting – 0.5*d4 = 8.750 in a = (As*fy)/(0.85*f’c*b) * 1 ft = 0.090 in Mn = As*fy*(d - a/2) = 8.705 kip_ft/ft f = 0.9 fMn = f*Mn = 7.834 kip_ft/ft DCR = Mu/fMn = 0.204 #4 bars at 12” o.c. are structurally acceptable. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 64 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Shear Reinforcement Vu = Pu/2 = 0.982 kip/ft b = 12 in (12” footing strip) Effective shear depth: dv = max(0.9*d,0.72*h) = 8.640 in (Section 5.7.2.8, AASHTO LRFD) b = 2.0 (Section 5.7.2.8, AASHTO LRFD) Vc = 0.0316*b*l*Ö(f’c)*dv*b (Eq. 5.7.3.3-3, AASHTO LRFD) Vc = 13.105 kip/ft f = 0.9 0.5*f*Vc = 5.897 kip/ft > Vu, therefore, shear reinforcement is not required. 114 Subject Retaining Wall/Light Pole Ftg. Project Rapid Ride I Line – Renton Station Sheet No. 65 of 86 Authored by RE Date 1/25/2023 Checked by XW Date 1/30/2023 Section 2 – Light Pole Foundation Design 114 Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSF ARTERIAL STREET SMALL CELL DECORATIVE LUMINAIRE POLE FOOTING DESIGN, CITY OF RENTON STD. PLAN 117.1A: WIND LOAD (Section 3.8.1, AASHTO Supports): Pz = 0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz = Height and Exposure Factor Kz = 1.32 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir = 1 (Table 3.8.3-1, AASHTO Supports) LUMINAIRE POLE PROPERTIES: H =Total Pole Height H =37 ft Std. Plan 117.1A a =Pole Top Dia.a =6 in Std. Plan 117.1A b =Pole Bot. Dia.b =10.83 in Std. Plan 117.1A Avg. Pole Dia. =8.415 in Cv = Velocity Conversion Factor Cv = 1 (Table 3.8.3-3, AASHTO Supports) Cd = Wind Drag Coeff.Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) Pz = 0.00256KzGV2IrCd Pz = 30.52 psf (Eq. 3.8.3-1, AASHTO Supports) Centroid =H/3 (b+2a)/(b+a)Centroid =16.7 ft Eq. for centroid of trapezoid P =P =0.79 k Mbase=Mbase = 13 k-ft LUMINAIRE MAST ARM PROPERTIES: Cd = Drag Coefficient Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) 10' Mast Arm: H10 = Mounting Height of 10' Mast Arm H10 = 37 ft Std. Plan 117.1A Pz = 0.00256KzGV2IrCd Pz = 30.52 psf (Eq. 3.8.3-1, AASHTO Supports) L =Length L =10 ft Std. Plan 117.1A a =Arm Dia.a =8 in Measured on Std. Plan 117.1A t =Arm Thickness t =0.1875 in Assumed 7 GA per Std. Plan 117.1A a1 =Inside Arm Dia. = a - 2*t a1 =7.625 in ρsteel = Density of Steel ρsteel = 0.49 kcf warm = Arm Weight = ρsteel*L*π*(a2 - a12)/4 warm = 0.16 k Centroid =L/2 Centroid =5 ft PLum 10' Arm = Wind Force = Pz*a*L PLum 10' Arm = 0.20 k Mlum 10' Arm, Wind =MLum 10' Arm, Wind = 7.5 k-ft MLum 10' Arm, DL = Moment due to DL = warm*Centroid MLum 10' Arm, DL = 0.78 k-ft 4' Mast Arm: Kz = Height and Exposure Factor Kz = 1.12 (Table 3.8.4-1, AASHTO Supports) H4 = Mounting Height of 4' Mast Arm H4 = 17 ft Std. Plan 117.1A Pz = 0.00256KzGV2IrCd Pz = 26.02 psf (Eq. 3.8.3-1, AASHTO Supports) L =Length L =4 ft Std. Plan 117.1A a =Arm Dia.a =8 in Measured on Std. Plan 117.1A t =Arm Thickness t =0.1875 in Assumed 7 GA per Std. Plan 117.1A a1 =Inside Arm Dia. = a - 2*t a1 =7.625 in warm = Arm Weight = ρsteel*L*π*(a2 - a12)/4 warm = 0.06 k Centroid =L/2 Centroid =2 ft PLum 4' Arm = Wind Force = Pz*a*L PLum 4' Arm = 0.07 k MLum 4' Arm, Wind =MLum 4' Arm, Wind = 1.2 k-ft MLum 4' Arm, DL = Moment due to DL = warm*Centroid MLum 4' Arm, DL = 0.13 k-ft Momend due to wind = PLum Arm*H10 Moment due to wind = PLum 10' Arm*H10 Moment due to wind = P*Centroid Wind Force = Pz*avg pole dia*H Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSFLUMINAIRE PROPERTIES: Cd = Drag Coefficient (w/ rect. flat side shapes, conserv.) Cd = 1.2 (Table 3.8.6-1, AASHTO Supports) Luminaire @ 37': wLuminaire = Assumed Luminaire Weight wLuminaire = 44.0 lb Domia CY55P1A Specification Pz = 0.00256KzGV2IrCd Pz = 33.30 psf (Eq. 3.8.3-1, AASHTO Supports) AreaLuminaire = Luminaire Area (width x height) AreaLuminaire = 2.1 ft2 Domia CY55P1A Specification PLuminaire 37' = Wind Force = Pz*AreaLuminaire PLuminaire = 0.07 k Mluminaire 37', Wind = Moment due to wind = PLuminaire*H10 Mluminaire, Wind 37' = 2.6 k-ft Mluminaire 37', DL = Moment due to DL = wLuminaire*L Mluminaire, DL 37' = 0.44 k-ft Luminaire @ 16.5': wLuminaire 16.5' = Assumed Luminaire Weight wLuminaire = 44.0 lb Conserv. Using Larger Weight Pz = 0.00256KzGV2IrCd Pz = 28.39 psf (Eq. 3.8.3-1, AASHTO Supports) AreaLuminaire 16.5' = Luminaire Area (width x height) AreaLuminaire 16.5' = 2.1 ft2 Conserv. Using Larger Area PLuminaire 4' = Wind Force = Pz*AreaLuminaire Pluminaire 16.5' = 0.06 k Mluminaire 16.5', Wind = Moment due to wind = PLuminaire*H4 Mluminaire, Wind 16.5'= 1.0 k-ft Mluminaire 16.5', DL = Moment due to DL = wLuminaire*L Mluminaire, DL 16.5' = 0.18 k-ft SOIL PARAMETERS S1 = Lateral Bearing Pressure S1 = 800 psf Minimum Bearing Pressure S1 = 0.8 ksf LOADS Conservatively summing moments. It appears the 10' and 4' mast arms will actually counteract one another. P (k) MWind (k-ft) MDL (k-ft) Pole 0.79 13.2 0.00 Luminaire Mast Arm (10')0.20 7.5 0.78 Luminaire Mast Arm (4')0.07 1.2 0.13 Luminaire @ 37'0.07 2.6 0.44 Luminaire @ 17'0.06 1.0 0.18 Total load 1.19 25.56 1.52 Controlling Load Case P = Ptotal Pmax = 1.2 k M = √(MWind 2 + MDL 2)Mmax = 25.6 k-ft Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSFFOUNDATION DESIGN (AASHTO Supports 13.10) OPTION 1: 3'-0" DIA. H = Mmax / Pmax H = 21.44 ft (C13.6.1.1-4, AASHTO Supports) C = P/S1, Post Stability Factor C calc = 1.49 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc= 0.50 ft (C13.10-1, AASHTO Supports) C = 1.49 ft2 (C13.10-1, AASHTO Supports) L =0.50 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft D =Shaft Embedment D* =5.91 ft *change D to make Ccalc = C and Lcalc = L D =6.00 ft Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu Tn =16.2 k-ft Tu =F*tan(phi)*b Tu =17.9 k-ft F =force normal to shaft surface F =11.3 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=11.3 kip Ko =0.53 γ =125 pcf Torsional Demand T = torsional demand T =13.6 k-ft OK Q*wind pressure*sum(wind area*arm length) Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 1100 PSF ARTERIAL STREET SMALL CELL DECORATIVE LUMINAIRE POLE FOOTING DESIGN, CITY OF RENTON STD. PLAN 117.1A: WIND LOAD (Section 3.8.1, AASHTO Supports): Pz = 0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz = Height and Exposure Factor Kz = 1.32 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir = 1 (Table 3.8.3-1, AASHTO Supports) LUMINAIRE POLE PROPERTIES: H =Total Pole Height H =37 ft Std. Plan 117.1A a =Pole Top Dia.a =6 in Std. Plan 117.1A b =Pole Bot. Dia.b =10.83 in Std. Plan 117.1A Avg. Pole Dia. =8.415 in Cv = Velocity Conversion Factor Cv = 1 (Table 3.8.3-3, AASHTO Supports) Cd = Wind Drag Coeff.Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) Pz = 0.00256KzGV2IrCd Pz = 30.52 psf (Eq. 3.8.3-1, AASHTO Supports) Centroid =H/3 (b+2a)/(b+a)Centroid =16.7 ft Eq. for centroid of trapezoid P =P =0.79 k Mbase=Mbase = 13 k-ft LUMINAIRE MAST ARM PROPERTIES: Cd = Drag Coefficient Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) 10' Mast Arm: H10 = Mounting Height of 10' Mast Arm H10 = 37 ft Std. Plan 117.1A Pz = 0.00256KzGV2IrCd Pz = 30.52 psf (Eq. 3.8.3-1, AASHTO Supports) L =Length L =10 ft Std. Plan 117.1A a =Arm Dia.a =8 in Measured on Std. Plan 117.1A t =Arm Thickness t =0.1875 in Assumed 7 GA per Std. Plan 117.1A a1 =Inside Arm Dia. = a - 2*t a1 =7.625 in ρsteel = Density of Steel ρsteel = 0.49 kcf warm = Arm Weight = ρsteel*L*π*(a2 - a12)/4 warm = 0.16 k Centroid =L/2 Centroid =5 ft PLum 10' Arm = Wind Force = Pz*a*L PLum 10' Arm = 0.20 k Mlum 10' Arm, Wind =MLum 10' Arm, Wind = 7.5 k-ft MLum 10' Arm, DL = Moment due to DL = warm*Centroid MLum 10' Arm, DL = 0.78 k-ft 4' Mast Arm: Kz = Height and Exposure Factor Kz = 1.12 (Table 3.8.4-1, AASHTO Supports) H4 = Mounting Height of 4' Mast Arm H4 = 17 ft Std. Plan 117.1A Pz = 0.00256KzGV2IrCd Pz = 26.02 psf (Eq. 3.8.3-1, AASHTO Supports) L =Length L =4 ft Std. Plan 117.1A a =Arm Dia.a =8 in Measured on Std. Plan 117.1A t =Arm Thickness t =0.1875 in Assumed 7 GA per Std. Plan 117.1A a1 =Inside Arm Dia. = a - 2*t a1 =7.625 in warm = Arm Weight = ρsteel*L*π*(a2 - a12)/4 warm = 0.06 k Centroid =L/2 Centroid =2 ft PLum 4' Arm = Wind Force = Pz*a*L PLum 4' Arm = 0.07 k MLum 4' Arm, Wind =MLum 4' Arm, Wind = 1.2 k-ft MLum 4' Arm, DL = Moment due to DL = warm*Centroid MLum 4' Arm, DL = 0.13 k-ft Wind Force = Pz*avg pole dia*H Moment due to wind = P*Centroid Moment due to wind = PLum 10' Arm*H10 Momend due to wind = PLum Arm*H10 Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 1100 PSFLUMINAIRE PROPERTIES: Cd = Drag Coefficient (w/ rect. flat side shapes, conserv.) Cd = 1.2 (Table 3.8.6-1, AASHTO Supports) Luminaire @ 37': wLuminaire = Assumed Luminaire Weight wLuminaire = 44.0 lb Domia CY55P1A Specification Pz = 0.00256KzGV2IrCd Pz = 33.30 psf (Eq. 3.8.3-1, AASHTO Supports) AreaLuminaire = Luminaire Area (width x height) AreaLuminaire = 2.1 ft2 Domia CY55P1A Specification PLuminaire 37' = Wind Force = Pz*AreaLuminaire PLuminaire = 0.07 k Mluminaire 37', Wind = Moment due to wind = PLuminaire*H10 Mluminaire, Wind 37' = 2.6 k-ft Mluminaire 37', DL = Moment due to DL = wLuminaire*L Mluminaire, DL 37' = 0.44 k-ft Luminaire @ 16.5': wLuminaire 16.5' = Assumed Luminaire Weight wLuminaire = 44.0 lb Conserv. Using Larger Weight Pz = 0.00256KzGV2IrCd Pz = 28.39 psf (Eq. 3.8.3-1, AASHTO Supports) AreaLuminaire 16.5' = Luminaire Area (width x height) AreaLuminaire 16.5' = 2.1 ft2 Conserv. Using Larger Area PLuminaire 4' = Wind Force = Pz*AreaLuminaire Pluminaire 16.5' = 0.06 k Mluminaire 16.5', Wind = Moment due to wind = PLuminaire*H4 Mluminaire, Wind 16.5'= 1.0 k-ft Mluminaire 16.5', DL = Moment due to DL = wLuminaire*L Mluminaire, DL 16.5' = 0.18 k-ft SOIL PARAMETERS - 1,100 PSF Allowable Bearing Pressure S1 = Lateral Bearing Pressure S1 = 1100 psf Minimum Bearing Pressure S1 = 1.1 ksf LOADS Conservatively summing moments. It appears the 10' and 4' mast arms will actually counteract one another. P (k) MWind (k-ft) MDL (k-ft) Pole 0.79 13.2 0.00 Luminaire Mast Arm (10')0.20 7.5 0.78 Luminaire Mast Arm (4')0.07 1.2 0.13 Luminaire @ 37'0.07 2.6 0.44 Luminaire @ 17'0.06 1.0 0.18 Total load 1.19 25.56 1.52 Controlling Load Case P = Ptotal Pmax = 1.2 k M = √(MWind 2 + MDL 2)Mmax = 25.6 k-ft Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 1100 PSFFOUNDATION DESIGN (AASHTO Supports 13.10) OPTION 1: 3'-0" DIA. H = Mmax / Pmax H = 21.44 ft (C13.6.1.1-4, AASHTO Supports) C = P/S1, Post Stability Factor C calc = 1.09 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc= 0.36 ft (C13.10-1, AASHTO Supports) C = 1.09 ft2 (C13.10-1, AASHTO Supports) L =0.36 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft D =Shaft Embedment D* =4.99 ft *change D to make Ccalc = C and Lcalc = L D =5.00 ft Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu Tn =11.2 k-ft Tu =F*tan(phi)*b Tu =12.5 k-ft F =force normal to shaft surface F =7.8 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=7.8 kip Ko =0.53 γ =125 pcf Torsional Demand T = torsional demand T =1.4 k-ft OK Q*wind pressure*sum(wind area*arm length) Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date 3' DIA. Footing - spColumn Output: Subject Project Sheet No.of Authored by Date Checked by Date 3' DIA. Footing - Shear Reinforcement: LIGHT POLE FOOTING SPIRAL/ HOOP REINFORCING Footing 3' Diameter GENERAL INPUT Drilled Shaft Size and Reinf Material Strengths Diameter =36.00 in (BDM Table 7.8.2-2) f 'c = 4.0 ksi Clear Cover to Spiral/ Hoop =2.50 in (Std. Plan 117.2) f'ce = f'c = 4.0 ksi Spiral/ Hoop Size = 4 fy = 60.0 ksi s = Spiral/ Hoop Spacing =10.50 in # of Spiral/ Hoops per Bundle =1 (1 for no bundles) CHECK MINIMUM SHEAR REINFORCING Av min = 0.0316 sqrt (f'c)*bv*s / fy = 0.40 in2 LRFD 5.7.2.5-1 Av = 0.40 in2 OK DETERMINE SHAFT SHEAR CAPACITY fs Vn > Vu Vn = Vc + Vs < 0.25 f'ce bv dv fs = 0.9 Concrete Shear Capacity, V c b = 2.0 LRFD 5.7.3.4.1 q =45.0 degree LRFD 5.7.3.4.1 bv = shaft dia = 36.0 in LRFD 5.7.2.8 Dr = dia of circle through center of longit reinf = 29.4 in (#5 vert reinf) de = D / 2 + Dr / p = 27.4 in LRFD C5.7.2.8-2 dv = 0.9*de = 24.6 in LRFD 5.7.2.8 Vc = 0.0316*b*SQRT(f'ce)*bv*dv = 112 kips LRFD 5.7.3.3-3 Steel Shear Capacity, Vs Av = 0.40 in2 Vs = cot(θ)*Av*fy*dv / s = 56 kips LRFD 5.7.3.3-4 Nominal Shear Capacity fs*(Vc + Vs) = 151 kips <-Controls LRFD 5.7.3.3-1 fs*(0.25 f'ce*bv*dv) = 798 kips LRFD 5.7.3.3-2 fsVn = 151 kips Vu =1.19 kips C/D = 127.3 Subject Project Sheet No.of Authored by Date Checked by Date 1'-6" 3'-0" 1'-3"X1'-3" x x SIN(45) = X/15" ----> X =15SIN(45) = 10.6" Will conservatively design with rectangular layout and dimensions below. 13.6" 10.6" 3' x x SIN(45) = X/36" ----> X =36SIN(45) = 25.5" 25.5" 7.45" 3'-0" Dia. Footing - Anchor Bolt Design: #4 HOOPS @ 10.5" 8 - #5 BARS, EVENLY SPACED 38" 48" Subject Project Sheet No.of Authored by Date Checked by Date 3'-0" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date 3'-0" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date 3'-0" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSF ARTERIAL & DOWNTOWN STREET DECORATIVE PEDESTRIAN LUMINAIRE POLE FOOTING DESIGN, CITY OF RENTON STD. PLAN 117.2A: WIND LOAD (Section 3.8.1, AASHTO Supports): Pz = 0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz = Height and Exposure Factor Kz = 1.15 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir = 1 (Table 3.8.3-1, AASHTO Supports) LUMINAIRE POLE PROPERTIES: H =Total Pole Height H =18.5 ft Std. Plan 117.2A a =Pole Top Dia.a =4 in Std. Plan 117.2A b =Pole Bot. Dia.b =6 in Std. Plan 117.2A Avg. Pole Dia. =5 in Cv = Velocity Conversion Factor Cv = 1 (Table 3.8.3-3, AASHTO Supports) Cd = Wind Drag Coeff.Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) Pz = 0.00256KzGV2IrCd Pz = 26.67 psf (Eq. 3.8.3-1, AASHTO Supports) Centroid =H/3 (b+2a)/(b+a)Centroid =8.6 ft Eq. for centroid of trapezoid P =P =0.21 k Mbase=Mbase = 2 k-ft LUMINAIRE MAST ARM PROPERTIES: Cd = Drag Coefficient Cd = 1.1 (Table 3.8.6-1, AASHTO Supports) Mast Arm: H =Mounting Height of Mast Arm H =18.5 ft Std. Plan 117.2A Pz = 0.00256KzGV2IrCd Pz = 26.67 psf (Eq. 3.8.3-1, AASHTO Supports) L =Assumed Length L =4 ft Not Shown on Std. Plan 117.2A a =Arm Dia.a =8 in Measured on Std. Plan 117.2A t =Arm Thickness t =0.25 in Assumed same as pole per 117.2A a1 =Inside Arm Dia. = a - 2*t a1 =7.5 in ρsteel = Density of Steel ρsteel = 0.49 kcf warm = Arm Weight = ρsteel*L*π*(a2 - a12)/4 warm = 0.08 k Centroid =L/2 Centroid =2 ft PLum Arm = Wind Force = Pz*a*L PLum Arm = 0.07 k Mlum Arm, Wind =MLum Arm, Wind = 1.3 k-ft MLum Arm, DL = Moment due to DL = warm*Centroid MLum Arm, DL = 0.17 k-ft Wind Force = Pz*avg pole dia*H Moment due to wind = P*Centroid Moment due to wind = PLum Arm*H Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSFLUMINAIRE & BANNER PROPERTIES: Cd = Drag Coefficient (w/ rect. flat side shapes, conserv.) Cd = 1.2 (Table 3.8.6-1, AASHTO Supports) Luminaire @ 18.5': wLuminaire = Assumed Luminaire Weight wLuminaire = 44.0 lb Domia CY55P1A Specification Pz = 0.00256KzGV2IrCd Pz = 29.10 psf (Eq. 3.8.3-1, AASHTO Supports) AreaLuminaire = Luminaire Area (width x height) AreaLuminaire = 2.1 ft2 Domia CY55P1A Specification PLuminaire = Wind Force = Pz*AreaLuminaire PLuminaire = 0.06 k Mluminaire , Wind = Moment due to wind = PLuminaire*H Mluminaire, Wind = 1.1 k-ft Mluminaire, DL = Moment due to DL = wLuminaire*L Mluminaire, DL = 0.18 k-ft Banner @ 14': H =Mounting Height of Banner H = 14 ft Std. Plan 117.2A Kz = Height and Exposure Factor Kz = 1.07 (Table 3.8.4-1, AASHTO Supports) wBanner = Assumed Luminaire Weight wBanner = 15 lb Conservative Assumption Pz = 0.00256KzGV2IrCd Pz = 27.17 psf (Eq. 3.8.3-1, AASHTO Supports) AreaBanner = Luminaire Area (width x height) AreaBanner = 8.0 ft2 Std. Plan 117.2A PBanner = Wind Force = Pz*AreaBanner PBanner = 0.22 k MBanner, Wind = Moment due to wind = PBanner*H MBanner, Wind = 3.0 k-ft MBanner, DL = Moment due to DL = wBanner*L MBanner, DL = 0.21 k-ft SOIL PARAMETERS S1 = Lateral Bearing Pressure S1 = 800 psf Minimum Bearing Pressure S1 = 0.8 ksf LOADS Conservatively summing moments. It appears the luminaire and banner counteract one another. P (k) MWind (k-ft) MDL (k-ft) Pole 0.21 1.8 0.00 Luminaire Mast Arm 0.07 1.3 0.17 Luminaire 0.06 1.1 0.18 Banner 0.22 3.0 0.21 Total load 0.56 7.26 0.55 Controlling Load Case P = Ptotal Pmax = 0.6 k M = √(MWind 2 + MDL 2)Mmax = 7.3 k-ft Subject Project Sheet No.of Authored by Date Checked by Date ALLOWABLE BEARING PRESSURE = 800 PSFFOUNDATION DESIGN (AASHTO Supports 13.10) OPTION 1: 2'-6" DIA. H = Mmax / Pmax H = 13.12 ft (C13.6.1.1-4, AASHTO Supports) C = P/S1, Post Stability Factor C calc = 0.69 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc= 0.28 ft (C13.10-1, AASHTO Supports) C = 0.69 ft2 (C13.10-1, AASHTO Supports) L =0.28 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =2.5 ft D =Shaft Embedment D* =3.45 ft *change D to make Ccalc = C and Lcalc = L D =3.50 ft Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu Tn =3.8 k-ft Tu =F*tan(phi)*b Tu =4.2 k-ft F =force normal to shaft surface F =3.2 kip b =diameter of shaft b =2.5 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=3.2 kip Ko =0.53 γ =125 pcf Torsional Demand T = torsional demand T =0.9 k-ft OK Q*wind pressure*sum(wind area*arm length) Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date 2'-6" DIA. Footing - spColumn Output: Subject Project Sheet No.of Authored by Date Checked by Date 2'-6" DIA. Footing - Shear Reinforcement: LIGHT POLE FOOTING SPIRAL/ HOOP REINFORCING Footing 2.5' Diameter GENERAL INPUT Drilled Shaft Size and Reinf Material Strengths Diameter =30.00 in (BDM Table 7.8.2-2) f 'c = 4.0 ksi Clear Cover to Spiral/ Hoop =2.50 in (Std. Plan 117.2) f'ce = f'c = 4.0 ksi Spiral/ Hoop Size = 4 fy = 60.0 ksi s = Spiral/ Hoop Spacing =12.00 in # of Spiral/ Hoops per Bundle =1 (1 for no bundles) CHECK MINIMUM SHEAR REINFORCING Av min = 0.0316 sqrt (f'c)*bv*s / fy = 0.38 in2 LRFD 5.7.2.5-1 Av = 0.40 in2 OK DETERMINE SHAFT SHEAR CAPACITY fs Vn > Vu Vn = Vc + Vs < 0.25 f'ce bv dv fs = 0.9 Concrete Shear Capacity, V c b = 2.0 LRFD 5.7.3.4.1 q =45.0 degree LRFD 5.7.3.4.1 bv = shaft dia = 30.0 in LRFD 5.7.2.8 Dr = dia of circle through center of longit reinf = 23.4 in (#5 vert reinf) de = D / 2 + Dr / p = 22.4 in LRFD C5.7.2.8-2 dv = 0.9*de = 20.2 in LRFD 5.7.2.8 Vc = 0.0316*b*SQRT(f'ce)*bv*dv = 77 kips LRFD 5.7.3.3-3 Steel Shear Capacity, Vs Av = 0.40 in2 Vs = cot(θ)*Av*fy*dv / s = 40 kips LRFD 5.7.3.3-4 Nominal Shear Capacity fs*(Vc + Vs) = 105 kips <-Controls LRFD 5.7.3.3-1 fs*(0.25 f'ce*bv*dv) = 545 kips LRFD 5.7.3.3-2 fsVn = 105 kips Vu =0.56 kips C/D = 188.0 Subject Project Sheet No.of Authored by Date Checked by Date 1'-6" 2'-5" 1'-3"X1'-3" x x SIN(45) = X/15" ----> X =15SIN(45) = 10.6" Will conservatively design with rectangular layout and dimensions below. 13.6" 10.6" 3' x x SIN(45) = X/30" ----> X =30SIN(45) = 21.2" 21.2" 5.31" 2'-6" Dia. Footing - Anchor Bolt Design: Note: Assuming anchor bolt layout is as shown on standard plan 117.1A. Subject Project Sheet No.of Authored by Date Checked by Date 2'-6" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date 2'-6" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date 2'-6" Dia. Footing - Anchor Bolt Design: Subject Project Sheet No.of Authored by Date Checked by Date REFERENCE MATERIAL Retaining Wall/Light Pole Ftg.Rapid Ride I-Line Renton Stn. Sheet No. 87 of 114 15 PMOC template 15 PMOC template 15 PMOC template some major Quaternary faults within 50 miles from the project are shown on Figure 3. Known crustal faults within 30 miles of the project site are summarized in Table 4. Table 4. Major Faults within 30 Miles of the Project Site USGS Fault No. USGS Fault Classa Fault Name 539 B Rattlesnake Mountain Fault Zone (RMFZ) 570 A Seattle Fault Zone (SFZ) 572 A Southern Whidbey Island Fault Zone (SWIFZ) 581 A Tacoma Fault Zone (TFZ) Source: U.S. Geological Survey 2014 a Fault Class A is defined as geologic evidence that demonstrates the existence of a Quaternary fault of tectonic origin, whether the fault is exposed by mapping or inferred from liquefaction or other deformational features. Fault Class B is defined as geologic evidence demonstrates the existence of a fault or suggests Quaternary deformation, but either (1) the fault might not extend deeply enough to be a potential source of significant earthquakes, or (2) the currently available geologic evidence is too strong to confidently assign the feature to Class C but not strong enough to assign it to Class A. USGS = U.S. Geological Survey 3.3 Subsurface Condition Based on a review of the information from geotechnical explorations, the subsurface soil condition of each segment is summarized in the following subsections. 3.3.1 Renton The subsurface condition along the project alignment in Renton is described as follows:  S Grady Way (Borings B-1W-21, B-2-21, and B-3-21) The subsurface soil along S Grady Way from west of Shattuck Avenue to Talbot Road S consists of several very loose, low/high plastic organic soils and peat among the other intermittent layers of very loose to medium dense sand, low/high plastic silt and clay, silty/clayey fine to coarse sand, and gravel with SPT N-Value ranging from 0 to 30. The fines content varied from as low as 2 percent in mainly sand/gravel layers to between 7 and 39 percent in silty/clayey soils and up to 78 percent in silt and clay layers. On the west side of Shattuck Avenue S (Boring B-1W-21), these soil layers FOR REFERENCE ONLY Sheet No. 88 of 114 16 PMOC template 16 PMOC template 16 PMOC template overlay very dense silty sand and gravel layers at the depth of 35 feet bgs (Elevation [El.] -10 feet). Toward Talbot Road S, at Borings B-2-21 and B-3-21, medium dense to dense (N-SPT=24 to 30) silty/clayey fine to medium sand was reached at the bottom of the borehole at 40 feet bgs (El. of about -10 feet). A noticeable amount of organics was observed at different depths along S Grady Way, with organic content of 27 to 52 percent. The groundwater was encountered at El. of about 15.5 feet at B- 1W-21 and B-2-21, and at about 6.5 feet at B-3-21.  Talbot Road S (Borings B-4W-21, B-5-21, B-6-21, and B-7-21) At the northern part of Talbot Road S, close to Grady Way S (Boring B-4W-21), subsurface soil includes intermittent layers of sand with silt, silty sand, low plastic silt, high plastic organic soil, and peat. The subsurface is mostly very loose/soft to medium dense with N-SPT ranging from 1 to 21. However, right beneath the pavement there is a 1.5-foot-thick layer of very dense, well-graded sand with silt. Going south toward S 23rd Street (Boring B-5-21), the subsurface is more uniform and consists of silty sand down to El. 173 feet. The silty sand between El. 173 feet and 181 feet is dense to very dense, while the silty sand above El. 181 feet is loose to medium dense (N-SPT varying between 3 and 15). Toward the south, between SE 32nd Street and SE Carr Road (Borings B-6-21 and B- 7-21), the subsurface soil consists of mostly silty sand/gravel. Close to B-6-21, the soil profile is more uniform. Right beneath the pavement, there is about 4-foot-thick medium dense, silty fine to coarse, angular to subangular gravel overlaying medium dense to very dense silty fine sand extended to the maximum drilling elevation of about 76 feet (NAVD88). Going south toward SE Carr Road (Boring B-7-21), the soil is less uniform and the N-SPT value is also generally lower than the one at the same elevation at B-6-21. Down to the depth of 9 feet (El. 99 feet), the soil consists of layers of dense, poorly graded sand with silt overlaying very loose/soft silty sand and high plastic silt. Medium dense to dense silty sand (N-SPT 15 to 43) exists below this elevation to maximum depth of drilling (El. 76 feet). In this zone, the groundwater was encountered during drilling at two ends of Talbot Road S, Borings B-4W-21 and B-7-21, at Els. 7 feet and 81 feet, respectively. No water was encountered at the middle borings, B-5-21 and B-6-21, down to El. 173 and 76 feet, respectively.  SE Carr Road (Borings B-8-21 and B-9W-21) Based on the geotechnical data from Borings B-8-21 and B-9W-21, the subsurface soil close to the east end of SE Carr Road is mostly medium dense to very dense, silty fine to coarse sand. Going east toward B-8-21 there is a medium dense, silty angular fine to coarse gravel of less than 4 feet thick directly beneath the pavement. The FOR REFERENCE ONLY Sheet No. 89 of 114 17 PMOC template 17 PMOC template 17 PMOC template average fines content for the silty sand layer at this location was about 45 percent. It is while at location of B-9W-21, about 500 feet away toward east, the average fines content is about 21 percent. At this location, there was also a loose to medium dense (N-SPT value of 4 and 25) layer of silty sand at the depth between 2.5 and 6.5 feet bgs. Groundwater was encountered at Els. of about 330 feet and 351 feet, respectively, at locations B-8-21 and B-9W-21.  108th Avenue SE (SR 515) (B-10-21) Subsurface at this subsection is mainly medium dense to very dense (N-SPT varies between 24 and over 50) silty fine to coarse sand with fines content between 12 and 20 percent. The fines content decreases to about 8 percent around the depth of 5 feet bgs where medium dense, poorly graded fine to coarse sand with silt was encountered. No groundwater was encountered down to the maximum drilling El. of 436 feet (NAVD88). 3.3.2 Kent For a description of the subsurface conditions, the project alignment in Kent is divided into the following four subsections:  108th Avenue SE (SR 515) from SE 192nd Street to SE 208th Street (Borings B-11-21, B-12-21, and B-13-21) The subsurface soil in this region consists mainly of medium dense to very dense silty sand (fines content varies between 20 and 50 percent) with less silty sublayers and lenses of fine to coarse sand with silt. At the Boring B-11-21, located at SE 192nd Street, there was a 1-foot layer of medium dense silty gravel with 2 percent organic content directly beneath the pavement. At Boring B-13-21, located at SE 208th Street, loose silty sand with maximum thicknesses of 2.5 feet and an average SPT N- Value of 7 was present at depths of 2.5 and 12.5 feet bgs. The density of the subsurface generally increased by depth in all three borings. The average SPT N- Value was higher than 50 at elevations lower than about 420 and 442 feet (NAVD88), respectively, at SE 208th Street (B-13-21) and between 192nd S and SE 206th Street (B-11-21 and B-12-21). For higher elevations at Borings B-11-21 and B-13-21, the average SPT N-Values are 23 and 14, respectively. Although water was not encountered at Borings B-11-21 and B-13-21 down to the maximum drilling elevations of 426 and 410 feet, respectively, it was detected at about El. 428 feet at Boring B-12-21 in between.  108th Avenue SE (SR 515) from SE 239th Street to SE 253rd Street (Borings B-15-21 and B-17-21) FOR REFERENCE ONLY Sheet No. 90 of 114 31 PMOC template 31 PMOC template 31 PMOC template Table 7. Estimated Liquefaction-Induced Settlement City Boring Number Location Liquefaction- Induced Settlement (inch.) Auburn B-29-21 Auburn Way N/49th St NE 1.6 B-31W-21 Auburn Way N/21st St NE 4.4 B-32-21 Auburn Way N/15th St NE 4.3 B-33W-21 Auburn Way N/10th St NE 3.2 4.3 Retaining Wall Design Recommendations 4.3.1 Bearing Capacity It is anticipated that conventional, shallow foundation concepts can support the retaining wall structures. The retaining walls for the project will be constructed in conformance with Metro 2020-2021 Standard Details (King County Metro 2020). Table 8Table 8 provides allowable bearing pressure for shallow foundations. Allowable bearing pressure calculation assumes the foundation is a strip footing of length 50 feet and width of 3 feet. The footing is further assumed to be embedded to a depth of 1 foot. The calculation includes a strength limit state resistance factor (F=0.45) and service limit (1-inch settlement) considerations. One-half of the service limit settlement could occur as differential settlement. Table 8. Allowable Bearing Pressure for Shallow Foundations Supporting Retaining Walls City Location Allowable Bearing Pressure (psf) Renton RT wall from TAL-21 Station 56+86.07 TO 57+36.37 (Talbot Rd/S 32nd St) 2,500 LT wall from TAL-21 Station 56+28.14 to 56+40.39 (Talbot Rd/S 32nd St) 2,500 FOR REFERENCE ONLY Sheet No. 91 of 114 32 PMOC template 32 PMOC template 32 PMOC template Table 8. Allowable Bearing Pressure for Shallow Foundations Supporting Retaining Walls City Location Allowable Bearing Pressure (psf) RT wall from TAL-21 Station 88+36.24 to 89+09.24 (Talbot Rd/Valley Medical Center) 1,200 LT wall from CAR Station 33+36.26 to 33+49.26 (Carr Rd/Wells Ave) 2,500 RT wall from 108th Station 31+15.85 to 31+70.85 (108th Ave SE/SE 186th St) 3,000 RT wall from GRA Station 22+78.25 to TAL-B 11+70.89 (Grady Way/Talbot Rd) 900 Kent 108th Ave/192nd St OB 2,500 108th Ave/208th St OB 1,800 108th Ave/208th St IB 1,800 104th Ave/240th St IB (cut) 3,000 104th Ave/240th St IB (fill) 3,000 104th Ave/253rd St OB 2,500 256th St/101st St OB 3,000 256th St/101st St IB 3,000 Smith Ave/Titus St/Jason Ave OB 1,800 Auburn Auburn Way M/42nd St NE 1,500 IB = inbound LT = left turn OB = outbound psf = pound(s) per square foot RT = right turn 4.3.2 Lateral Earth Pressure Retaining walls will be subject to lateral earth pressures from the backfill behind the walls. Lateral earth pressures were estimated assuming gravel borrow conforming to FOR REFERENCE ONLY Sheet No. 92 of 114 33 PMOC template 33 PMOC template 33 PMOC template Section 9-03.14(1) of WSDOT’s 2020 Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT 2020a). Methods for calculating at-rest lateral earth pressure coefficients presented in Chapter 11 of An Introduction to Geotechnical Engineering (Holtz et al. 1981) were used. The active and passive earth pressure coefficients were calculated using methods described in Section 3.11.5.3 and 3.11.5.4 respectively, of LRFD Bridge Design Specifications (AASHTO 2020). Gravel borrow conforming to Section 9-03.14(1) of WSDOT (2020b) used as wall backfill for fill walls. Backfill behind the retaining walls will be horizontal; therefore, the lateral earth pressure coefficients presented in Table 9 do not include parameters for sloping backfill. Traffic loading can be represented as a live load surcharge equal to an equivalent height of soil. Table 3.11.6.4-1 from LRFD Bridge Design Specifications (AASHTO 2020) provides guidance on estimating the equivalent height of soil based on wall height. The live load surcharge is converted into uniform horizontal earth pressure that is added to static lateral earth pressure. Table 9 presents lateral earth pressure coefficients and Table 10Table 10 presents equivalent fluid pressure for the active conditions (walls that are free to rotate away and toward soil backfill) and for at-rest conditions (walls that are restrained against rotation). Passive soil resistance should be neglected if there is potential for erosion at the base of the wall. Dynamic pressures were calculated for walls using the Mononobe-Okabe Method described in Chapter 11 of Geotechnical Earthquake Engineering (Kramer 1996). Calculations included a pseudo-static coefficient of ½ design peak acceleration, in units of g (As) (½ x site coefficient for PGA [FPGA] x PGA). The seismic increment calculated for walls is shown in Table 10Table 10. Limit-equilibrium global stability calculations were performed using Rocscience SLIDE 2 software (2020) to evaluate the global stability of the retaining walls. Calculations included a pseudo-static coefficient of ½ As (½ x FPGA x PGA) to simulate earthquake loading conditions. Based on these calculations, retaining walls constructed as per recommendations are expected to remain stable during a design-level earthquake. FOR REFERENCE ONLY Sheet No. 93 of 114 34 PMOC template 34 PMOC template 34 PMOC template Table 9. Earth Pressure Coefficients City Location Active Pressure, Ka At-rest Pressure, K0 Passive Pressure, Kp Renton RT wall from TAL-21 Station 56+86.07 to 57+36.37 (Talbot Rd/S 32nd St) 0.26 0.41 3.85 LT wall from TAL-21 Station 56+28.14 to 56+40.39 (Talbot Rd/S 32nd St) 0.28 0.44 3.54 RT wall from TAL-21 Station 88+36.24 to 89+09.24 (Talbot Rd/Valley Medical Center) 0.26 0.41 3.85 LT wall from CAR Station 33+36.26 to 33+49.26 (Carr Rd/Wells Ave) 0.26 0.41 3.85 RT wall from 108th Station 31+15.85 to 31+70.85 (108th Ave SE/SE 186th St) 0.26 0.41 3.85 RT wall from GRA Station 22+78.25 to TAL-B 11+70.89 (Grady Way/Talbot Rd) 0.36 0.53 2.77 Kent 108th Ave/192nd St OB 0.26 0.41 3.85 108th Ave/208th St OB 0.26 0.41 3.85 108th Ave/208th St IB 0.31 0.47 3.25 104th Ave/240th St IB (cut) 0.26 0.41 3.85 104th Ave/240th St IB (fill) 0.26 0.41 3.85 104th Ave/253rd St OB 0.26 0.41 3.85 256th St/101st St OB 0.26 0.41 3.85 256th St/101st St IB 0.26 0.41 3.85 Smith St/Titus St/Jason Ave OB 0.31 0.47 3.25 FOR REFERENCE ONLY Sheet No. 94 of 114 35 PMOC template Table 10. Equivalent Fluid Pressure – Static Lateral Earth Pressure City Location Active Pressure (pcf) At-rest Pressure (pcf) Passive Pressure (pcf) Seismic Increment (pcf) Renton RT wall from TAL-21 Station 56+86.07 TO 57+36.37 (Talbot Rd/S 32nd St) 32.5 51.5 481 8 LT wall from TAL-21 Station 56+28.14 to 56+40.39 (Talbot Rd/S 32nd St) 35.3 55.1 442 9 RT wall from TAL-21 Station 88+36.24 to 89+09.24 (Talbot Rd/Valley Medical Center) 32.5 51.5 481 8 LT wall from CAR Station 33+36.26 to 33+49.26 (Carr Rd/ Wells Ave) 32.5 51.5 481 8 RT wall from 108th Station 31+15.85 to 31+70.85 (108th Ave SE/SE 186th St) 35 55.6 520 9 RT wall from GRA Station 22+78.25 to TAL-B 11+70.89 (Grady Way/Talbot Rd) 38 56 291 9 Kent 108th Ave/192nd St OB 32.5 51.5 481 8 108th Ave/208th St OB 32.5 51.5 481 8 108th Ave/208th St IB 36.9 56.4 391 9 104th Ave/240th St IB (cut) 35 55.6 520 9 104th Ave/240th St IB (fill) 32.5 51.5 481 8 104th Ave/253rd St OB 32.5 51.5 481 8 256th St/101st St OB 35 55.6 520 9 256th St/101st St IB 32.5 51.5 481 8 Smith St/Titus St/Jason Ave OB 36.9 56.4 391 9 Auburn Auburn Way M/42nd St NE 33 53 480 8 FOR REFERENCE ONLYSheet No. 95 of 114 36 PMOC template Table 10. Equivalent Fluid Pressure – Static Lateral Earth Pressure City Location Active Pressure (pcf) At-rest Pressure (pcf) Passive Pressure (pcf) Seismic Increment (pcf) Notes: The magnitude of the lateral earth pressure at a given height of wall is given in units of pcf per foot of wall height (H), where wall height is the distance between the ground surface and the base of the wall. Walls should be designed to resist surcharge loads and adjacent at-grade structures. The lateral earth pressure caused by a uniform surcharge load is equal to the anticipated surcharge load multiplied by the applicable earth pressure coefficient K0 or Ka. Compaction within 3 feet of the face of the wall should be performed with lightweight, hand-operated equipment so that compaction-induced lateral stresses are limited. If heavy or large equipment is used for compaction immediately adjacent to the abutments, lateral stresses will be larger than those shown in this table. The resultant force from the earth pressure should be assumed to act at 0.33H from the base of the wall. The movement to mobilize active earth pressure is typically 0.001 times the wall height for dense granular soils. The movement to mobilize passive pressures are much larger, typically 0.01 times the wall height for dense granular soils. If the deflection required to fully mobilize passive pressures are not anticipated, a reduction of 0.5 the passive coefficient may be used for estimating earth pressures. The seismic increment is to be applied as a uniform force. The passive pressure is unfactored. pcf = pound(s) per cubic foot FOR REFERENCE ONLYSheet No. 96 of 114 37 37 37 4.4 Signal Pole and Luminaire Design Recommendation The signal pole and luminaire design will be based on a pre-approved WSDOT’s Traffic Signal Standard Foundation Plan (WSDOT 2016), City of Renton’s Arterial Street Small Cell Decorative Luminaire Pole Details (2020a) and City of Renton’s Arterial & Downtown Street Decorative Pedestrian Luminaire Pole Details (2020b). The allowable lateral bearing pressure for the foundation of signal pole and luminaire structures is estimated as described per Section 17-2.1. of the WSDOT GDM (WSDOT 2020b) and angle of friction of soils at the site were estimated as described per the Section 5-8.3 of the GDM. The location of signal poles and luminaires and their estimated engineering properties are summarized in Table 11Table 11. Table 11. Estimated Engineering Parameters for Signal Pole and Luminaire Design City Location Angle of Friction, φ (degrees) Allowable Lateral Bearing Pressure (psf) Renton SE corner of 2nd St/Logan Ave 30 1,100 NE corner of 2nd St/Shattuck Ave S 30 1,100 All four corners of Grady Way/Shattuck Ave 28 800 NE and SW corners of Grady Way/ Talbot Rd 30 1,100 NW corner Talbot Rd/I-405 SB off-ramp 33 2,500 Talbot Rd/Valley Medical Center driveway 32 1,500 SE and SW corner Carr Rd/106th Pl 34 4,200 SW corner of Carr Rd/108th Ave 34 4,500 SE corner of 108th Ave/Fred Meyer Driveway 35 4,500 SE corner 108th Ave/180th Ave 35 4,500 Both sides of 108th Ave on 108th Ave/186th Ave 35 4,500 Kent NE and SW corners of 108th Ave/208th St 33 2,500 Both sides of Benson Rd/224th St 35 4,500 Both east and west sides of 104th Ave/228th St 38 4,500 NW, NE, and SW corners of 104th Ave/240th St 38 4,500 FOR REFERENCE ONLY Sheet No. 97 of 114 1 Engleson, Renee From:D'Acci, Hana Sent:Wednesday, October 5, 2022 7:13 PM To:Engleson, Renee Subject:Renton I line retaining walls Attachments:1 R2.01-1R2.01.pdf Hi Renee, Attached are the typical details for the other retaining walls. These follow the King County Metro standard details, but we need to check a couple of them for variations in height and geotechnical parameters: Section D, counterfort wall with integrated shelter footing, is taller than the standard. This wall is RT wall at Talbot Rd/S 32nd St in the geotechnical report. Section A, combined retaining wall – sidewalk, needs to be designed due to low bearing pressures. This wall is at Talbot Rd/Valley Medical Center. Section F, combined over 2’ high fill wall – shelter footing, needs to be designed due to low bearing pressure. This wall is also at Talbot Rd/Valley Medical Center. For the two fill walls, we should include a surcharge live load of 250psf. I need to verify with the Geotech that walls 8 and 9 have adequate bearing pressure for the standard, but I think they should be fine. Let me know if you have any questions. Thanks! Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com FOR REFERENCE ONLY Sheet No. 98 of 114 . TO WALL 3" ABOVE FIN GRADE 3/4" CHAMFER FOR ALL EXPOSED EDGES 2% RESTORE SURFACE TO ORIG OR BETTER CONDITION UNDISTURBED SOIL OR COMPACTED NATIVE SOIL OR STRUCT FILL IF NEEDED 4" - 6" QUARRY SPALLS 1" MINUS WASHED ROCK 4" SCHED 40 PERFORATED PVC PIPE FOR WALLS HIGHER THAN 3'-0" FILTER FABRIC & DRAIN PIPE FOR WALLS HIGHER THAN 3'-0"6"MIN(2) #5 UNDISTURBED SOIL (4) #5 #4 @ 12" W/ 3" COVER 6"1'-6"1'-3"4'-0" MAX6"TYP6"VARIES 1'-0"6" #4 @ 12" EW W/ 2" COVER, SEE 4/D106 FOR REBARS AT ALL CORNERS REINF BARS CONT BTWN WALL OR CURB & FTG OR SIDEWALK, DOWELLING WALL OR CURB TO FTG SHALL NOT BE ACCEPTABLE SEE NOTE SIDEWALK OR SIDEWALK EXTENSION PER CITY STD DETAIL BEYOND THE THICKENED EDGE SHOWN WALL LAYOUT LINE WALL HEIGHT, H,VARIES, SEE ELEVATION .2'-0"2% PEDESTRIAN GUARDRAIL TYPE 1 & SHELTER LEGSEE SITE PLAN FOR LOCATION OF CONDUIT 2"x4" KEY SIDEWALL EXISTING GRADE STRUCTURAL FILL #4 REBAR @ 12" OC EW (TYP TO SIDEWALLS) ALTERNATE BARS #4 REBAR @ 12" OC EW (TYP TO SIDEWALLS ALTERNATE BARS 2'-0" MIN / 4'-0" MAX2'-0"9"8"9" 2'-2" MIN 6"(2) #4 REBAR OVERLAPPING LENGTH 2'-0" EXISTING GROUND (VARIES) FILTER FABRIC 4" Ø PERFORATED PIPE, SEE PLANS FOR DAYLIGHTING REQUIREMENTS 1" MINUS WASHED ROCK WALL LAYOUT LINE TOP OF WALL = BK OF SIDEWALK WALL HEIGHT, H,VARIES, SEE ELEVATIONHANDRAIL & SHELTER LEG SEE SITE PLAN FOR LOCATION OF CONDUIT 2%2'-0"REBAR OVERLAPPING LENGTH 2'-0" ALIGNED W/ VERT REINF 2X4 KEY 8" THICK CONC RETAINING WALL (2) #5 CONT @ TOP OF WALL #5 @ 12" OC VERT #4 @ 8" OC HORIZ #4 @ 12" OC DOWELS (2) #5 2X4 KEY #5 @ 10" OC (6) #5 4" Ø PERFORATED PIPE, SEE PLANS FOR DAYLIGHTING REQUIREMENTS FILTER FABRIC 1" MINUS WASHED ROCK STRUCTURAL FILL 4" TO 6" QUARRY SPALLS 1'-0"1'-6"4'-3"1'-3"2'-6"5'-9" MAX4" TO BAR CL 3"CLR#4 2'-6"2'-6"@ 12" OC WALL LAYOUT LINE WALL HEIGHT, H,VARIES, SEE ELEVATIONTO WALL 3" ABOVE FIN GRADE 3/4" CHAMFER FOR ALL EXPOSED EDGES 2% RESTORE SURFACE TO ORIG OR BETTER CONDITION UNDISTURBED SOIL OR COMPACTED NATIVE SOIL OR STRUCT FILL IF NEEDED 4" - 6" QUARRY SPALLS 1" MINUS WASHED ROCK 4" SCHED 40 PERFORATED PVC PIPE FOR WALLS HIGHER THAN 3'-0" FILTER FABRIC & DRAIN PIPE FOR WALLS HIGHER THAN 3'-0"6"MIN(2) #5 UNDISTURBED SOIL (5) #5 #4 @ 12" W/ 3" COVER 1'-0 3/4"1'-3"4'-0" MAX2'-0"1'-0"6" #4 @ 12" EW W/ 2" COVER, SEE 4/D106 FOR REBARS AT ALL CORNERS REINF BARS CONT BTWN WALL OR CURB & FTG OR SIDEWALK, DOWELLING WALL OR CURB TO FTG SHALL NOT BE ACCEPTABLE SEE NOTE SEE SITE PLAN AND DWG D101 TO D103 FOR SHELTER FOOTING DETAILS. ELECTRICAL CONDUIT WALL LAYOUT LINE WALL HEIGHT, H,VARIES, SEE ELEVATIONHANDRAIL & SHELTER LEG SEE SITE PLAN FOR LOCATION OF CONDUIT 2%2'-0"REBAR OVERLAPPING LENGTH 2'-0" ALIGNED W/ VERT REINF 2X4 KEY 8" THICK CONC RETAINING WALL (2) #5 CONT @ TOP OF WALL #5 @ 12" OC VERT #4 @ 8" OC HORIZ #4 @ 12" OC DOWELS (2) #5 2X4 KEY #5 @ 10" OC (6) #5 4" Ø PERFORATED PIPE, SEE PLANS FOR DAYLIGHTING REQUIREMENTS FILTER FABRIC 1" MINUS WASHED ROCK STRUCTURAL FILL 4" TO 6" QUARRY SPALLS 1'-0"1'-6"4'-3"1'-3"2'-6"5'-9" MAX4" TO BAR CL 3"CLR#4 2'-6"2'-6"@ 12" OC WALL LAYOUT LINE WALL HEIGHT, H,VARIES, SEE ELEVATION .2'-0"2% PEDESTRIAN GUARDRAIL TYPE 1 & SHELTER LEGSEE SITE PLAN FOR LOCATION OF CONDUIT 2"x4" KEY SIDEWALL EXISTING GRADE STRUCTURAL FILL #4 REBAR @ 12" OC EW (TYP TO SIDEWALLS) ALTERNATE BARS #4 REBAR @ 12" OC EW (TYP TO SIDEWALLS ALTERNATE BARS 2'-0" MIN / 4'-0" MAX2'-0"9"8"9" 2'-2" MIN 6"(2) #4 REBAR OVERLAPPING LENGTH 2'-0" EXISTING GROUND (VARIES) FILTER FABRIC 4" Ø PERFORATED PIPE, SEE PLANS FOR DAYLIGHTING REQUIREMENTS 1" MINUS WASHED ROCK WALL LAYOUT LINE TOP OF WALL = BK OF SIDEWALK WALL HEIGHT, H,VARIES, SEE ELEVATIONC:\pw_workdir\den003\jeg_daccihm\d0601389\1 R2.01.dwg | Layout: 1R2.01PLOTTED: Oct 05, 2022-06:56:10pm By DaccihmXREFS: KCMTD-BORDER_2020.dwg; X-LEGEND.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE SEPTEMBER 2022C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL K. CHANG YUEN 57217STATE O F WASHIN G T ONSTRUC TURAL E N GINEERPROF ESSIONAL E N G INEERHANA M. D'A C CI RENTON SEGMENT RETAINING WALL DETAILS 1R2.01 285 H. D'ACCI D. ARRANTS X. WU SCALE: CIP CONC WALL COMBINED RETAINING WALL - SIDEWALK SECTION NTS A 1R1.01,1R1.03,1R1.06,SCALE: CIP CONC WALL COUNTERFORT WALL WITH INTEGRATED SIDEWALK SECTION NTS C 1R1.02 SCALE: CIP CONC WALL COMBINED RETAINING WALL - 2'-0" SHELTER OR PYLON FOOTING SECTION NTS B 1R1.01,1R1.03,1R1.06, SCALE: CIP CONC WALL COMBINED OVER 2'-0" HIGH FILL WALL - SIDEWALK SECTION NTS E 1R1.04,1R1.05 NOTE: IF WALL/FTG NOT CONSTRUCTED MONOLITHICALLY, ROUGHEN TOP SURFACE OF SLAB UNDER WALL CLEAN AND COAT WITH CONC EPOXY BONDING COMPOUND OR PRODUCE A 1" D C 4" W CONTINUOUS KEYWAY. SCALE: CIP CONC WALL COUNTERFORT WALL WITH INTEGRATED SHELTER OR PYLON FOOTING SECTION NTS D 1R1.02 SCALE: CIP CONC WALL COMBINED OVER 2'-0" HIGH FILL WALL - SHELTER OR PYLON FOOTING SECTION NTS F 1R1.04,1R1.05 1R1.08,1R1.09 1R1.08,1R1.09 FOR REFERENCE ONLY Sheet No. 99 of 114 1 Engleson, Renee From:D'Acci, Hana Sent:Wednesday, October 5, 2022 3:22 PM To:Engleson, Renee Subject:RE: Renton I line walls Live load surcharge will be the 2 foot height of soil equivalent in Table 3.11.6.4-2 of AASHTO LRFD Bridge design. Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com From: Engleson, Renee <Renee.Engleson@jacobs.com> Sent: Wednesday, October 5, 2022 1:58 PM To: D'Acci, Hana <Hana.DAcci@jacobs.com> Subject: RE: Renton I line walls Thanks, Hana! That makes sense. I’ll aim to wrap up the calcs mid next week. What surcharge load should I design for? Thanks, Renee From: D'Acci, Hana <Hana.DAcci@jacobs.com> Sent: Wednesday, October 5, 2022 1:32 PM To: Engleson, Renee <Renee.Engleson@jacobs.com> Subject: RE: Renton I line walls Hi Renee, After reviewing the back slope on this wall, it’s actually such a short distance it’s going to be a negligible difference. For the section with the barrier, we will need to include live load surcharge. The other section is a few feet away from the parking lot so live load surcharge won’t reach the wall. Thanks, Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com From: D'Acci, Hana Sent: Wednesday, October 5, 2022 1:06 PM To: Engleson, Renee <Renee.Engleson@jacobs.com> Subject: RE: Renton I line walls FOR REFERENCE ONLY Sheet No. 100 of 114 2 Hi Renee, Plans will be plotted starting 10/14 so ideally the design will be done by 10/12 or 10/13 to get the correct dimensions and reinforcing in the plans for QC. QC goes from 10/24 to 11/18, so ideally you will have calculations packaged and PDF’d by 10/24. With QC going through 11/18, there is time to finish the calculations a bit later if needed and update the plans during the QC period. Yes, same project and task number as Auburn. I don’t think the Geotech report gives guidance on the sloped backfill for these walls. I will check with Paul and cc you. The conservative way to do it without getting updated lateral earth pressures from Paul would be to conservatively assume some additional soil height. Yes, it is safe to assume they do not act simultaneously. No, we do not need to bump it up to 27”. A TL-1 crash tested barrier is not required per code in this area, but city of Renton/King County Metro wants a 2’-0” extension of the wall to act as a visual/physical barrier because there is not sufficient space for bollards. Because it abuts a parking lot, TL-1 is the most applicable loading to design our wall. Yes, He will be measured from top of ground behind the wall. Behind the wall will actually be pavement, I will get that updated in the typical section detail. If the current section does not work for the barrier loading, try bumping up reinforcing before thickening the wall section. I think we are limited in space for this wall. Thanks! Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com From: Engleson, Renee <Renee.Engleson@jacobs.com> Sent: Wednesday, October 5, 2022 10:37 AM To: D'Acci, Hana <Hana.DAcci@jacobs.com> Subject: RE: Renton I line walls Thanks, Hana! I’ll plan to start working on this tomorrow morning. I just have a couple questions so far: - When would you like the retaining wall designs finished for QC? - Can I use the same project/task number that I used for Auburn? - Does the geotechnical report provide information for the 3H:1V sloped backfill? Or is there somewhere I can look for guidance/an example? - Is it safe to assume, the TL-1 barrier loading does not occur simultaneously with the pedestrian rail loading? Do we need to bump up the barrier height from 24” to 27”? Is He measured from the top of the undisturbed soil? FOR REFERENCE ONLY Sheet No. 101 of 114 3 Thanks, Renee From: D'Acci, Hana <Hana.DAcci@jacobs.com> Sent: Tuesday, October 4, 2022 5:05 PM To: Engleson, Renee <Renee.Engleson@jacobs.com> Subject: Renton I line walls Hi Renee, Attached is the first retaining wall at Grady Way and Talbot Rd. It’s got two cut wall sections. The first section has an integral barrier that is a 2 foot tall extension of the wall with a short pedestrian railing on top. This wall will need to be designed for TL-1 barrier loading. There are two typical sections, one with a sidewalk and one with a shelter footing. The sidewalk will control because the shelter footing is much wider. The second section has no barrier or pedestrian railing, but does have a slope behind it that is a 3H:1V max slope. Wall/footing thicknesses and reinforcing can be changed for both of these walls, except the first section with the barrier and railing has to be 10” thick minimum wall to mount the railing to it. FOR REFERENCE ONLY Sheet No. 102 of 114 10"4'-7" MAX6"2'-6"1'-6"1'-6" #5 AT 12" SPA. #4 AT 12" MAX. SPA., TYP. RESTORE SURFACE TO ORIG OR BETTER CONDITION UNDISTURBED SOIL OR COMPACTED NATIVE SOIL OR STRUCT FILL IF NEEDED 4" - 6" QUARRY SPALLS 1'-0" WALL LAYOUT LINE 3/4" CHAMFER FOR ALL EXPOSED EDGES SEE NOTE WALL HEIGHT, H,VARIES, SEE ELEVATION6" SIDEWALK OR SIDEWALK EXTENSION PER CITY STD DETAIL BEYOND THE THICKENED EDGE SHOWN 2% REINF BARS CONT BTWN WALL & FTG OR SIDEWALK, DOWELLING WALL TO FTG SHALL NOT BE ACCEPTABLE 2'-0"PEDESTRIAN GUARDRAIL 1" MINUS WASHED ROCK 4" SCHED 40 PERFORATED PVC PIPE FOR WALLS HIGHER THAN 3'-0" FILTER FABRIC & DRAIN PIPE FOR WALLS HIGHER THAN 3'-0"6"MIN10"4'-7" MAX2'-0"#5 AT 12" SPA. #4 AT 12" MAX. SPA., TYP. RESTORE SURFACE TO ORIG OR BETTER CONDITION UNDISTURBED SOIL OR COMPACTED NATIVE SOIL OR STRUCT FILL IF NEEDED 4" - 6" QUARRY SPALLS 1'-0" WALL LAYOUT LINE 3/4" CHAMFER FOR ALL EXPOSED EDGES SEE NOTE WALL HEIGHT, H,VARIES, SEE ELEVATION2% SEE SITE PLAN AND DWG D101 TO D103 FOR SHELTER OR PYLON FOOTING DETAILS. REINF BARS CONT BTWN WALL & FTG, DOWELLING WALL TO FTG SHALL NOT BE ACCEPTABLE 2'-0"PEDESTRIAN GUARDRAIL 1" MINUS WASHED ROCK 4" SCHED 40 PERFORATED PVC PIPE FOR WALLS HIGHER THAN 3'-0" FILTER FABRIC & DRAIN PIPE FOR WALLS HIGHER THAN 3'-0"6"MIN5'-8"1'-6"WALL HEIGHT, H,1'-0"2'-0"5'-0" 8"8'-0" 3'-0" TO BACK OF SIDEWALK WALL LAYOUT LINE BK OF SIDEWALK GRAVEL BACKFILL PERFORATED PIPE 6" MIN., TYP GEOTEXTILE FOR UNDERGROUND DRAINAGE, TYP REINFORCED CONCRETE RETAINING WALL EXISTING GROUND (VARIES) TOP OF WALL 3"Ø WEEP HOLE 3'-0" MAX.#4 @ 1'-0" MAX ON CENTER #5 @ 1'-0" ON CENTER #4 @ 1'-0" ON CENTER OPTIONAL CONSTRUCTION JOINT W/ 1/4" MAX AMPLITUDE INTENTIONALLY ROUGHENED SURFACE #4 @ 1'-0" ON CENTER #5 U BAR @ 1'-0" ON CENTER #4 @ 1'-0" MAX WITH 2'-0" LAP SPLICE AND EXTENDING THRU CONSTRUCTION JOINT #4 @ 1'-0" ON CENTER WALL HEIGHT, H,VARIES, SEE ELEVATION2'-0" MINSPLICE1 1/2" CLR, TYP 2'-0" MIN SPLICE, TYP 3" CLR2" CLR3" CLR1 1/2" CLR1 1/2" CLR, TYP TOP OF SIDEWALK COMBINED RETAINING WALL & SHELTER FTG COMBINED RETAINING WALL & SIDEWALK 1/2" PREMOLDED JOINT FILLER BOTTOM OF WALL & BOTTOM OF FTG C:\pw_workdir\den003\jeg_daccihm\d0601389\1 R2.01.dwg | Layout: 1R2.02PLOTTED: Oct 04, 2022-04:55:36pm By DaccihmXREFS: KCMTD-BORDER_2020.dwg; X-LEGEND.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE SEPTEMBER 2022C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL K. CHANG YUEN 57217STATE O F WASHIN G T ONSTRUC TURAL E N GINEERPROF ESSIONAL E N G INEERHANA M. D'A C CI RENTON SEGMENT RETAINING WALL DETAILS 1R2.02 286 H. D'ACCI D. ARRANTS X. WU SCALE: CIP CONC WALL COMBINED RETAINING WALL AND BARRIER - SIDEWALK SECTION NTS A 1R1.07 SCALE: CIP CONC WALL COMBINED RETAINING WALL AND BARRIER - 2'-0" SHELTER OR PYLON FOOTING SECTION NTS B 1R1.07 SCALE: CIP CONC WALL L-TYPE RETAINING WALL SECTION NTS C 1R1.07 SCALE: CIP CONC WALL - REINFORCING DETAILS L-TYPE RETAINING WALL SECTION NTS C 1R1.07 SCALE: RETAINING WALL TYPICAL JOINT DETAIL NTS NOTE: REINFORCING NOT SHOWN. FOR REFERENCE ONLY Sheet No. 103 of 114 25 30 35 40 25 30 35 40 10+10 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 12+90R70R 10+22.32ELEV 34.40R70R 10+41.79ELEV 34.59R70R 11+16.27ELEV 35.27R70R 11+27.94ELEV 33.68R70R 11+75ELEV 33.61R70R 12+39.16ELEV 34.47R70R 12+76.10ELEV 33.61R70R 12+67.79ELEV 33.80R70R 12+22.36ELEV 34.24ELEV 29.00 ELEV 28.97 ELEV 27.69 ELEV 27.67 ELEV 27.60 ELEV 28.30 ELEV 28.45 ELEV 28.96 ELEV 29.11 ELEV 31.45ELEV 31.30 ELEV 30.60ELEV 30.69 ELEV 30.67ELEV 30.97ELEV 31.00 ELEV 32.11ELEV 31.96 EXISTING GROUND AT BACK OF WALL TOP OF WALL TOP OF SIDEWALK & SHELTER FOOTING FINISHED GROUND AT BACK OF WALLBEGIN WALL R07RAPAPAP & PCPT & APAP & PCPTEND WALL R07RBOTTOM OF WALL PEDESTRIAN RAILING ELEV 28.69 23+0 0 11+0 0 12+0 0 12+86GENERAL NOTES 1.UNLESS OTHERWISE NOTED, ALL DIMENSIONS ARE IN FEET. 2.SEE RENTON SEGMENT ROW, SURVEY CONTROL AND ALIGNMENT PLANS FOR ROADWAY ALIGNMENT INFORMATION. LEGEND WALL UNDERDRAIN EXISTING GROUND PEDESTRIAN GUARDRAIL OR TRAFFIC BARRIER RETAINING WALL RIGHT-OF-WAY (EXISTING) RIGHT-OF-WAY (PROPOSED) PROPERTY LINE (EXISTING) TEMPORARY CONSTRUCTION EASEMENT UD C:\pw_workdir\den003\jeg_daccihm\d0601389\1 R1.01.dwg | Layout: 1R1.07PLOTTED: Jul 12, 2022-12:38:08pm By DaccihmXREFS: X-SHEETCUTS_Overall.dwg; KCMTD-BORDER_2020.dwg; X-LEGEND.dwg; 18229-SV-BS_Renton.dwg; X-RDWY_RENTON.dwg; X-TOPO.dwg; X-ALIGN.dwg; X-ROW_RENTON.dwg; X-STATION_RENTON.dwg; X-DR_RENTON.dwg; X-UT_RENTON.dwg; X-IL_RENTON.dwg; 18229-SV-ROW.dwg; X-RET-WALL-ELEVATION_RENTON.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE JULY 2022C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL K. CHANG YUEN 57217STATE O F WASHIN G T ONSTRUC TURAL E N GINEERPROF ESSIONAL E N G INEERHAN A M. D'A C CI WALL R07R - PLAN-CIP CONC WALL KC METRO TYPE COMBINED WALL R07R - DEVELOPED ELEVATION-CIP CONC WALL KC METRO TYPE COMBINED 10'20' HORIZONTAL SCALE 0' 5'10' VERTICAL SCALE 0' S GR A D Y W A Y (GRA- LI N E) TCE RENTON SEGMENT RETAINING WALL PLAN AND ELEVATION WALL R07R 1R1.07 312 H. D'ACCI H. D'ACCI X. WU CALL 811 BEFORE YOU DIG A1R2.01S TA LBOT RD BEGIN WALL WALL R07R 10+22.32 = GRA 22+78.25, RT 54.54' ANGLE POINT WALL R07R 10+41.79 = GRA 22+96.35, RT 61.00' ANGLE POINT WALL R07R 11+16.27 = GRA 23+69.66, RT 61.00' ANGLE POINT / PC WALL R07R 11+27.94 = GRA 23+79.50, RT 67.00' R88.50' WALL R07LR LAYOUT LINE PT / ANGLE POINT WALL R07R 12+22.36 = GRA 24+54.78, RT 113.52' END WALL WALL R07R 12+76.10 = GRA 24+71.38, RT 161.35'C1R2.01PT WALL R07R 12+67.79 = GRA 24+71.27, RT 153.03' ANGLE POINT / PC WALL R07R 12+39.16 = GRA 24+66.77, RT 124.90' R95.50' FOR REFERENCE ONLY 4'-7"3'-11 3/4"Sheet No. 104 of 114 1 Engleson, Renee From:D'Acci, Hana Sent:Monday, October 31, 2022 1:39 PM To:Engleson, Renee Subject:RE: Renton I line retaining walls Thanks Renee! Hope you have a great Halloween too Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com From: Engleson, Renee <Renee.Engleson@jacobs.com> Sent: Monday, October 31, 2022 1:38 PM To: D'Acci, Hana <Hana.DAcci@jacobs.com> Subject: RE: Renton I line retaining walls Hi Hana, Thanks for the updates! My plan is to finish updating the calcs this week. I’ll let you know if I have any questions. Hope you have a great Halloween! Thanks, Renee From: D'Acci, Hana <Hana.DAcci@jacobs.com> Sent: Monday, October 31, 2022 1:34 PM To: Engleson, Renee <Renee.Engleson@jacobs.com> Subject: RE: Renton I line retaining walls Hi Renee, I don’t have a weight of the shelters. The closest I’ve got is these drawings of every part, and it’s not worth our time to calculate the weight from these. https://jacobsengineering.sharepoint.com/sites/CPW3X86400/2100Ph2Design/Forms/AllItems.aspx?viewpath=%2Fsites %2FCPW3X86400%2F2100Ph2Design%2FForms%2FAllItems%2Easpx&id=%2Fsites%2FCPW3X86400%2F2100Ph2Design %2F2300%20Final%20Design%2F00%20%2D%20Design%20Guidelines%20%26%20Standards%2FKing%20County%20Me tro%2FArchive%2F04A%20%2D%2020201121%5FKitOfParts%5FShelter%5F100%25Design%2Epdf&viewid=9d4c6b33%2 Dd61f%2D440a%2Db35d%2D099113d83c68&parent=%2Fsites%2FCPW3X86400%2F2100Ph2Design%2F2300%20Final% 20Design%2F00%20%2D%20Design%20Guidelines%20%26%20Standards%2FKing%20County%20Metro%2FArchive However, given the side framing of the structure, it’s safe to say that we don’t expect trucking loads where there is a shelter. Therefore, the 250psf live load surcharge will control design over the weight of the shelter. FOR REFERENCE ONLY Sheet No. 105 of 114 1 Engleson, Renee From:D'Acci, Hana Sent:Thursday, October 6, 2022 8:16 AM To:Davis, Paul Cc:Engleson, Renee Subject:Renton I Line retaining walls Hi Paul, We have two additional small cut retaining walls added in Renton, one at SE Carr Rd and 105th Pl SE, and one at 108th Ave SE and SE 180th St. Can you provide bearing pressures and lateral earth pressures for these two walls? If the allowable bearing pressure is at least 1500 psf, we will just use the King County Metro standard wall details: FOR REFERENCE ONLY Sheet No. 106 of 114 2 Thanks, Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com FOR REFERENCE ONLY Sheet No. 107 of 114 1 Engleson, Renee From:Nair, Jithin Sent:Thursday, October 20, 2022 8:00 AM To:Davis, Paul Subject:RE: Renton I Line retaining walls Attachments:Retaining Wall Renton Summary V2.xlsx Hi Paul – Here is the values for the retaining wall. Please not that proposed retaining wall at 108th Ave SE and SE 180th St is 1300 feet away from nearest boring. The soil in that area was good based on our exploration, but nonetheless we have to be cautious about the location. As of now, both location has more 1500 psf allowable bearing pressure and seeing that as it is short wall, I think we will be okay with use of king county standard wall details. Let me know if you need to discuss more. Best, Jithin S. Nair, M.Eng., EIT | | Geotechnical Engineer M:+01.541.908.8751 | jithin.nair@jacobs.com From: Davis, Paul <Paul.Davis@jacobs.com> Sent: Friday, October 14, 2022 10:20 AM To: Nair, Jithin <Jithin.Nair@jacobs.com> Subject: FW: Renton I Line retaining walls Hi Jithin – not necessarily related to the call on Monday, but we received the request below for additional wall bearing calcs – see below. can you please help provide values for these. Not required for Mondays meeting, but hopefully next week sometime. Thanks— Paul From: D'Acci, Hana <Hana.DAcci@jacobs.com> Sent: Thursday, October 6, 2022 8:16 AM To: Davis, Paul <Paul.Davis@jacobs.com> Cc: Engleson, Renee <Renee.Engleson@jacobs.com> Subject: Renton I Line retaining walls Hi Paul, We have two additional small cut retaining walls added in Renton, one at SE Carr Rd and 105th Pl SE, and one at 108th Ave SE and SE 180th St. Can you provide bearing pressures and lateral earth pressures for these two walls? If the allowable bearing pressure is at least 1500 psf, we will just use the King County Metro standard wall details: FOR REFERENCE ONLY Sheet No. 108 of 114 Value Unit Value Unit ACTIVE EARTH PRESSURE 32.5 EFD ACTIVE EARTH PRESSURE 32.5 EFD PASSIVE EARTH PRESSURE 481 EFD PASSIVE EARTH PRESSURE 481 EFD AT - REST EARTH PRESSURE 51.5 EFD AT - REST EARTH PRESSURE 51.5 EFD SEISMIC INCREMENT 8 EFD SEISMIC INCREMENT 8 EFD Ka 0.26 -Ka 0.26 - K3 0.41 -K3 0.41 - Kp 3.85 -Kp 3.85 - γm/γsat 125 -γm/γsat 125 - φ 34 -φ 34 - Allowable Bearing Pressure 2500 psf Allowable Bearing Pressure 2500 psf LT Wall From CAR Station 33+36.26 to 33+49.26 (SE Carr Rd and 105th PL SE) RT Wall From 108TH Station 31+15.85 to 31+70.85 (108th Ave SE and SE 180th St) FOR REFERENCE ONLY Sheet No. 109 of 114 1 Engleson, Renee From:D'Acci, Hana Sent:Monday, October 10, 2022 10:25 AM To:Engleson, Renee Subject:Renton I-Line light pole foundation calculations Attachments:Rapid Ride I-Line Structural Calculations-Renton.xlsx; 117.1A.pdf; 117.2.pdf Hi Renee, For Renton I-Line, we also need to provide foundation depth calculations for pedestrian and street light pole foundations for various lateral bearing pressures. The geotechnical report gives lateral bearing pressures of 800, 1100, 1500, 2500, 4200, and 4500psf. Attached are the calculations we did for 60%, assuming a lateral bearing pressure of 1000psf. Also attached are the standard details for the Renton pedestrian light pole and street light pole. There is a 4 foot and 5 foot minimum depth for the pedestrian and streel light pole foundations respectively. If one of the lower bearing pressures results in these minimum depths controlling, we won’t need to do calcs for the higher bearing pressures like 4200 and 4500psf. For the street light pole foundation, we also need to provide reinforcing calculations. Let me know if you have any questions. Thanks! Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com FOR REFERENCE ONLY Sheet No. 110 of 114 DocuSign Envelope ID: A0A08484-40B8-4C5D-B9E0-E70E51967ED2 11/5/2020 | 12:19 PM PST FOR REFERENCE ONLY #4 HOOPS @ 10.5" 8 - #5 BARS, EVENLY SPACED 38" 48" Sheet No. 111 of 114 FOR REFERENCE ONLY Sheet No. 112 of 114 FOR REFERENCE ONLY Sheet No. 113 of 114 FOR REFERENCE ONLY Sheet No. 114 of 114 Rapid Ride I-Line Renton Station Structural Calculations: Signal Pole Footing Design PE STAMP BOX 90% Submittal Prepared for: 2/20/2023 Prepared by: Error! Unknown document property name. Error! Unknown document property name. Subject Project Sheet No.of Authored by Date Checked by Date Design Codes and Standards 1. AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020 (AASHTO LRFD) 2. AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, 6th Edition, 2013 with 2022 Interim (AASHTO Supports) 3. WSDOT Bridge Design Manual LRFD M23-50.21, June 2022 (BDM) 4. AISC Steel Construction Manual, 15th Edition, 2017 (AISC) 5. ACI Building Code Requirements for Structural Concrete (ACI 318-14) (ACI) Summary This calculation package covers the design of signal pole footings for the Renton Station of the King County Metro Rapid Ride I-Line Project. Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE FOOTING DESIGN Subject Project Sheet No.of Authored by Date Checked by Date Renton Segment Pole Foundation Design - Pole #1 (Type III-J) @ S. Grady Wy & Shattuck Ave S. WIND LOAD (Section 3.8.1, AASHTO Supports): Pz =0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz =Height and Exposure Factor Kz =1.05 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir =1 (Table 3.8.3-1, AASHTO Supports) POLE PROPERTIES: H =Total Pole Height (A2 + Dist. to Top of Pole)H =37 ft Dwg. 1TS1.02D tPole =Pole Thickness tPole =0.3125 in Dwg. 74516-WA-TS-III-J H1 =Bot Pole Height (A1)H1 =18.5 ft Dwg. 1TS1.02D a1 =Bot Pole Top Dia.a1 =10.5 in Dwg. 74516-WA-TS-III-J b1 =Bot Pole Bot. Dia.b1 =13.5 in Dwg. 74516-WA-TS-III-J d1,avg =Average Dia. of Bot Pole Segment d1,avg =12 in H2 =Top Pole Height (H - H1)H2 =18.5 ft Dwg. 1TS1.02D a2 =Top Pole Top Dia. a2 =9 in Dwg. 74516-WA-TS-III-J (Assumed eq. to base dia. of signal mast arm) b2 =Top Pole Bot. Dia. (Assumed equal to a1)b2 =10.5 in d2,avg =Average Dia. of Top Pole Segment d2,avg =9.75 in Cv =Velocity Conversion Factor Cv =1 (Table 3.8.3-3, AASHTO Supports) Cd =Wind Drag Coeff.Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) CBot Pole =Centroid = H1/3 (b1+2a1)/(b1+a1)CBot Pole =8.9 ft Eq. for centroid of trapezoid PBot Pole =PBot Pole =0.45 k MBot Pole =MBot Pole =4.0 k-ft CTop Pole =Centroid = H2/3 (b2+2a2)/(b2+a2) + H1 CTop Pole 27.5 ft Eq. for centroid of trapezoid PTop Pole =PTop Pole =0.37 k MTop Pole =Mtop Pole=10.1 k-ft PTotal Pole,Wind = PBot Pole + PTop Pole PTotal Pole,Wind =0.8 k MTotal Pole = MBot Pole + MTop Pole MTotal Pole =14.1 k-ft PTotal Pole, DL = ρsteel*H*(d1,avg2 - (d1,avg - 2tPole)^2)/4 PTotal Pole, DL =0.46 k LUMINAIRE ARM PROPERTIES: Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) HLum =Mounting Height of Luminaire Arm HLum =35 ft Dwg. 1TS1.02D Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) LLum =Luminaire Arm Length LLum =12 ft Dwg. 1TS1.02D aLum =Luminaire Arm Dia.aLum =8 in Measured on Std. Plan 117.1A tLum =Luminaire Arm Thickness tLum =0.1875 in Assumed 7 GA per Std. Plan 117.1A aLum,Inside = Inside Arm Dia. = aLum - 2*tLum aLum,Inside =7.625 in ρsteel =Density of Steel ρsteel =0.49 kcf wLum Arm = Arm Weight = ρsteel*LLum*π*(aLum 2 - aLum,Inside 2)/4 wLum Arm =0.19 k CLum Arm = Centroid = LLum/2 CLum Arm =6 ft PLum Arm = Wind Force = Pz*aLum*LLum PLum Arm =0.19 k MLum Arm, Wind =MLum Arm, Wind =6.8 k-ft MLum Arm, DL = Moment due to DL = wLum Arm*CLum Arm MLum Arm, DL =1.13 k-ft Wind Force = Pz*d1,avg*H1 Bottom Pole Segment: Top Pole Segment: Bottom Pole Segment: Top Pole Segment: Moment due to wind = PLum Arm*HLum Moment due to wind = PBot Pole*CBot Pole Wind Force = Pz*d2,avg*H2 Moment due to wind = PTop Pole*CTop Pole Subject Project Sheet No.of Authored by Date Checked by Date LUMINAIRE PROPERTIES: Cd =Drag Coefficient (w/ rect. flat side shapes, conserv.)Cd =1.2 (Table 3.8.6-1, AASHTO Supports) wLum =Assumed Luminaire Weight wLum =44.0 lb Domia CY55P1A Specification Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) ALum =Luminaire Area (width x height)ALum =2.1 ft2 Domia CY55P1A Specification PLum = Wind Force = Pz*ALum PLum =0.06 k MLum, Wind = Moment due to wind = PLum*HLum MLum, Wind =2.0 k-ft MLum, DL = Moment due to DL = wLum*LLum MLum, DL =0.53 k-ft Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.4 psf (Eq. 3.8.3-1, AASHTO Supports) ϴMast =Angle between Mast Arm and Pole ϴMast =85 degrees Dwg. 1TS1.02D HMast = A1 + LMast*COS(ϴMast)HMast =20.7 ft (Conservatively Using Height @ End of Mast Arm) LMast =Mast Arm Length LMast =25 ft Dwg. 1TS1.02D aMast =Mast Arm End Dia.aMast =6.9 in Dwg. 74516-WA-TS-III-J bMast =Mast Arm Base Dia.bMast =9 in Dwg. 74516-WA-TS-III-J dMast,avg =Average Mast Arm Dia.dMast,avg =8 in tMast =Mast Arm Thickness tMast =0.25 in Dwg. 74516-WA-TS-III-J dMast,Inside,avg = Avg Inside Mast Arm Dia. = dMast,avg - 2*tMast dMast,Inside,avg =7.45 in WMast = Arm Weight = ρsteel*LMast*π*(dMast,avg 2 - dMast,Inside,avg 2)/4 WMast =0.51 k CMast = LMast/3 (bMast+2aMast)/(bMast+aMast) CMast =11.9 ft Eq. for centroid of trapezoid PMast = Wind Force = Pz*LMast*dMast,avg PMast =0.44 k MMast, Wind = Moment due to wind = PMast*HMast MMast,Wind =9.10 k-ft MMast,DL = Moment due to DL = WMast*CMast MMast,DL =6.15 k-ft Cd =Drag Coefficient Cd =1.2 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) A = Windload Area of Sign or Signal AB1 =11.6 ft2 Dwg. 1TS1.02D (Naming Convention from Dwg. 1TS1.02D)AB2 =7.5 ft2 Dwg. 1TS1.02D AB3 =9.2 ft2 Dwg. 1TS1.02D AB4 =6.25 ft2 Dwg. 1TS1.02D AB6 =9.2 ft2 Dwg. 1TS1.02D AB11 =19 ft2 Dwg. 1TS1.02D W= Weight of Sign or Signal WB1 =86 lb Dwg. 74516-WA-TS-III-J WB2 =60 lb Dwg. 74516-WA-TS-III-J WB3 =60 lb Dwg. 74516-WA-TS-III-J WB4 =60 lb Dwg. 74516-WA-TS-III-J WB6 =60 lb Dwg. 74516-WA-TS-III-J WB11 =70 lb Dwg. 74516-WA-TS-III-J Z = Distance from CL of Pole to Sign or Signal ZB1 =24 ft Dwg. 1TS1.02D ZB2 =21 ft Dwg. 1TS1.02D ZB3 =15.5 ft Dwg. 1TS1.02D ZB4 =19 ft Dwg. 1TS1.02D ZB6 =8 ft Dwg. 1TS1.02D ZB11 =5 ft Dwg. 1TS1.02D Psignals =Wind Force = Pz*(Σ A)1.7 k Msignals,Wind = Moment due to wind = Psignals * HMast Msignals,Wind =34.5 k-ft Msignals,DL =Moment due to DL = Σ W*Z Msignals,DL =6.2 k-ft SIGNAL MAST ARM PROPERTIES: SIGNAL AND SIGN PROPERTIES: Psignals,Signs = Luminaire @ 35': Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE #1 REQUIRES A 3'-0" DIA. x 12'-0" DEEP FOOTING. THE STD. 3'-0" DIA. x 11'-0" DEEP FOOTING IS NOT STRUCT. ACCEPTABLE. SOIL PARAMETERS S1 =Lateral Bearing Pressure S1 =800 psf Minimum Bearing Pressure S1 =0.8 ksf LOADS *30% Load Added for the 500 ft3 increase for future equipment on new signal standards PDL (k) PWind (k) MWind (k-ft) MDL (k-ft) Pole 0.46 0.8 14.1 0 Luminaire Arm 0.19 0.19 6.8 1.1 Luminaire 0.04 0.06 2.0 0.53 Mast Arm 0.51 0.44 9.1 6.15 Signals/Signs 0.40 1.67 34.5 6.16 *Total load 1.7 3.7 76.8 15.8 Controlling Load Case P = Ptotal Pmax =3.7 k M = √(MWind 2 + MDL 2)Mmax =78.4 k-ft FOUNDATION DESIGN (AASHTO Supports 13.10) 3'-0" DIA. H = Mmax / Pmax H = 21.33 ft (C13.6.1.1-4, AASHTO Supports) C =P/S1, Post Stability Factor C calc =4.59 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc=1.53 ft (C13.10-1, AASHTO Supports) C = 4.59 ft2 (C13.10-1, AASHTO Supports) L =1.53 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft Dwg. 1TS1.02D D =Shaft Embedment D* =11.27 ft *change D to make Ccalc = C and Lcalc = L D =Min. Req. Shaft Embedment D =12.00 ft Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu; φ = 0.9 (Torsion)Tn =64.6 k-ft Tu =F*tan(phi)*b Tu =71.8 k-ft F =force normal to shaft surface F =45.0 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=45.0 kip Ko =0.53 γ =125 pcf Torsional Demand T = Torsional Demand T =51.5 k-ft OK Q*Pz*Σ (Wind Area*Arm Length) *500 ft3 added for increase in XYZ value Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date Subject Project Sheet No.of Authored by Date Checked by Date Renton Segment Pole Foundation Design - Pole #2 (Type III-J) @ S. Grady Wy & Shattuck Ave S. WIND LOAD (Section 3.8.1, AASHTO Supports): Pz =0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz =Height and Exposure Factor Kz =1.05 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir =1 (Table 3.8.3-1, AASHTO Supports) POLE PROPERTIES: H =Total Pole Height (A2 + Dist. to Top of Pole)H =37 ft Dwg. 1TS1.02D tPole =Pole Thickness tPole =0.375 in Dwg. 74516-WA-TS-III-J H1 =Bot Pole Height (A1)H1 =18.5 ft Dwg. 1TS1.02D a1 =Bot Pole Top Dia.a1 =13 in Dwg. 74516-WA-TS-III-J b1 =Bot Pole Bot. Dia.b1 =16 in Dwg. 74516-WA-TS-III-J d1,avg =Average Dia. of Bot Pole Segment d1,avg =14.5 in H2 =Top Pole Height (H - H1)H2 =18.5 ft Dwg. 1TS1.02D a2 =Top Pole Top Dia. a2 =13 in Dwg. 1TS1.02D (Conservatively assuming equal to b2) b2 =Top Pole Bot. Dia. (Assumed equal to a1)b2 =13 in d2,avg =Average Dia. of Top Pole Segment d2,avg =13 in Cv =Velocity Conversion Factor Cv =1 (Table 3.8.3-3, AASHTO Supports) Cd =Wind Drag Coeff.Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) CBot Pole =Centroid = H1/3 (b1+2a1)/(b1+a1)CBot Pole =8.9 ft Eq. for centroid of trapezoid PBot Pole =PBot Pole =0.54 k MBot Pole =MBot Pole =4.9 k-ft CTop Pole =Centroid = H2/3 (b2+2a2)/(b2+a2) + H1 CTop Pole 27.8 ft Eq. for centroid of trapezoid PTop Pole =PTop Pole =0.49 k MTop Pole =Mtop Pole=13.5 k-ft PTotal Pole,Wind = PBot Pole + PTop Pole PTotal Pole,Wind =1.0 k MTotal Pole = MBot Pole + MTop Pole MTotal Pole =18.4 k-ft PTotal Pole, DL = ρsteel*H*(d1,avg2 - (d1,avg - 2tPole)^2)/4 PTotal Pole, DL =0.67 k LUMINAIRE ARM PROPERTIES: Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) HLum =Mounting Height of Luminaire Arm HLum =35 ft Dwg. 1TS1.02D Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) LLum =Luminaire Arm Length LLum =12 ft Dwg. 1TS1.02D aLum =Luminaire Arm Dia.aLum =8 in Measured on Std. Plan 117.1A tLum =Luminaire Arm Thickness tLum =0.1875 in Assumed 7 GA per Std. Plan 117.1A aLum,Inside = Inside Arm Dia. = aLum - 2*tLum aLum,Inside =7.625 in ρsteel =Density of Steel ρsteel =0.49 kcf wLum Arm = Arm Weight = ρsteel*LLum*π*(aLum 2 - aLum,Inside 2)/4 wLum Arm =0.19 k CLum Arm = Centroid = LLum/2 CLum Arm =6 ft PLum Arm = Wind Force = Pz*aLum*LLum PLum Arm =0.19 k MLum Arm, Wind =MLum Arm, Wind =6.8 k-ft MLum Arm, DL = Moment due to DL = wLum Arm*CLum Arm MLum Arm, DL =1.13 k-ft Top Pole Segment: Bottom Pole Segment: Top Pole Segment: Bottom Pole Segment: Wind Force = Pz*d1,avg*H1 Moment due to wind = PBot Pole*CBot Pole Wind Force = Pz*d2,avg*H2 Moment due to wind = PTop Pole*CTop Pole Moment due to wind = PLum Arm*HLum Subject Project Sheet No.of Authored by Date Checked by Date LUMINAIRE PROPERTIES: Cd =Drag Coefficient (w/ rect. flat side shapes, conserv.)Cd =1.2 (Table 3.8.6-1, AASHTO Supports) wLum =Assumed Luminaire Weight wLum =44.0 lb Domia CY55P1A Specification Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) ALum =Luminaire Area (width x height)ALum =2.1 ft2 Domia CY55P1A Specification PLum = Wind Force = Pz*ALum PLum =0.06 k MLum, Wind = Moment due to wind = PLum*HLum MLum, Wind =2.0 k-ft MLum, DL = Moment due to DL = wLum*LLum MLum, DL =0.53 k-ft Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.4 psf (Eq. 3.8.3-1, AASHTO Supports) ϴMast =Angle between Mast Arm and Pole ϴMast =85 degrees Dwg. 1TS1.02D HMast = A1 + LMast*COS(ϴMast)HMast =22.9 ft (Conservatively Using Height @ End of Mast Arm) LMast =Mast Arm Length LMast =50 ft Dwg. 1TS1.02D aMast =Mast Arm End Dia.aMast =7.1 in Dwg. 74516-WA-TS-III-J bMast =Mast Arm Base Dia.bMast =13.5 in Dwg. 74516-WA-TS-III-J dMast,avg =Average Mast Arm Dia.dMast,avg =10 in tMast =Mast Arm Thickness tMast =0.25 in Dwg. 74516-WA-TS-III-J dMast,Inside,avg = Avg Inside Mast Arm Dia. = dMast,avg - 2*tMast dMast,Inside,avg =9.78 in WMast = Arm Weight = ρsteel*LMast*π*(dMast,avg 2 - dMast,Inside,avg 2)/4 WMast =1.34 k CMast = LMast/3 (bMast+2aMast)/(bMast+aMast) CMast =22.4 ft Eq. for centroid of trapezoid PMast = Wind Force = Pz*LMast*dMast,avg PMast =1.14 k MMast, Wind = Moment due to wind = PMast*HMast MMast,Wind =26.01 k-ft MMast,DL = Moment due to DL = WMast*CMast MMast,DL =30.01 k-ft Cd =Drag Coefficient Cd =1.2 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) A = Windload Area of Sign or Signal AB1 =11.6 ft2 Dwg. 1TS1.02D (Naming Convention from Dwg. 1TS1.02D)AB2 =7.5 ft2 Dwg. 1TS1.02D AB3 =9.2 ft2 Dwg. 1TS1.02D AB6 =9.2 ft2 Dwg. 1TS1.02D AB9 =9.2 ft2 Dwg. 1TS1.02D AB11 =30 ft2 Dwg. 1TS1.02D W= Weight of Sign or Signal WB1 =86 lb Dwg. 74516-WA-TS-III-J WB2 =60 lb Dwg. 74516-WA-TS-III-J WB3 =60 lb Dwg. 74516-WA-TS-III-J WB6 =60 lb Dwg. 74516-WA-TS-III-J WB9 =60 lb Dwg. 74516-WA-TS-III-J WB11 =70 lb Dwg. 74516-WA-TS-III-J Z = Distance from CL of Pole to Sign or Signal ZB1 =50 ft Dwg. 1TS1.02D ZB2 =47 ft Dwg. 1TS1.02D ZB3 =41 ft Dwg. 1TS1.02D ZB6 =31 ft Dwg. 1TS1.02D ZB9 =18.5 ft Dwg. 1TS1.02D ZB11 =5 ft Dwg. 1TS1.02D Psignals =Wind Force = Pz*(Σ A)2.0 k Msignals,Wind = Moment due to wind = Psignals * HMast Msignals,Wind =46.6 k-ft Msignals,DL =Moment due to DL = Σ W*Z Msignals,DL =12.9 k-ft Psignals,Signs = Luminaire @ 35': SIGNAL MAST ARM PROPERTIES: SIGNAL AND SIGN PROPERTIES: Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE #2 REQUIRES A 3'-0" DIA. x 15'-0" DEEP FOOTING. THE STD. 3'-0" DIA. x 20'-0" DEEP FOOTING IS STRUCTURALLY ACCEPTABLE. SOIL PARAMETERS S1 =Lateral Bearing Pressure S1 =800 psf Minimum Bearing Pressure S1 =0.8 ksf LOADS *30% Load Added for the 500 ft3 increase for future equipment on new signal standards PDL (k) PWind (k) MWind (k-ft) MDL (k-ft) Pole 0.67 1.0 18.4 0 Luminaire Arm 0.19 0.19 6.8 1.1 Luminaire 0.04 0.06 2.0 0.53 Mast Arm 1.34 1.14 26.0 30.01 Signals/Signs 0.40 2.04 46.6 12.87 *Total load 2.8 5.1 113.7 48.4 Controlling Load Case P = Ptotal Pmax =5.1 k M = √(MWind 2 + MDL 2)Mmax =123.6 k-ft FOUNDATION DESIGN (AASHTO Supports 13.10) 3'-0" DIA. H = Mmax / Pmax H = 24.38 ft (C13.6.1.1-4, AASHTO Supports) C =P/S1, Post Stability Factor C calc =6.34 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc=2.11 ft (C13.10-1, AASHTO Supports) C = 6.34 ft2 (C13.10-1, AASHTO Supports) L =2.11 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft Dwg. 1TS1.02D D =Shaft Embedment D* =14.43 ft *change D to make Ccalc = C and Lcalc = L D =Min. Req. Shaft Embedment D =15.00 ft Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu; φ = 0.9 (Torsion)Tn =100.9 k-ft Tu =F*tan(phi)*b Tu =112.2 k-ft F =force normal to shaft surface F =70.3 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=70.3 kip Ko =0.53 γ =125 pcf Torsional Demand T = Torsional Demand T =90.6 k-ft OK Q*Pz*Σ (Wind Area*Arm Length) *500 ft3 added for increase in XYZ value Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date Subject Project Sheet No.of Authored by Date Checked by Date Renton Segment Pole Foundation Design - Pole #3 (Type III-J) @ S. Grady Wy & Shattuck Ave S. WIND LOAD (Section 3.8.1, AASHTO Supports): Pz =0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz =Height and Exposure Factor Kz =1.05 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir =1 (Table 3.8.3-1, AASHTO Supports) POLE PROPERTIES: H =Total Pole Height (A2 + Dist. to Top of Pole)H =37 ft Dwg. 1TS1.02D tPole =Pole Thickness tPole =0.3125 in Dwg. 74516-WA-TS-III-J H1 =Bot Pole Height (A1)H1 =18.5 ft Dwg. 1TS1.02D a1 =Bot Pole Top Dia.a1 =10.5 in Dwg. 74516-WA-TS-III-J b1 =Bot Pole Bot. Dia.b1 =13.5 in Dwg. 74516-WA-TS-III-J d1,avg =Average Dia. of Bot Pole Segment d1,avg =12 in H2 =Top Pole Height (H - H1)H2 =18.5 ft Dwg. 1TS1.02D a2 =Top Pole Top Dia. a2 =9 in Dwg. 1TS1.02D (Assumed eq. to base dia. of signal pole) b2 =Top Pole Bot. Dia. (Assumed equal to a1)b2 =10.5 in d2,avg =Average Dia. of Top Pole Segment d2,avg =9.75 in Cv =Velocity Conversion Factor Cv =1 (Table 3.8.3-3, AASHTO Supports) Cd =Wind Drag Coeff.Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) CBot Pole =Centroid = H1/3 (b1+2a1)/(b1+a1)CBot Pole =8.9 ft Eq. for centroid of trapezoid PBot Pole =PBot Pole =0.45 k MBot Pole =MBot Pole =4.0 k-ft CTop Pole =Centroid = H2/3 (b2+2a2)/(b2+a2) + H1 CTop Pole 27.5 ft Eq. for centroid of trapezoid PTop Pole =PTop Pole =0.37 k MTop Pole =Mtop Pole=10.1 k-ft PTotal Pole,Wind = PBot Pole + PTop Pole PTotal Pole,Wind =0.8 k MTotal Pole = MBot Pole + MTop Pole MTotal Pole =14.1 k-ft PTotal Pole, DL = ρsteel*H*(d1,avg2 - (d1,avg - 2tPole)^2)/4 PTotal Pole, DL =0.46 k LUMINAIRE ARM PROPERTIES: Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) HLum =Mounting Height of Luminaire Arm HLum =35 ft Dwg. 1TS1.02D Pz =0.00256KzGV2IrCd Pz = 24.35 psf (Eq. 3.8.3-1, AASHTO Supports) LLum =Luminaire Arm Length LLum =8 ft Dwg. 1TS1.02D aLum =Luminaire Arm Dia.aLum =8 in Measured on Std. Plan 117.1A tLum =Luminaire Arm Thickness tLum =0.1875 in Assumed 7 GA per Std. Plan 117.1A aLum,Inside = Inside Arm Dia. = aLum - 2*tLum aLum,Inside =7.625 in ρsteel =Density of Steel ρsteel =0.49 kcf wLum Arm = Arm Weight = ρsteel*LLum*π*(aLum 2 - aLum,Inside 2)/4 wLum Arm =0.13 k CLum Arm = Centroid = LLum/2 CLum Arm =4 ft PLum Arm = Wind Force = Pz*aLum*LLum PLum Arm =0.13 k MLum Arm, Wind =MLum Arm, Wind =4.5 k-ft MLum Arm, DL = Moment due to DL = wLum Arm*CLum Arm MLum Arm, DL =0.50 k-ft Top Pole Segment: Bottom Pole Segment: Top Pole Segment: Bottom Pole Segment: Wind Force = Pz*d1,avg*H1 Moment due to wind = PBot Pole*CBot Pole Wind Force = Pz*d2,avg*H2 Moment due to wind = PTop Pole*CTop Pole Moment due to wind = PLum Arm*HLum Subject Project Sheet No.of Authored by Date Checked by Date LUMINAIRE PROPERTIES: Cd =Drag Coefficient (w/ rect. flat side shapes, conserv.)Cd =1.2 (Table 3.8.6-1, AASHTO Supports) wLum =Assumed Luminaire Weight wLum =44.0 lb Domia CY55P1A Specification Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) ALum =Luminaire Area (width x height)ALum =2.1 ft2 Domia CY55P1A Specification PLum = Wind Force = Pz*ALum PLum =0.06 k MLum, Wind = Moment due to wind = PLum*HLum MLum, Wind =2.0 k-ft MLum, DL = Moment due to DL = wLum*LLum MLum, DL =0.35 k-ft Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 24.4 psf (Eq. 3.8.3-1, AASHTO Supports) ϴMast =Angle between Mast Arm and Pole ϴMast =85 degrees Dwg. 1TS1.02D HMast = A1 + LMast*COS(ϴMast)HMast =22.4 ft (Conservatively Using Height @ End of Mast Arm) LMast =Mast Arm Length LMast =45 ft Dwg. 1TS1.02D aMast =Mast Arm End Dia.aMast =6.5 in Dwg. 74516-WA-TS-III-J bMast =Mast Arm Base Dia.bMast =11.5 in Dwg. 74516-WA-TS-III-J dMast,avg =Average Mast Arm Dia.dMast,avg =9 in tMast =Mast Arm Thickness tMast =0.25 in Dwg. 74516-WA-TS-III-J dMast,Inside,avg = Avg Inside Mast Arm Dia. = dMast,avg - 2*tMast dMast,Inside,avg =8.50 in WMast = Arm Weight = ρsteel*LMast*π*(dMast,avg 2 - dMast,Inside,avg 2)/4 WMast =1.05 k CMast = LMast/3 (bMast+2aMast)/(bMast+aMast) CMast =20.4 ft Eq. for centroid of trapezoid PMast = Wind Force = Pz*LMast*dMast,avg PMast =0.90 k MMast, Wind = Moment due to wind = PMast*HMast MMast,Wind =20.10 k-ft MMast,DL = Moment due to DL = WMast*CMast MMast,DL =21.48 k-ft Cd =Drag Coefficient Cd =1.2 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 26.57 psf (Eq. 3.8.3-1, AASHTO Supports) A = Windload Area of Sign or Signal AB1 =11.6 ft2 Dwg. 1TS1.02D (Naming Convention from Dwg. 1TS1.02D)AB2 =7.5 ft2 Dwg. 1TS1.02D AB3 =9.2 ft2 Dwg. 1TS1.02D AB4 =6.3 ft2 AB6 =9.2 ft2 Dwg. 1TS1.02D AB11 =19 ft2 Dwg. 1TS1.02D W= Weight of Sign or Signal WB1 =86 lb Dwg. 74516-WA-TS-III-J WB2 =60 lb Dwg. 74516-WA-TS-III-J WB3 =60 lb Dwg. 74516-WA-TS-III-J WB4 =60 lb Dwg. 74516-WA-TS-III-J WB6 =60 lb Dwg. 74516-WA-TS-III-J WB11 =70 lb Dwg. 74516-WA-TS-III-J Z = Distance from CL of Pole to Sign or Signal ZB1 =45 ft Dwg. 1TS1.02D ZB2 =42 ft Dwg. 1TS1.02D ZB3 =34 ft Dwg. 1TS1.02D ZB4 =37 ft ZB6 =22 ft Dwg. 1TS1.02D ZB11 =5 ft Dwg. 1TS1.02D Psignals =Wind Force = Pz*(Σ A)1.7 k Msignals,Wind = Moment due to wind = Psignals * HMast Msignals,Wind =37.4 k-ft Msignals,DL =Moment due to DL = Σ W*Z Msignals,DL =12.3 k-ft Psignals,Signs = Luminaire @ 35': SIGNAL MAST ARM PROPERTIES: SIGNAL AND SIGN PROPERTIES: Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE #3 REQUIRES A 3'-0" DIA. x 14'-0" DEEP FOOTING. THE STD. 3'-0" DIA. x 15'-0" DEEP FOOTING ISSTRUCTURALLY ACCEPTABLE. SOIL PARAMETERS S1 =Lateral Bearing Pressure S1 =800 psf Minimum Bearing Pressure S1 =0.8 ksf LOADS *30% Load Added for the 500 ft3 increase for future equipment on new signal standards PDL (k) PWind (k) MWind (k-ft) MDL (k-ft) Pole 0.46 0.8 14.1 0 Luminaire Arm 0.13 0.13 4.5 0.5 Luminaire 0.04 0.06 2.0 0.35 Mast Arm 1.05 0.90 20.1 21.48 Signals/Signs 0.40 1.67 37.4 12.29 *Total load 2.2 4.1 89.3 38.3 Controlling Load Case P = Ptotal Pmax =4.1 k M = √(MWind 2 + MDL 2)Mmax =97.1 k-ft FOUNDATION DESIGN (AASHTO Supports 13.10) 3'-0" DIA. H = Mmax / Pmax H = 23.89 ft (C13.6.1.1-4, AASHTO Supports) C =P/S1, Post Stability Factor C calc =5.08 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc=1.69 ft (C13.10-1, AASHTO Supports) C = 5.08 ft2 (C13.10-1, AASHTO Supports) L =1.69 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft Dwg. 1TS1.02D D =Shaft Embedment D* =12.54 ft *change D to make Ccalc = C and Lcalc = L D =Min. Req. Shaft Embedment D =14 ft (Embed. Increased from 13' to 14' for torsion) Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu; φ = 0.9 (Torsion)Tn =87.9 k-ft Tu =F*tan(phi)*b Tu =97.7 k-ft F =force normal to shaft surface F =61.3 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=61.3 kip Ko =0.53 γ =125 pcf Torsional Demand T = Torsional Demand T =81.5 k-ft OK Q*Pz*Σ (Wind Area*Arm Length) *500 ft3 added for increase in XYZ value Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date Subject Project Sheet No.of Authored by Date Checked by Date Renton Segment Pole Foundation Design - Pole #4 (Type II-J) @ S. Grady Wy & Shattuck Ave S. WIND LOAD (Section 3.8.1, AASHTO Supports): Pz =0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz =Height and Exposure Factor Kz =0.94 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir =1 (Table 3.8.3-1, AASHTO Supports) POLE PROPERTIES: H =Pole Height H =18.5 ft Dwg. 1TS1.02D tPole =Pole Thickness tPole =0.375 in Dwg. 74516-WA-TS-II a =Pole Top Dia.a =13 in Dwg. 74516-WA-TS-II b = Pole Bot. Dia.b = 16 in Dwg. 74516-WA-TS-II d,avg =Average Dia. of Pole d,avg =14.5 in Cv =Velocity Conversion Factor Cv =1 (Table 3.8.3-3, AASHTO Supports) Cd =Wind Drag Coeff.Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 21.80 psf (Eq. 3.8.3-1, AASHTO Supports) CPole =Centroid = H/3 (b+2a)/(b+a)CPole =8.9 ft Eq. for centroid of trapezoid PPole =PPole =0.49 k MPole =MPole =4.4 k-ft PPole, DL = ρsteel*H*(d,avg2 - (d,avg - 2tPole)^2)/4 PPole, DL =0.33 k Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 21.80 psf (Eq. 3.8.3-1, AASHTO Supports) ϴMast =Angle between Mast Arm and Pole ϴMast =85 degrees Dwg. 1TS1.02D HMast = H + LMast*COS(ϴMast)HMast =22.9 ft (Conservatively Using Height @ End of Mast Arm) LMast =Mast Arm Length LMast =50 ft Dwg. 1TS1.02D aMast =Mast Arm End Dia.aMast =7.1 in Dwg. 74516-WA-TS-II bMast =Mast Arm Base Dia.bMast =13.5 in Dwg. 74516-WA-TS-II dMast,avg =Average Mast Arm Dia.dMast,avg =10 in tMast =Mast Arm Thickness tMast =0.25 in Dwg. 74516-WA-TS-II dMast,Inside,avg = Avg Inside Mast Arm Dia. = dMast,avg - 2*tMast dMast,Inside,avg =9.78 in ρsteel =Density of Steel ρsteel =0.49 kcf WMast = Arm Weight = ρsteel*LMast*π*(dMast,avg 2 - dMast,Inside,avg 2)/4 WMast =1.34 k CMast = LMast/3 (bMast+2aMast)/(bMast+aMast) CMast =22.4 ft Eq. for centroid of trapezoid PMast = Wind Force = Pz*LMast*dMast,avg PMast =0.93 k MMast, Wind = Moment due to wind = PMast*HMast MMast,Wind =21.35 k-ft MMast,DL = Moment due to DL = WMast*CMast MMast,DL =30.01 k-ft SIGNAL MAST ARM PROPERTIES: Wind Force = Pz*d,avg*H Moment due to wind = PPole*CPole Subject Project Sheet No.of Authored by Date Checked by Date Cd =Drag Coefficient Cd =1.2 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 23.78 psf (Eq. 3.8.3-1, AASHTO Supports) A = Windload Area of Sign or Signal AB1 =11.6 ft2 Dwg. 1TS1.02D (Naming Convention from Dwg. 1TS1.02D)AB2 =7.5 ft2 Dwg. 1TS1.02D AB3 =9.2 ft2 Dwg. 1TS1.02D AB6 =9.2 ft2 Dwg. 1TS1.02D AB9 =9.2 ft2 Dwg. 1TS1.02D AB11 =30 ft2 Dwg. 1TS1.02D W= Weight of Sign or Signal WB1 =86 lb Dwg. 74516-WA-TS-II WB2 =60 lb Dwg. 74516-WA-TS-II WB3 =60 lb Dwg. 74516-WA-TS-II WB6 =60 lb Dwg. 74516-WA-TS-II WB9 =60 lb Dwg. 74516-WA-TS-II WB11 =70 lb Dwg. 74516-WA-TS-II Z = Distance from CL of Pole to Sign or Signal ZB1 =50 ft Dwg. 1TS1.02D ZB2 =47 ft Dwg. 1TS1.02D ZB3 =41 ft Dwg. 1TS1.02D ZB6 =31 ft Dwg. 1TS1.02D ZB9 =19.5 ft Dwg. 1TS1.02D ZB11 =5 ft Dwg. 1TS1.02D Psignals =Wind Force = Pz*(Σ A)1.8 k Msignals,Wind = Moment due to wind = Psignals * HMast Msignals,Wind =41.7 k-ft Msignals,DL =Moment due to DL = Σ W*Z Msignals,DL =12.9 k-ft SOIL PARAMETERS S1 =Lateral Bearing Pressure S1 =800 psf Minimum Bearing Pressure S1 =0.8 ksf LOADS *30% Load Added for the 500 ft3 increase for future equipment on new signal standards PDL (k) PWind (k) MWind (k-ft) MDL (k-ft) Pole 0.33 0.49 4.4 0 Mast Arm 1.34 0.93 21.3 30.01 Signals/Signs 0.40 1.82 41.7 12.93 *Total load 2.2 3.8 79.9 46.8 Controlling Load Case P = Ptotal Pmax =3.8 k M = √(MWind 2 + MDL 2)Mmax =92.6 k-ft Psignals,Signs = SIGNAL AND SIGN PROPERTIES: Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE #4 REQUIRES A 3'-0" DIA. x 14'-0" DEEP FOOTING. THE STD. 3'-0" DIA. x 20'-0" DEEP FOOTING IS STRUCTURALLY ACCEPTABLE. FOUNDATION DESIGN (AASHTO Supports 13.10) 3'-0" DIA. H = Mmax / Pmax H = 24.42 ft (C13.6.1.1-4, AASHTO Supports) C =P/S1, Post Stability Factor C calc =4.74 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc=1.58 ft (C13.10-1, AASHTO Supports) C = 4.74 ft2 (C13.10-1, AASHTO Supports) L =1.58 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.0 ft Dwg. 1TS1.02D D =Shaft Embedment D* =12.14 ft *change D to make Ccalc = C and Lcalc = L D =Min. Req. Shaft Embedment D =14.00 ft (Increase from 13' to 14' for torsion) Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu; φ = 0.9 (Torsion)Tn =87.9 k-ft Tu =F*tan(phi)*b Tu =97.7 k-ft F =force normal to shaft surface F =61.3 kip b =diameter of shaft b =3.0 ft phi =soil friction angle phi =28 (geotech report) F =1/2*Ko*γ*D^2*π*b F=61.3 kip Ko =0.53 γ =125 pcf Torsional Demand T = Torsional Demand T =80.6 k-ft OK Q*Pz*Σ (Wind Area*Arm Length) *500 ft3 added for increase in XYZ value Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date Subject Project Sheet No.of Authored by Date Checked by Date SIGNAL POLE #2 SHEAR -----> DEMAND CONTROLS DESIGN. SIGNAL POLE FOOTING SPIRAL/ HOOP REINFORCING Footing 3' Diameter GENERAL INPUT Drilled Shaft Size and Reinf Material Strengths Diameter =36.00 in (BDM Table 7.8.2-2) f 'c = 4.0 ksi Clear Cover to Spiral/ Hoop =3.00 in (J-26.10-03) f'ce = f'c = 4.0 ksi Spiral/ Hoop Size = 4 fy = 60.0 ksi s = Spiral/ Hoop Spacing =10.00 in # of Spiral/ Hoops per Bundle =1 (1 for no bundles) CHECK MINIMUM SHEAR REINFORCING Av min = 0.0316 sqrt (f'c)*bv*s / fy = 0.38 in2 LRFD 5.7.2.5-1 Av = 0.40 in2 OK DETERMINE SHAFT SHEAR CAPACITY fs Vn > Vu Vn = Vc + Vs < 0.25 f'ce bv dv fs = 0.9 Concrete Shear Capacity, V c b = 2.0 LRFD 5.7.3.4.1 q =45.0 degree LRFD 5.7.3.4.1 bv = shaft dia = 36.0 in LRFD 5.7.2.8 Dr = dia of circle through center of longit reinf = 28.0 in (#8 vert reinf) de = D / 2 + Dr / p = 26.9 in LRFD C5.7.2.8-2 dv = 0.9*de = 24.2 in LRFD 5.7.2.8 Vc = 0.0316*b*SQRT(f'ce)*bv*dv = 110 kips LRFD 5.7.3.3-3 Steel Shear Capacity, Vs Av = 0.40 in2 Vs = cot(θ)*Av*fy*dv / s = 58 kips LRFD 5.7.3.3-4 Nominal Shear Capacity fs*(Vc + Vs) = 152 kips <-Controls LRFD 5.7.3.3-1 fs*(0.25 f'ce*bv*dv) = 785 kips LRFD 5.7.3.3-2 fsVn = 152 kips Vu =5.10 kips C/D = 29.7 Subject Project Sheet No.of Authored by Date Checked by Date EXISTING SIGNAL POLE FOOTING CHECK Subject Project Sheet No.of Authored by Date Checked by Date Renton Segment Pole Foundation Design - Existing 40" DIA. x 14' Deep Foundation (Type II-J) @ S. Grady Wy & Talbod Rd WIND LOAD (Section 3.8.1, AASHTO Supports): Pz =0.00256KzGV2IrCd (Eq. 3.8.3-1, AASHTO Supports) Kz =Height and Exposure Factor Kz =0.94 (Table 3.8.4-1, AASHTO Supports) G =Gust Effect Factor G =1.14 (Section 3.8.5, AASHTO Supports) V =Wind Speed V =85 mph (Fig. 3.8.3-1, AASHTO Supports) Ir = Wind Importance Factor Ir =1 (Table 3.8.3-1, AASHTO Supports) POLE PROPERTIES: H =Pole Height H =18 ft Dwg. 1TS1.03D tPole =Pole Thickness tPole =0.375 in Dwg. 74516-WA-TS-II a =Pole Top Dia.a =13 in Dwg. 74516-WA-TS-II b = Pole Bot. Dia.b = 16 in Dwg. 74516-WA-TS-II d,avg =Average Dia. of Pole d,avg =14.5 in Cv =Velocity Conversion Factor Cv =1 (Table 3.8.3-3, AASHTO Supports) Cd =Wind Drag Coeff.Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 21.80 psf (Eq. 3.8.3-1, AASHTO Supports) CPole =Centroid = H/3 (b+2a)/(b+a)CPole =8.7 ft Eq. for centroid of trapezoid PPole =PPole =0.47 k MPole =MPole =4.1 k-ft PPole, DL = ρsteel*H*(d,avg2 - (d,avg - 2tPole)^2)/4 PPole, DL =0.32 k Cd =Drag Coefficient Cd =1.1 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 21.80 psf (Eq. 3.8.3-1, AASHTO Supports) ϴMast =Angle between Mast Arm and Pole ϴMast =85 degrees Dwg. 1TS1.03D HMast = H + LMast*COS(ϴMast)HMast =22 ft (Conservatively Using Height @ End of Mast Arm) LMast =Mast Arm Length LMast =46 ft Dwg. 1TS1.03D aMast =Mast Arm End Dia.aMast =7.1 in Dwg. 74516-WA-TS-II bMast =Mast Arm Base Dia.bMast =13.5 in Dwg. 74516-WA-TS-II dMast,avg =Average Mast Arm Dia.dMast,avg =10 in tMast =Mast Arm Thickness tMast =0.25 in Dwg. 74516-WA-TS-II dMast,Inside,avg = Avg Inside Mast Arm Dia. = dMast,avg - 2*tMast dMast,Inside,avg =9.78 in ρsteel =Density of Steel ρsteel =0.49 kcf WMast = Arm Weight = ρsteel*LMast*π*(dMast,avg 2 - dMast,Inside,avg 2)/4 WMast =1.23 k CMast = LMast/3 (bMast+2aMast)/(bMast+aMast) CMast =20.6 ft Eq. for centroid of trapezoid PMast = Wind Force = Pz*LMast*dMast,avg PMast =0.86 k MMast, Wind = Moment due to wind = PMast*HMast MMast,Wind =18.91 k-ft MMast,DL = Moment due to DL = WMast*CMast MMast,DL =25.40 k-ft Wind Force = Pz*d,avg*H Moment due to wind = PPole*CPole SIGNAL MAST ARM PROPERTIES: Subject Project Sheet No.of Authored by Date Checked by Date Cd =Drag Coefficient Cd =1.2 (Table 3.8.6-1, AASHTO Supports) Pz =0.00256KzGV2IrCd Pz = 23.78 psf (Eq. 3.8.3-1, AASHTO Supports) A = Windload Area of Sign or Signal AB1 =9.2 ft2 Dwg. 1TS1.03D (Naming Convention from Dwg. 1TS1.03D)AB2 =7.5 ft2 Dwg. 1TS1.03D AB3 =9.2 ft2 Dwg. 1TS1.03D AB4 =7.5 ft2 Dwg. 1TS1.03D AB6 =9.2 ft2 Dwg. 1TS1.03D AB7 =7.5 ft2 Dwg. 1TS1.03D AB9 =9.2 ft2 Dwg. 1TS1.03D AB10 =7.5 ft2 Dwg. 1TS1.03D AB11 =7.5 ft2 Dwg. 1TS1.03D AB12 =9 ft2 Dwg. 1TS1.03D AB13 =10.6 ft2 Dwg. 1TS1.03D AB14 =6 ft2 Dwg. 1TS1.03D W= Weight of Sign or Signal WB1 =60 lb Dwg. 74516-WA-TS-II WB2 =60 lb Dwg. 74516-WA-TS-II WB3 =60 lb Dwg. 74516-WA-TS-II WB4 =60 lb Dwg. 74516-WA-TS-II WB6 =60 lb Dwg. 74516-WA-TS-II WB7 =60 lb Dwg. 74516-WA-TS-II WB9 =60 lb Dwg. 74516-WA-TS-II WB10 =60 lb Dwg. 74516-WA-TS-II WB11 =70 lb Dwg. 74516-WA-TS-II WB12 =60 lb Dwg. 74516-WA-TS-II WB13 =86 lb Dwg. 74516-WA-TS-II WB14 =60 lb Dwg. 74516-WA-TS-II Z = Distance from CL of Pole to Sign or Signal ZB1 =45.5 ft Dwg. 1TS1.03D ZB2 =43 ft Dwg. 1TS1.03D ZB3 =37 ft Dwg. 1TS1.03D ZB4 =34.5 ft Dwg. 1TS1.03D ZB6 =26.5 ft Dwg. 1TS1.03D ZB7 =24 ft Dwg. 1TS1.03D ZB9 =16 ft Dwg. 1TS1.03D ZB10 =13.5 ft Dwg. 1TS1.03D ZB11 =19.9 ft Dwg. 1TS1.03D ZB12 =10.5 ft Dwg. 1TS1.03D ZB13 =4 ft Dwg. 1TS1.03D ZB14 =1.8 ft Dwg. 1TS1.03D Psignals =Wind Force = Pz*(Σ A)2.4 k Msignals,Wind = Moment due to wind = Psignals * HMast Msignals,Wind =52.3 k-ft Msignals,DL =Moment due to DL = Σ W*Z Msignals,DL =16.9 k-ft SOIL PARAMETERS S1 =Lateral Bearing Pressure S1 =1100 psf Minimum Bearing Pressure S1 =1.1 ksf LOADS *20% Load Added for the 500 ft3 increase for future equipment on new signal standards PDL (k) PWind (k) MWind (k-ft) MDL (k-ft) Pole 0.32 0.47 4.1 0 Mast Arm 1.23 0.86 18.9 25.40 Signals/Signs 0.55 2.38 52.3 16.88 Total load 2.2 4.2 85.8 45.6 Controlling Load Case P = Ptotal Pmax =4.2 k M = √(MWind 2 + MDL 2)Mmax =97.2 k-ft SIGNAL AND SIGN PROPERTIES: Psignals,Signs = Subject Project Sheet No.of Authored by Date Checked by Date THE EXISTING 3'-4" x 14'-0" FOOTING IS STRUCTURALLY ACCEPTABLE. FOUNDATION DESIGN (AASHTO Supports 13.10) 3'-4" DIA. H = Mmax / Pmax H = 23.22 ft (C13.6.1.1-4, AASHTO Supports) C =P/S1, Post Stability Factor C calc =3.80 ft (C13.10-1, AASHTO Supports) L = C/b, Depth Coeff L calc=1.14 ft (C13.10-1, AASHTO Supports) C = 3.80 ft2 (C13.10-1, AASHTO Supports) L =1.14 ft (C13.10-1, AASHTO Supports) b =Shaft Diameter b =3.3 ft (As-built Condition) D =Shaft Embedment D* =9.82 ft *change D to make Ccalc = C and Lcalc = L D =Existing Shaft Embedment D =14.00 ft (As-built Condition) Torsional Capacity (BDM 10.1.5-C) Tn =φ*Tu; φ = 0.9 (Torsion)Tn =111.1 k-ft Tu =F*tan(phi)*b Tu =123.4 k-ft F =force normal to shaft surface F =64.1 kip b =diameter of shaft b =3.3 ft phi =soil friction angle phi =30 (geotech report) F =1/2*Ko*γ*D^2*π*b F=64.1 kip Ko =0.50 γ =125 pcf Torsional Demand T = Torsional Demand T =93.5 k-ft OK Q*Pz*Σ (Wind Area*Arm Length) *500 ft3 added for increase in XYZ value Q =load factor for wind load Q =1.4 Subject Project Sheet No.of Authored by Date Checked by Date Subject Project Sheet No.of Authored by Date Checked by Date REFERENCE MATERIAL 37 37 37 4.4 Signal Pole and Luminaire Design Recommendation The signal pole and luminaire design will be based on a pre-approved WSDOT’s Traffic Signal Standard Foundation Plan (WSDOT 2016), City of Renton’s Arterial Street Small Cell Decorative Luminaire Pole Details (2020a) and City of Renton’s Arterial & Downtown Street Decorative Pedestrian Luminaire Pole Details (2020b). The allowable lateral bearing pressure for the foundation of signal pole and luminaire structures is estimated as described per Section 17-2.1. of the WSDOT GDM (WSDOT 2020b) and angle of friction of soils at the site were estimated as described per the Section 5-8.3 of the GDM. The location of signal poles and luminaires and their estimated engineering properties are summarized in Table 11. Table 11. Estimated Engineering Parameters for Signal Pole and Luminaire Design City Location Angle of Friction, φ (degrees) Allowable Lateral Bearing Pressure (psf) Renton SE corner of 2nd St/Logan Ave 30 1,100 NE corner of 2nd St/Shattuck Ave S 30 1,100 All four corners of Grady Way/Shattuck Ave 28 800 NE and SW corners of Grady Way/ Talbot Rd 30 1,100 NW corner Talbot Rd/I-405 SB off-ramp 33 2,500 Talbot Rd/Valley Medical Center driveway 32 1,500 SE and SW corner Carr Rd/106th Pl 34 4,200 SW corner of Carr Rd/108th Ave 34 4,500 SE corner of 108th Ave/Fred Meyer Driveway 35 4,500 SE corner 108th Ave/180th Ave 35 4,500 Both sides of 108th Ave on 108th Ave/186th Ave 35 4,500 Kent NE and SW corners of 108th Ave/208th St 33 2,500 Both sides of Benson Rd/224th St 35 4,500 Both east and west sides of 104th Ave/228th St 38 4,500 NW, NE, and SW corners of 104th Ave/240th St 38 4,500 Sheet No. 26 of 39 SD SDSDSD C WW W W W 15+00 16+00 v vvvC:\pw_workdir\den003\jeg_osunap\d0601389\1 TS1.10.dwg | Layout: 1TS1.02APLOTTED: Jan 18, 2023-05:14:12pm By OsunaPXREFS: KCMTD-BORDER_2020.dwg; X-DR_RENTON.dwg; X-IL_RENTON.dwg; X-ROW_RENTON.dwg; X-SN-CHANN_RENTON.dwg; X-ITS_RENTON.dwg; X-STATION_RENTON.dwg; X-RDWY_RENTON.dwg; X-RET_WALL_RENTON.dwg; X-UT_RENTON.dwg; 18229-SV-BS_Renton.dwg; X-TOPO.dwg; X-SIGNAL_RENTON.dwg; X-LEGEND.dwg; X-ALIGN.dwg; HD Renton - Topo Base.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE FEBRUARY 2023C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL - PACKAGE 2 MARK F . W EGE N ERSTATE O F W ASHIN G T ON41141REGISTER E DPROF ESSIONAL E N G INEERK. CHANG YUEN 10'20' SCALE: 1" = 20' 0' S GRADY WAY (GRA-LINE)SHATTUCKAVE S1 2 3 4 5 6 7 8 SIGNAL HEADS 11 61 62 63 21 22 23 51 68 69 2829 31 81 82 88 42 41 7148 89 49 12" 12"Y R 12"G G 12" 12" 12" 12" Y R Y NEW PHASES 1 & 6 CHANNEL A B PRE-EMPTION SCHEDULE C 4 & 7 2 & 5 D EVP AEVP BEVP C EVP D3 & 8 NOTES: 1.FOR GENERAL NOTES AND SYMBOLOGY SEE 1TS1.00. 2.FOR SIGNAL POLE DETAILS SEE 1TS1.02D. 3.FOR CONDUIT RUN AND WIRING INFORMATION SEE 1TS1.02C AND 1TS1.02E. 4.FOR CONSTRUCTION NOTES SEE 1TS1.02B. 5.FOR ILLUMINATION PLANS AND DETAILS SEE 1L1.01. 6.FOR ITS PLANS AND DETAILS SEE 1I1.00. 7.NEW VEHICLE SIGNAL HEADS 11, 21, 22, 23, 31, 41, 42, 51, 61, 62, 63, 71, 81 AND 82 SHALL BE INSTALLED WITH NEW MOUNTING TYPE "M" ON NEW MAST ARMS PER WSDOT STANDARD PLAN J-75.20. 8.NEW COUNTDOWN PEDESTRIAN SIGNAL HEADS 28, 29, 48, 49, 68, 69, 88 AND 89 SHALL BE INSTALLED WITH NEW MOUNTING TYPE "E" ON NEW POLE PER WSDOT STD. PLAN J-75.10. 9.NEW VEHICLE SIGNAL HEADS 12, 32, 52 AND 72 SHALL BE INSTALLED WITH NEW MOUNTING TYPE "D" ON NEW TYPE I POLES PER WSDOT STANDARD PLAN J-75.10. PROTECTED VEHICLE MOVEMENT PERMISSIVE VEHICLE MOVEMENT PEDESTRIAN MOVEMENT FY = FLASHING YELLOW RENTON SEGMENT SIGNAL PLAN S GRADY WAY & SHATTUCK AVE S 1TS1.02A 334 P. OSUNA P. OSUNA M. WEGENER 72 12 32 52 2 2A 131412 3 4 4A 81 1A6 7 6 12 4 3 5 FYFY 21, 22, 23, 41 42, 61, 62, 63 81, 82 11, 12, 31, 32 51, 52, 71, 72 28, 29, 48, 49 68, 69, 88, 89FLASHING PHASE DIAGRAM S. GRADY WAY SHATTUCK AVE. S. SIGNS D3-103 (EXISTING)S1 D3-103 (EXISTING)S3 YIELD LEFT TURN ON FLASHING YELLOW ONLY R10-101 (EXISTING) S4 R3-8LTR (EXISTING) S5 APS PUSH BUTTON MESSAGES PHASE AUDIBLE MESSAGE 2 "WAIT" "WAIT TO CROSS GRADY AT SHATTUCK" 4 "WAIT" "WAIT TO CROSS SHATTUCK AT GRADY" 6 "WAIT" "WAIT TO CROSS GRADY AT SHATTUCK" 8 "WAIT" "WAIT TO CROSS SHATTUCK AT GRADY" 5 10 107 8 TYP. 5 7 10 7 10 13 5 5 7 9 10 10 9 11 15 S3 S5S4 S1 S3 S4 S4 S5 S4 D3-103 (114" W x 24" H)S2 S2 FY FY 11 11 11 16 12 FOR REFERENCE ONLY Sheet No. 27 of 39 C:\pw_workdir\den003\jeg_osunap\d0601389\1 TS1.10.dwg | Layout: 1TS1.02DPLOTTED: Jan 18, 2023-05:17:47pm By OsunaPXREFS: KCMTD-BORDER_2020.dwg; X-DR_RENTON.dwg; X-IL_RENTON.dwg; X-ROW_RENTON.dwg; X-SN-CHANN_RENTON.dwg; X-ITS_RENTON.dwg; X-STATION_RENTON.dwg; X-RDWY_RENTON.dwg; X-RET_WALL_RENTON.dwg; X-UT_RENTON.dwg; 18229-SV-BS_Renton.dwg; X-TOPO.dwg; X-SIGNAL_RENTON.dwg; X-LEGEND.dwg; X-ALIGN.dwg; HD Renton - Topo Base.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE FEBRUARY 2023C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL - PACKAGE 2 MARK F . W EGE N ERSTATE O F W ASHIN G T ON41141REGISTER E DPROF ESSIONAL E N G INEERK. CHANG YUEN RENTON SEGMENT POLE SCHEDULE S GRADY WAY & SHATTUCK AVE S 1TS1.02D 337 P. OSUNA P. OSUNA M. WEGENER POLE AND MAST ARM PER MANUFACTURER'S PLANS. MANUFACTURER'S PLANS SHALL BE SIGNED AND STAMPED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. ELECTRICAL CURBSTANDARD FOUNDATION GG i ii 3' - 6" MEASURED FROM SIDEWALK SURFACE TO CENTER OF PEDESTRIAN PUSH BUTTON SIGNAL STANDARD CHART FIELD LOCATION TYPE MAST ARM LENGTH (FT) MOUNTING HEIGHT (FT) SIGNAL MAST ARM DATA LUMINAIRE ARM (FT)POLE ATTACHMENT POINT ANGLES (deg)FOUNDATION DEPTHS (FT) *REMARKSOFFSET DISTANCE - Z(FT) (POLE CENTERLINE TO ATTACHMENT POINT)WINDLOAD AREAS - XY (FT)²(X)(Y)(Z) = TOTAL (FT)³ **POLE #STATION OFFSET LT.RT.P.O.A.A1 A2 B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 B11 B1 B2 B3 B4 B6 B7 B9 B10 B11 C D E1 E2 F G1 G2 H I1 I2 3' RD.3' SQ.4' RD. 15 + 70.2 81.4'X 90 III 25 18.5 35 24 21 15.5 18.5 20 7.5 20 5 11.6 7.5 9.2 6.25 9.2 19 1398 12 0 0 180 11'9'9' P.O.A. MEASURED FROM GRA-LINE. 15 +78.4 60.6'X 0 I 315 90 180 0 270 15 + 84.9 52.7'X 0 III 50 18.5 35 50 47 41 36 36 30.5 44 18.5 5 11.6 7.5 9.2 9.2 9.2 30 2450 12 0 0 180 20'12'12' 15 + 71.8 56.7'X 0 I 315 90 180 0 270 14 + 85.2 59.2'X 90 III 45 18.5 35 45 42 34 37 40 21.5 39 5 11.6 7.5 9.2 6.25 9.2 19 1772 8 0 0 315 90 180 180 0 270 15'10'10' 14 + 83.8 52.8'X 0 II 50 18.5 50 47 41 30 45 19.5 5 11.6 7.5 9.2 9.2 9.2 30 2415 0 180 20'12'12' 14 + 94.8 58.4'X 0 I 315 90 180 0 270 *FOUNDATION DEPTH IS BASED ON DESIGN LATERAL BEARING PRESSURE OF 800 PSF (RAPIDRIDE I-LINE GEOTECHNICAL ENGINEERING REPORT, DRAFT NOVEMBER 2021) **ASSUMES ADDITIONAL 500 FT3 FOR FUTURE EQUIPMENT ON NEW SIGNAL STANDARDS. 1 ASSUMES ADDITIONAL 500 FT3 FOR FUTURE EQUIPMENT ON NEW SIGNAL STANDARDS. 9 3 II PPBPPB II, III, SD N/A J-21.15 J-20.16 J-21.10 J-21.10 J-20.15 3 II 9 9 9 LUMINAIRE MAST ARM X Y Z (ft ) MAST ARM LENGTH X Y Z (ft ) FIXED BREAKAWAY PS I J-20.10 J-20.15 J-20.10 J-20.15 J-26.10, J-26.15 J-20.11N/A J-20.10 J-20.20 J-21.20 N/A 8 40'45'50' MAX. 4 SECTION 12"17.0' 20.9'22.0' 20.8'16.5' 53' - 180' MEASURED FROM BOTTOM OF SIGNAL HEAD HOUSING TO ROADWAY G H I a e j j B10 B11a b d a B2 B3 B6 4 1 2 OR SIGN b e 3.0 FT N/A N/A 36.0 SQ. FT. 15.0 SQ. FT. AREA MIN. 17.5'19.2' 18.0'19.7' 16.5' SIGNAL DISPLAY VERTICAL CLEARANCE TO ROADWAY ALL i85°E E FF G H I A1 12' - 0"10' - 0"8' - 0"b c a gg B9 h i LIMITS OF VERTICAL CLEARANCE a b b B1 B4 B5 B7 ROADWAY 7 1 2 1 2 2 1 2 2 3 c 3.0 FT N/A 3.0 FT 7.5 SQ. FT. HEIGHT WIDTH 5 TYPE II, III & SD SIGNAL STANDARD NOTES 6 7 1 2 k B8 2 3 4 3 2 3 4 90° 0° E2 E1 E2 ` 90° 90°E1180° 270° ` ` 5 FOR HEADS ON NEW MAST ARMS, 3 SECTION, 4 SECTION AND GREATER SIGNAL HEADS SHALL USE TYPE M MOUNTING COUPLING INSTALLED AT OFFSET INDICATED IN PLANS. FIELD INSTALLED. SIGN SIZES SHALL NOT EXCEED THE MAXIMUM VALUES LISTED AT RIGHT. LOCATION SHALL BE APPROVED BY CITY OF RENTON ENGINEER PRIOR TO INSTALLATION. VIDEO DETECTION CAMERA LOCATED BETWEEN THROUGH AND LEFT TURN LANE, OR CENTERED ON APPROACH IF LEFT TURN LANE DOES NOT EXIST. 1' - 0" MIN. TO 2' - 6" MAX. FROM POLE CENTERLINE TO SIGN EDGE. FOR POST MOUNTED SIGNS THERE SHALL BE 2' - 0" MIN. FROM THE FACE OF CURB OR THE EDGE OF THE SHOULDER TO THE EDGE OF THE SIGN. PLACEMENT SHALL BE 3' - 0" MIN. FROM FACE OF CURB OR EDGE OF SHOULDER; 3' - 0" MIN. FROM FACE OF GUARDRAIL; 4' - 0" MIN. FROM CONC. BARRIER TYPE 2 (MEASURED FROM A POINT WHERE THE BARRIER BASE MEETS THE SHOULDER SURFACE (TOE). MEASUREMENT TAKEN FROM TRAFFIC SIDE OF BARRIER; TO FACE OF POLE. INSTALL POLE TAG IN FOUNDATION PER RENTON STANDARD PLAN 139. a.VEHICLE DISPLAY b.MAST ARM MTD. SIGN c.STREET NAME SIGN d.PRE-EMPT DETECTOR e. POST MTD. SIGN f. LUMINAIRE g. PEDESTRIAN DISPLAY h. TERMINAL CABINET i. APS PUSH BUTTON j. HANDHOLE k. VIDEO DETECTION CAMERA l. PTZ CAMERA TYPE PPB PPB POST TYPE PS PED. HEAD STANDARD TYPE I VEHICLE HEAD STANDARD DMS OR VMS IS NOT ALLOWED ON THESE POLES.8' - 0"8' - 0"10' - 0"g g g g a THICKENED EDGE FOR FOUNDATIONS LOCATED WITHIN SIDEWALK: ANCHOR BOLTS, PROVIDE ADEQUATE ADDITIONAL LENGTH TO ACCOMMODATE SIDEWALK THICKNESS WHILE MAINTAINING EMBEDMENT REQUIREMENTS. AT LEAST TWO FULL THREADS SHALL EXTEND ABOVE THE TOP HEAVY-HEX NUT. ANCHOR BOLTS MAY BE CUT TO ACCOMMODATE ANCHOR BOLT COVER SIDEWALK & THICKENED EDGE, SIDEWALK THICKNESS DEFINED IN CONTRACT PLANS, PLACE ABOVE AND AROUND PERIMETER OF TOP OF FOUNDATION 1 2" MINIMUM SPACE BETWEEN BOTTOM OF HEAVY-HEX NUT AND CONCRETE MEASURE ATTACHMENT POINT ANGLES CLOCKWISE FROM POLE ORIENTATION LINE (E1 ATTACHMENT POINT) TO THE ATTACHMENT POINT LOCATION ATTACHMENT POINT ALL HANDHOLES AT 180^ FROM E1 ANCHOR BOLT PLATE LOCATION STATION POLE ORIENTATION LINE (E1 ATTACHMENT POINT) POLE ORIENTATION ANGLE (P.O.A.) DEGREES CLOCKWISE FROM OFFSET LINE TO POLE ORIENTATION LINE (E1 ATTACHMENT POINT) STANDARD TYPE POLE 27" 27"2 3 LUMINAIRE, MOUNTING, SHROUD AND ARM PER STD PLANS 117.1 AND 117.3. LUMINAIRE ARM LENGTH PER DESIGN PLANS f l HORIZONTAL DISTANCE FROM STOP LINE 3 SECTION 12" 5 SECTION CLUSTER 12" 16' 14' 12' 10' 8' 6' 52.8 46.2 39.6 33.0 26.4 19.8 6"7" MAX6"POLE ORIENTATION AND ATTACHMENT POINTROADWAYOFFSETLINE 2 2A 3 4 4A D D 45° WSDOT STANDARD PLAN REFERENCES POLE AND ALL RELATED HARDWARE / COMPONENTS SHALL BE PAINTED RAL 9005TS "JET BLACK" UNLESS OTHERWISE SPECIFIED BY CITY OF RENTON TRANSPORTATION ENGINEERING. 1A A2 FOR REFERENCE ONLY Sheet No. 28 of 39 SDSDSDSDUDUD SDCWGGGGGG//Cvvvvvv26+0025+0026+0010+0010+00 11+00 CCC:\pw_workdir\den003\jeg_osunap\d0601389\1 TS1.20.dwg | Layout: 1TS1.03APLOTTED: Feb 09, 2023-10:20:40pm By OsunaPXREFS: KCMTD-BORDER_2020.dwg; 18229-SV-BS_Renton.dwg; X-TOPO.dwg; X-ALIGN.dwg; X-LEGEND.dwg; X-DR_RENTON.dwg; X-IL_RENTON.dwg; X-ROW_RENTON.dwg; X-SN-CHANN_RENTON.dwg; X-ITS_RENTON.dwg; X-STATION_RENTON.dwg; X-LD_RENTON.dwg; X-RDWY_RENTON.dwg; X-RET_WALL_RENTON.dwg; X-SIGNAL_RENTON.dwg; X-UT_RENTON.dwg; HD Renton - Topo Base.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE FEBRUARY 2023C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL - PACKAGE 2 MARK F . W EGE N ERSTATE O F W ASHIN G T ON41141REGISTER E DPROF ESSIONAL E N G INEERK. CHANG YUEN 10'20' SCALE: 1" = 20' 0' TALBOT RD S (TAL-B-LINE)S GRADY WAY(GRA-LINE)RENTON SEGMENT SIGNAL PLAN S GRADY WAY & TALBOT RD S 1TS1.03A 340 P. OSUNA P. OSUNA M. WEGENER 1 2 5 6 SIGNAL HEADS PHASES 2 & 5 CHANNEL A B PRE-EMPTION SCHEDULE C 4 & 7 1 & 6 D 3 & 8 PROTECTED VEHICLE MOVEMENT PEDESTRIAN MOVEMENT QJ = QUEUE JUMP FLASHING PHASE DIAGRAM APS PUSH BUTTON MESSAGES PHASE AUDIBLE MESSAGE 2 "WAIT" "WAIT TO CROSS TALBOT AT GRADY" 4 "WAIT" "WAIT TO CROSS GRADY AT TALBOT" 6 "WAIT" "WAIT TO CROSS TALBOT AT GRADY" 8 "WAIT" "WAIT TO CROSS GRADY AT TALBOT" 12" 12"Y R 12"G 12" 12"Y R 12"G 12" 12"Y R 12"G 12" 12"Y R 12"G EXISTING NEW 41, 42, 81, 82 31, 71, 72 29, 48, 69, 88 21, 22, 61, 62 11, 51, 52 28, 49, 68, 89 91 NB QJ 31 81 82 71 72 41 42 91 88 69 51522122 28 89 11 61 62 49 68 9 10 2A 2 8 7 EVP BEVP AEVP C EVP D 3A 11 12 3 5 13 4A4 4B 5 15 14 17 5 18 6 5 1 26 7 7 9 1A 4 1 2 S1 S1 SIGNS RD STALBOT D3-103 (RELOCATED)S1 29 48 10 10 10 16 NOTES: 1.FOR GENERAL NOTES AND SYMBOLOGY SEE 1TS1.00. 2.FOR SIGNAL POLE DETAILS SEE 1TS1.03D. 3.FOR CONDUIT RUN AND WIRING INFORMATION SEE 1TS1.03C AND 1TS1.03E. 4.FOR CONSTRUCTION NOTES SEE 1TS1.03B. 5.FOR ILLUMINATION PLANS AND DETAILS SEE 1L1.01. 6.FOR ITS PLANS AND DETAILS SEE 1I1.00. 7.NEW VEHICLE SIGNAL HEADS 11, 21, 22, 51, 52, 61 AND 62 SHALL BE INSTALLED WITH NEW MOUNTING TYPE "M" ON NEW MAST ARMS PER WSDOT STANDARD PLAN J-75.20. 8.NEW COUNTDOWN PEDESTRIAN SIGNAL HEADS 28, 49, 68 AND 89 SHALL BE INSTALLED WITH NEW MOUNTING TYPE "C" ON NEW PS POLE PER WSDOT STD. PLAN J-75.10-02. 9.LOOP DETECTORS V91 AND V92 SHALL CALL QUEUE JUMP PHASE 9 & PHASE 10. PROGRAM THE CONTROLLER SO THAT BOTH LOOPS MUST BE OCCUPIED AT THE SAME TIME TO CALL QUEUE JUMP PHASE 9 & PHASE 10. S2 S3 R3-1 (36" W x 36" H) BLANK-OUT S3 12" 12" 12" BUS SIGNAL 9 3 7 4 8 NB QJ 10 20 19 23 16 16 SPECIAL (20" W x 14" H) S2 5 10 19 5 28 5 18 25 5 27 1 1A 9 11 10 10 7 6 3 24 5 10 10 2B WAY S GRADY D3-103 (RELOCATED)S4 S4 S5 S6 S7 S8 S6 SPECIAL (24" W x 36" H) S5 R3-6(R) (RELOCATED) ONLY S7 R3-5A (RELOCATED) ONLY S8 R3-5 (RELOCATED) 21 FOR REFERENCE ONLY Sheet No. 29 of 39 C:\pw_workdir\den003\jeg_osunap\d0601389\1 TS1.20.dwg | Layout: 1TS1.03DPLOTTED: Feb 09, 2023-10:25:01pm By OsunaPXREFS: KCMTD-BORDER_2020.dwg; 18229-SV-BS_Renton.dwg; X-TOPO.dwg; X-ALIGN.dwg; X-LEGEND.dwg; X-DR_RENTON.dwg; X-IL_RENTON.dwg; X-ROW_RENTON.dwg; X-SN-CHANN_RENTON.dwg; X-ITS_RENTON.dwg; X-STATION_RENTON.dwg; X-LD_RENTON.dwg; X-RDWY_RENTON.dwg; X-RET_WALL_RENTON.dwg; X-SIGNAL_RENTON.dwg; X-UT_RENTON.dwg; HD Renton - Topo Base.dwgIMAGES: No.REVISION DATEBYAPP'D DESIGNED: DRAWN: CHECKED: CHECKED: APPROVED: PROJECT NO: CONTRACT NO: METRO TRANSIT CAPITAL DIVISION DATE: DRAWING NO: SHEET NO: OF METRO RAPIDRIDE I LINE FEBRUARY 2023C. REYNOLDS E00566E18 CXXXXXXXX XXXX 90% SUBMITTAL - PACKAGE 2 MARK F . W EGE N ERSTATE O F W ASHIN G T ON41141REGISTER E DPROF ESSIONAL E N G INEERK. CHANG YUEN RENTON SEGMENT POLE SCHEDULE S GRADY WAY & TALBOT RD S 1TS1.03D 343 P. OSUNA P. OSUNA M. WEGENER SIGNAL STANDARD CHART FIELD LOCATION TYPE MAST ARM LENGTH (FT) MOUNTING HEIGHT (FT) SIGNAL MAST ARM DATA LUMINAIRE ARM (FT)POLE ATTACHMENT POINT ANGLES (deg)FOUNDATION DEPTHS (FT) *REMARKSOFFSET DISTANCE - Z(FT) (POLE CENTERLINE TO ATTACHMENT POINT)WINDLOAD AREAS - XY (FT)²(X)(Y)(Z) = TOTAL (FT)³ **POLE #STATION OFFSET LT.RT.P.O.A.A1 A2 B1 B2 B3 B4 B5 B6 B7 B8 B9 B12 B10 B13 B11 B14 B1 B2 B3 B4 B5 B6 B7 B8 B9 B12 B10 B13 B11 B14 C D E1 E2 F G1 G2 H I1 I2 3' RD.3' SQ.4' RD. 24 + 38.0 52.2'X 0 III 45 18.5 35 45 37 31.5 31.5 26 33.5 17.5 5 9.2 9.2 0 0 9.2 0 9.2 30 1844 12 0 0 180 15' P.O.A MEASURED FROM GRA-LINE. 24 + 60.5 58.9'X 0 PS 90 180 0 270 25 + 69.8 64.2'X 90 II 46 18 45.5 43 37 34.5 40 25.5 26.5 24 31 16 10.5 13.5 4 19.9 1.8 9.2 7.5 9.2 7.5 0 0 9.2 7.5 0 9.2 9 7.5 10.6 7.5 6 2304 90 270 EXISTING 25 + 85.2 50.6'X 0 PS 90 180 0 25 + 69.5 61.5'X 0 PPB 270 10 + 49.4 65.7 X 90 III 50 18.5 35 50 37.5 27 44 5 9.2 9.2 9.2 0 30 1743 12 0 0 180 15'10'10'P.O.A MEASURED FROM TAL-B-LINE.10 + 53.7 56.5'X 0 PS 180 270 0 90 24 + 74.7 38.0'X 0 PPB 270 P.O.A MEASURED FROM GRA-LINE.24 + 67.1 31.6'X 0 PPB 0 11 + 68.1 52.7'X 10'8'8'P.O.A MEASURED FROM TAL-B-LINE.11 + 45.2 57.2'X 10'8'8' *FOUNDATION DEPTH IS BASED ON DESIGN LATERAL BEARING PRESSURE OF 1,100 PSF (RAPIDRIDE I-LINE GEOTECHNICAL ENGINEERING REPORT, DRAFT NOVEMBER 2021) **ASSUMES ADDITIONAL 500 FT3 FOR FUTURE EQUIPMENT ON NEW SIGNAL STANDARDS. *** B13 DESIGNATES A QUEUE JUMP SIGNAL HEAD. MOUNT SPECIAL "BUS ONLY" SIGN BELOW SIGNAL HEAD. **** USE 3' RD. FOR FOUNDATION. 1 1A 2 2A 3 3A 4A 4B POLE AND MAST ARM PER MANUFACTURER'S PLANS. MANUFACTURER'S PLANS SHALL BE SIGNED AND STAMPED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. ELECTRICAL CURBSTANDARD FOUNDATION GG i ii 3' - 6" MEASURED FROM SIDEWALK SURFACE TO CENTER OF PEDESTRIAN PUSH BUTTON ASSUMES ADDITIONAL 500 FT3 FOR FUTURE EQUIPMENT ON NEW SIGNAL STANDARDS. 9 3 II PPBPPB II, III, SD N/A J-21.15 J-20.16 J-21.10 J-21.10 J-20.15 3 II 9 9 9 LUMINAIRE MAST ARM X Y Z (ft ) MAST ARM LENGTH X Y Z (ft ) FIXED BREAKAWAY PS I J-20.10 J-20.15 J-20.10 J-20.15 J-26.10, J-26.15 J-20.11N/A J-20.10 J-20.20 J-21.20 N/A 8 40'45'50' MAX. 4 SECTION 12"17.0' 20.9'22.0' 20.8'16.5' 53' - 180' MEASURED FROM BOTTOM OF SIGNAL HEAD HOUSING TO ROADWAY G H I a e j j B12 B11 a b d a B2 B3 B6 4 1 2 OR SIGN b e 3.0 FT N/A N/A 36.0 SQ. FT. 15.0 SQ. FT. AREA MIN. 17.5'19.2' 18.0'19.7' 16.5' SIGNAL DISPLAY VERTICAL CLEARANCE TO ROADWAY ALL i85°E E FF G H I A1 12' - 0"10' - 0"8' - 0"b c a gg B13 h i LIMITS OF VERTICAL CLEARANCE a b b B1 B4 B5 B7 ROADWAY 7 1 2 1 2 2 1 2 2 3 c 3.0 FT N/A 3.0 FT 7.5 SQ. FT. HEIGHT WIDTH 5 TYPE II, III & SD SIGNAL STANDARD NOTES 6 7 1 2 k B8 2 3 4 3 2 3 4 90° 0° E2 E1 E2 ` 90° 90°E1180° 270° ` ` 5 FOR HEADS ON NEW MAST ARMS, 3 SECTION, 4 SECTION AND GREATER SIGNAL HEADS SHALL USE TYPE M MOUNTING COUPLING INSTALLED AT OFFSET INDICATED IN PLANS. FIELD INSTALLED. SIGN SIZES SHALL NOT EXCEED THE MAXIMUM VALUES LISTED AT RIGHT. LOCATION SHALL BE APPROVED BY CITY OF RENTON ENGINEER PRIOR TO INSTALLATION. VIDEO DETECTION CAMERA LOCATED BETWEEN THROUGH AND LEFT TURN LANE, OR CENTERED ON APPROACH IF LEFT TURN LANE DOES NOT EXIST. 1' - 0" MIN. TO 2' - 6" MAX. FROM POLE CENTERLINE TO SIGN EDGE. FOR POST MOUNTED SIGNS THERE SHALL BE 2' - 0" MIN. FROM THE FACE OF CURB OR THE EDGE OF THE SHOULDER TO THE EDGE OF THE SIGN. PLACEMENT SHALL BE 3' - 0" MIN. FROM FACE OF CURB OR EDGE OF SHOULDER; 3' - 0" MIN. FROM FACE OF GUARDRAIL; 4' - 0" MIN. FROM CONC. BARRIER TYPE 2 (MEASURED FROM A POINT WHERE THE BARRIER BASE MEETS THE SHOULDER SURFACE (TOE). MEASUREMENT TAKEN FROM TRAFFIC SIDE OF BARRIER; TO FACE OF POLE. INSTALL POLE TAG IN FOUNDATION PER RENTON STANDARD PLAN 139. a.VEHICLE DISPLAY b.MAST ARM MTD. SIGN c.STREET NAME SIGN d.PRE-EMPT DETECTOR e. POST MTD. SIGN f. LUMINAIRE g. PEDESTRIAN DISPLAY h. TERMINAL CABINET i. APS PUSH BUTTON j. HANDHOLE k. VIDEO DETECTION CAMERA l. PTZ CAMERA TYPE PPB PPB POST TYPE PS PED. HEAD STANDARD TYPE I VEHICLE HEAD STANDARD DMS OR VMS IS NOT ALLOWED ON THESE POLES.8' - 0"8' - 0"10' - 0"g g g g a THICKENED EDGE FOR FOUNDATIONS LOCATED WITHIN SIDEWALK: ANCHOR BOLTS, PROVIDE ADEQUATE ADDITIONAL LENGTH TO ACCOMMODATE SIDEWALK THICKNESS WHILE MAINTAINING EMBEDMENT REQUIREMENTS. AT LEAST TWO FULL THREADS SHALL EXTEND ABOVE THE TOP HEAVY-HEX NUT. ANCHOR BOLTS MAY BE CUT TO ACCOMMODATE ANCHOR BOLT COVER SIDEWALK & THICKENED EDGE, SIDEWALK THICKNESS DEFINED IN CONTRACT PLANS, PLACE ABOVE AND AROUND PERIMETER OF TOP OF FOUNDATION 1 2" MINIMUM SPACE BETWEEN BOTTOM OF HEAVY-HEX NUT AND CONCRETE MEASURE ATTACHMENT POINT ANGLES CLOCKWISE FROM POLE ORIENTATION LINE (E1 ATTACHMENT POINT) TO THE ATTACHMENT POINT LOCATION ATTACHMENT POINT ALL HANDHOLES AT 180^ FROM E1 ANCHOR BOLT PLATE LOCATION STATION POLE ORIENTATION LINE (E1 ATTACHMENT POINT) POLE ORIENTATION ANGLE (P.O.A.) DEGREES CLOCKWISE FROM OFFSET LINE TO POLE ORIENTATION LINE (E1 ATTACHMENT POINT) STANDARD TYPE POLE 27" 27"2 3 LUMINAIRE, MOUNTING, SHROUD AND ARM PER STD PLANS 117.1 AND 117.3. LUMINAIRE ARM LENGTH PER DESIGN PLANS f l HORIZONTAL DISTANCE FROM STOP LINE 3 SECTION 12" 5 SECTION CLUSTER 12" 16' 14' 12' 10' 8' 6' 52.8 46.2 39.6 33.0 26.4 19.8 6"7" MAX6"POLE ORIENTATION AND ATTACHMENT POINTROADWAYOFFSETLINE D D 45° WSDOT STANDARD PLAN REFERENCES POLE AND ALL RELATED HARDWARE / COMPONENTS SHALL BE PAINTED RAL 9005TS "JET BLACK" UNLESS OTHERWISE SPECIFIED BY CITY OF RENTON TRANSPORTATION ENGINEERING. 2B 14 15 **** a B10 1 b B9 2 B14 b 2 *** FOR REFERENCE ONLY Sheet No. 30 of 39 1 Engleson, Renee From:D'Acci, Hana Sent:Monday, February 13, 2023 1:49 PM To:Engleson, Renee Subject:FW: I Line - mast arm signal pole foundation at Talbot/Grady Attachments:ILine Talbot Grady signal pole foundation.pdf Hi Renee, As part of the Renton I Line signal pole foundation calculations, can you also check that the existing 40” diameter x 14’ deep foundation will support the pole highlighted in the attached PDF? They are hoping to upgrade the signals and signing on this mast arm while using the existing foundation but the load on the foundation is increasing. Thanks! Hana D’Acci, PE, SE 425.233.3689 (direct) 360.528.7648 (cell) Hana.DAcci@jacobs.com From: Wegener, Mark <Mark.Wegener@jacobs.com> Sent: Friday, February 10, 2023 1:59 PM To: D'Acci, Hana <Hana.DAcci@jacobs.com> Cc: Villar, Angela <Angela.Villar@jacobs.com>; Dowds Bennett, Jacqueline <Jacqueline.DowdsBennett@jacobs.com> Subject: I Line - mast arm signal pole foundation at Talbot/Grady Hana, Per our discussion, we have a need for analysis of the existing signal pole foundation at the Talbot/Grady intersection. The pole is on the northern corner (near the Chevron station). Our design will move some of the equipment on that mast arm and add some more to it, so we need to make sure the existing foundation is adequate for the new loading. The existing foundation was designed following WSDOT Std Plan J-26-10.3, and to be 3” diameter by 15’ deep. I found out from the City that during construction they changed that to 40” diameter by 14’ deep. See the attached email. The Geotech report says that the allowable lateral bearing pressure here is 1100 PSF. I’ve attached our signal plans that have the pole load data. I am hoping that with a more detailed analysis you will find that the foundation can handle the new load. If it can’t, we will need to change our signal design somehow and try again. Please let me know if you have any questions or need anything else. Thanks. Mark F. Wegener, PE (WA) | Jacobs | Bellevue WA | 425.802.5443 mobile mark.wegener@jacobs.com | www.jacobs.com Sheet No. 31 of 39 MATERIAL S PECIFICATIONS PLAIE; ASTM AZ09 GR50 F/NISH: ASTM F2329 FJ GR25 ryPE325 ASTM 4572 GR55 PIAIE: ASTM AZ09 GR50 ARM: ASTM,4572GR55 FRAME: ASTM A36 EOLIST ASIM F1554 GR t05 BOLI NUIS: ASIM 4563 GR DH EOTIWASHER: ASTM F436 DESIGN CRITERIA ?gLt44J|IO STANDARD SpECtF/CAr/ONs FOR STRUCTURAT lqfpoRrs oN H/cHWAyS/cN' LUMINA/RES a innFrTc " - S/GNALS INCTUD/NG TAIESI INIERIMS. !ylN-Qt, llg MpH wtTH A MEAN RECURRENCE 'NTERVAL OF 17OO YEARS VORIEX SHED: Y FATIGUE CAT: III GALLoP/NG: N/ANAIURAI WND GUST Y IRUCK GUST i"'LUMINA/RF: N/A IUMINARE WEIGHI: N/AS/GN: N/A SiGN WEIGHT WELD SPECIFICATION WFLDING tNSpECT|ON OF STRUCTURE SHALL BE tN Aq_c_oj_D-ANgE wtTH THE REQUTREMENTS OF wASHTNGTON STATE D.EPARTMENT OF TRANSPORTATIONS STANDAR' _ Iflc-rF]g4TtoNsEcTtoN 5_03.3(25) AND 20i5 Aslnro wrLoTNSPECTTON SECTTON I 4.4.4.8 IHEI.QST AND MAST ARM TO BE ROUND TAPERED TUBE lapRlgATtqN wtTH oNE SUBMERGED ARC LONG [u-DtNALSEAM WELD WITH IOO% PENETRATION 5" FROM eAsF Pi Iiii |IANGE AND BUTT WELDED SHAFTS. EXCEpf Fon rusrS Lii! Ij1AI.s_lN D!A^4ETERS; FoR FEMALE sEcTtbN or sLrFlbl.rrip ItlBEs!0 4ND GREATER: t.s x FEMALESECTToN rNjioi- "- _q|AMET_EE t 6 |NCHES. FOR FEMALE SECTION Or SLtp JOrNrroTUB€S LESS THAN IO'' FEMALE SECTION NOMINAL bhMEiER- 4!p_6_0% FOR REMATNDER. cAS METAL ARC wEaDtNG - lEocEss wtrH 60% PENETRATTON MAy BE USEDIOR - REMAINDER OF WELDED FABRICATION. W-ELD TESTING: I 00% OF ALL WELDS VTSUAL TESTED lVTt /MT). IOO% OF ALL COMPLETE JOINT PENETRATIoN IcIFr'wFiiii,, ULTRASONTC TESTED (UTl BASED ON rHr ftil{Nry r"rArrNC MATERTAL: (fER AASHTO 2013 5.1s,s_wELD tNSp) THIC(NESS.< 6MM (0.25 tN) MT > 6MM (0.25 tN UT STRUCTU RE FINISH SPECIFICATION GALV. OR PRIME COAT: HOT FIN/SH COAI: COLOR: FEDERAI OR RAL SPEC.: WEIGHTWlGALV,: WEIGHT W/GALV,&PAINIT SURFACE AREA: GAL. OF PAINI; PPED GALV. PER A.123 ]tll[ilBEHIII 622 6TH ST. SO. WINSTED, MN 55395 SALES ORDER NO.: 7451 6 QTY:STATE: WA SH EET I OF5 SUB TRAFFIC POLES TYPE III-J EST. WEIGHT:DRAWING NO: 245r 6-WA-TS-ilt-J REV DESCRIPTION DA L MADE TENONS HAVE VERTICAL AND HORIZONTAL HOLES 10/27 /21 TK STATE OF WASHINGTON TRAFFIC POLES - TYPE III-J HH GRADE TK J DAV TOGTH LESS3"EDADD TO FORJ LL lTs MADE POLE HEIGHT MOVE WITH MTG HT, MOVED HH 2lt8/21 TK REBEKAH DATE: 2/14/17HUPDATED WPS SHT ] FOR GALV HANG PIPE 7 /27 /2020 RK AJ MASTARM LUM ARM ARM END CAP AITACHED TO ARM W/(3) 3/8-16NCX I"LGSS SET SCREWS l" scH 40 x 3" GALV HANG PIPE WELDED TO OUTSIDE OF MAST ARM SECTIONS REMOVED AND REPAIRED PER ASTM A87O STAMP EACH SHAFT W/ID NUMBER ''FF" LUM ARM "SPAN" LUMINAIRE ARM EXTENSION 3/I 6' ROUND TAPERED SHAFT TAPER = .l 4 "A"x"B"x"C"x'D" RES 270 7/8'' DIA BOLT HOLE ROTATED 25'FROM SEAM FACTORY DRILL THRU 52 (END SECIION) FIELD DRILL THRU SI (BASE SECTION) GMAW.WPS-OO8FG 3/t 6 3/ 16 2 2 0 HH ID TAG (POLE) 3/4-tONC X LGTH HX HD BOLT (A307-GV) HX NUT (A563-GV) LOCK WASHER (GV) ALUMINUM ID TAG TEXT TO BE STAMPED AS SHOWN IN 5/I6'' HIGH LETTERS sEcuRED TO POST W|TH 14) 3/16" DtA RTVETS T" NOMINAL SLIP (24" MtN SLIP) STNDARD MASTARM SLIP JOINT . DETAII. SIGNAL ARM LENGTH "I' NOM SPAN FIELD ASSEMBLED TO ACHIEVE A SNUG TIGHT JOINT - MIN OVERLAP NO LESS THAN I,5 TIMES THE I,D. OF THE END SECTION 13" 90 IOP VIEW ORIENTATION ''MM'Y'NN"I'PP" 12" trE NOM MTG HGT 30'-0" MtN 50'-0" MAX 6', "Q'Y',R',t"S'y'ss" 20I5 AASHTO DEVIATION NOTES: I. SECTION 5.6.6 FOR HANDHOLE CLEAR DISTANCE AND 40% OF POLE WIDTH REQUIREMENT. STRESSES ARE REVIEWED AT EACH HANDHOLE FOR STRUCTURE ADEQUACY. 2, PER ASSHTO 2OI3 SECTION 5.17,4.3 - BEDING STRESSES IN INSDIVIDUAL BOLT CAN BE IGNORED IF THE STANDOFF DISTANCE BETWEEN IHE TOP OF THE FOUNDATION AND THE BOTTOM OF THE LEVELING NIIT IS LESS THAN ONE BOLT DIAMETER. l'-6" 21 20'-0" MAX NOM MTG ,'D,, 4" I.D. TAG DETAIL $LPPROVET) Manufacture/s Pole Flan Approved For Usting As A Pre-Approved Drawing WSDOT Bridge & Structures OfrtouqU EE-Date lo/zozt t2 NOTE: FOR NOTE AT WELD SYMBOL TAtL, SEE WELDTNG pROCEDURE SpECtFtCATtON 10-27 12-18-21 XXX XXX A4IIIEREERI{D AAFG CO SR XXXXX ,STD NO STA. XX+XX.XX APPVD DWG NO DATE OF I\AFG o o o CHK BY: DATE: FOR REFERENCE ONLY Sheet No. 32 of 39 POLE DATA - TRAFFIC SIGNAL. TYPE III , J POLE TUBE BASE DETAIL ANCHOR BOLT SIGNAL ARM DATA SIGNAL ARM ATTACHMENT DATA MMC # WA-TS.III-J-MA-LA-LH MA=MAST ARM LENGTH LA = LUM ARM LENGTH LH = LUM MTG HT QTY (rN) THICK BASE o.D. (rN) "B" TOP o.D. (rN) "c" LENGTH (FT) "D" SAUARE "E" (rN) BOLT CIRCLE "F" (rN) BOLT CENTERS "G" (rN) THICKNESS "H" (rN) BASE OPENING "J" (rN) HOLE/SLOT "K" (tN) DIA ''1" (tN) LENGTH 'M" (rN) ANCHOR PLATE O.D. "N" (rN) THREAD LENGTH "P" (rN) THrCK (tN) "4" BASE O.D (rN) "R" TOP o.D. "s'(tN) LENGTH (Fr)'T""u" (rN)"v" (tN)"w'(tN)(tN)"BB" (rN) ARM OPENING (rN) "cc"'DD" (tN) MAXIMUM SIGNAL MAST ARM X Y Z (FT3) LUMINAIRE ARM x Y z {FT3) TOTAL STRUCTURE X Y Z (FT3) WA-TS-III-J.MA-LA-LH 1/4 I 6.9 THRU 5.5 I 5' THUR 2s',807 860 WA-TS.III-J-MA-LA-LH 1/4 r0 6,36 THRU 5_1 26' - 35' 1 460 1513 WA-TS.III-J-MA.LA-LH 5/16 t3.5 10.49 MAX 181/2 l8 123/4 ll 1314 t 112 22 1/4 1 1.5 5.46 THRU 36', - 45' 19 1/2 19 1/2 15 1/2 15 t/2 J 1 985 2038 WA-TS-III-J-MA-LA-LH 1/4 13.5 7.05 THRU 6.5 46' - 50'.2559 2712 WA.TS.III.J-MA-LA-LH SEE SLIP TABLE 13.5 5EE SIIP TABLE 5r'-55',3005 3058 WA-TS.III-J.MA-LA-LH 3/8 16 12.99 MAX 21'-6" MAX 22 1/2 aa 159/t6 2" 131/2 21/4 60 18" SEE SLIP TABLE 15 SEE SLIP TABLE 55', - 65' 22 1/2 22 1/2 181/2 18/ t/2 2 4 t/2" 11/2-6NCX61/2 3697 53 3250 ITEM NO DESCRIPTION QTY PER ASSY FINISH BASE RD ''N''2 X 2 GROUND MTG PLATE X X 3 WLDMT ARM DAVIT RD X 4 WLDMT POLE SIG RD "A"x"B'x"C'!"D"X 5 WLDMT ARM SIG RD - I ST SECT I X 6 WLDMT ARM StG RD - 2ND SECT (51, - 6s )I X 7 WLDMT CAP VENT 7'1D{5.2s-6.75) 3 SET SCREW I X 8 COVER HH MI 6C 4 1 /4X6 31 4 2 BOLI 2 X ?BOLT HX HD ].2-I 3NC X ] " F593C SS X t0 BOLT HX HD I/4-2ONC X I/2 F593C SS 2 l1 BOLT HX HD 3-4-l ONC X 12-1-2 A307GV I 12 BOLT HVYHXHD 1.1-2-6X 6-1-2F3125 A325 TYPE ] GV 4 t3 BOLT HX HD FT 5/8-I I NC A3O7GV l 14 NUT HVY HX r-r-2-6NC 4553 BR(.03)(DH) cV 4 r5 NUT HVY HX "1" ASTM A563 GR DH GV 24 IITITRBEHIII 622 6TH ST. SO. WINSTED, MN 55395 16 NUT HX 5-8-I I NC G2 GV 17 NUT HX 3.4-'IONC G5 GV t8 NUT SQ 1 -2-1 3 SS SALES ORDER NO 7451 6 QTY:STATE: WA 2C-F s SH EET t9 scRW sT sQ HD 3/8-l 6NC X 1,' SS 3 20 SCRW HX SK BT HD 1.4-2ONC X ] SS 4 DESCRIPTION: SUB TRAFFIC POLES TYPE III-J 21 WASHINGTON ID TAG W/ RIVETS 3 X WASHER FLAT I-]/2 SAE ASTM F436 GV 8 EST, WEIGHT:DRAWING NO: z45r 6-WA-TS-ilt-J ZJ WASH F.56 IDX1.375ODX.O9I THK BRASS COMM. BRASS 4 X 24 WASHER FLAT 5/8 GV 2 ZJ WASHER FLAT"L" ASTM F436 GV 24 26 WASHER LOCK 5/8 GV STATE OF WASHINGTON TRAFFIC POLES - TYPE III-J PROJECT NAME: 27 WASHER LOCK 3/4 ANSI 8I8.2] .I GV 1 28 I-ROJLCI LOCATION @"r" x "rvr" LG ANcHoR BOLT 4 DWN BY: REBEKAH DATE: 2/j 4/1729GASKET HH Ml6 2 X *T'MUST SPECIFY MASTARM LENGTH AT TIME OF ORDER*** REPTACE ''MA" IN PART NUMBER WITH MAST ARM TENGTH AS REQUIRED ***MUST SPEIFCY LUM ARM I.ENGTH AND MOUNTING HEIGHI AT TIME OF ORDER*** REPTACE ''tA'' IN PART NUMBER WITH tUM ARM TENGTH AS REQURIED REPTACE ''tH'' IN PART NUMBER WITH tUM ARM MOUNTING HEIGHT AS REQURIED ***MUST SPECIFY TENON LOCATIONS AT TIME OF ORDER*** 3,3 FT2 3.3 FT2 t5'-0"3.3 FT250 LBS 60 LBS MAX 60 LBS 30'-0" MtN 50'-0" MAX 30'-0" MtN 50'-0" MAX 30'-0" MtN 50'-0" MAX@@@ @ @ @ o @ @@ @ @ @ @ @o@ @ o 3',I t l [-] 3'3' 8',6'-6"3'3',3'3'o-68'8',6',-6" 20'-0"20'-0"8'I'8', 20'-0" THRU 25' SIGNAI, ARMS 26'THRU 45' SIGNAT ARMS 45'THRU 65' SIGNAT ARMS APPROVET) lrlanufacturer's Pole Plan Approved For Listing As A llg4pptoved Drawing WSDOT Bridge & Structures OfllegV.&-Date lohezt MAXIMUM MAST ARM XYZ VATUES INCI.UDE SIGNS AND SIGNALS. TUMINAIRE ARM XYZ IS BASED ON A I6'-0" SPAN. TOTAI STRUCTURE XYZ VATUE & TUMINAIRE ARM XYZ VAI.UE TOGETHER, PROJ. AREA FT2; WEIGHT (LBS) DEVTCE DESCRTPTTON @stcNaL I2" - 4 SECTION SIGNAL W/BACKPLATE I 1.6 86 O srcN 24" x 48" STREET NAME StcN 14 70 @srcNAL I2" - 3 SECTION SIGNAL WITH BACKPLATES 9.2 60 @ srcN 30" x 24' DIRECTIONAL StGN 5.0 60 MASTARM SLIP TABLE OVER BASE SECTION ENDARM SPAN ''T' THICK fIN} "Q''TOP O.D. (rN) "rT'SHAFT LENGTH'SS''THICK (IN} "MM"BASE O,D. (IN) "NN"SHAFT LENGTH "PP'' 5]'THRU55'1/4 10.7 20'3/16 11 .64 33'-3" THRU 3Z'-3" 56'THRU 65't/4 10.8 30'3116 11 .74 28'-3" THRU 3Z'-3" 10-27 -21 (EXPtRES CHK BY:DATE: FOR REFERENCE ONLY Sheet No. 33 of 39 MMC #sPAN (FTj "FF"LENGTH (FT) "KK"QTY BEND RAD (FT) "LL''MrN STRA|GHT (tN)BASE OD (tN) "HH"END OD (tN) "JJ" DAVIT LUMINAIRE DATA TK (rN) "cc" 11 GA II GA ]I GA 6', 10' 8' 6.0 5.0 6.0 4.41 3.95 4.23 i t'-4" I 4'-6" 12',-8" 13" 13" 13" 12' l6' 14' 11 GA 1'I GA II GA 3.2 3.66 4.69 t6'-9' 20'-0" 19',-2" 13" IJ 13" 6.0 5.0 6.0 6'-0" IrlltE[B]Bllll 622 6TH ST. SO. WINSTED, MN 55395 SALES ORDER NO. 74516 QTY:STATE: WA 40F5 SHFET SUB TRAFFIC POLES TYPE III-J DESCRIPTION: EST. WEIGHT:DRAWING NO: z45l 6-WA-TS-ilt-J STATE OF WASHINGTON TRAFFIC POLES - TYPE III-J PROJECT NAME] I'KOJECT LQCATION: DWN BY: REBEKAH DATE: 2/1 4/ l7 "FF' 118 GMAW-WPS.OO] F GMAW-WPS-OOIF "GG" x "HH" x "JJ" x 1/4 U)At/2" G^Lv VENT/DRAIN HOLES EQUALLY SPACED THRU CONE ONLY 3lt 6"96" GAP BEND RAD. ''LL 1/8TK 5/16" PROJECTTON 3/16 GMAW-WPS-OO] F BF f--BF DETAIL AH SCALE I :6 MIN STRAIGHT GMAW-WPS-OO7PG I'' THK SPACER RING BASED ON POST TOP DIA. "C''LUMINAIRE SHAFT EXTENSIONDETAIT SHOWN FOR I6'ARM AT 50'MTG HT (4)Qt/2" onw VENT/DRAIN HOLES APPROVEL) IN TOP PLATE AS REQUIRED Manufacturer's pole plan fRRroveO For Lisring Aa A .lfgfPProved Drawing 1t1 tro"@ THRU HoLE LOCATED VERTICALLY AND HORIZONTALLY TENON VIEW FROM END OR ARM SECTION BF-BF SCALE I : 12 3/8'' DIA HOLE THRU TOP NOTE: 1 lcA = .t 196" ONLY (FOR HANGING) EDGES ROUNDED AND DEBURRED FOR WIRE PROTECTION ID TAG I80. FROM ARM TENON co+0o 7 1/2" 1 /2" 2" 3/8"1/8 GMAW-WPS-OO] F 2"4t/8 TYP l'MtN. RISE WHEN LOADED 5/8" A HEx HEAD BOLT WITH 2 WASHERS, I LOCK WASHER AND 1 HEX NUT (ASTM A3OZ), FOR FIELD ASSEMBLED TELESCOPIC .JOINT RN @ l/ta runu HoLe WILL BE PROVIDED IN rHr LuutNAtnr RRM sHAFT. THE EXTENSION TUBE WILL BE FIELD DRILLED IN FEMALE SHAFT AFTER POSITIONING l2' MIN SLIP 13" GMAW.WPS.OOIF 3/16 2" SCH 40 PlPExS" LG TYP CHAMFER END (rNsrDE & ouT)1/8 1t1 t tt t" Q THRU HOLE LOCATED VERTICALLY AND HORIZONTALLY TO REMOVE SHARP EDGES DETAIL BD SCALE I : l0 DETAIL AJ SCALE I : 15 DETAIL BC SCALE 1 : IO 10-27-21 (EXPtRES I I ,). I \ II III i,[ GMAW-WPS-OOIF OF THE ARM 12-18-21 CHK BY:DATF: FOR REFERENCE ONLY Sheet No. 34 of 39 FOR REFERENCE ONLYSheet No. 35 of 39 FOR REFERENCE ONLYSheet No. 36 of 39 FOR REFERENCE ONLYSheet No. 37 of 39 FOR REFERENCE ONLYSheet No. 38 of 39 SHEET 1 OF 1 SHEET STATE DESIGN ENGINEER Washington State Department of Transportation SHEET 1 OF 1 SHEET Washington State Department of Transportation ‘FORM (CLASS 4000P)METAL PIPE STAY-IN-PLACECONCRETE CAST WITHIN A CORRUGATEDPLACEMENT DETAILS AS REQUIRED ~ SEE EARTH EMBANKMENT EVENLY SPACED 8 - #8 BARS GROUND SLOPE 1 MAX. EARTH UNDISTURBED EXISTING GRADE GROUND SLOPE 1 MAX. EVENLY SPACED 8 - #8 BARS CORRUGATED METAL PIPE (TYP.) UNDISTURBED EARTH GLUE PVC STUBOUT) WITH TOP OF FOUNDATION (DO NOT CONDUIT COUPLING ~ INSTALL FLUSH GLUE PVC STUBOUT) WITH TOP OF FOUNDATION (DO NOT CONDUIT COUPLING ~ INSTALL FLUSH (TYP.) LIMITS OF EXCAVATION 7"‘DRILLED SHAFT (CLASS 4000P)AGAINST UNDISTURBED EARTH,CONCRETE CAST DIRECTLY 1’ - 0" CENTERS #4 HOOPS @ 3’ - 0" OR 4’ - 0" ROUND 1’ - 0" (TYP.) MIN.31 2 1/2" MAX.1 1/2" CLR.1’ - 6"2 CONCRETE CAST DIRECTLY AGAINST UNDISTURBED EARTH, DRILLED SHAFT 3’ - 0" SQUARE OR 4’ - 0" ROUND OR ROUND2 1/2" MAX.3" CLR. (TYP.)CLR.3"1’ - 6"MAX.7"MAX.2 1 MAX.MAX.CLR.3"8. 7. 6. 5. 4. 3. 2. 1. CONCRETE CAST WITHIN A CORRUGATED METAL PIPE STAY-IN-PLACE FORM1 1/2"CLR.DRAIN HOLE GROUT W / 3/8" STUD) (ROUTE CONDUCTOR TO GROUNDING COPPER ~ PROVIDE 3’ MIN. SLACK INSULATED #4 AWG STRANDED GROUNDING CONDUCTOR NON- STUD) (ROUTE CONDUCTOR TO GROUNDING COPPER ~ PROVIDE 3’ MIN. SLACK INSULATED #4 AWG STRANDED GROUNDING CONDUCTOR NON- 3 2’ - 0"2 2’ - 0"2 31 2 5 5 POLE MANUFACTURER PLATE SUPPLIED BY SIGNAL ANCHOR BOLTS & ANCHOR POLE MANUFACTURER PLATE SUPPLIED BY SIGNAL ANCHOR BOLTS & ANCHOR SIGNAL POLE SIGNAL POLE 1’ - 0" CENTERS #4 HOOPS @ ALTERNATE # 1 ALTERNATE # 2 FOUNDATION REINFORCEMENT AND BACKFILL DETAILFOUNDATION REINFORCEMENT DETAIL METAL (SUBSURFACE) FORM REQUIRED ALTERNATE #2 - CONSTRUCTION METHOD 1000 PSF 1500 PSF OR GREATER 2500 PSF 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 6’ - 0" 6’ - 0" 6’ - 0" 7’ - 0" 7’ - 0" 8’ - 0" 8’ - 0" 8’ - 0" 10’ - 0"10’ - 0" 8’ - 0" 8’ - 0" 8’ - 0" 7’ - 0" 7’ - 0" 6’ - 0" 6’ - 0" 6’ - 0"6’ - 0" 6’ - 0" 7’ - 0" 7’ - 0" 7’ - 0" 9’ - 0" 9’ - 0" 9’ - 0" 11’ - 0"11’ - 0" 9’ - 0" 11’ - 0" 8’ - 0" 8’ - 0" 8’ - 0" 6’ - 0" 6’ - 0" 18’ - 0"15’ - 0" 10’ - 0" 10’ - 0" 13’ - 0" 8’ - 0" 8’ - 0" 9’ - 0" 7’ - 0" 7’ - 0"7’ - 0" 7’ - 0" 11’ - 0" 9’ - 0" 9’ - 0" 15’ - 0" 11’ - 0" 11’ - 0" 20’ - 0" 12’ - 0" 12’ - 0" 18’ - 0" 10’ - 0" 10’ - 0" 15’ - 0" 8’ - 0" 8’ - 0" OR GREATER 2500 PSF 1500 PSF 1000 PSF 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 3’ - 0" ROUND 3’ - 0" SQUARE 4’ - 0" ROUND 9’ - 0" 9’ - 0" 9’ - 0" 10’ - 0" 10’ - 0" 11’ - 0" SPECIAL FOUNDATION TYPE SPECIAL FOUNDATION TYPE SPECIAL FOUNDATION TYPE 11’ - 0" 10’ - 0" 10’ - 0" 9’ - 0" 9’ - 0" 9’ - 0"9’ - 0" 9’ - 0" 10’ - 0" 10’ - 0" 10’ - 0" 12’ - 0"14’ - 0" 11’ - 0" 11’ - 0" 12’ - 0" 9’ - 0" 9’ - 0"10’ - 0" 10’ - 0" 12’ - 0" 11’ - 0" 11’ - 0" 16’ - 0"18’ - 0" 12’ - 0" 12’ - 0" 14’ - 0" 10’ - 0" 10’ - 0"11’ - 0" 11’ - 0" 18’ - 0" 13’ - 0" 13’ - 0" 21’ - 0" 12’ - 0"12’ - 0"10’ - 0"9’ - 0"9’ - 0"9’ - 0"9’ - 0"4’ - 0" ROUND 3’ - 0" ROUND 4’ - 0" ROUND 3’ - 0" ROUND 4’ - 0" ROUND 3’ - 0" ROUND 9’ - 0" 10’ - 0" 11’ - 0" 9’ - 0" 10’ - 0" 11’ - 0" 10’ - 0" 14’ - 0"18’ - 0" 11’ - 0" 14’ - 0"16’ - 0" 13’ - 0" 21’ - 0"24’ - 0" 16’ - 0" 21’ - 0"23’ - 0" 18’ - 0" 28’ - 0" SPECIAL FOUNDATION TYPE SPECIAL FOUNDATION TYPE OR GREATER 2500 PSF 1500 PSF 1000 PSF 3’ - 0" ROUND 4’ - 0" ROUND 3’ - 0" ROUND 4’ - 0" ROUND 3’ - 0" ROUND 4’ - 0" ROUND 6’ - 0" 6’ - 0" 7’ - 0" 8’ - 0" 8’ - 0" 10’ - 0"10’ - 0" 8’ - 0" 8’ - 0" 7’ - 0" 6’ - 0" 6’ - 0"6’ - 0" 7’ - 0" 7’ - 0" 11’ - 0" 9’ - 0" 11’ - 0"15’ - 0" 12’ - 0" 15’ - 0" 8’ - 0" 11’ - 0" 6’ - 0"7’ - 0" 13’ - 0" 10’ - 0" 18 - 0" 13’ - 0" 20’ - 0"25’ - 0" 14’ - 0" 21’ - 0" 13’ - 0" 18’ - 0" 9’ - 0"9’ - 0" 20’ - 0" 15’ - 0" 25’ - 0" 15’ - 0" 28’ - 0" OR GREATER 2500 PSF 1500 PSF 1000 PSF 10’ - 0" »¿FOR LATERAL BEARING PRESSURE = 2500 PSF & = 34, 1500 PSF & = 28, 1000 PS »¿FOR LATERAL BEARING PRESSURE = 2500 PSF & = 23, 1500 PSF & = 18, 1000 PS GROUND SLOPE = 3H : 1V OR FLATTER TYPE FOUNDATION BEARING PRESSURE ALLOWABLE LATERAL 700 BEARING PRESSURE ALLOWABLE LATERAL BEARING PRESSURE ALLOWABLE LATERAL BEARING PRESSURE ALLOWABLE LATERAL TYPE FOUNDATION TYPE FOUNDATION TYPE FOUNDATION 700 900 1350 1500 1500135090026002300190015001350900700 GROUND SLOPE = 3H : 1V OR FLATTER 900 1350 1500 1900 2600 260023001900 260023001900 9’ - 0" 20’ - 0" 15’ - 0" 25’ - 0" 15’ - 0" 28’ - 0" 3000 XYZ (FT‡) 2300 3000 20’ - 0" 12’ - 0" 12’ - 0" 18’ - 0" 10’ - 0" 10’ - 0" 15’ - 0" 8’ - 0" 8’ - 0" 9’ - 0" XYZ (FT‡) 12’ - 0" 23’ - 0" 18’ - 0" 23’ - 0" 3000 11’ - 0" 11’ - 0" 18’ - 0" 13’ - 0" 13’ - 0" 21’ - 0" 700 XYZ (FT‡) 3000 XYZ (FT‡) FOUNDATION DEPTH "D" TABLE GROUND SLOPE = GREATER THAN 3H : 1V TO 2H : 1V GROUND SLOPE = GREATER THAN 3H : 1V TO 2H : 1V NOTES PLACEMENT DETAILS AS REQUIRED ~ SEE EARTH EMBANKMENT ALTERNATE # 1 DRILLED SHAFT-TYPE CONSTRUCTION ALTERNATE # 2 CORRUGATED METAL PIPE TYPE CONSTRUCTION STANDARD PLAN J-26.15 FOR PLACEMENT DETAILS SEE SIDEWALK OR ABOVE SOIL SURFACE ~ TOP OF FOUNDATION LEVEL W/ STANDARD PLAN J-26.15 FOR PLACEMENT DETAILS SEE SIDEWALK OR ABOVE SOIL SURFACE ~ TOP OF FOUNDATION LEVEL W/ DRAIN HOLE GROUT W / 3/8" (IN)DRAWN BY: FERN LIDDELLEXISTING GRADE FOUNDATION TRAFFIC SIGNAL STANDARD STANDARD PLAN J-26.10-03 SHEET 1 OF 1 SHEET 1 1 1 Section 2-09.3(1)E. Standard Specification of and Compaction Method 1 cation Section 8-20.3(2) Standard Specifi- ance with Fill (CDF), or with soil in accord- backfilled with Controlled-Density quired. Excavated area shall be Shoring or Extra Excavation as re- entire paper or cardboard form portion. After concrete has cured, remove the Place the concrete foundation. necessary to remain plumb. smooth finish on final exposed cement concrete. Support the form as Continue forming to full height using paper or cardboard form to achieve a The top of the corrugated metal form shall terminate 1 foot below final grade. ation area and install a 36" or 48" diameter corrugated metal (pipe) form. When the existing soil will not retain a vertical face, over-excavate the found-D"SEE TABLE FOR FDN. DEPTH "44D"SEE TABLE FOR FDN. DEPTH "4 SEE NOTE 5 SUITABLE FOR USE EMBEDDED IN CONCRETE CLAMP CONDUCTOR TO STEEL REINFORCING WITH LISTED CONNECTOR CAP BOTH ENDS. CONDUIT SIZE AND QUANTITY AS SHOWN IN THE CONTRACT; PAPER OR CARDBOARD FORM SHALL NOT STAY-IN-PLACE for details.Standard Plan J-26.15 Install Signal Foundation Identification Tag. See values provided. depth requirements may be interpolated between the For design parameters between the values listed in Table, cured, this entire form shall be removed. (such as paper or cardboard). After the concrete has The top 2 feet of the foundation shall use a smooth form shall be increased by the depth of the Media Filter Drain. Drain, the foundation depth shown in the Contract Plans Where a foundation is constructed within a Media Filter Foundation Designs. through the Engineer for SpecialStructures Office WSDOT Bridge andrequire Special Design. Contact the Foundations not within the parameters of this standard selection. between arms, use larger XYZ value for foundation depth than 90. For Double Mast Arm Standards with 90 Standards where the angle between mast arms is other Special foundation design is required for Double Arm and Double Mast Arm Standards with 90 between arms. Foundations are designed for Single Mast Arm Standards Standards with a maximum mast arm length of 65’. Foundations are designed for Type II, III, and SD Signal Life/Recurrence Interval 50 years, and Fatigue Category III. Traffic Signals. Basic wind velocity is 90 mph, Design Structural Supports for Highway Signs, Luminaires and Edition 2009 AASHTO Standard Specifications for This structure has been designed according to the Fifth 3" CLR. (TYP.) APPROVED FOR PUBLICATIONSTATEOFWASHINGT O NPROFE S SIONAL ENGINEERREENIGNE LARUTCURTS 25470RICHARD P. ZEL D EN R USTSheet No. 39 of 39