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Home My WebLink AboutDESIGN CALCULATIONS - WIND LOAD13' MIN 8" SCH 40 STEEL POST(A53/B) 1' SCANNED BY St. Lucie County Cy 5'-9" SO x 3'-0" DEEP CONCRETE FOOTER (2500 PSI), W/ (4) #5 BARS EACH WAY, TOP+BOT 15 DISCONNECT SWITCH 1 1 1t\OUIIIRIr� v I �i•:® I__ R�1 � g sign at grade: 1200 N Federal Hwy, 0200 Christian Langley do a 1/2) _ _ _ _ _ Bow Raton, FL 33432 1=888-3713113 Florida PE #67382 - Cert of Autfi 931124 na gl .IIIiO}f • . Fs Seats easyseals.com DESIGN CALCULATIONS FOR TURNPIKE FEEDER RD FREESTANDING SIGN 5053 Turnpike Feeder Rd - St Lucie County 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. 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 Y "`J",,,""' Eng;�ee €grt�ii� h4 seal valid required or a separate site -specific engineering evaluation performed. �� t � � .� �k,A 6. Aluminum components in contact with steel or embedded in concrete `. shall be protected as prescribed in the 2015 Aluminum Design Manual, fl9o. 67 82 - 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. ' �O 0 0 04 �� Use of this specification by contractor, et. Al, indemnifies and saves P,P # 67382 Chrisjairi�.` eyL� harmless this engineer for all costs & damages including legal fees & apellate fees resulting from deviation from this design. Easy Seibfr,,,,%G2 Auth # 31124 Federal Hwy, #200 Easy Seals .com Page 1 Bacaoca Raton, ton, FL 33432 EasySeas CALCULATIONS FOR FREESTANDING SIGNS ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V = 150 mph Basic wind speed Exposure C Calculations a = 9.5 3-sec gust speed power law exponent i zg = 900, Nominal ht. of atmos. boundary layer G = 0.85 150 mph - Exp "C" Monuments at grade W/Ht Ratio <_ 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft ± 32.9psf 18 ft + 34.1 psf 20 ft + 34.9 psf 30 ft + 38.0 psf 35 ft + 39.3 psf 40 ft + 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 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: 0.6 4: 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 Topographic factor Cf = 1.55 Force Coefficient ... Width / Height ratio >_ 0.5 Page 2 Easy Sea Ls CALCULATIONS FOR FREESTANDING SIGNS Footing Design For Freestanding Signs Structure Dimensions & Loading Design wind pressure: P = Overturning Safety Factor: Q = Sign area 1: A1= Height of applied force above grade: h1= Sign area 2: A2 = Height of applied force above grade: h2 = Overturning Moment: 32.9 psf 1.5 ... FBC 1807.2.3 130.0 sq ft ... tributary area 1 for each footer (e.g. sign) 6.5 ft ... height of area 1 centroid 0.0 sq ft ... tributary area 2 for each footer (e.g. post) 0.0 ft ... height of area 2centroid Mn = P*(A1*h1+A2*h2) Mn = 27.8 kip-ft Sq / Rect Footing dimensions: B = 5.75 ft Footing depth: d = 3 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds = 0 lb Footing weight: Df= 14878 lb Total weight: D = 15078 lb Soil Strength ...FBC Tables 1806.2, 1819.6 Soil class: Lateral bearing strength: Vertical bearing strength: 4. Sand, silty sand, silty gravel Plat = 150 psf/ft Pbrg = 2000 psf Check Vertical Soil Bearing Pressures e = 1.84 ft ... = (P)*(Al*hl+A2*h2) / D qtoe = 2*D/[3*L*(B/2-e)) qtoe = 1691 psf Resisting moment due to Dead Load: My = D*13/2 My = 43.3 L = 5.75 ft Soil cover: ds = 0 ft ... = 100pcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+of ...reaction below Tooter at toe kip-ft Total Resisting Moment: Mtot = My / 4 Mtot = 28.9 kip-ft ... > B/6 qtoe < Pbrg OK Mtot> Mn OK Page 3 eEaSySeatS CALCULATIONS FOR 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 B3.4 Modulus of Elasticity: E = 29000 ksi End Supports: Cantilever Member Properties ANSI 8" Schedule 40 steel pipe Nominal size: 8" diam - Sch 40 Outside Diameter d = 8.625 in Moment of Inertia: Ix = 72.5 in Wall Thickness t = 0.322 in Section Modulus: S = 16.81 in' Deflection Limit: Defl = L/ 80 Design wind pressure: P = 32.9 psf Sign area: A1= 130.0 sq ft ... tributary area for each post (e.g. sign+post) Eccentricity of applied force: e1 = 6.5 ft ... distance to area centroid (weighted avg hl,h2) (1): Yielding Limit State Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67 Mn= 588.3 kip -in Mallow= 352.3 kip -in Check Member Bending Moment in member: Mmax = P*A1*e1 Mmax= 333.1 kip -in Check Member Deflection: Allowable Deflection: Aaiim 0.97 in L/80 Deflection in member: Amax = P*(A*eA3) / (3*E*I) Amax= 0.32 in Mmax < Mallow... OK Amax < Aallow ... OK Page 4 171 v) Ll (En U km 8 Acrylic Sheet Average Physical PropertiesofPlexiglas G' : * This value.will change with thick- ness. The.value given`is for the ASTM thickness in the column heading. PROPERTY _ _ Method' UNITS Plexiglas G ' Values reported are. averages and Thickness; nominal _ in -�� 0:236_" � should not be usedaor specification Specific gravity - , ,-- _ D792,- _ N_/A _- - -1.19 -_ _ Purposes. .p nT1CA4_ — - - For a completelisting of physical' Refractive. index _ 0542 N/A •I:49 - - properties, go to www.piekiglas.com Light transmittanceend haze,"as received" : D1003 .. .- or call your local sales representative, Parallel - - % 91* - - and ask fore copy of the Plexiglas - Total % 92* General lnformatiomand Physical Haze _/, 7* , Properties Brochure. MECHANICAL___ _ Tensile strength (,25'specimen 0.2'/min) D638 Maximum. psi.10,500. Rupture psi 10,500 .. - Elongation, maximum --.. % .. .4.9. . . Elongation, rupture % 4.9 _ :Plexiaias asMm - Modul_us of elasticity_- ___-___ psi _ --' 450,000 sheen is a combustible _. _ _._ - _ _ _ _. '. m- pi rc obscrw roe Pmsson's ratio _ _ _ _ _ _ _ _ _ _-0.35 _ p 'autism, pumnaurf., Flexural strength (span depth ratio 16, 0x/ril ' D790 comparable roans of wood and _ wpar. For building uses. leak Maximum:. psi ... 16,000 codo approvals. Impact nuism ix, . "Rupture' '" : ... psi .. 16,000. ... is a faaor ofthisbiarts. Attar, Rupture an heptoraromati. ' Deflection; In aximum° in 0:6 ..roars. 0... Win coupon I - comer_ Awie abrasives.. Deflection, rupture" - in 0.6 _ Modulus of elasticity.__psi - 450;000 - Sheatstrength_ ___ D732 .. psi - 9000* - .. Shear modulus . _ . _... _ _ . _ _psi - _- _ _ 16_7,000_ _-._.... The statements, technical information and Impact strength - - _ - recommendations contained'hereln are :. ._ - _. beli Sinev the to be .counted method date hereof: Charpy unmatched @73°F D256 � �. ft-ib/ 7.0 �_ Since the conditions and methods of use of - "1/2' x1" sect. the product and of.the.information, referred to herein are beyond our control, Arkema Izod milled notch @73'F_- _ _ _ _ _ _ _ _fL_(b/o of notch__ 0.3 _ -_ : expressly disclaims any and all liability as to Rockwell Hardness D785" M-100a' any results obtained or arising from anyvse of THCRM AC - - --7 NO product or reliance FITN such Information; --=--- -' — ---.---::-----::——=--------,--- NOWARRANTY OFPLT.NESSFOR ANY PAR- Hptformingbent perature _ __°F _—�_-290-360TICUCAR PURPOSE, WARRANTY OF MER-. Deflection temperature under - - CHANTABILITY OR ANY OTHER WARRANTY, (flexural) load ,. D648' -- EXPRESS OR IMPLIED,: IS MADE CONCERN::.: ANG THE GOODS DESCRIBED OR THE _.. 3.6'F/min-264 psi: .°F .-206' INFORMATION PROVIDED HEREIN. The. Maximum recommended .. information provided herein relates only to the — . continuous service temperature_ __ ._ -_ -_ °F _ .:_180-200 spectfic product designated and may not beapplicable when 'suchproductisused 'incom- Coefficient of linear thermal expansion : - - - .. bination with other materials or In arty 60°F - - R&H. P4A iniarlX_105 3.9 process. The user should thoroughly test any - --- - -- ---- - application before commercialization. Nothing T - Coefficient of thermal conductivity__ _ Cenco FitchB_TU((hr)(sq ft)( Fin). _ 1 3 _ _ _ contained hereinshouldbe construed as; an Specific heat at 77°F _ _ _ - _ BTU/(Ibil°F) _ _ 0.35 _ inducement to infringe:any patent. and the MISCELLANFOUS - - user is advised to take appropriate steps to be sure that any Proposed use.ot the Product will. Horizontal burning test avg. D635 cm/min 2.8. not result in patent infringement. Burning rate nsity - 02843 - (in/min)::. 1% 4-10 -10 Smoke: density See fill for.Health &Safely Considerations. -• Flamm_ability_�classificatiom. -__' _ _ _ _ _ _ _94HB _—_- Altuglas®and Plexiglas®Gave. -'Odor - - None ' registered trademarks of Arkema. : 02002 Arkema Inc:" .: Taste - .- .None . PANDORA�AVENUE r' 0 B UNUARY SURVEY _ 70' R.O.*. - 21Y ASPHALT ROAD .. .. ... R-4458.32 11" i g@@ e� 21 �.TW I N45'29'03 E 275,19' . FDA __._______ ______ 1B UE__ ____ ___ Ct3ppD�yDar 40NUYFt1T .PAD .. •, . {i, d3aN,o,Ta�y ' .. ASPHALT ORryE ::. .:' •...:':.' i '.. .:• . '. .: does` : au ' stet �I, STORY DRIVE R1HRu a ...... .. � .... $ BUILo01G� ....g .., yieh # LA a�7a door. E D " U. . us ... '� . .. .. .: ;CD - ASPHALT PARKING o 9 A ' O .. .. .. .. ASPHALT PARKING." /) AScHALT PARKING � % I .. '.• SETT 'q' .': 'L7 .. SJKi. # .. FD RIC ... .. R=1900.4 - E SOUTHEASTERLY 15 Fi. LESS 1H ____________ _____.__ _ ________ _1y45'29�Q3 275.19' ED 18 326.00' .. 'SURVEYORS NOTES: :..'.. .. L11900.1 a-0'44'31• ... Y _ __ __ _,.,_._ _------ I. Unless olher*ise noted only plotted easmmnts are sholinalere0o. 2. All Lot dihiensions sho*h are per plat unless olherA'ise slioAn. 3..No underground utilities or Improvements *ere PO.W. �VARES - ASPHALT ROAD UNDER OSIRUCDON _ :located unless olherlyiselshohnt' 1URNPIKE FEEDER ROAD ' 4. Thiola s rta In �Lyyi thin Flood lnsurbnce Role flap Zone R Wad 12111 0070 J Dated. 2-I6-12 5. Flood Zone shc#n hereon is an interpretation by the surveyor agd'is provided as a courtesy, The flood :one should beverilied by a determination agency. B.IBeerings she" hereon are based on the South line of said plat as being. NB9V1'65wW according to the Plat described Hereon, T. U.E. denotes Utilities Easeaenl. B. The accuracy of this survey is premised*onthe ,expected-use'of the survey. The expected use / purpose at this survey is mortgage financing. Accuracy e I loot in 7,500 lestor better. 9. Additions or Deletions to.this survey mop by other Ihan the s igning"surveyor is prohibited' IVilAoul Rr toted tansenl. 5053 TURNPIKE FEEDER ROAD Certifiedto:Palricia hardwe Jordan Pacale, P,L, old. Republic National litle Insurance Company SCAlE:1•=50- Atlantic Land Des! AR . of the Tmasure Coast, LB7468 DATE:4 20 18 /��n/ letW I.- gxe aryl. I. . &otn, rL I1ee1 I nereby cantor that .Ine ¢urrer .11* ad,. In UW aM co,nd DRAM: SW\JC Mailing Address: P.O. Box 1421 Jenaen Beach; FL 34958 ALD5S43@gmall.com (7721398L290 aM Is load on g5ylad. real..,®nle lased in Ine. paid. This fiailuv®sdlnlnf Iratin�T �ical Stoda,m of chapter 6a-IT JaETlES A. oO.w'la sar>w.,h esM 5M3 �. Cesiro Jr. NErnRC DT VPLID WI'Ma,UTPN AUIHEMIG4TEDE N11 2018-0274 DATE: REVISIQIS. a/le p UMAR Rp Kamer -- .::::.. LAST FIELD DATE:5/16/19 sicrvnTupE ANawtriErmcATEp EtEmRorvic sEu ,. 10' 1' 811 ' i MIN S" SCH 40 STEEL POST(A53/B) 49 5'-9" SC. x T-O" DEEP CONCRETE FOOTER (2500 PSI), W/ (4) A5 BARS EACH WAY, TOP+BOT ASCE 7-10 WIND LOADS: •Sign Height=l5Nmax Solid freestanding sign at grade: • V=150 mph • Exposure'C • Krt=1.0, Kd=0.85, G=0.85 • Cf=1.55 (w/h ratio a 1/2) - -RisK tegory75frudure ASD Loaf Coeff=0.6 -—333:9pst---'- , , DISCONNECT SWITCH W 11111 1 ' I �a lti • 8' _ 1200 N Federal Christian Langley ^v/^p •-i.""•4 •��IpFTr�.^�-., Hwy, 6200 Bow Raton, FL 33432 Florida PE#67382 _ — a1 f -----1-888-3713113 - - Cent of Aut ..- s is . C,�) < easyseals.com DESIGN CALCULATIONS FOR TURNPIKE FEEDER RD FREESTANDING SIGN 5053 Turnpike Feeder Rd — St Lucie County 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. S. 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. Index: Pg 1 Cover Pg 2 Wind Loads Pg 3 Footing Design Pg4 Primary Support(s) No. �f S OP� Chris 1'a%e Easy S9i19rr,,,,tC-•Autt valid # 67382 # 31124 1200 N Federal Hwy, #200 '^ Boca Raton, FL 33432 Easy Seals.com Page 1 { dsy Seals CALCULATIONS FOR FREESTANDING SIGNS x'. � ezrys�ls.mm ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V = 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 Risk Category 1 Structure ASD Load Combo Coeff: 0.6 150 mph - UP "C" Monuments at grade W/Ht Ratio < 0.5 DESIGN SIGN WIND N Y n HEIGHT PRESSURESI q. 0.85 24.9 15 It ± 32.9 psf 18 ft ± 34.1 psf 0.88 25.9 20 ft ± 34.9 psf 0.90 26.5 30 ft ± 38.0 psf 0.98 28.9 35 ft ± 39.3 psf 1.01 29.8 40 ft ± 40.4 psf 1.04 30.7 45 ft ± 41.4 psf 1.07 31.4 50 ft ± 42.3 psf 1.09 32.1 55 ft ± 43.2 psf 1.12 32.8 60 ft ± 44.0 psf 1.14 33.4 70 ft ± 45.4 psf 1.17 34.5 80 ft ± 46.7 psf 1.21 35.5 90 ft ± 47.9 psf 1.24 36.4 100 ft ± 49.0 psf 1.27 37.2 110 ft ± 50.0 psf 1.29 37.9 120 ft ± 50.9 psf 1.32 38.6 130 ft ± 51.8 psf 1.34 39.3 140 ft ± 52.6 psf 1.36 39.9 150 ft ± 53.3 psf 1.38 40.5 175 ft ± 55.1 psf 1.42 41.8 200 ft ± 56.7 psf 1.46 43.0 250 ft ± 59.4 psf 1.53 45.1 Kd = 0.85 Kzt = 1.0 Directionality factor Topographicfactor Cf = 1.55 Force Coefficient ...Width /Height ratio >_ 0.5 Page 2 EirusSeals CALCULATIONS FOR FREESTANDING SIGNS Footing Design For Freestanding Signs Structure Dimensions & Loading Design wind pressure: P = Overturning Safety Factor: fZ = Sign area 1: Al Height of applied force above grade: h1= Sign area 2: A2 = Height of applied force above grade: h2 = Overturning Moment: 32.9 psf 1.5 ... FBC 1807.2.3 130.0 sq ft ... tributary area 1 for each footer (e.g. sign) 6.5 ft ... height of area 1 centroid 0.0 sq ft ... tributary area 2 for each footer (e.g. post) 0.0 ft ... height of area 2 centroid Mn = P*(A1*h1+A2*h2) Mn = 27.8 kip-ft Sq / Rect Footing dimensions: B = 5.75 ft Footing depth: d = 3 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds = 0 lb Footing weight: Df= 14878 lb Total weight: D = 15078 lb Soil Strength ...FBC Tables 1806.2, 1819.6 Soil class: Lateral bearing strength: Vertical bearing strength: 4. Sand, silty sand, silty gravel Plat = 150 psf/ft Pbrg = 2000 psf Check Vertical Soil Bearing Pressures e = 1.84 ft ... = (P)*(Al*hl+A2*h2) / D qtoe = 2*D/[3*L*(B/2-e)) qtoe = 1691 psf Resisting moment due to Dead Load: My = D*B/2 My = 43.3 L = 5.75 ft Soil cover: ds = 0 ... = SOOpcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+of ...reaction below footer at toe kip-ft Total Resisting Moment: Mtot = My / Q Mtot = 28.9 kip-ft ft ... > B/6 qtoe < Pbrg OK Mtot> Mn OK Page 3 OQ EasySeats CALCULATIONS FOR FREESTANDING SIGNS assysealsmm 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 133.4 Modulus of Elasticity: E = 29000 ksi End Supports: Cantilever Member Properties ANSI 8" Schedule 40 steel pipe Nominal size: 8" diam - Sch 40 Outside Diameter d = 8.625 in Moment of Inertia: Ix = 72.5 in' Wall Thickness t = 0.322 in Section Modulus: S = 16.81 in Deflection Limit: Defl = L/ 80 Design wind pressure: P = 32.9 psf Sign area: A1= 130.0 sq ft ... tributary area for each post (e.g. sign+post) Eccentricity of applied force: e1 = 6.5 ft ... distance to area centroid (weighted avg hl,h2) (1): Yielding Limit State Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67 Mn= 588.3 kip -in Mallow= 352.3 kip -in Check Member Bending Moment in member: Mmax = P*A1*e1 Mmax = 333.1 kip -in Check Member Deflection: Allowable Deflection: Aailow= 0.97 in i_/80 Deflection in member: Amax=P*(A*eA3)/(3*E*1) Amax= 0.32 in Mmax < Mallow ... OK Amax < Aallow ... OK Page 4 LEGAL DESCRIPT1oN: (Supplied by Client' .. .. :' .. ! PA DORA.AV :.0.. .. N vEN E ... . B O U N U.4RY S U F:;, --- - Lets 10-thru 14 less the southeasterly 15 feel thereof. TO R.O.W. - 20' ASPHALT ROAD . . Bldek:b9'ot LAKEWOOD PAPo(. .:' �---_—_T T�._—_—_—_. _. _—_______—_____—.1., __,____—... .'. UNIT 12A according to the plot thereof as recorded In Plot Book 11 R� 468.32 .I : L=28.10 " I - •• •: �+ - I8 pages 35 through 37' G=D'21'40� N45'29'03��E 275:19' of the Public Records of St. Lucia Colin ly. Florida.. .. �� ,_,_,_,_ _._. _,_,_ _ _ 10 UE__ •� COttO, . .. L12N,1.02�( _ _____ : .. b ___ —_— .' �Pb "ASPRALT:DIDyE ___ '� DNpIAEI( 63BN,83BV . .. .. IdaSe.. .. .. COOn tt .$. EDtTO1. R PoV DZ .. $ BULLOLNC . : .:' On slid CPNda - 15 O . C � m .. .. y' ASPHALT PARKING m N O O ' .. A5wik1 PARNOjC AsPIALGPAF"WA {} . SET TO HIC LESS THE SOUTEA' BUY 15 FT. ______________ Iy45'29103 276,19' ( . SURVEYORS NOTES: L�4.61 Cy0144 � � _ 1. Unless othertise noted only platted easshut nls " are shofin, hereon. ' 2. At Lot dimensions shoAn are per plat unless alher8ise lam". 3. No underground utilities or Improvements (tere ,.located unless olheryfise chains'. 4. This site Iles ••AAi thin Flood Insurance Rate lop Zone K 11avi 1211I00070 J Dated. 2-16-12 5. Flood Zone sheen hereon is an inlerprelal ion by the surveyor and is provided as a courtesy. The flood zone should be ver i.l fed by a determination agency. B. IBe°rings shokn hereon are based on the South line of sold plat as being Ne9'41'58 according to the Plat described hereon. 7. U.E. denotes Ulilitles Easement. B. The accuracy at this survey is premised on the expected use of the survey. The expected use / purpose of this survey is mortgage financing. Accuracy = I loot in 7,500 feel or batter. 9. Additions or Deletions to:ihis survey map by other than the signing-suryeyor Is prohibited' F04 VARES - ASPHALT BOB UNDER CONSTRUC004 TURNPIKE FEEDER ROAD 5053 TURNPIKE:FEEDER ROAD Certifiedte:PaUfcia 4crdome Jordan Foods, P.L. OldRepublic National Title Insurance Company SCALEa e=60' Atlantic Land Desi ns 9 of the Treasure Carol, LB7468 (j DATE:4 20 18 /�1p/ ]M fmfq ou m an". limn man, rL 907 1 eamev .1111, that me rvgp eh* neon Is trw .4 .,..1 DRA*: S1i(\JC Mailina!hddless: P.O. Be. 1421 Jensen Enoch. R34958 ALD5543@gmoll.eom (772)398-4290 cnd le cams an gOlucl mmI.I.M. Iahm 1° M. 11Ud. Thb plorile°® IsnI" alnllmodachal Sla°deeds of chapter G-V' °e.^'wv James A. Md om.aaru°�iau.l� #ohs Cesi ro Jr. IvorvsuovmnourarvaunarE0 2O18- 2274 DATE: REVISIONS, e4e/I9 MAII �^ HOARY .LAST FIELD DATE:5/16/19 slcrvaTune aeoaumsrvnccsso eLscmosicssx - ELE ONICSEX 10' 3x°+� syg 1' Hai I Nor" na %o% s �n3 1 � I I 2s'a HK 1 £ I 1 pp i<S 1 1 1 1 3�S 1 a'_ai 1 1 1 egc 1 1 1 pa_ yMi 1 1 1 1 a� 1 ap _A tl o � , I I 1 ^B TWA 1 1 1 1 'U A. Aa �R gym''_ 1 1 I 1 1 am 1 1 ?�z 1 � MIN 8" SCH 40 STEEL 4' I 1 5'-9" SQ x 3'-0" DEEP I 1 CONCRETE FOOTER (2500 PSI), W/ 1 (4) #5 BARS EACH WAY, TOP+BOT 1 1 1 I 1 ASCE 7-10 WIND LOADS: • Sign Height— l5 R max Solid freestanding sign at grade: 1200 N Federal Hwy, #200 • V=150 mph • Exposure'C • Kzt=1.0, Kd=0.85, G=0.85 • Cf=155 (w/h ratio>_ 1/2) Bo<a Raton, FL33432 Risk Category l5tructuruiSOLoath Coeff=O:fi--£32:9 psf---' ----- 1-888-371-3113 DISCONNECT SWITCH Seals easyseals.com DESIGN CALCULATIONS FOR TURNPIKE FEEDER RD FREESTANDING SIGN 5053 Turnpike Feeder Rd — St Lucie County 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 i 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 y required or a separate site -specific engineering evaluation performed. Engi,e�ed,� �, ,8t�ir °ahs}sealvalid ��Q,` ,, a �k,4, Ili 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 673 2 Part 1-A. Steel components in contact with, but not encased in, concrete; A ; shall be coated, painted, or otherwise protected against corrosion. 7. Engineer seal affixed hereto validates structural design as shown only. :!'t® F T'&TE ,. Use of this specification by contractor, et. AI, indemnifies and saves Pe # 67382 ChKis;ta%t�trjM—:� harmless this engineer for all costs &damages including legal fees & .,, . A �.`' % apellate fees resulting from deviation from this design. Easy S-6191IIIIIIft6t Auth # 31124 Federal Seals.com Page 1 Bocaoca Raton, Eas tan, FL 33432 "1 QV EasySeaLff CALCULATIONS FOR FREESTANDING SIGNS / SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V = 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 - Exp "C" Monuments at grade W/Ht Ratio <_ 0.5 DESIGN SIGN WIND HEIGHT PRESSURES 15 ft ± 32.9 psf 18 ft ± 34.1 psf 20 ft ± 34.9 psf 30 ft + 38.0 psf 35 ft ± 39.3 psf 40 ft ± 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 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: 0.6 9: 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 Directionality factor Kzt= 1.0 Topographicfactor Cf = 1.55 Force Coefficient ...Width/Height ratio >:0.5 Page 2 Easy Seats CALCULATIONS FOR FREESTANDING SIGNS Footing Design for Freestanding Signs 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: 32.9 psf 1.5 ... FBC 1807.2.3 130.0 sq ft ... tributary area 1 for each Tooter (e.g. sign) 6.5 ft ... height of area 1 centroid 0.0 sq ft ... tributary area 2 for each footer (e.g. post) 0.0 ft ... height of area 2 centroid Mn = P*(A1*h1+A2*h2) Mn = 27.8 kip-ft Sq / Rect Footing dimensions: B = 5.75 ft Footing depth: d = 3 ft Superstructure weight: Dr = 200 lb Soil cover weight: Ds = 0 lb Footing weight: Df = 14878 lb Total weight: D = 15078 lb 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 Vertical Soil Bearing Pressures e= 1.84 ft =(P)*(Al*hl+A2*h2)/D gtoe= 2*D/[3*L*(B/2-e)) qtoe = 1691 psf Resisting moment due to Dead Load: My = D*13/2 My = 43.3 Total Resisting Moment: L = 5.75 ft Soil cover: ds = 0 ... = 100pcf*B*L*ds ... = 150pcf*B*L*d ...=Dr+Ds+of ...reaction below footer at toe kip-ft Mtot = My / 0 Mtot = 28.9 kip-ft ft ... > B/6 qtoe < Pbrg OK Mtot > Mn OK Page 3 CALCULATIONS FOR FREESTANDING SIGNS �'.. ' Hollow Structural Wipe in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress, A53 Grd B Steel: Fy = 35 ksi Modulus of Elasticity: E = 29000 ksi Member Properties ANSI 8" Schedule 40 steel pipe Safety Factor = 1.67 Per section B3.4 End Supports: Cantilever Nominal size: 8" diam - Sch 40 Outside Diameter d = 8.625 in Moment of Inertia: Wall Thickness t = 0.322 in Section Modulus: Deflection Limit: Design wind pressure: P = 32.9 psf Sign area: Al = 130.0 sq ft Eccentricity of applied force: e1= 6.5 ft (1): Yielding Limit State a Ix = 72.5 in' S = 16.81 in Defl = L / 80 ... tributary area for each post (e.g. sign+post) ... distance to area centroid (weighted avg hl,h2) Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67 Mn = 588.3 kip -in Mallow = 352.3 kip -in Check Member Bending Moment in member: Mmax = P*Al*e1 Mmax= 333.1 kip -in Mmax < Mallow... Check Member Deflection: Allowable Deflection: Aaiiow= 0.97 in L/so Deflection in member: Amax = P*(A*e^3) / (3*E*I) Amax = 0.32 . In Amax < Aallow ... OK Page 4 LEGAL DESCRIPTION:''' (Supplied by client): PANDORA AVENUE .BOUN:cPAFZY SURVEY Lots 1061 W. 14 less the eel southeasterly 15 thereof, .... ..:...' 70' R0.�: - 1➢' ASPHAI.i ROAD .. ,. .. Bldcka791o1 LAK PARK :'.:. ..::..---^—_,____—_____,—___—___._______ __—______ . l . IAt1712A ... according to the plot thdreol as recorded ' In Plot Back II ", .. R�4458.32 t L 28.10 ll •�275M I pages 36 through 37 . a 021',4,0' I � ' < N46'2903'E &--f ' I$ 300.ar al the Public Records of 6I. Lucie County, Florida.. �'� --- _ _ _ _______ _ _ _ ___ 10 UE__ .. jjpy CCqQNN . . b ASP HALT DAryi N .. �!' NOfiUt1ENT,. 0.311N.O,30w PAD .. .• rias IN56" ell • COVERED )r (STOY C q� a INRe .> . •O.fdVE ..atNLNG .. 1 l0 7S'8' #, LA .. .:: O mis aaVSlen Is � .. ..... .. .. .. fl ... us .. .. CD.: ASPHALT PAflgNC ca o is v N 91 O . ASPHALT PAW14c l $ C .. :: SET. .: FD IRO LESS iNE SOUTHEASTERLY 15 Fi 452903 .. 276.t9'® i _ 8. 32600' SURVEYORS NOTES: , ea11 a31' 1. Unless other*; se noted only platted easements . .. .. are hereon. Lot d .. ..,, .. .. 2. All Lot iviesfpnd "aha*n are per plot unless of herders underground y .... ... .:. . 3..No uled unless uli r*lse or UryroYemnla ears RQ .'VAPoES- ASPHALT ROAD �UNOER CQNSiRUCD!)N :local led unless other*tsa'sno*n: TURNPIKE FEEDER ROAD 4. This slla Iles ylT lh Tn Flaod.lnnor sacs Rate (�op .� - Zone z WepE 11 11C0070 J Oal ad. 2-16-12 5. Flood Zone sbe" hereon is an interpretation by the surveyor and is provided as a courtesy. •' The flood zone should be verified by a determinal ton agency. '- 6_11carings sho*n hereon are based an the South "I too of said plot as being' N09YI'68tw .. according to the Plol described hereon., . 7. U,E. denotes Utilities Easenenl. S. The accuracy of this survey Is pretised 6W the.. ,. expected use of the survey. The expected use / purPase'eI this survey is mortgage' financing. Accuracy e I loot In 7.500 feel or better. 'g. Addi lion ar Oel elions to this survey nap by ., other than the signing.suryeyor is prohibited' "local It ll len.consenl. .. 5053 TURNPIKE FEEDER ROAD Certified te:Patricia Nordone Jordon scale, P1. OId,Republic National Title Insurance Company, I eeren@ cerl I IT Ina..Inc eegar mere e. 1. IO Ime mW wand wd Ie amea m q 0fa n@mmre°enle andar In Inc chapter17 iiuiiev®minhlroliv� eecm'Iml slanevras of Cnvpler dt-b v .. James A. Pon 1271pran..A e, 111' MMi543 °" �"v„a^�'^°'�"nine` Cesiro Jr. a: i°nKWmm' NOTVALIa W.....rAN AU1HENTICATFD EIECTpONIC SIGNATURE MDAUlX.N TEO EI RONIGSEAL ;CALE:I a=5o' Atlantic Land Designs 9 0l Inc 7remur@ Caasl, LB7468 In(1( JWb 4sn Mailing d. &vG. rl MpI 21 Jec Address: P.O.Box 5543@21 Jensen (772) FL04956 . AID6543@gmall.wm (]]2) 398-0290 5ATE:4 20 I8 'p' / / DItAjNN: ST�JC 201 H-O274 DALE: flEVIS IONS. LAST FIELD DATE:5/16/19 Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Glomaster Sign Co., grade n- 10' 2' Q 10' 1 i i Typical sign cabinet i ox frame and saddle i detail sheet 2 MIN, SETBACK REQ. 4� FRONT SIDES CNR SIDES REAR ZNG. I Disconnect TECH Switch scale: 1/2"= 1'-0" 8"SCH40A53GrBsteel pipe 4;':r;.,. :: ;!.•::`:r.<:.'::r'! :�•`j�'j;.�NoENg�.•QO;. section modulus-- 16.9 inA3 ' [': :'•' [=.ai ; :: <ri: ' ,.i No 0044069 o n sc min required = 10.2 iM3 31-611 Y. ,.'. ;i ;c.:1.:. �9 :. STATE OF 3'-6"x 3'-6' x 3 -6 deep ;. •::i:.::.;[:•.r � ;::'i:.:'::;:::i: �, • moo."" 3000 psi concrete footer [ R'• ° i ):::':::' •<•I / h ,�aa ('::::•: �: �.; •::• ...i III N John J. Orlando PE LLC Conforms to the requirements of the 6th Edihon (2017) 165 Old Ridge Road of the Florida Building Code sections 1604,1609,3105,H r rr 1-- 3 -6 -- — - I Macon, GA 31211 478 731 5394 V(ult) =160 mph jjorlando@cox.net Exposure category=C job 0119GM Florida registration A 0044089 Risk category= 11 sheet i of 4 Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, Fl- 34951 Glomaster Sign Co., TYPICAL SIGN BOX FRAME AND SADDLE ALUMINUM ANGLE RETAINER SYSTEM 2"x 3/16"ALUMINUM ANGLE BOX FRAMING ALUMINUM ANGLE RETAINER SYSTEM ALUMINUM CLADDING STEEL SADDLE BOLTEDTO ALUMINUM FRAME WITH 3/8"NUT& BOLTS Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Glomaster Sign Co., aluminum, painted to your liking. Pantone colors kindly accepted! LED ILLUMINATION: Energy -efficient LED lighting, distributly evenly for maAmum brightness. Flourescent bulbs also available. LEXAN FACES: Flat (standard) or Pan -formed faces Cabinets built to last in the great outdoors! J. No 0044089 * C' /J lQ 9'._ STATE oy _%, Also rust -proof, a 1.5' lip made of aluminum, to hold your sign face(s) securely in place. s" Let US Know now you-(( . install your sign and we will prepare your cabinet. Your sign arrives fully lamped and wired, ready for installation. UL listed. m1.14 John J. Orlando PE LLC Conforms to the requirements of the 6th Edition(2017) 165 Old Ridge Road of the Florida Building Code sections 1604,1609, 3105, H Macon, GA 31211 478 731 5394 V(ult) =160 mph jjorlando@cox.net Exposure category =C job 0119GM Florida registration # 0044089 Risk category= 11 sheet 3 of 4 Job name Job# Company: Installation location: Section 3107 and 1609 of Florida Building Code 2017 applies: Chapter 29 of ASCE 7-10 (Wind Loads on Other Structures and Building Appurtances) applies Type of structure: pylon Risk Category: II Ultimate design wind speed, figure C, FBC 2017, section 1609: 160 mph Wind stagnation pressure (qz) per 1609.6.3 FBC 2017 44.9 psf Design wind pressure conversion factor 0.77 Gust effect factor (G) ASCE 7-10 26.9.1 0.85 Widest part of sign face (B) 10.00 Height of sign face (s) 10.00 Overall height of sign (H) 10.00 Aspect ratio (B/s) 1.00 Clearance ratio (s/H) 1.00 Force Coefficient Cf from Figure 29.4-1, ASCE 7-10 1.4 Wind pressure (p) multiplied by design wind pressure conversion factor and Cf 41.1 psf 2. Calculate wind load and turning moments at base by the provisions of the alternate all -heights method in Section 1609.6. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered. Hor Dim Vert Dim=ill Facto Af p F H M (base) (ft) (ft) (sf) (Ibs) (ft) (ft-Ibs) 10.00 10.00 0.95 95.0 41.1 3908 5.0 19542 0.0 41.1 0 0 0.0 41.1 0 0 0.0 41.1 0 0 Total 95.0 3908 5.0 19542 3. Determine depth of embedment, D in feel From Table 1606.2, class 4, sandy soil, lateral bearing pressure below grade= 150 psf/ft Per 1806.3.4 Increase for poles, tabular value time 2 = 300 psf/ft Assume depth of hole (D) 6 It (S1) = 1800 psf - number of posts= 1 Load per post (P)= 3908 -from p. 5-81, Structural Engineering Handbook: D=((1.18-P)/(b-S1))'(1+(SORT(1+(1.88'b'S1'H/P)))) assume b (ft)= 3.5 D (ft) = 3.7 Alternatively, Section 1807.3.2.1, Equation 18-1 A=2.34P/S1'b= 1.45 D=0.5A((1+(1+(4.36h/A))"0.5)= 3.6 feet 4. Determine required section modulus (in^3) at base max stress = (P'(H)'12)Isection modulus max stress < allowable stress for outdoor signs, allowable stress < (0.66)(yield strength) material A53GrB yield strength (modulus of rupture) 35000 psi required section > (P'(H)'12)I((0.66'ys)) At base, minimum section modulus = 10.15 in"3 Use 8" SCH40 steel pipe. section modulus (Wx) = 16.80 iO3 References: Structural Engineering Handbook, Gaylord&Gaylord editors, Fourth edition, McGraw Hill, NY 1997 ASCE 7 10 The 6th Edition (2017) of the Florida Building Code Mechanics of Materials, Beer and Johnston, McGraw Hill, NY 1981 ICBO Evaluation Report No. 4016 SBCCI Compliance Report No. 9368 Standard Handbook for Mechanical Engineers, T. Baumeister and L.S. Marks, editors, Seventh edition, McGraw Hill, NY 1967 John J Orlando PE 0044089 165 Old Ridge Road Madon GA 31211 (478) 784-2226 No 0044089 * rS� STATE OF sheet 4 of 4 Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982— (772) 462-1553 Certification for Design Load Compliance Project Name: Turnpike Feeder Rd. Plaza Project Address: 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Permit #: Occupancy Type: Construction Type: Sign INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the N above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida Sixth (6th) Code Sixth Edition with 2017 Supplements using ASCE 7-10 2. Structure Designed as (check one): X Enclosed _Partially Enclosed _Open 3. Risk Category:_I X II _III_IV Exposure Category:_B C C _D 4. Design Wind Velocity 160 mph 160 ASD 160 LRFD End Zone Width: ft 5. Mean Roof Roof Pitch: :12 Parapet: ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1: Zone 2: Zone 3: Zone 4: Zone 5: Garage: 7. Design Loads: Floor: PSF Roof/Dead: PSF Roof/Live:-Balcony:-PSF Dock: PSF Deck: PSF Stairs: PSF Fence: PSF Railings: PSF 8. Were Shear Walls Considered For Structure? Yes X Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? X YesNot Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2000 PSF Soil Test Reports Submitted? Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. I also cer ifYiij`®t"ryyTb�� I elements depicted on these plans provide adequate resistance to the design forces specified16% oRLANDA .,_ D Signature, J;.•'�j$E•.:' '•,� John J. Orlando �c �p1�g9 •••'j* Print Name Cert N & Co. Cert Auth. N° '9 _ :i/ / W � 0044089 John J. Orlando PE LLC 165 Old Ridge Rd. Macon, GA 31211 Company Name & Address Revised Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Glomaster Sign Co., grade 10' F1 2' 8"SCH40 A53 GrB steel pipe ; section modulus =16.9 inA3 n min required =10.2 in 3 L...::;.: 3'-611 ( : 3 -6 x 3 -6 x 3 -6" deep 3000 psi concrete footer :•` 1-- 3'-6" 10' j`��D�oZIZ REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC i Typical sign cabinet ox frame and saddle detail sheet 2 I MIN. SETBACK RFA i • i FRONT SIDES I i i CNR SIDE REAR mi ZNG. TECH. Disconnect Switch _011161'^gAPIP.5cale: 1/2"=1'-0' ;.I \� w: -�,•— "lam '•• p �i <amw.,,o No 0044089 s nec * 9 STATE OF .•�� .00% & y �hlgou�� John J. Orlando PE LLC Conforms to the requirements of the 6th Edition(2017) 165 Old Ridge Road of the Florida Building Code sections 1604,1609,3105, H Macon, GA 31211 4787315394 V(ult)=160 mph jjorlando@cox.net Exposure category=C job0119GM Florida registration k 0044089 Risk category =ll - sheet of Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Glomaster Sign Co., TYPICAL SIGN CABINET BOX FRAME AND SADDLE DETAIL EXTERIOR GRADE ACRYLIC, OR LED EMC,OR ALUM SHEET SUPPORT (SQUARE OR ROUND) 1/2 ALUMINUM ANGLE RETAINER SYSTEM REVIEWED FOR CODE COMPLIANCE STe LUCIE COUNTY x3/16"ALUMINUM BOCC ANGLE BOX FRAMING ALUMINUM ANGLE RETAINER SYSTEM , STEEL ANGLE ' �� . ;•7�7 �� SADDLE No 0044089 90 STATE OF 4�F ��OR10P'• "J* fs10NA, 60° ALUMINUM CLADDING ALUMINUM ANGLE CROSS MEMBER ALUMINUM ANGLE RETAINER SYSTEM STEEL SADDLE BOLTEDTO ALUMINUM FRAME WITH 3/8"NUT& BOLTS John J. Orlando PE LLC Conforms to the requirements of the 6th Edition (2017) 165 Old Ridge Road of the Florida Building Code sections 1604,1609,3105, H Macon,GA31211 4787315394 V(ult)=160 mph jjorlando@cox.net Exposure category=C job 0119GM Florida registration# 0044089 Risk category=ll sheet 2of4 Turnpike Feeder Plaza - double sided lighted cabinet sign 5053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Glomaster Sign Co., Rust -proof, extruded aluminum, painted to your liking. Pantone colors kindly accepted! LED ILLUMINATION: Energy -efficient LED lighting, distributly evenly for maximum brightness. Flourescent bulbs also available. LEXAN FACES: Flat (standard) or Pan -formed faces DRAINAGE in the great outdoors! REVIEWED FOR CO®E COMPLIANCE Si• LU ;,F �N`� Also rust -proof, a 1.5" lip made of aluminum, to hold your sign face(s) securely in place. Let US Know now you-n install your sign and we will prepare your cabinet. F 1 - Your sign arrives fully �f lam ed and wired, read i for installation. UL listed. RX D E tv •No 0044089. 0 '. O; STATE OF •fie es®se1O�m°,1°°r John J. Orlando PE LLC Conforms to the requirements of the 6th Edition(2017) 165 Old Ridge Road of the Florida Building Code sections 1604,1609, 3105, H Macon, GA 31211 4787315394 V(ult)=160 mph jorlando@cox.net Exposure category=C Job 0119GM Florida registration N 0044089 Risk category=ll sheet of Job name Job# Company: Installation location: Section 3107 and 1609 of Florida Building Code 2017 applies: Chapter 29 of ASCE 7-10 (Wind Loads on Other Structures and Building Appurtances) applies Type of structure: pylon Risk Category: II Ultimate design wind speed, figure C, FBC 2017, section 1609: 160 mph Wind stagnation pressure (qz) per 1609.6.3 FBC 2017 44.9 psf Design wind pressure conversion factor 0.77 Gust effect factor (G) ASCE 7-10 26.9.1 0.85 Widest part of sign face (B) 10.00 Height of sign face (a) 10.00 Overall height of sign (H) 10.00 Aspect ratio (B/s) 1.00 Clearance ratio (s/H) 1.00 Force Coefficient Cf from Figure 29.4-1, ASCE 7-10 1.4 Wind pressure (p) multiplied by design wind pressure conversion factor and Cf 41.1 psf 2. Calculate wind load and turning moments at base by the provisions of the alternate all -heights method in Section 1609.6. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered. Hor Dim Vert Dim=ill Facto Af p F H M (base) (ft) 01) (sf) (Ibs) (ft) (ft-Ibs) 10.00 10.00 0.95 95.0 41.1 3908 5.0 19542 0.0 41.1 0 0 0.0 41.1 0 0 0.0 41.1 0 0 Total 95.0 3908 5.0 19542 3. Determine depth of embedment, D in feet From Table 1806.2, class 4, sandy soil, lateral bearing pressure below grade= 150 psf/ft Per 1806.3.4 Increase for poles, tabular value time 2 = 300 psf/ft Assume depth of hole (D) 6 ft (Si) = 1800 psf - number of posts= 1 Load per post (P)= 3908 -from p. 5-81, Structural Engineering Handbook: D=((1.18'P)I(b'S1))'(1+(SQRT(1+(1.88'b'S1'H/P)))) assume b (ft)= 3.5 D (ft) = 3.7 Alternatively, Section 1807.3.2.1, Equation 18-1 A=2.34P/S1'b= 1.45 D=0.5A((1+(1+(4.36h/A))"0.5)= 3.6 feet `�ip11/11/1/ 4. Determine required ction modulus A 3) at base stre =(P'(H)r' max s12)/section modulus ......... max stress < allowable stressSF'•�Q for outdoor signs, allowable stress < (0.66)(yield strength) • >• �' y •�, material A53GrB NO 0044089 w yield strength (modulus of rupture) 35000 psi p *: ' required section > (P•(H)•12)/((0.66'ys)) At base, minimum section modulus= Use 8" SCH40 steel pipe. section modulus (Wx) = 10.15 in-3 16.80 in"3 i� �, S LATE . LIJ References: Structural Engineering Handbook, Gaylord&Gaylord editors, Fourth edition, McGraw Hill, NY 1997 4 ASCE 7 10 The 6th Edition (2017) of the Florida Building Code Mechanics of Materials, Beer and Johnston, McGraw Hill, NY 1981 v ICBO Evaluation Report No. 4016 G SBCCI Compliance Report No. 9368 O Standard Handbook for Mechanical Engineers, T. Baumeister and LU o L.S. Marks, editors, Seventh edition, McGraw Hill, NY 1967 sheet 4 of 4 a John J Orlando PE 0044089 wy 165 Old Ridge Road cc ® Macon GA 31211 (478) 784-2226 is Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-1553 Certification for Design Load Compliance Project Name: Turnpike Feeder Rd. Plaza Project Address: 6053 Turnpike Feeder Rd., Ft. Pierce, FL 34951 Permit #: Occupancy Type: Construction Type: Sign INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. • Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida Sixth (6th) Code Sixth Edition with 2017 Supplements using ASCE 7-10 2. Structure Designed as (check one): X Enclosed _Partially Enclosed _Open 3. Risk Category:I X II III_IV Exposure Category:_B C C _D 4. Design Wind Velocity 160 mph 160 pSO 160 LRFD End Zone Width: ft 5. Mean Roof Height ft Roof Pitch: :12 Parapet: ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1: Zone 2: Zone 3: Zone 4: Zone 5: Garage: 7. Design Loads: Floor: PSF Roof/Dead: PSF Roof/Live: Balcony: PSF Dock: PSF Deck: PSF Stairs: PSF Fence: PSF Railings: PSF 8. Were Shear Walls Considered For Structure? Yes X Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? X Yes Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2000 PSF Soil Test Reports Submitted? Yes MU DESIGN PROFESSIONAL CERTIFICATION STATEMENT: Z Z I certify that, to the best of my knowledge and belief, the attached plans & specifications have been desig t6 5 comply with the applicable structural portions of the building codes currently adopted and enforced by St. ci@J 0 County. I alfilo OR l"�1W*,turaI elements depicted on these plans provide adequate resistance to the d force �.•� �;•�NS��••' *"sue John O ?:tea ose ' LU m �O ; vlt�o �pAA Print Name Cent # & Co. Cent Auth a U J ` �%Z ' 0044089 LU . Signatuiy D lE and t I �e.' _�� John J. Orlando PE LLC 165 Old Ridge Rd. Macon, GA 31211 N '.��90.• F L OP' �� Company Name & Address Revised 12/07%Z ES.`S.'OelPoe