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B20-0376 - 31780 DEL OBISPO STNO FINAL INSPECTION CA L L E D EXPIRED 01/18/22 B20 0376 1 DEL TACO 11/23/21 180 DAYS LISA LA 3/15/21 X DESIGN SPECIFICATIONS DESIGN LOADS 1 ::Wind::Vult =95 mph 2 Exposure:C Vasd =0 mph 3 4 ::Seismic:: Site Class: D Ss =1.172 g S1 =0.421 g TL =8 sec California Building Code (CBC) 2019 STRUCTURAL CALCULATIONS for RE REVERENCE ENGINEERING STRUCTURAL ENGINEERING SERVICES ASCE 7-16: Minimum Design Loads for Buildings and Other Structures ACI 318-14: Building Code Requirements for Structural Concrete ANSI/AISC 360-16: Specification for Structural Steel Buildings Project #: 1912048 Del Taco Monument SignTech  San Juan Capistrano, CA Prepared for: Package Type: Revised Package 31780 Del Obispo Street at www.ReverenceEngineering.com 619-354-1152 1 of 4 For proposals and inquires: Projects@ReverenceEngineering.com 4-2-2020 Project #: WIND LOADS ON OTHER STRUCTURES AND BUILDING APPURTENANCES PER CHAPTER 29 DESIGN WIND LOADS - SOLID SIGNS (SECTION 29.5) V =95 mph Basic Wind Speed s/h =1 -Cabinent to Overall Height Ratio Exposure Category: C h =6 ft Average Height B/s =1.653 -Cabinent Width to Height Ratio s =6 ft Vertical sign dimension zg =900 ft Terrain Exposure Constant [Table 26.9-1] B =9.917 ft Horizontal sign dimension α =9.5 -Terrain Exposure Constant [Table 26.9-1] ε =100%-Solid to Gross Area Ratio (porosity)Kd =0.85 Directionality Factor [Table 26.6-1] FoS =0%-Add'l. FoS applied to pz Kzt =1 Topographic Factor [26.8.2] IF two poles, spacing:8.25 ft [0 for one pole]G =0.85 -Gust Effect Factor [26.9.1] 0.2B =1.983 ft Case B Offset Distribution Factor:0.74 -(Fraction of sign load that must be attributed to each pole, if more than one is present) Figure 29.4-1 Cf Cases A & B Aspect Ratio B/s 0.05 0.1 0.2 0.5 1 2 4 5 10 20 30 45 1.00 1.80 1.70 1.65 1.55 1.45 1.40 1.35 1.35 1.30 1.30 1.30 1.30 1 1.653 2 0.90 1.85 1.75 1.70 1.60 1.55 1.50 1.45 1.45 1.40 1.40 1.40 1.40 1 1.45 1.42 1.40 0.70 1.90 1.85 1.75 1.70 1.65 1.60 1.60 1.55 1.55 1.55 1.55 1.55 1 1.42 0.50 1.95 1.85 1.80 1.75 1.75 1.70 1.70 1.70 1.70 1.70 1.70 1.75 0.90 1.55 1.52 1.50 0.30 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.80 1.85 1.85 1.85 Cf =1.417 - 0.20 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.85 1.90 1.90 1.95 Force Coefficient [Figure 29.4-1] 0.16 1.95 1.90 1.85 1.85 1.80 1.80 1.85 1.85 1.85 1.90 1.90 1.95 h =Cumulative Height to top of section Kz =Velocity Pressure Exposure Coefficient [Table 29.3-1] z =Centroid of Section Height qh =Velocity Pressure (psf)qz =0.00256*Kd*Kz*Kzt*V2 [Eqn 27.3-1] p =Design Wind Pressure (psf)p =qh*G*Cf [Eqn 29.4-1] SIGN BUILD FORCE is PER POLE and reflects distribution per Case B to applicable components 1 1 10.25 1.0 0.5 0.849 16.67 20.08 10.3 0.1 0.1 0.4 2 0.208 4 1.2 1.104 0.849 16.67 20.08 0.8 0.0 0.0 0.0 3 0.5 2.5 1.7 1.458 0.849 16.67 20.08 1.3 0.0 0.0 0.0 4 4 9.5 5.7 3.708 0.849 16.67 20.08 38.0 0.4 1.4 1.5 5 0.083 2.5 5.8 5.75 0.849 16.67 20.08 0.2 0.0 0.0 0.0 6 0.083 3 5.9 5.833 0.849 16.67 20.08 0.3 0.0 0.0 0.0 7 0.125 3.333 6.0 5.938 0.849 16.67 20.08 0.4 0.0 0.0 0.0 8 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 9 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 10 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 11 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 12 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 13 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 14 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 15 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 16 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 17 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 18 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 19 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 20 6.0 6 0.849 16.67 20.08 0.0 0.0 0.0 0.0 H =6 ft Overall height check 0.5 1.5 1.9 0.0 0.0 kip kip-ft kip-ft kip-ft kip-ft Mu2#Δh (ft) Width(ft)Cant.CAB?h(ft)z(ft)Kz qz(psf) pz(psf) AF(sqft) Fu(kip) Mu(k-ft) Tu(k-ft)Mu1 s/h INTERPOLATION 1912048 31780 Del Obispo Street, San Juan Capistrano, CA Del Taco Monument RE REVERENCE ENGINEERING www.ReverenceEngineering.com 619-354-1152 2 of 4 For proposals and inquires: Projects@ReverenceEngineering.com Project #: SEISMIC ANALYSIS FOR NON-BUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REF: ASCE CHAPTER 15 Ss =1.172 of g Short Period Spectral Acceleration (USGS) S1 =0.421 of g 1-sec Period Spectral Acceleration (USGS) TL =8 sec Long-Period Transition Period (USGS)0.25 0.5 0.75 1.0 1.25 1.5 1.00 1.25 D 1.6 1.4 1.2 1.1 1.0 1.0 1.10 1.00 Ie 1.0 -ASCE 7-16 Table 1.5-2 per 15.4.1.1 hn =6 ft Structural height w =15 psf Seismic Weight for analysis (conservative) R =3 -Response Modification Coefficient for:0.1 0.2 0.3 0.4 0.5 0.6 0.40 0.50 D 2.4 2.2 2 1.9 1.8 1.7 1.90 1.80 Fa =1.03 -Short-Period Site Coefficient Fv =1.88 -Long-Period Site Coefficient Section 11.4.8 Exception: SMS =1.21 -Spectral Response Acceleration Parameter [Eqn 11.4-1] SM1 =0.79 -Spectral Response Acceleration Parameter [Eqn 11.4-2] SDS =0.81 -Design Spectral Acceleration Parameter [Eqn 11.4-3]SD1 =0.53 -Design Spectral Acceleration Parameter [Eqn 11.4-4] x =0.75 -Period Parameter [Table 12.8-2] Ct =0.02 -Period Parameter [Table 12.8-2] Ta =0.08 sec Approximate Fundamental Period [Eqn 12.8-7]Ts =0.655 sec SEISMIC RESPONSE COEFFICIENTS PER ASCE 7-16 12.8.1.1 Values for Section 11.4.8 Exception (as required): Cs =0.269 -Seismic Response Coefficient [Eqn 12.8-2]for T ≤ 1.5 Ts Cs =0.269 -<-- UseCs =2.293 -Upper limit for T ≤ TL [Eqn 12.8-3]for 1.5 Ts < T ≤ TL Cs =3.439 - Cs =239.2 -Upper limit for T > TL [Eqn 12.8-4]for T > TL Cs =358.8 -Cs,use =0.269 -Cs,use =0.269 - Cs,use =0.269 -Seismic Response Coefficient Seismic Load: 1 1.0 10.3 1.0 0.5 153.8 41.29 20.65 Base Bending Moment:0.6 k-ft 2 0.2 4.0 1.208 1.104 12.5 3.357 3.707 Base Shear:0.206 kip 3 0.5 2.5 1.708 1.458 18.75 5.036 7.344 WIND GOVERNS 4 4.0 9.5 5.708 3.708 570 153.1 567.7 5 0.1 2.5 5.792 5.75 3.125 0.839 4.826 Overstrength:Ω =2.5 - 6 0.1 3.0 5.875 5.833 3.75 1.007 5.875 Base Bending Moment:1.6 k-ft 7 0.1 3.3 6 5.938 6.25 1.679 9.966 Base Shear:0.516 kip 8 0.0 0.0 6 6 0 0 0 WIND GOVERNS 9 0.0 0.0 6 6 0 0 0 10 0.0 0.0 6 6 0 0 0 Post-Installed Anchors (0.75) per 17.2.3.4.4: 11 0.0 0.0 6 6 0 0 0 (only when applicable) 12 0.0 0.0 6 6 0 0 0 Base Bending Moment:2.1 k-ft 13 0.0 0.0 6 6 0 0 0 Base Shear:0.7 kip 14 0.0 0.0 6 6 0 0 0 SEISMIC GOVERNS 15 0.0 0.0 6 6 0 0 0 16 0.0 0.0 6 6 0 0 0 17 0.0 0.0 6 6 0 0 0 18 0.0 0.0 6 6 0 0 0 19 0.0 0.0 6 6 0 0 0 20 0.0 0.0 6 6 0 0 0 H =6 ft Overall height check 1912048 31780 Del Obispo Street, San Juan Capistrano, CA Del Taco Monument RE REVERENCE ENGINEERING able 11.4-1: Short-Period Site Coefficient, Fa (excerp Site Class Short Period Spectral Acceleration, Ss able 11.4-2: Long-Period Site Coefficient, Fv (excerp Site Class 1-Sec Period Spectral Acceleration, S1 2. Structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4) for T > TL. Weight Overrides #Δh (ft) Width (ft) W (lb) w (plf) w (psf) h (ft) z (ft) W (lb) Fu (kip) Mu (k-ft) www.ReverenceEngineering.com 619-354-1152 3 of 4 For proposals and inquires: Projects@ReverenceEngineering.com Project #: SPLICE (OR SECTION) LOADS Moments include an additional 10% per 29.4-1 if s/h=1 1 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 2 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 3 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 4 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A CAST-IN-PLACE PIER DESIGN Primary b =1.5 ft Footing diameter*Soil Class: 5Mu =1.70 k-ft Moment at grade Vu =0.51 k Shear at grade ω =1.3 Per IBC 1605.3.2 Ms =1.02 k-ft Service M (0.6*Mu)Vs =0.309 k Service V (0.6*Vu)P =401.1 lb Lateral Wind Force s =100 psf/ft Lateral Bearing per IBC Table 1806.2 s' =267 psf/ft Increased per IBC 1806.1 & 1806.3.4 ITERATION PER IBC 1807.3.2.1 DESIGN RESULTS h =3.31 ft S1 =331.1 psf MIN. PIER DEPTH: 3 ft and 9 in d =3.72 ft A =1.89 ft MIN. PIER DIAMETER*: 1 ft and 6 in *Also refers to diagonal of a square or rectangle MEMBER SELECTION STAGE:1 LRFD DESIGN Mu =1.70 k-ft Tu =0.00 k-ft φ =0.9 Fy =35 ksiVu =0.51 kip L =6 ft =72 in Zreq =0.648 in3 Z φMn φVn φTn(in3)(k-ft)D/C Check (kip)D/C Check (k-ft)D/C Check D/C Check 0.713 1.872 0.908 OK!9.639 0.053 OK!1.77 0 OK!0.908 OK! Z φMn φVn φTn(in3)(k-ft)D/C Check (kip)D/C Check (k-ft)D/C Check D/C Check 2.19 5.749 0.296 OK!19.56 0.026 OK!5.412 0 OK!0.296 OK! Combined 3" Std. Pipe( X )MANUAL SELECTIONSection Name 2" Std. Pipe Combined Section Type:PipeA53 ( )LEAST Z SELECTIONSection Name Ratio 2.5 #N/A #N/A #N/A GRADE 0.514 1.700 0.000 #N/A #N/A #N/A #N/A #N/A Fu (kip) z (ft)V (kip)M (k-ft)T (k-ft) #N/A #N/A #N/A Splice h (ft)Index-h- (ft) w+ (ft) h+ (ft) p+ (psf) AF (sqft) #N/A 1912048 31780 Del Obispo Street, San Juan Capistrano, CA Del Taco Monument RE REVERENCE ENGINEERING www.ReverenceEngineering.com 619-354-1152 4 of 4 For proposals and inquires: Projects@ReverenceEngineering.com