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Home My WebLink AboutDESIGN CALCULATIONS0- Easy peals .: 4 easyseals.com DESIGN CALCULATIONS GQ��1OGoJ�� FOR 5 Ge INTERNATIONAL DIAMOND CENTER FREESTANDING SIGNS Port St Lucie — FL 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 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. Pg 4 Primary Support(s) 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 11"`""",� Y EngepiturE �seal:valid required or a separate site -specific engineering evaluation performed. r011 6. Aluminum components in contact with steel or embedded in concrete Zig:•�� F ••• . �.� shall be protected as prescribed in the 2015 Aluminum Design Manual, `' No. 6738 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. S ATE OF Use of this specification by contractor, et. Al, indemnifies and saves Chl isT • Rp # 67382 harmless this engineer for all costs & damages including legal fees & pV apellate fees resulting from deviation from this design. ®E85y_Sea19.,,,,,;G uth #.31124 Federal Hw 1200 N Federwy, #200 Easy Seials .com I,fage 1 Boa Raton, al 2 M L EasySeals CALCULATIM. y ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS (ELEVATED) Building Specs V = i 150'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 = 0.85 150 mph - UP "C" Elevated Signs W/Ht Ratio = 0.2 to 2.0 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft ± 39.2 psf 18 ft + 40.7 psf 20 ft + 41.7 psf 30 ft 45.4'psf 35 ft + 46.9 psf 40 ft + 48.2 psf 45 ft ± 49.4 psf 50 ft + 50.5 psf 55ft + 51.5psf 60 ft + 52.5 psf 70ft + 54.2 psf 80 ft + 55.8 psf -- 90.ft + 57.2 psf 100 ft + 58.5 psf 110 ft + 59.6 psf 120 ft + 60.8 psf 130 ft + 61.8 psf 140 ft ' + 62.8 psf 150 ft + 63.7 psf 175 ft + 65.8 psf 200 ft + 67.6 psf 250 ft ± 70.9 psf OR FREESTANDING SIGNS Risk Category 1 Structure ASD Load Combo Coeff: N Y c Y 9z 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={ 1.0 ~�Topographicfactor 1.�,._..��._ Cf = 1.85 Force Coefficient ...Width / Height ratio = 0.2 to 10 Page 2 eEasySeals CALCULATIOR OR FREESTANDING SIGNS Footing Design For Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P =; 45.4 psf Overturning Safety Factor: O = 1.5 t j ... FBc 1807.2.3 Sign area 1: Al= 56.0 k sq ft ... tributary area 1 for each Tooter (e.g. sign) Height of applied force above grade: h1= r " 18.0" 'ft ... height of area 1 centroid Sign area 2: A2 = { 106.6 f sq ft ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 = 12.0 �ft ... height of area 2 centroid Overturning Moment: Mn = P*(A1*hl+A2*h2) Mn = 103.8 kip-ft Sg % Rect _ E Footing dimensions: Footing depth: Superstructure weight: Soil cover weight: Footing weight: Total weight: B=:7 ft d=4 2.5 jft Dr=i 400q jib Ds= 0 lb Df= 44625 lb D = 45025 lb Soil Strength ...FBc Tables 1806.2, 1819.6 fe.—__r___.e..___—1 Soil class: i 4.,Sand,siltysar d, silty gravel Lateral bearing strength: Plat = 150 psf/ft Vertical bearing strength: Pbrg = 2000 psf Check Vertical Soil Bearing Pressures e= 2.30 ft ...=(P)*(A1*h1+A2*h2)/D qtoe = 2*D/[3*L*(B/2-e)) qtoe = 1477 psf Resisting moment due to Dead Load: My = D*B/2 My = 157.6 117 Soil cover: ds ... = 100pcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+Df ...reaction below footer at toe kip-ft Total Resisting Moment: Mtot = .Mv / a Mtot= 105.1 kip-ft > B/6 qtoe < Pbrg OK Mtot>Mn OK Page 3 ECISySeCiLS ' `; CALCULATIAk, OR FREESTANDING SIGNS Hollow Structural Pipe in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A53 Gird B Steel: Fy = �35 i ksi Safety Factor='�rL67 Per section 133.4 Modulus of Elasticity: E =i 29000_ )ksi _� End Supports: ECari ile_% r Member Properties ANSI 10" Schedule 40 steel pipe Nominal size: j _.110" diam - jSch 40 Lj Outside Diameter d = 10.75' 1 inMoment of Inertia: Wall Thickness t=j1 0.365 )in Section Modulus: Deflection Limit: Design wind pressure: P =(7 45.4 psf Sign area: A1= t . 81.3 sq ft Eccentricity of applied force: el =i_ 14.1 ft (1): Yielding Limit State Mn = Fy*S Mn = 1046.6 kip -in Allowable Moment: Check Member Bending Moment in member: Mmax = P*Al*el Mmax = 622.5 kip -in Check Member Deflection: Allowable Deflection: Deflection in member: Hallow = 2.11 In Amaa= P*(A*eA3) / (3*E*I) Oman = 1.27 In L/80 Ix = 160.7 in S = _ 29.90 in Defl= L/8(Lj ... tributary area for each post (e.g. sign+post) ... distance to area centroid (weighted avg hl,h2) Mallow = Mn / 1.67 Mallow = 626.7 kip -in Mmax < Mallow... OK Amax < Aallow ... OK Page 4 =� EasySeals easyseals.com GENERAL NOTES: «=J—D3z3 ST. LUCIE COUNT]' RUII REVIEWED FOR COYA� DATE PLANS OP. NO b1P�E. DESIGN CALCULATIONS THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS FOR REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO Gum WITH A" AAPWCASLA CODES, INTERNATIONAL DIAMOND CENTER FREESTANDING SIGNS Port St Lucie — FL 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, exceptwhere 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 maybe 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. All, indemnifies and saves harmless this engineer for all costs & damages including legal fees & apellate fees resulting from deviation from this design. JOB CONCRALED FASTENERS OR ATTACHMENTS ARE THE RESPONSIBILRY OF THE CONTRACTOR OF RECORD Index: Pg 1 Cover Pg2 Wind Loads Pg3 Footing Design Pg4 Primary Support(s) 1200 N Federal Hwy, g200 Bop Raton, FL 33432 "7 Easy $eats .com Page 1 EasySeals CALCULATIONS I;` t FREESTANDING SIGNS ' /SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS (ELEVATED) Building Specs V = 150 mph I Basic wind speed Exposure C Calculations a=9.5 3-sec gust speed power law exponent zB = 900' Nominal ht. of atmos. boundary layer G = 0.85 150 mph - Exp "C" Elevated Signs W/Ht Ratio = 0.2 to 2.0 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft ± 39.2 psf 18 ft + 40.7 psf 20 ft ± 41.7 psf ± 45.4 psf 30 ft .± 46.9 psf 35_ft_ 40 ft _ t -48.2 psf 45 ft + 4-M psf soft + 50.5 psf 55 ft + 51.5 psf 60 ft ± 52.5 psf 70 ft + 54.2 psf 80 ft + 55.8 psf 90 ft + 57.2 psf 100 ft + 58.5 psf 110 ft + 59.6 psf 120 ft + 60.8 psf 130 ft + 61.8 psf 140 ft + 62.8 psf 150 ft ± 63.7 psf 175 ft + 65.8 psf 200 ft + 67.6 psf 250 ft ± 70.9 psf N Y i 0.85 0.88 0.90 0.98 1.01 1.04 1.07 1.09 1.12 1.14 1.17 1.21 1.24 1.27 1.29 1.32 1.34 1.36 1.38 1.42 1.46 1.53 Risk Category 1 Structure ASD Load Combo Coeff:1 L 0.6 j Q: 24.9 25.9 26.5 28.9 29.8 30.7 31.4 32.1 32.8 33.4 34.5 35.5 36.4 37.2 37.9 38.6 39.3 39.9 40.5 41.8 43.0 45.1 Kd= 0.85 Directionalityfactor Kzt = - 1.0 -I Topographic factor Cf = 1.85 Force Coefficient - --' - ...Width / Height ratio = 0.2 to 10 Page 2 QEasy Sea LS CALCULATIONS F It FREESTANDING SIGNS Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P = 45.4 psf Overturning Safety Factor: ❑ = 1.5 ... FBc 1807.2.3 Sign area 1: Al = I 28.0 sq ft ... tributary area 1 for each footer (e.g. sign) Height of applied force above grade: h1=' 18.0 ft ... height of area 1 centroid Sign area 2: A2 = 53.3 I sq ft ... tributary area 2 for each footer (e.g. post) Height of applied force above grade: h2 = 12_0 Jft ... height of area 2 centroid Overturning Moment: Mn = P*(Al*hl+A2*h2) Mn = 51.9 kip-ft LSq / Rect j Footing dimensions: B =1 7 ft Footing depth: d = 3 Ift Soil cover: ds =! 0_ Jft Superstructure weight: Dr=!_200_-11Ib Soil cover weight: Ds = 0 lb ... = 100pcf*B*L*ds Footing weight: Df= 22050 lb ... =150pcf*B*L*d Total weight: D= 22250—Ib-----...=or+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 e = - 2.33 ft _ (r)*(Al*hl+A2*h2) / D ... > B/6 qtoe = 2*D/[3*L*(B/2-e)) ...reaction below footer at toe qtoe = 1814 psf qtoe < Pbrg OK Resisting moment due to Dead Load: My = D* 13/2 My = 77.9 kip-ft Total Resisting Moment: Mtot = My / 12 Mtot= 51.9 kip-ft Mtot>Min OK Page 3 EasySeaLS CALCULATIONS F 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 ksi Safety Factor = 1_67 Per section a3.a Modulus of Elasticity: E =ij 2900L ksi End Supports: FCantileveri Member Properties ANSI 10" Schedule 40 steel pipe Nominal size: L_ 10" diam - Sch 40 Outside Diameter d = 1f 0.75V lin Moment of Inertia: Ix= 160.7 in° Wall Thickness t= 0.365_1in Section Modulus: S= 29.90 in' Deflection Limit: Defl = 1 / 80-i Design wind pressure: P = 45.4 � psf Sign area: A1= 81.3 I sq ft ... tributary area for each post (e.g. sign+post) Eccentricity of applied force: e1 = L-14.1. -Aft ... distance to area centroid (weighted avg hl,h2) (1): Yielding Limit State Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67 Mn= 1046.6 kip -in Mallow= 626.7 kip -in Check Member Bending Moment in member: Mmax= P*Al*el Mmax = 622.5 kip -in Check Member -Deflection, Allowable Deflection: Daii"w= 2.11 in i./80 Deflection in member: Oman= P*(A*e"3) / (3*E*I) Amu = 1.27 in Mmax < Mallow... Amax < Aallow ... OK Page 4 WELDER at WELDING OPERATOR PERK �NIANGE ," QUALIFIC,4TION, RECORD Welder's Narite:_ Joseph Ffanea - Welders SS No-, xxx-xx-0949 : Date: '1118I20t7` -Aefereric&WPS'Nb TVdS 2.3 VARIABLE" QUALIFIGATIr?N TEST DETAIL QUALIFICATION RANGE` God?•or specificationAsed: ' .... AWS-D1.1- Weld-tg Proeess and Type; SMAW ,�/ f t4lanual E Semiautomatic E mechanized [IAutomatic �Maituoi ❑SeriiaettomaTic. '0 Mechanized ❑ Autoinattc • 13a6king: gUsed C]'Not Used114' xiV A36 s ciPorM-Number ( Base Metal Pe A,36 p.. . Group 1 CS P3ateiPtTti�cness-,G:oave Thick_ 375" s375" k - Ptatel?ipeTh` ,� r i Pt "e'['Thrck!': i 4 PrpWTutwlar bulscde Oil NA _:i, NA = ProeiTuiautar61 tside_, m 5-Fillet NA 'NA , [RllerMetal` Specification No. A5.1 A5A G6assmcaLari'No_ E7018 IE7Of8 F�Nol F4 - F.0 , € t3 ariieter 3132"-178" 3132".-118 } Consumable insect i] Yes Q[Ng Penetration Enhanarfg Flux ,[] Yes No Deposited Weld Metal Thickness _. ,500'• _ ..-- -� s;50on �CutrenUPolanty & Current Range T. pefpoladty: DCEP Range:so4 o, Amperes Metal TransferMode (GMAW or FCAW) 'NA Torch Shiefclmq Gas Type: Flory_ �RoolShieldinjas . NA Type: Plot-4 (P.osition(s).. Test Positions) (tG 2G,etc.p; -- 2G,-3G,.4G �Qua6Ged;Posttton(s}.{F, H. V,O,•ocAll} F, H; V,;OH .. [verticalPrcgression { llpitiR •Dawvthi[i ' Uphill .O IJasurihiil it;D'SE: ti}"senNAfor Vanaftes that are identifed as Non -essential in the Ciide ors -Creation used for the Performance Qtiat;fcation Test 9 MECHANfCAL TEST RESULTS Type And Figure Flo, - Results- TyperAnd Figure No. Results - 2G'FaeeSend Pass _ _ 2G%ot.Bend Pass F_ 3G Face Bend Pass 3G Raot Bend Pass 4G Face Bend _.Pass 4G Root Bend Pass Guided mechaeital Testing Canductnd 13Yt Alex Wysocki CWI Date: 1 /18/2017. NQNCESTRUCTIVE EXAMINATION RESULTS �Radiographicftsults;. NA Report No. NA RzdiographicTesting.ConductedBy: NA welding,WWiessed BY: Alex Wysocki CWI Visual•Inspection: VPasg ❑ Fail,Ireas6n vie Certify, that the s4itt+rrtents rn this retard aro correct and the test Vwelds were prepared, Welled and'tested in' accordance with the requirements of AWsDtj1 x gWSs62 9i pltfe:� "' ° Date 4uagfied: T 1/i8/20A7 CWI: 4fex Wysocki 15087179 �W CM'A80&t171 . QGt EXP; E►I120t8