The URL can be used to link to this page

Home My WebLink AboutDESIGN CALCULATIONL I r boy. 08M — •y , t�� as /� ks easyseals.com RECEIVED MAY 0 5 2016 PEPJ�%TTING St. Lucie County, n DESIGN CALCULATIONS FOR SCANNED BY RAYMOND GREGG St. Lucie County RAYMOND'S PLAZA FREESTANDING SIGNS Midway Rd — Ft Pierce 1. Design is in accordance with the Florida Building Code Sth Edition (2014) for use within and outside the High Velocity Hurricane Zone (HVHZ). FILF 2. Wind loads have been calculated per the requirements of ASCE 7 30 as shown herein, except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those . systems, components, and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The existing host structure (if any) must be capable of supporting the loaded system as verified by building department or architect / engineer of record. No warranty, either expressed or implied, is contained herein. 4. System components shall be as noted herein. All references to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be required or a separate site -specific engineering evaluation performed. 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2010 Aluminum Design Manual, Part 1-A. Steel components in contact with, but not encased in, concrete shall be coated, painted, or otherwise protected against corrosion. 7. Engineer seal affixed hereto validates structural design as shown only. Use of this specification by contractor, et. AI, indemnifies and saves harmless this engineer for all costs & damages including legal fees & apellate fees resulting from deviation f,nm fhic r4.cion Index: Pg 1 Cover Pg 2 Wind Loads Pg 3 Footing Design Pg4 Primary Support(s) Pg 5-6 Cast -In Anchor Bolts .pnuiur.., Engneestrgrtr�e�hcl seal valid P"p�a `troug s� No. 773 2' Easy Seals.;,;;, COT # 67382 # 31124 Federal Hwy, g200 Seaii5 ,cool Page 1 Bocaoca Raton, Easy ton, FL 33432 7 _, = CALCULATIOhl' :OR FREESTANDING SIGNS _ _.�� as1 SeaLS earysealimm ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V = 156 mph Basic wind speed Exposure C Calculations a= 9.5 3-sec gust speed power law exponent zg = 900, Nominal ht. of atmos. boundary layer G = 0.85 156 mph - Exp "C" Monuments at grade W/Ht Ratio 5 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 It + 35.5 psf 18 It + 36.9 psf 20 ft + 37.8 psf 30 ft ± 41.1 psf 35 ft ± 42.5 psf 40 ft + 43.7 psf 45 ft ± 44.8 psf 50 ft ± 45.8 psf 55 ft + 46.7 psf 60 ft + 47.6 psf 70 ft ± 49.1 psf 80 ft ± 50.5 psf 90 ft ± 51.8 psf 100 ft ± 53.0 psf 110 ft ± 54.1 psf 120 ft ± 55.1 psf 130 ft ± 56.0 psf 140 It + 56.9 psf 150 ft ± 57.7 psf 175 It ± 59.6 psf 200 ft ± 61.3 psf 250 ft ± 64.3 psf Risk Category 1 Structure ASD Load Combo Coeff: 0.6 n Y tlz 0.85 27.0 0.88 28.0 0.90 28.7 0.98 31.2 1.01 32.2 1.04 33.2 1.07 34.0 1.09 34.8 1.12 35.5 1.14 36.1 1.17 37.3 1.21 38.4 1.24 39.3 1.27 40.2 1.29 41.0 1.32 41.8 1.34 42.5 1.36 43.2 1.38 43.8 1.42 45.2 1.46 46.5 1.53 48.8 Kd = 0.85 Kzt = 1.0 Directionalityfactor Topographicfoctor Cf = 1.55 Force Coefficient ...Width /Height ratio >_ 0.5 Page 2 r /J Easy. Seals CALCULATION - "OR FREESTANDING SIGNS Footing Design For Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P = 35.5 psf Overturning Safety Factor: Q = 1.5 ... FBC 1807.2.3 Sign area 1: A1= 47.4 sq ft ... tributary area 1 for each footer (e.g. sign) Height of applied force above grade: h1= 2.8 ft ... height of area 1 centroid Sign area 2: A2 = 0.0 sq ft ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 = 0.0 ft ... height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn = 4.7 kip-ft Round Footing Diameter: B = 3 ft Footing depth: d = 4.67 ft Soil cover: ds = 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds = 0 lb ... = SOOpcf*n*B42/4*ds Footing weight: Df= 4952 lb ... =150pcf*n*B^2/4*d Total weight: D= 5152 lb ... =Dr+Ds+of Soil Strength ...FBC Tables 1805.2, 1819.6 Soil class: 4. Sand, silty sand, silty gravel Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 467 psf Total applied lateral load: Ptot = 1.69 kips Equiv ht of applied load: heq = 2.79 ft As= 2.34*Ptot/(S1*B) As = 2.8 ft dreq = As/2 * [ 1+V(1+4.36*heq/As) ) dreq = 4.65 ft Page 3 'J CALCULATI �� q� ON' ALUMINUM DESIGN MANUAL Specifications for Aluminum Structures (Buildings) Design Check of 6.625" o x 0.28" Aluminum Pipe Alloy: 6061 Temper: T6 SECTION PROPERTIES d t Ix ly Sc rx ry l A MATERIAL PROPERTIES Ftu 24 ksi Fty 15 ksi Fcy 15 ksi Fsu 15 ksi E 10,100 ksi 6.625" 0.28" 28.14 inA4 28.14 inA4 8.50 inA3 2.25 in 2.25 in 56.28 inA4 5.58 inA2 Welded: y -OR FREESTANDING SIGNS Outer Diameter Thickness Moment of Inertia about axis parallel to flange Moment of Inertia about axis parallel to web Section modulus, compression side (about X-axis) Radius of gyration about centroidal axis parallel to flange Radius of gyration about centroidal axis parallel to web Torsion constant Cross sectional area of member Tensile ultimate strength Tensile yield strength Compressive yield strength Shear ultimate strength Compressive Modulus of Elasticity STRESSES Fb = 9.90 ksi Fac = 6.94 ksi MEMBER LOADING Design wind pressure: Sign area 1: Eccentricity of applied force: Sign area 2: Eccentricity of applied force: Bending Moments Mz 4.7 kip-ft fb = 6.64 ksi Fb = 9.90 ksi Allowable bending stress Allowable axial stress, compression. P= Al e1= A2 = e2 = 35.5 47.4 2.8 0.0 0.0 Bending momemt developed in member Bending stress developed in member Allowable bending stress of member. psf sq ft ft sq ft ft ... tributary area 1 for each post (e.g. sign) ... distance to area 1 centroid ... tributary area 2 for each post (e.g. post) ... distance to area 2 centroid IIma= Z01 kip ft fb < Fb OK 'FILEpy . t Page 4 ;`sySeals CALCULATIOP eagle K.s Cast -in -Place Concrete Anchor Bolts ACI 318-11, Appendix "D" Required Strength: Wind pressure: W = 35.5 psf Dead load: D = 0 lb ASCE 7-10, 2.3.2: U= (1.2) D + (1.0)W Tributary area: Load eccentricity: Mu = 4.70 kip-ft =OR FREESTANDING SIGNS A = 47.4 sqft e = 2.8 ft ... _ [(1.2)D+(1.o)w]*A*e Anchor & Concrete Specs: Concrete: Pc = 2500 psi Anchor bolt size: 5/8" da = 0.625 in nt = 11 threads/in Anchor material: SAE Grade 2 / A307 futa = 74 ksi Embedment: hef= 16 in Edge distance: ED = 13.5 in City anchors in group: Q = 2 anchors Anchor group offset: a = 9 in Anchor Strength: Tension: U <_ 0.75 (� Nn Steel Strength: Ase = 7c/4*(da-0.9743/nt)2 Ase = 0.23 in Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anc = 1406 in' Nb = kc*h*Vf'c*hefA1.5 Nb = 76.8 kips limit=16*A-11fc*heP(513) = 81.3kips kc = 24 ...cast -in anchors h = 1.0 ... normal weight concrete Concrete breakout strength: Steel: Conc, no suppl reinf: Nsa = Ase*futa Nsa = 16.7 kips 4)s = 0.75 coc = 0.70 dts*Nsa = 12.5 kips Anco = 9*hefA2 Anco = 2304 in Cracked Concrete: Wc= 1.0 Cast -in -anchors: Wcp= 1.0 Wed = 0.7+0.3*ED/(1.5*hef) Wed = 0.87 No eccentricity between anchors: Wec = 1.0 Ncb= (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb Ncb = 40.7 kips (Oc*Ncb = 28.5 kips Concrete Pullout: Hooked Bar / Stud: Hook length: eh = 4.25 in da Np = 0 9 6.0*eh*kips Cracked Concrete: Wc,p = 1.0 —� LE Concrete pullout strength: Npn = Wc.p*Nps, Npn = 6.0 kips cbc*Npn = 4.2 kips Page 5 1 � Easy.Seals Concrete Blowout: Hooked Bar/Stud Concrete blowout strength: Critical Anchor Strength: (�Nn = min((ts*Nsa,4)c*Ncb,4)c*Npn,(tc*Nsb) coNn = 4.2 kips CALCULATIOI'. FOR FREESTANDING SIGNS, Nsb = N/A (No headed stud) Nsb = N/A 4)c*Nsb = N/A (�Mn = Q*(ONn*a cl�Mn = 6.3 kip-ft Mu 5 0.75 4) Mn 4.70 kip-ft < 4.7 kip-ft OK Page 6