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HomeMy WebLinkAboutDESIGN CALCULATIONSEasy,!�eals ,.• easyseals.com DESIGN CALCULATIONS FOR SCANNED BY St. Lucie Countq BURGER ICING #576 ORDER CANOPY 6598 US Hwy 1— Port St Lucie 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 those systems, components, and/or other construction explicitly Index: 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 Hwy, azoo Easy Seals .com Page 1 Bocaom Raton, FL 33432 EasySeals CALCULATION'.,, DR FREESTANDING SIGNS ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V 150;mph.. jBasic wind speed Exposures - C' i Calculations a=9.5 3-sec gust speed power law exponent zg = 900' Nominal ht. of atmos. boundary layer G = 0.85 150 mph - Exp "C" Monuments at grade W/Ht Ratio 5 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft t 32.9 psf +. 34.1 psf 18.ft" 20 ft + 34.9 psf 30ft + 38.0 psf 35 ft + 39.3 psf 40 ft + 40A psf 45 ft" " + 41.4 psf 504 + 42.3 psf 55 ft t 43.2 psf 60 ft + 44.0 psf 70 ft t 45.4 psf 80 ft + 46.7 psf 90 ft t 47.9 psf 100 ft + 49.0 psf " 110 ftt + 50.0 psf .120 ft t 50.9 psf 130 ft, + 51.8 psf 140 ft + 52.6 psf 150 psf 175 ft + 55.1 psf 200 ft t 56.7 psf 2500 ft t 59.4 psf Risk Category 1 Structure ASD Load Combo Coeff: N Y II Y Q: 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 Directionality factor _Kzt=ET-1L0_='�ToD Cf = 1.55 j Force Coefficient ...Width/Height ratio 20.5 Page 2 EasySea(S CALCULATION!, DR FREESTANDING SIGNS Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P=i" 32.9`* fpsf Overturning Safety Factor: O = 1.5_ • ... FBc 1807.2.3 Sign area 1: A1= i' •= 42.0• , sq ft ... tributary area 1 for each footer (e.g. sign) Height of applied force above grade: hl =" ` '2.5. ;ift ... height of area 1 centroid Sign area 2: A2 = 24.8 1 sq ft ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 = h 44 jft ... height of area 2 centroid Overturning Moment: Mn = P*(Al*hl+A2*h2) Mn = 7.0 kip-ft Sq / Ftect�) Footing dimensions: Footing depth: d=� IS ift Superstructure weight: Dr=[ 200 . lb _ Soil cover weight: Ds = 0 lb Footing weight: Df= 5501 lb Total weight: D = 5701 lb Soil Strength ...FBC Tables 1806.2, 1819.6 Soil class: i_,4. Sand; silty sand, silty,g�avel i Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf Check Vertical Soil Bearing Pressures L=(_, 3.83�ft T Soil cover: ds ft ... = 100pcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+Df e 1.23—ft=(P)*(A1'h1+A2•h2)/D -- qtoe = 2*D/[3* L*(B/2-e)) ...reaction below footer at toe qtoe = 1448 psf Resisting moment due to Dead Load: My = D*B/2 My = 10.9 kip-ft Total Resisting Moment: Mtot = My / O Mtot = 7.3 kip-ft qtoe < Pbrg OK Mtot>Mn OK Page 3 0Q) EasySea(s CALCULATION! )R FREESTANDING SIGNS Hollow Structural Pipe in [lending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A53 Grd B Steel: Fy=i' 35 Iksi Safety Factor=i_` 1:67' iw�Persection B3.4 Modulus of Elasticity: E _ ii : 29000 { ksi _ End Supports:;,Cantileveri Member Properties ANSI 5" Schedule 40 steel pipe Nominal size: ___5"3diam _ - 1Sch 40�� Outside Diameter d =[ . 5.563 ;in Moment of Inertia: Ix= 15.2 in' Wall Thickness t=i .0.258'=j6 - Section Modulus: S= 5.45 in' Deflection Limit: Defl = ` L / 80j Design wind pressure: P = 32.9 1 psf Sign area: Al= ' 66.& 4sq ft ... tributary area for each post (e.g. sign+post) Eccentricity of applied force: e1= _ u3.2 ._xft ... distance to area centroid (weighted avg h1,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 Mmax < Mallow... OK Check Member Deflection: Allowable Deflection: Deflection in member: Aauow = -0.48 in Amax= P*(A*eA3) / (3*E*I) Amax= 0.09 in Amax < Aallow ... OK Page 4 EasySeaL5 CALCULATION!_ a:.3R FREESTANDING SIGNS Cast -in -'lace Concrete Anchor Bolts ACI 318-11, Appendix "D" Required Strength: Wind pressure: W =; _ 32.9 -'psf Tributary area: Dead load: D = , O A -1lb Load eccentricity: AscE 7-10, 2.3.2: U = (1.2)D + (1.0)W Mu= 11.68 Anchor & Concrete Specs: Concrete: Anchor bolt size:' 3/4" j da = 0.75 in Anchor material:! SAE Grade 2 / A307 1 Embedment: hef=; 24 *in Edge distance: Qty anchors in group: Q=jam 2� janchors Anchor group offset: Anchor Strength: Tension: U 5 0.75 o� Nn Steel Strength: Ase = n/4*(da-0.9743/nt)z Ase = 0.33 in' Concrete Breakout: Anc= [ED+s+1.5*hef)*[ED+1.5*hef) Anc = 3037 in' Nb= kc*A*Vfc*hefA1.5 Nb = 141.1 kips Limit=16*A*Vfc*hef-(513) = 159.8kips kc = 24 ...cast -in anchors X= 1.0 ___..,normal -weight concrete Concrete breakout strength: A= 66.8' . sgft e=�- J. ift kip-ft ... =[(1.z)D+(1.o)w]*A*e fc=+ 2500 _;psi nt = 10 threads/in futa = 74 ksi ED= 19.105~in a= _ 7.75 !in Steel: i__�_4__ _ _ Cone,nb suppl re(nf:i Nsa = Ase*futa Nsa = 24.8 kips dts = 0.75 d,c = 0.70 cos*Nsa = 18.6 kips Anco = 9*hefA2 _Anco_= 5184 in' iCrackedConcrete: j Wc= 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 4c*Ncb = 49.7 kips Concrete Pullout: I� Headed Stud / Bolts Head diameter: dh =L^v2 _ jin 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 itc*Npn = 44.0 kips Concrete Blowout: Headed Stud / Bolt: Nsb = 160*ED*VAbrg*A*Vfc Concrete blowout strength: Nsb = 270.9 kips coc*Nsb = 189.6 kips Critical Anchor Strength: c�Nn= min(d)s*Nsa,¢c*Ncb,i�c*Npn,d,c*Nsb) 4)Nn= 18.6 kips (�Mn = Q*dtNn*a coMn = 24.0 kip-ft Mu 5 0.75 dt Mn 11.68 kip-ft < 18.0 kip-ft OK Page 5