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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSU v THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa tl5220 Project Identity No.: 63870 Design No.: 55825 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Description: 8 Ft Tall X 8, Ft Wide Monument Sign Supported on One Pole Structural Engineering Calculations Table of Contents Wind Loads on Sign & Structural Support Design Attachment of Channel Letters and Digital Fuel Price Displays Prepared by: John F. Dougherty, P.E. Florida P.E. No. 80640 Code: Florida Building Code, 5th Edition (2014) - Building SGAIV j�p 3g euUE? Cnuptl, Pages 1- 8. Pages 9 -12 -too.�i No 80640 �O • S(T�AFE OF ' � —tc_1r U U THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Sign geometry: Sign Height, s 8 feet Sign Width, B 8 feet Sign Face Area, As 64 square feet Height from grade to top of sign, h = s = 8 feet Say sign weighs 10 psf Then total weight = 640 Ibs Thickness of sign, t 1.67 feet Lateral wind area, Alat = t s = 13.36 square feet Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.:55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Florida Building Code Sth Edition (2014) Building (FBC 5th) Table 1604.5; Risk Category II Figure 1609A; Vult _ 160 mph Nominal Design Wind Speed, Vasd = Vult (0.6)1/2 = 124 mph 1609.4.2;Surface Roughness B 1609.4.3; Exposure Category C grasslands and river flats nearby 1 of 12 2/10/17 �Ij U THOMAS Structural Calculations Sign & Awning Company, Inc. Client: WaWa #5220 4590 118th Avenue North Project Identity No.: 63870 Clearwater, Florida 33762 Design No.: 55825 Florida Certificate of Authorization No. 31751 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL 1609.6.1 5. For ... solid free -standing —solid signs..., apply ASCE 7 provisions. ASCE 7-10 Chapter 29 Wind Loads on Other Structures Figure 29.4-1 Clearance ratio, s/h = Aspect ratio, B/s = Cf for Case A or B Cfc1 for Case C, 0 to s Cfc2 for Case C, s to 2s Cfc3 for Case C, 2s to 3s Cfc4 for Case C, 3s to 4s Table 29.3-1 Kh = Kz Table 26.6-1, Directionality Factor, Kd Section 26.8.2, Topographic factor, Kzt Velocity pressure, qz = qh = 0.00256 Kz Kzt Kd Vasdz = 1.00 1.00 <2; Case C doesn't apply 1.45 0.00 0.00 0.00 0.00 0.85 0.85 for free standing signs 1.00 28.4 psf Section 26.9 gust effect factor, G 0.85 Design wind pressure (Case A) = qz G Cf = 35.0 psf Eq. 29.4-1, F = qh G Cf As Case A and Case B. FAB = 2241 lb Case C, F3 = qh G Cfcl sz = Case C, F2 = qh G Cfc2 s2 = Case C, F3 = qh G Cfc3 s2 = Case C, F4 = qh G Cfc4 sz = Total force, EF, = Lateral load, Flat = say qh G Cf Alat = 0 lb applied s/2 = 4.00 feet from end of sign 0 lbapplied3s/2 = 12.00 feet from end of sign 0 lb applied 5s/2 = 20.00 feet from end of sign 0 lb applied 7s/2 = 28.00 feet from end of sign 0 lb 322.62 lb (assumes Cf = 1.00) 7o be shown on construction documents: ULTIMATE DESIGN WIND SPEED, Vult (3-SECOND GUST): 160 mph NOMINAL DESIGN WIND SPEED, Vasd: 124 mph RISK CATEGORY: II EXPOSURE CATEGORY: C DESIGN WIND PRESSURE: 35.0 psf _ 2of12 2/10/17 v THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St., Lucie, FL For One Support Pole: Case B FAB applied 0.2B = Torsion = FAB (0.2)B = F applied 0.05h = Pole base moment, MxB = FAB(0.55)h = Vxs = FAB = VyB = Flat = Pole base moment, MyB = VyB (0.55h) _ Case C Total load, Vxc = FAB = Structural Calculations Client: WaWa k5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 1.60 feet from center of sign 3,586 ft-lb 0.40 feet above center 9,860 ft-lb* 2241 lb 322.6 lb 1419.5 ft-lb* F117 Pale base moment, Mxc = Vxc (0.55)h = 0 ft-lb* Torsion, T = F3 (13/2-s/2) + F2.(B/2-3s/2) + F3 (13/2-5s/2) + F4 (B/2-7s/2) T= 0 ft-lb VyB = Flat = 322.6 lb Pole base moment, MyB = VyB (0.55h) = 1419.5 ft-lb* Vx = Mx= Torsior My= Vy = ** Resultant V=(Vx2+Vy2)1/2 ** Resultant M=(Mx2+My2)1/2 Case B Case C Maximum 2,241 0 2,241 9,860 0 9,860 3,586 0 3,586 1,419.5 1,419.5 1,420 322.6 322.6 323 2264 323 2,264 9962 1420 9,962 In ft-lb at grade* ft-lb ft-lb at grade* lb lb ft-lb at grade* * Moment is greater below grade; see drilled pier design ** Use resultant base shear and moment for drilled pier design For load combination 1.0 DL+0.6 Wind Vx = 1,345 lb Mx= Torsion My= Vy = ** Resultant V=(Vx2+Vy2)1/2 = ** Resultant M=(Mx2+My2)1/2 = 5,916 ft-lb at grade* 2,151 ft-Ib 852 ft-lb at grade* 194 lb 1,358 lb 5,977 ft-lb at grade* 3 of 12 2/10/17 U v THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, PortSt. Lucie, FL For short, free -head pier in cohesionless soil Lateral load applied to pile at grade, Pa = 1,358 lb Moment applied to pile at grade, Ma = 5,977 ft-lb Resolve Pa and Ma into a load applied at a height a above grade e = M/P = 4.4 feet Structural Calculations Client: WaWa k5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Torsion, T= 2151 ft-lb Diameter of the pier, b = 18 inches = 1.5 feet Note: Thomas Sign's standard augers are 18, 30 and 36 inches diameter X 11'-6" max depth Embedded length below grade, L= 6,5 feet Assume angle of friction, � = 30 degrees Rankine coefficient of passive pressure, Kp = tan 2(45+�/2) = 3.00 Unit weight of soil, y = 110.0 pcf 4 of 12 2/10117 v Using Brom's method: The load that will cause soil failure, Pt=ybL'Kp/2/(e+L)= 6235.8 lb Pt>= Pa; OK Distance from grade down to the point of zero shear (max moment), f = (2Pa/(3 y b Kp)1"2 = 1.35 feet Mmax = Pa (e+f) - Pa f /3 = 7,202 ft-lb Moment magnification = Mgrade/Mmax = 1.205 Check stresses in the sign pole embedded in concrete pier. Perimeter area of pier, Ap = 27E(b/2)(12L) 4411 sq in Shear on soil -concrete interface= 12T/(b/2)/Ap = 0.65 psi x144 = 94 psf average soil pressure =110 pcf(L/2)= 357.5 psf say friction coeficient, fr = 0.3 friction force = 107.25 psf' Factor of Safety against turning = 107.3 / 94 = 1.15 > 1.00; OK 5 of 12 2/10/17 U U THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Check: ASTM A560 G€ad pe45TD Structural Calculations Client: WaWa#5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Fy = 46 ksi W(Ib/H) A OD /D tnom tees DA 1, 10.8 2.96 4.5 4.03 0.237 0.221 20.4 6.82 Zr Sr rx ly Zy Sy ry J 4.05 3.03 1.51 6.82 4.05 3.03 1.51 13.6 From drilled pier design, Max Resultant Moment, M = 7,202 ft-lb Resultant Lateral load on pole, Rb = 1,358 lb Torsion,T= 2,151 ft-lb Free length of cantilever, h = 8.00 feet Center.of load applied above grade, H = 0.55 h = 4.40 feet Weight of sign = 640 lb AISC Table B4.1, sect 15 D/t = 20.40 In compression; Xr = 0.11 E / Fy = 69.35 >D/t; non -slender element In flexure; Xp = 0.07 E/Fy = 44.13 %r=0.31E/Fy= 195.43 compact section 6 of 12 2/10/17 U W THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 AISC Chapter E; Compression AISC Section El AISC Section E2 S2c = Effective length factor, K = KI/r = K(12H)/rx = Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 1.67 2.10 for cantilever 73.43 .AISC Section E3 4.71 (E/Fy)"' = 118 >= KI/r _ AISC Eq. E3-4; Fe = 53.1 ksi AISC Eq. E3-2; Fcr = 32.0 ksi AISC Eq. E3-1; Pn = Fcr Ag = 95 kips - Allowable compression strength, Pc = Pn/S2c = 57 kips Pole weight 10.8 Ib/ft H 4.40 feet Weight of pole = 47.5 lb Weight of sign = 640 lb Required compression, Pr = 687.5 lb = 0.69 kips 0.69 <= 57: OK AISC Chapter F; Flexure 62b = 1.67 AISC Section F8 0.45 E/Fy = 283.7 D/t < 0.45 E/Fy; Sect F8 Applies Section F8.1; Yielding Eq. F8-1; Mn = Mp = FyZ = 186 kip -in Section F8.2; Local Buckling For compact sections Section F8.2 does not apply For non -compact sections; Eq. F8-2; Mn = 230 kip -in For slender walled sections; Eq. F8-3; Mn = 1,421 kip -in Mn = 186 kip -in Allowable moment, Mc = Mn/S2b = 112 kip -in Required moment, Mr = 7,202 ft-lb = 86 inch -kip 86<=112;OK AISC Chapter G; Shear 62v = 1.67 Section G6; Lv is undefined since transverse shear is constant Section G6; Eq. G6-2a; Fcr = N/A -- Eq. G6-2b; Fcr= 245 ksi Vn = Fcr Area / 2 = 363 kips Allowable transverse shear, Vc = Vn/S2v = 218 kips Required transverse shear, Vr = 1,358 lb = 1.36 kips inch -kip 1.36<=218;OK 7 of 12 2/10/17 Wr U THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 AISC Chapter H; Combined Forces Section H3.1 S2t= HSS torsional constant, C=rz(OD-t)2t/2 = 1.67 6.36 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Fcr is largest of eq. 1­13-2a and eq. 1­13-2b but shall not exceed 0.6Fy Eq. 1­13-2a; Fcr = 241 ksi Eq. 1­13-2b; Fcr = 189.4. ksi 0.6 Fy = 27.6 ksi Use Fcr= 27.6 ksi eq 1­13-1; Tn = Fcr C = 175.4 in -kip Allowable torsion, Tc = Tn/Qt = 105.0 in -kip Required torsion, Tr = 2,151.3 ft-lb = 25.82 inch -kip 25.82 <= 105; OK AISCSection H3.2; eq. 1­13-6 (Pr/Pc)+(Mr/Mc)+{(vr/vc)+(Tr/Tc))2 <=1.00 0.85 <= 1.00; OK Deflection Deflection due to load Rb,A = Rb (12H)3/(3EIx) = 0.34 inches 2(12H)/120 = 0.88 inches* OK * Uses span = 2H in accordance with building code for cantilevers 8of12 2/10/17 U u THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa#5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL 16" Channel Letters and Digital Fuel Price Displays Mounted to Face of Monument Sign Monument "eave" height, h 8.00 feet Installation height, z 7.08 feet (for fuel display) Florida Building Code 5th Edition (2014) Building Table 1604.5; Risk Category ;Figure 1609A; Vult Nominal Design Wind Speed, Vasd = Vult(0.6)'12 = 1609.4.2; Surface Roughness 1609.4.3; Exposure Category C&C 11 160 mph 124 mph B C grasslands and river flats nearby Size of letters W a Logo Fuel $$ Height 1.33 1.12 0.82 1.33 feet Width 1.55 0.90 1.29 2.92 feet Area 2.065 1.010 1.054 3.889 sq. ft. Letter thickness 0.417 0.417 0.333 0.000 Max dimension 1.55 1.12 1.29 2.92 Area 0.645 0.466 0.430 0.000 sq. ft. ASCE 7-10 Table 30.7-2, h=8, Flat Roof, zone 4 Vasd 123.9 mph Load Case 1 -30.7 Load Case 2 30.7 Pnet 1609.6.4.2 & ASCE 7-10 Table 27.3-1; Kz 1609.6.4.2 & ASCE 7-10 Section 26.8; Kzt Equation 16-35; Pnet Max = windward leeward 30.7 -30.7 psf 0.85 0.85 kh 1.00 1.00 26.1 -26.1 psf 26.1 psf 9 of 12 2/10/17 u U THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Normal Force W a Logo Fuel $$ Area (sq ft) 2.06 1.01 1.05 3.89 Wind pressure (psf) 26.1 26.1 26.1 26.1 Design force (lb) 53.8 26.3 27.5 101.4 No of anchors per letter, $ 4 8 Force per anchor 10.76 6.58 6.87 12.67 lb tension _ Tension in bolts is 100% 100% 100% 100% comprised of wind load Shear Force W a Logo Fuel $$ " Area (sq ft) 0.65 0.466 0.430 0.000 Wind pressure (psf) 26.1 26.1 26.1 26.1 Design force (lb) 16.8 12.1 11.2 0.0 " No of anchors per letter 5 4 4 8 Force Fws per anchor (lb) 3.36 ". 3.04 2.80 0.00 wind shear Say letter weighs 5 psf, then 10.32 5.05 5.27 19.44 Ibs No of anchors per letter 5 4 4 8 Gravity force Fg per anchor (lb) 2.06 1.26 1.32 2.43 gravity shear Total shear force = 5.43 3.29 4.12 2.43 lb total shear Shear is 38% 15% 32% 100% comprised of dead load and 62% 85% 68% 0% comprised of wind load W a Logo Fuel $$ For load combination 1.0 DL+0.6 Wind: 6.46 3.95 4.12 7.60 lb tension 4.08 2.47 2.72 1.77 lb shear Standoff distance from face of wall 0.00 0.00 1.50 0.00 inches Bending moment in shaft of fastener 0.00 0.00 4.07 0.00 inch -lb 'To be shown on construction documents: ULTIMATE DESIGN WIND SPEED, Vult (3-SECOND GUST): 160 mph NOMINAL DESIGN WIND SPEED,Vasd: 124 mph RISK CATEGORY: II EXPOSURE CATEGORY: C DESIGN WIND PRESSURE: 26.1 psf 10 of 12 2/10/17 u U THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No 80640 Determine required size of through -bolts for mounting channel letters to face of monument: Design Forces: Logol Letterl Banner) Tension, PT: Shear, Ps: Moment, M: Try Diameter = Area = For A307 galvanized bolts, tensile strength = 60,000 psi From "Steel Construction Manual," 13th ed., AISC, Table 7-1 Allowable tensile stress, Fnt/(2 = 22,500 psi Allowable shear stress, Fnv/(2 = 12,000 psi Tensile stress, ft = PT/Area = 132 Shear stress, fv = Ps/Area = 83 Section modulus, S=70'/32 0.001534 Bending stress, fb = M/5 = 0 lb lb inch -lb inch sq in 80 84 psi 50 55 psi 0.001534 0.001534 inch' 0 2,655 psi Stress ratio = (fb+ft)/Ft+ fv/Fv = 0.013 O'008 O'126' C<=�1I00. <=D1K <=O1I00; 11 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No 80640 Check sheet metal screws for mounting digital fuel price displays to the face of the monument 7.60 Ib tension / screw 1.77 Ib shear / screw For #10 self -tapping sheet metal screws, screw head in contact with 1/8" alum. Cabinet flange and screw head not in contact with 1/8" alum. Sign frame See ICC Evaluation, Service Evaluation Reports: ICC ESR-3223 ITW Buildex TEKS ICC ESR-2196 Hilti Self -Drilling ...Screws - ICC ESR-1976 ITW Buildex Self -Drilling Fasteners ESR-3223 ESR-2196 ESR-1976 Tensile Pull -Out Table 2 404 lb Table 2 254 lb Table 2 303 lb Tensile Pull -Over Table 3 714 lb Table 3 943 lb Table 3 1125, lb Allow. Fast'rTension Table 4 866 lb Table 5 455 lb Tables 2654 lb Allow. Fast'r Shear 536 lb Table 4 Table 5 405 lb Table 5 1718 lb Allow. Shear (Bearing) 475 lb Table 5 Table 4 807 lb Table 4 962 lb Use allowable tension = ' 254 lb and allowable shear= 405 lb Stress ratio = 7.6 / 254 + 1.8 / 405 = 0.03 S�AIVIV�i. THOMAS Structural Calculations SY Sign & Awning Company, Inc. Client: WaWa #5220 �t CuciQ 4590 118th Avenue North Project Identity No.: 63870l1r?%i Clearwater, Florida 33762 Design No.: 55825 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Description: 8 Ft Tall X 8 Ft Wide Monument Sign Supported on One PoleStructural Engineering Calculations FILE C-CRY-- Table of Contents Wind Loads onSign -& Structural Support Design Pages 1-8. Attachment of Channel Letters and Digital Fuel Price Displays Pages 9 - 12 Prepared by: John F. Dougherty, P.E. Florida-P.E. No. 80640 Code: Florida Building Code, 5th Edition (2014) - Building DOU No 80640 ?J` STATE OF �/1°l17 THESE PLANS AND A;_L PROPOSED WORK ARE SUBJECT TO 0H COPREC T IOPIS `REQUIRED 6Y FIELD INSPECTORS W� T F.9AY BE NECESSARY IN ORDER TO CCi„i'L1 WITH ALL APPLICABLE CGfj'E +. ST. LUCIE COUNTY BUILDING DIVISItJtti. REVIENJED FOR CO AL FDATE dst-.="7 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Sign geometry: Sign Height, s 8 feet Sign Width, B 8 feet Sign Face Area, As 64 square feet Height from grade to top of sign, h = s = 8 feet Say sign weighs 30 psf Then total weight = 640 Ibs Thickness of sign, t 1.67 feet Lateral wind area, Alat = t s = 13.36 square feet Florida Building Code 5th Edition (2014) Building (FBC 5th) Table 1604.5; Risk Category II Figure 1609A; Vult 160 mph Nominal Design Wind Speed, Vasd = Vult (0.6)1/2 = 124 mph 1609.4.2; Surface Roughness B 1609.4.3; Exposure Category C grasslands and river flats nearby 1of12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL 1609.6.1 5. For ... solid free-standing... solid signs..., apply ASCE 7 provisions. ASCE 7-10 Chapter 29 Wind Loads on Other Structures Figure 29.4-1 Clearance ratio, s/h = Aspect ratio, B/s = Cf for Case A or B Cfc1 for Case C. 0 to s Cfc2 for Case C, s to 2s Cfc3 for Case C, 2s to 3s Cfc4 for Case C, 3s to 4s Table 29.3-1 Kh = Kz Table 26.6-1, Directionality Factor, Kd Section 26.8.2, Topographic factor, Kzt Velocity pressure, qz = qh = 0.00256 Kz Kzt Kd Vasd2 = 1.00 1.00 <2; Case C doesn't apply 1.45 0.00 0.00 0.00 0.00 0.85 0.85 for free standing signs 1.00 28.4 psf Section 26.9 gust effect factor, G 0.85 Design wind pressure (Case A) = qz G Cf = 35.0 psf Eq. 29.4-1, F = qh G Cf As Case A and Case B, FAc = 2241 lb Case C, F3 = qh G Cfcl s2 = 0 lb applied s/2 = Case C, F2 = qh G Cfc2 s2 = 0 lb applied 3s/2 = Case C, F3 =. qh G Cfc3 s 2 = 0 lb applied 5s/2 = Case C, F4 = qh G Cfc4 s2 = 0 lb applied 7s/2 = Total force, EF, = _ 0 lb Lateral load, Flat = say qh G Cf Alat = 322.62 lb (assumes Cf =1.00) 4.00 feet from end of sign 12.00 feet from end of sign 20.00 feet from end of sign 28.00 feet from end of sign To be shown on construction documents: ULTIMATE DESIGN WIND SPEED, Vult (3-SECOND GUST): 160 mph NOMINAL DESIGN WIND SPEED,Vasd: 124 mph RISK CATEGORY: II EXPOSURE CATEGORY: C DESIGN WIND PRESSURE: 35.0 psf 2of12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL For One Support Pole: Case B FAB applied 0.213 = Torsion = FAB (0.2)B = F applied 0.05h = Pole base moment, MxB = FAB(0.55)h = VXB = FAB = Vy, = Flat = Pole base moment, MyB = VyB (0.55h) _ Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 1.60 feet from center of sign 3,586 ft-lb 0.40 feet above center 9,860 ft-lb* 2241 lb 322.6 lb 1419.5 ft-lb* Case C Total load, Vxc = FAB = 0 lb Pole base moment, Mxc= Vxc (0.55)h = 0 ft-lb* Torsion, T = F1(B/2-s/2) + F2 (B/2-3s/2) + F3 (B/2-5s/2) + F4 (B/2-7s/2) T= 0 ft-lb VyB=Flat = 322.6 lb Pole base moment, MyB = VyB (0.55h) = 1419.5 ft-lb* Vx = Mx= Torsion My= Vy = ** Resultant V=(VX2+Vyl)1/2= ** Resultant M=(Mx2+Myz)1/2 = Case B Case C Maximum 2,241 0 2,241 9,860 0 9,860 3,586 0 3,586 1,419.5 1,419.5 1,420 322.6 322.6 323 2264 323 2,264 99621 1420 9,962 lb ft-lb at grade* ft-I b ft-lb at grade* lb lb ft-lb at grade* * Moment is greater below grade; see drilled pier design ** Use resultant base shear and moment for drilled pier design For load combination 1.0 DL+0.6 Wind Vx = 1,345 lb Mx = 5,916 ft-lb at grade* Torsion 2,151 ft-lb My = 852 ft-lb at grade* Vy = 194 lb '*Resultant V=(Vx2+Vy2)1/2= 1,358 lb ** Resultant M=(Mx2+My2)1/2 = 5;977 ft-lb at grade* 3 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL For short, free -head pier in cohesionless soil Lateral load applied to pile at grade, Pa = 1,358 lb Moment applied to pile at grade, Ma = 5,977 ft-lb Resolve Pa and Ma into a load applied at a height a above grade e = M/P = 4.4 feet Structural Calculations Client: WaWa#5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Torsion, T= 2151 ft-lb Diameter of the pier, b =' 18 inches = 1.5 feet Note: Thomas Sign's standard augers are 18, 30 and 36 inches diameter X 11'-6" max depth Embedded length below grade, L= � feet Assume angle of friction, � _ Rankine coefficient of passive pressure, Kp = tan2(45+�/2) _ Unit weight of soil, y = 30 degrees 3.00 110.0 pcf 4 of 12 2/10/17 Using Brom's method: The load that will cause soil failure, Pt = ybL3Kp/2/(e+L) =6235.8 lb - Pt>= Pa; OK Distance from grade down to the point of zero shear (max moment), f = {2Pa/(3 y b Kp))1/2 = 1.35 feet Mmax = Pa (e+f) - Pa f /3 = 7,202 ft-lb Moment magnification = Mgrade/Mmax = L205 Check stresses in the sign pole embedded in concrete pier. Perimeter area of pier, Ap = 27[(b/2)(12L) _. 4411 sq in Shear on soil -concrete interface = 12T/(b/2)/Ap = 0.65 psi x144 = average soil pressure= 110.pcf(L/2)= 357.5 psf say friction-coeficient, fr = - 0.3 friction force = 107.25 psf Factor of Safety against turning =107.3 / 94 = 1.15 > 1.00; OK 94 psf 5 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Check: ASTM 500 rode C Pi e STD Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Fy = 46 ksi W(167ft) A OD /D tnom tdos DIt lx 10.8 2.96 4.5 4.03 0.237 0.221 20.4 6.82 Z, S, r, lY ZY SY rY J 4.05 3.03 1.51 6.82 4.05 3.03 1.51 13.6 From drilled pier design, Max Resultant Moment, M = 7,202 ft-lb Resultant Lateral load on pole, Rb = 1,358 lb Torsion, T = 2,151. ft-lb Free length of cantilever, h = 8.00 feet Center of load applied above grade, H = 0.55 h = 4.40 feet Weight of sign = 640 lb AISC Table B4.1, sect 15 D/t = 20.40 - In compression; Xr = 0.11 E / Fy = 69.35 >D/t; non -slender element In flexure; Xp = 0.07 E/Fy = 44.13 Rr =.0.31 E/Fy = 195.43 .compact section 6 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 AISC Chapter E; Compression AISC Section El' AISC Section E2 S2c = Effective length factor, K = KI/r = K(12H)/rx = Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 1.67 2.10 for cantilever 73.43 AISC Section E3 4.71 (E/Fy)"2 = 118 >= KI/r AISC Eq. E3-4; Fe = 53.1 ksi AISC Eq. E3-2; Fcr = 32.0 ksi AISC Eq. E3-1; Pn = Fcr Ag = 95 kips Allowable compression strength, Pc = Pn/S2c = 57 kips Pole weight 10.8 Ib/ft H 4.40 feet Weight of pole = 47.5 lb Weight of sign = 640 lb Required compression, Pr = 687.5 lb = - 0.69 <= 57: OK 0.69 kips AISC Chapter F; Flexure S2b = 1.67 AISC Section F8 0.45E/Fy= 283.7 D/t<0.45 E/Fy; Sect F8 Applies Section F8.1; Yielding _ Eq. F8-1; Mn = Mp = FyZ = 186 kip -in Section F8.2; Local Buckling For compact sections Section F8.2 does not apply For non -compact sections; Eq. F8-2; Mn = 230 kip -in For slender walled sections; Eq. F8-3; Mn = 1,421 kip -in Mn = 186 kip -in Allowable moment, Mc = Mn/S2b = 112 kip -in Required moment, Mr = 7,202 ft-lb= 86 inch -kip 86 <= 112; OK AISC. Chapter G; Shear 92v= 1.67 Section G6; Lv is undefined since transverse shear is constant Section G6; Eq. G6-2a; Fcr= N/A Eq. G6-2b; Fcr = 245- ksi Vn = Fcr Area / 2 = 363 kips Allowable transverse shear, Vc = Vn/S2v = 218 kips Required transverse shear, Vr = 1,358 lb = 1.36 kips inch -kip 1.36<=218;OK 7 of 12 2/10/17 THOMAS Structural Calculations Sign & Awning Company, Inc. - Client: WaWa #5220 4590 118th Avenue North Project Identity No.: 63870 Clearwater, Florida 33762 Design No.: 55825 Florida Certificate of Authorization No. 31751 Prepared by: Jahn F. Dougherty Florida P.E. License No. 80640 AISC Chapter H; Combined Forces Section H3.1 Qt = 1.67 HSS torsional constant, C=rz(OD-t)zt/2 = 6.36 Fcr is largest of eq. 1­13-2a and eq. 1­13-2b but shall not exceed 0.6Fy Eq. 1­13-2a; Fcr = 241 ksi Eq. 1­13-2b; Fcr = 189.4 ksi 0.6 Fy = 27.6 ksi Use Fcr= 27.6 ksi eq 1­13-1; Tn = Fcr C = 175.4 in -kip Allowable torsion, Tc = Tn/¢t = 105.0 in -kip Required torsion, Tr =. 2,151.3 ft-lb _ 25.82 inch -kip 25.82 <= 105; OK AISC Section H3.2; eq. 1­13-6 (Pr/Pc)+(Mr/Mc)+((Vr/Vc)+(Tr/Tc))z <=1.00 0.85 <= 1.00; OK Deflection Deflection due to load Rb, A = Rb (12H)3/(3EIx) _ 2(12H)/120 = * Uses span = 2H in accordance with building code for cantilevers 0.34 inches 0.88 inches* OK 8 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No. 80640 Installation Location: Prime Vista & Floresta, Port St.. Lucie, FL 16" Channel Letters and Digital Fuel Price Displays Mounted to Face of Monument Sign Monument "eave" height, h 8.00 feet Installation height, z 7.08 feet (for fuel display) Florida Building Code 5th Edition (2014) Building Table 1604.5; Risk Category Figure 1609A; Vult Nominal Design Wind Speed, Vasd = Vult(0.6)1/2 = 1609.4.2;Surface Roughness 1609.4.3; Exposure Category C&C 11 160 mph 124 mph B C grasslands and river flats nearby Size of letters W a Logo Fuel $$ Height 1.33 1.12 0.82 1.33 feet Width 1.55 0.90 1.29 2.92 feet Area 2.065 1.010 1.054 3.889 sq.ft. Letter thickness 0.417 0.417 0.333 0.000 Max dimension 1.55 1.12 1.29 2.92 Area 0.645. 0.466 0.430 0.000 sq. ft. ASCE 7-10 Table 30.7-2, h=8, Flat Roof, zone 4 Vasd 123.9 mph Load Case 1 -30.7 Load Case 2 30.7 windward leeward Pnet 30.7 730.7 psf 1609.6.4.2 & ASCE 7-10 Table 27.3-1; Kz 0.85 0.85 kh 1609.6.4.2 & ASCE 7-10 Section 26.8; Kzt 1.00 1.00 Equation 16-35; Pnet 26.1 -26.1 psf Max = M.1 psf 9 of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Installation Location: Prime Vista & Floresta, Port St. Lucie, FL Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E: License No. 80640 Normal Force W a Logo Fuel$$ Area (sq ft) 2.06 1.01 1.05 3.89 Wind pressure (psf) 26.1 26.1 26.1 26.1 Design force (lb) . 53.8 26.3 27.5 101.4 No of anchors per letter, 5 4 S Force per anchor 10.76 6.58 6.87 12.67 lb tension .Tension in bolts is 100% 100% 100% 100% comprised of wind load Shear Force. W a Logo Fuel $$ Area (sq ft) 0.65 0.466 0A30 0.000 Wind pressure (psf) 26.1 26.1 26.1 26.1 Design force (lb) 16.8 -12.1 11.2 0.0 No of anchors per letter 5 4 4 8 Force Fws per anchor (lb) 3.36 3.04 2.80 0.00 wind shear Say letter weighs 5 psf, then 10.32 5.05 5.27 19.44 Ibs No of anchors per letter 5 4 4 8 Gravity force Fg per anchor (lb) 2.06 1.26 1.32 2.43 gravity shear Total shear force = Shear is and 5.43 3.29 4.12 38% 15% 32% 62% 85% 68% 2.43 lb total shear 100% comprised of dead load 0% comprised of wind load W , a- Logo Fuel.$$ For load combination 1.0 DL+0.6 Wind: 6.46 3.95 4.12 7.60 lb tension 4.08 2.47 2.72 1.77 lb shear Standoff distance from face of wall 0.00 0.00. 1.50 0.00 inches Bending moment in shaft of fastener 0.00 0.00 .4.67 0.00 inch -lb To be shown on construction documents: ULTIMATE DESIGN WIND SPEED, Vult (3-SECOND GUST): 160 mph NOMINAL DESIGN WIND SPEED, Vasd: 124 mph RISK CATEGORY: II EXPOSURE CATEGORY: C DESIGN WIND PRESSURE: 26.1 psf 10 of-12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No 80640 Determine required size of through -bolts for mounting channel letters to face of monument: Design Forces: Logo Letterl Banner Tension, PT: 6.5 3.9 4.1 lb Shear, Ps: 4.1 2.5 2.7 lb Moment, M: - 0.0 0.0 4.1 inch -lb Try Diameter= 02$' 0z25' 0325 inch Area = 0.04911 0.0491 0.0491 sq in For A307 galvanized bolts, tensile strength = 60,000 psi From "Steel Construction Manual," 13th ed., AISC, Table 7-1 Allowable tensile stress, Fnt/92 = 22,500 psi Allowable shear stress, Fnv/92 = 12,000 psi Tensile stress, ft = PT/Area = Shear stress, fv = Ps/Area = Section modulus, S=aD3/32 Bending stress, fb = M/S = Stress ratio = (fb+ft)/Ft + fv/Fv = 132 801 84 psi 83 50 55 psi 0.001534. inch3 2,655 psi 6 < 03I < 081—= OK OK 11of 12 2/10/17 THOMAS Sign & Awning Company, Inc. 4590 118th Avenue North Clearwater, Florida 33762 Florida Certificate of Authorization No. 31751 Structural Calculations Client: WaWa #5220 Project Identity No.: 63870 Design No.: 55825 Prepared by: John F. Dougherty Florida P.E. License No 80640 Check sheet metal screws for mounting digital fuel price displays to the face of the monument 7.60 Ib tension / screw - - 1.77 Ib shear / screw For #10 self -tapping sheet metal screws, screw head in contact with 1/8" alum. Cabinet flange and screw head not in contact with 1/8" alum. Sign frame See ICC Evaluation,Service Evaluation Reports: ICC ESR-3223 ITW Buildex TEKS ICC ESR-2196 Hilti Self -Drilling ...Screws ICC ESR-1976 ITW Buildex Self -Drilling Fasteners 0UAIy1vCV BY �t ESR-3223 ESR-2196 ESR-1976 Tensile Pull -Out Use allowable tension = 254 lb and allowable shear = 405 lb Stress ratio = 7.6 / 254 + 1.8 / 405 = 0.03