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HomeMy WebLinkAboutDESIGN CALCULATIONSEasyseals easyseals.com DESIGN CALCULATIONS FOR `A 13URGER ICING #576 ORDER CANOPY 6598 US Hwy i - Port St Lucie GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition (2017) for use within and outside the High Velocity Hurricane Zone (HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as ---shown-herein,-except-where noted otherwise.- — ----- -- - ---- ---- - - _ 3. These engineering calculations pertain only to the structural integrity of Index: those systems, components, and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure (if any) is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system, subject to building department Pg 3 Footing Design approval. No warranty, either expressed or implied, is contained herein. Pg4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 cast -In Anchors Bolts 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 2015 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. Al, indemnifies and saves harmless this engineer for all costs & damages including legal fees & apellate fees resulting from deviation from this design. N Federal ttzoo Easy Seals .com Page 1 Bocaota Raton, FL 334323432 - EasySeals _ CALCULATION! . 1311 FREESTANDING SIGNS . /SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V =+ 150 mph I Basic wind speed Exposure!C_, Calculations a=9.5 3-sec gust speed power law exponent zg = 900, - -Nominal ht. of otmos. boundary layer G = 0.85 150 mph - Exp "C" Monuments at grade W/Ht Ratio!; 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft ± 32.9 psf ± 34.1 psf 18 fL 20 ft ± 34.9 psf 30 ft ± 38.0 psf 35 ft ± 39.3 psf 40 If ± 40.4 psf 45.If " ± -41.4 psf 50 ft ± 42.3 psf 55 It ± 43.2 psf 60 ft ± 44.0 psf 70 ft ± 45.4 psf 80 ft ± 46.7 psf 90 ft- ± 47.9 psf 100 ft ± 49.0 psf 110 It ± 50.0 psf 120 It ± 50.9 psf 130 ft ± 51.8 psf 140 It ± S2.6 psf 150 It ± 53.3 psf 175 ft ± 55.1 psf 200 It ± 56.7 psf 250 ft ± 59.4 psf Risk Category 15tructure ASD Load Combo Coeff: ° 0.6 N Y u t Y 9: 0.85 24.9 0.88 25.9 0.90 26.5 0.98 28.9 1.01 29.8 1.04 30.7 1.07 31.4 1.09 32.1 1.12 32.8 1.14 33.4 1.17 34.5 1.21 35.5 1.24 36.4 1.27 37.2 1.29 37.9 1.32 38.6 1.34 39.3 1.36 39.9 1.38 40.5 1.42 41.8 1.46 43.0 1.53 45.1 Kd = 0.85 Directionalityfactor Kzt=t_^ _1,0'^Topographicfactor f_...---.--".-e Cf 1S5 �ForceCoeffcient ...Width/Heightratio 20.5 Page 2 e EasySeals CALCULATION', ..3RFREESTANDING SIGNS emyz 1.. Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P =, 32.9 - ipsf Overturning Safety Factor: a =1 ' '1.5 ... FBC 1807.2.3 Sign area 1: A1= i 42.0 i sq ft ... tributary area 1 for each footer (e.g. sign) Height of applied force above grade: hl = 2.5 .; ft height of area 1 centroid Sign area 2: A2 = & 24.8 I sq ft i ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 =i 4.4 ift ... height of area 2 centroid Overturning Moment: Mn = P*(A1*hl+A2*h2 Mn = 7.0 kip-ft fSq/-Rect _� Footing dimensions: B 3.83 'ft L=1 3.83 Footing depth: d=6 2.5 !ft �sft _ Soil cover: ds=� 0ft Superstructure weight: Dr=r-,_200 Jlb Soil cover weight: Ds = 0 lb ...= 100pcf*B*L*ds Footing weight: Df= 5501 lb ... = 150pcf*B*L*d Total weight: D= 5701 lb ... =Dr+Ds+of Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: i_ 4. Sand, silty sand, silty gravel _ Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf Check Vertical Soil Bearing Pressures ------- --- ----- -(P)*(ni*n1+nz>nz) / o- qtoe = 2*D/[3*L*(B/2-e)) qtoe = 1448 psf Resisting moment due to Dead Load: My = D*B/2 My = 10.9 ...reaction below footer at toe kip-ft Total Resisting Moment: Mtot = My / ❑ Mtot= 7.3 kip-ft qtoe < Pbrg OK Mtot>Mn OK Page 3 VEasySeaifs CALCULATION, OR FREESTANDING SIGNS Hollow Structural Pipe in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A53 Grd B Steel: Fy = ^ 35 I ksi Safety Factor = i _ 1.67 s•Per section 133.4 Modulus of Elasticity: E=j 29000 ,jksi _ End Supports: I Cantilever] Member Properties ANSI S" Schedule 40 steel pipe Nominal size0 5"Idiam - iSch 40 Outside Diameter d=j�5.563 ;in Moment of Inertia: Ix= 15.2 in Wall Thickness t=1�.0.258 � in Section Modulus: S = 5.45 in3 _ Deflection Limit: Defl = L / Design wind pressure: P =f 32.9 psf Sign area: Al = 66.8 I sq ft ... tributary area for each post (e.g. sign+post) Eccentricity of applied force: el = i__ 3.2 ;ft ... distance to area centroid (weighted avg hl,h2) (1): Yielding Limit State Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67 Mn= 190.8 kip -in Mallow= 114.2 kip -in Check Member Bending Moment in member: Mmax = P*A1*e1 Mmax= 84.1 kip -in Check -Member Deflection: Allowable Deflection: Deflection in member: OzOow = 6.48 in Amax= P*(A*eA3)/(3*E*I) Amax = 0.09 in Mmax < Mallow... OK Amax < Aallow ... OK Page 4 EasySeals CALCULATION! DR FREESTANDING SIGNS essyseilamm Cast -in -Place Concrete Anchor Bolts ACI 318-11, Appendix "D" Required Strength: Wind pressure: W = 32.9 !psf Dead load: D = -T 0 i lb ASCE 7-10, 2.3.2: U=(1.2)D+(1.0)W Anchor & Concrete Anchor bolt size: j Anchor material:! Si Embedment: City anchors in group: Anchor Strength: A Tributary area: Load eccentricity: Mu = 11.68 Concrete: da = 0.75 in Grade 2JA307 l hef=,: � -24- ;in Ci= ­ 2 __ Janchors Tension: U 5 0.75 (t Nn Steel Strength: Ase = n/4*(da-0.9743/nt)2 Ase = 0.33 in2 Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef) Anc = 3037 in Nb= kc*21*vfc*hefA1.5 Nb = 141.1 kips Limit=16*A•Jfc*hef-(513) = 159.8kips kc = 24 ...cast -in anchors _,....normalweightconcrete -Concrete breakout strength: --Edge distance: Anchor group offset: A = 66.8� i sgft e -j ft kip-ft ... = I(1.2)D+(1.o)W]*A*e fc= 2500 jpsi nt= 30 threads/in futa = _ 74_ ksi ED=l 19.105=jin_ a =? 7.75 in Steel: Conc, no suppl re Nsa = Ase*futa Nsa = 24.8 kips 4)s = 0.75 4)c = 0.70 cWNsa = 18.6 kips Anco = 9*hefA2 Anco = 5184 in' !Cracked Concrete: q We = 1.0 Cast -in anchors. Wcp = 1.0 Wed =0.7+0.3*ED/(1.5*hef) Wed= 0.86 No eccentricity between anchors: Wec = 1.0 Ncb= (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb Ncb = 71.0 kips cbc*Ncb = 49.7 kips Concrete Pullout: Headed Stud / Bolt: Head diameter: dh = i 2 i in Np = 8*Abrg*fc Abrg = 3.1 in Np = 62.8 kips Cracked Concrete: Wc,p = 1.0 Concrete pullout strength: 'Npn = Wc.p*Np Npn = 62.8 kips ¢c*Npn = 44.0 kips Concrete Blowout: Headed Stud / Bolt: Nsb = 160*ED*VAbrg*A*dfc Concrete blowout strength: Nsb = 270.9 kips 4)c*Nsb = 189.6 kips Critical Anchor Strength: o�Nn= min(4)s*Nsa,�c*Ncb,(Pc*Npn,4)c*Nsb) 4bNn= 18.6 kips 4)Mn = Q*4)Nn*a (ittIVIn = 24.0 kip-ft Mu 5 0.75 (l:t Mn 11.68 kip-ft < 18.0 kip-ft OK Page 5