The URL can be used to link to this page

Home My WebLink AboutDESIGN CALCULATIONS' �: Eas y.�eals easyseals.i DESIGN CALCULATIONS FOR BURGER ICING #576 CLEARANCE BAR 6598 US Hwy 1— 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 those systems, components, and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The existing host structure (if any) is assumed to be in good condition, capable of supporting the loaded system, subject to building department approval. 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 the2015 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. SCANNED BY St. Lucie County Index: Pg 1 Cover Pg 2 Wind Loads Pg 3 Footing Design Pg4 Primary Support(s) Federal Hwy, szoo Easy Sealts .com Page 1 Bocaoca Raton, ton, FL 33432 EasySeals CALCULATIOI FOR FREESTANDING SIGNS /SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs 150mph lBasicwindspeed Calculations d = 9.5 3-sec gust speed power law exponent zg = 900' Nominal ht. of atmos. boundary layer G = 0.85 150 mph - UP "C" Monuments at grade W/Ht Ratio s 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft„ ''t 32.9 psf 18$ ± 34.1 psf 20 ft ± 34.9 psf 36ft ± 39.0 psf 35 ft ± 39.3 psf 40 ft` ± 40.4 psf - 45 ft . ± 41.4 psf 50 ft ± 42.3 psf 55 It ± 43.2 psf 60 ft ± 44.0 psf 70 it ± 45.4 psf 80 ft ± 46.7 psf - 96 ft - + 47.9 psf 100 ft ± 49.0 psf 110 ft ± 50.0 psf 120 ft' + 50.9 psf 130 ft ± 51.8 psf 140 ft ± 52.6 psf 150 ft ± 53.3 psf 175 ft ± 55.1 psf 200.ft ± 56.7 psf 250It - ± 59.4 psf Risk Category 1 Structure ASD Load Combo Coeff: t 0.61 w N Y Y 4: 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 ' 314 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=L_1.0,_ iTopographicfactor Cf =I 155 _-JForce Coefficient ...Width/Height ratio >_ 0.5 Page 2 0Q)EasySeals CALCULATIO FOR FREESTANDING SIGNS Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P ='{ 329 ;psf Overturning Safety Factor: Q =1 1.5 ... FBC 1807.2.3 Sign area 1: Al= i 4.0 1 sq ft ... tributary area 1 for each footer (e.g. sign) Height of applied force above grade: hl =i - 8.8 ft ... height of area 1 centroid Sign area 2: A2 = i 9.9 ! sq ft ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 = L-4:3 _Ift ... height of area 2 centroid Overturning Moment: Mn = P*(Al*h1+A2*h2) Mn = 2.5 kip-ft (Sq /rRect f Footing dimensions: Footing depth: Superstructure weight: Soil cover weight: Footing weight: Total weight: B= 3ft Dr= .~200 :lb Ds = 0 lb Df = 2700 lb D = 2900 lb Soil Strength ... FBC Tables 1806.2, 1819.6 Soil class: ',_4. Sand, silty sand, silty gravel Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf Check Vertical Soil Bearing Pressures L=;-- 3 ft _ Soil cover: _ ds=�rv0 ~ft L_-_. _—J ... = 100pcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+of e=----0.88- -ft—---- ... =(P)�(AM1+A2*h2)/D-- — — -- qtoe = 2*D/[3*L*(B/2-e)) ... reaction below footer at toe qtoe = 1038 psf Resisting moment due to Dead Load: My = D*B/2 My = 4.4 kip-ft Total Resisting Moment: _ Mtot = MV / ❑ Mtot = 2.9 kip-ft ... > B/6 qtoe < Pbrg OK Mtot > Mn OK Page 3 eEaswSeals CALCULATIO FOR FREESTANDING SIGNS * Hollow Structural Rectangular Tubing in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A500 Gird B Steel: Modulus of Elasticity: Member Pro Fy =! 46 E = 29006.. ,' ksi Flange: b = � 4 � do Flange Thickness: tf= 3/8" •t= Web: d=t 4 ; lin Web Thickness: tw = i_ a, 3/8" _ Design wind pressure: Sign area: Eccentricity of applied force: Unbraced Length: Safety Factor = 1.667 Y Per Section 133.4 Moment of Inertia: Ix = 11.4 in 0.349" Section Modulus: S = 5.7 in' Deflection Limit: _ Defl ='z -,,L / 80 _ 0.349" End Supports: 1,Cantileve P=p 32.9f 1psf Al = I , 13.9 ! sq ft ... tributary area for each post (e.g. sign+post) el=j 5.6 ift ... distance to area centroid (weighted avg hl,h2) Lc = 5.6 _eft Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 134.1) Flanges Webs b/t = 9.5 = (b-2*t2)/tl d/t = 9.5 = (d-2*t1)A2 1.12*J(E/Fy) = 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit 1.40*V(E/Fy) = 35.2 Flange NonCompact Limit 5.70*V(E/Fy) = 143.1 Web NonCompact Limit Flanges are compact Webs are compact (1): Yielding Limit State This criteria applies to all -members, compact and noncompact Mn = Fy*S Mallow = Mn / 1.67 Mn= 262.7 kip -in Mallow = 157.3 kip -in Check Member Bending -Allowable Moment:-Mn= 157.3 kip -in- - -Minimum of Mallow values above - Moment in member: Mmax = P*Al*e1 Mmax = 30.6 kip -in Mmax < Mn ... OK Check Member Deflection: Allowable Deflection: Aallow= 0.83 in L/80 Deflection in member: Amax = P*(A*eA3) / (3*E*I) Amax = 0.14 in Amax < Aallow ... OK Page 4 hasySeats _(2) .•4 easyseals.com DESIGN CALCULATIONS FOR BURGER ICING #576 CLEARANCE BAR 6598 US Hwy 1— 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 those systems, components, and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The existing host structure (if any) is assumed to be in good condition, capable of supporting the loaded system, subject to building department approval. 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 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. AI, indemnifies and saves harmless this engineer for all costs & damages including legal fees & apellate fees resulting from deviation from this design. SCANNED BY St. Lucie County Index: Pg 1 Cover Pg2 Wind Loads Pg 3 Footing Design Pg4 PrimarySupport(s) Engirt „nnn11na%40al �ivalid No. 67 2 Easy 1200 N Federal Hwy, N200 Boo Raton, FL 33432 LC ary C pealC •com Page 1 eEasySeals CALCULATIONS FOR 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;, Calculations a=9.5 3-sec gust speed power low exponent - ze = 900' Nominal ht. of atmos. boundary layer G = 0.85 150 mph - UP "C" Monuments at grade W/Ht Ratios 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 It ± 32.9 psf ± 34.1 psf 18 it 20 ft ± 34.9 psf 30 ft ± 38.0 psf 35 ft ± 39.3 psf 40 ff ± 40.4 psf 45 ft ± 41.4 psf 50 ft ± 42.3 psf 55 ft ± 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 ft ± 50.0 psf 120 ft ± 50.9 psf 130 ft ± 51.8 psf 140,ft- . ± 52.6 psf 150 ft ± 53.3 psf 175 ft ± 55.1 psf 200 ft ± 56.7 psf 250 ft ± 59.4 psf Risk Category 1 Structure ASD Load Combo Coeff: r 0 t .6 i _ N Y u 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=�:>jTopographicfactor Cf = 1.55 Force Coefficient .Width/Height ratio 20.5 Page 2 OD EasySeats CALCULATIONS FOR FREESTANDING SIGNS ,, Footing Design For Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P = Overturning Safety Factor: O = Sign area 1: A1= Height of applied force above grade: h1= Sign area 2: A2 = Height of applied force above grade: h2 = Overturning Moment: Sq:/ Reet a Footing dimensions: Footing depth: ... FBC 1807.2.3 4.0 ' 1 sq ft ... tributary area 1 for each footer (e.g. sign) -; 88' " ft ... height of area 1 centroid 9.9 F # sq ft ... tributary area 2 for each footer (e.g. post) i ft ... height of area 2 centroid Mn = P*(A1*hl+A2*h2) Mn = 2.5 kip-ft B=1 .3— ift =- 'I Superstructure weight: Dr = i V 20_0 A Soil cover weight: Ds = 0 lb Footing weight: Df = 2700 lb Total weight: D = 2900 lb Soil Strength ...FBC Tables 1806.2, 1819.6 Soil class: 4. Sandwsilty'sand silty gravel [ Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf L �3yylft Soil cover. ds=F___ _0 4jft ... = 100pcf*B*L*ds .., = 150pcf*B*L*d ...=Dr+Ds+of .Check Vertical Soil Bearing Pressures e-= - 0.88 ft ---.—=(P).(A1•h1+A2•h2)/.D - gtoe= 2*D/[3*L*(B/2-e)) ... reaction below footer at toe qtoe = 1038 psf Resisting moment due to Dead Load: My = D*13/2 My = 4.4 kip-ft Total Resisting Moment: Mtot = My / 0 Mtot = 2.9 kip-ft ... > B/6 qtoe < Pbrg OK Mtot > Mn OK Page 3 eEasySeals CALCULATIONS FOR FREESTANDING SIGNS Hollow Structural Rectangular Tubing in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A500 Grd B Steel: Fy= 46 1 ksi Safety Factor=j, 1:6CPer Section B3.4 Modulus of Elasticity: E = i 29000 j ksi Member Properties Flange: b=1 4 ?in Moment of Inertia: Ix= 11.4 in' Flange Thickness: tf=j 3/8" j= 0.349" Section Modulus: S= 5.7 in3 Web: d=, 4, !in Deflection Limit: Defl= _ ;'L/80?�+ Web Thickness: tw=ij3/8" _�= 0.349" End Supports: (Cantileve 4� ._.� ' - Design wind pressure: P =! 32.9� psf y: Sign area: Al=) 13.9sq ft tributary area for each post (e.g. sign+post) Eccentricity of applied force: el '5.6; ft ... distance to area centroid (weighted avg hl,h2) UnbracedLength: Lc=1, 55 _!ft Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table B4.1) Flanges Webs b/t = 9.5 = (b-2*t2)/tl d/t = 9.5 = (d-2*t1)A2 1.12*V(E/Fy) = 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit 1.40*V(E/Fy) = 35.2 Flange NonCompact Limit 5.70*V(E/Fy) = 143.1 Web NonCompact Limit Flanges are compact Webs are compact - (1): Yielding Limit State This criteria applies to all members, compact and noncompact Mn = Fy*S Mallow = Mn / 1.67 Mn= 262.7 kip -in Mallow= 157.3 kip -in Check Member Bending Allowable Moment: Mn = 157.3 kip -in Minimum of Mallow values above Moment in member: Mmax = P*A1*e1 Mmax= 30:6 kip -in Mmax<Mn... OK Check Member Deflection: Allowable Deflection: Aaliow= 0.83 in L/80 Deflection in member: Amax= P*(A*eA3) / (3*E*I) Amax = 0.14 in Amax < Aallow ... OK Page 4