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Home My WebLink AboutPLANSs' •�TOFWEWAPEXPHIMA`WSTA .. 25.8 SD/FT- SIFILLUMINATEDCABINETWIFACE-LIT J"NEL`LETTERS 912q-0.' 120 1 — — — 821(61e 40piDel DOTTO-LJNE-0ENOTES - - - 1927. A ".�FACEVIEWAPEXPRIMAWSTA• - - 25.8 SaTT" _ SIFILLUMINATED CABINET WIFACE-LIT. CHANNEL. -LETTERS 112 Vo' r CODE NOTE SIGN $ANNOTEXCEED 110 IN HEIGHTI_ COPY AREA NOT TO EXCEED 32 SQIFT' i ; t'. - 'EXISTING NU_ ili � - I' SIGSCOPEOF;WORK: > L R.SPECIFiCATIONS. DON $ELL'NSTO REMOVE A DI _ I IXisnNGM0UNUMENTRE7rAINING 11S - 1KTTE0NA1 Bq.ESTRUQT10E&FOUFFFFFFIIIII1444444AT166N, CENTERCayNE7RASEiouaTCHPUSCDd;rndY11� ! - FABRiCATE & INSTALL: R .. CABINET SATIN FMIS easESTucco RNISH� .-. .. CHANNELLEITERCABWEj MIDR.SSNUMERA4S ONE (1),S/FLEDILLUMINATEDMONUMENL SATINRNISH ' SIG �Ser N HAS FACE LITCHANNELLETfERSW!', isoy-d FIRST SURFACEDAYINIGHTVINYLMDUNTED FACE-LRCHtwNEL161EFLS:fOMgCHPMSC1mLgRAy11,. DEs�r;.x; .1500145 ST.LUCIECOL^TYB-'L'DNGDIVISION TOINDivmuALCABINEiS;&ROUTEDBOTTOLLCABINET,'SATINRNISH` ?EVIEWEDFOr.CO%,.:. NCE BACKEQWITHWHtfEACRYL1c DATA- '0312.15 i2EVIE{i$DALUMINUMFCOADDRAL RESSNUMESAREPINMOUN_TEDBOTrOM TgDCABINt,70MATCHPM53azLL7EGREENik� _ TO SIGN BASE sATNDssnstisw IG'MaNhews:, DATE.TiNISH:. SIGN CABINETS, LETTERSANDBASETO BE PAINTED PLANSDPFft'.II UST BEREPTONJOB:. TOMATCHSP.ECIFICATIONS;5ATINFINISHONQABINETS; A —01t%NL�ii' SPEMONILLBEMADE. &-LETTERS)$TUCCOFINISHONBASE.:' .. 1 - 24ei — 60`x92x10'Iabilcete0125aluminuincenferO'�—=T�^I_- _ fi0k92'xtU' fabnated:125 aluminum center _ .. 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Yna le seams; guaGypOaint,satinfinish..-, No vls ble seams apex PRIMA VISTA„ .. • - ':' - x2�1x°ptdfabricated,125alumidum'TPORTST.WCE00 NNE s FL ' 17114 x71:3BxJ0 randdeteda25afuminum o of mmeet1 LED ltumnstedeabuu4w/,routed faces back8d i t escelMer).aubmoWequaG�ty'.--VXEENWAtL; . w(U acrylic; automotive guariitY pair, satin fit. - % No nsi a seams. - As r+orEo - :- - No,Vl4ble seams. - _ .. °V'"ISD01�5 •RxPO1MA VISA - _ , J B'x24UPx'10'fahnetted.125aluminum abingl 17114'.z7t'nx10'faVdcated 125atuMnum coRELxs . IIG for Sp''descender);aulomotivequahtypamL - _ LED 1Turnhatedcabinet vd routed faces badu:d n t'Inleh wl white acrylic, quaGtypaint; atin finish. Noyiableseams. - - - . No visibleseams. , V`x.375 aluminum FCO sddressnumeralsyin�mcumdd - I flush to base ciabpiel, automotive quality paint satin Tinish I[ _ 6°x:375 aluminum FCO atldressnumerals NoWstblefasteners.. _ .. _. fiwhtobass ntiineLautomouvaqualirypaln4sat'mfinish . _ .. . - . No visblehstenets.. : - . .. 24'x,120'x24'labnc Lt :125alummumbase ., -- abmetwls synthetic finish coati 24 x.120 z24 labdated.125aluminumbaas'e, . Y : n8 •.,.. cabinetwfaynthetostuoofimsilcoa" ,. T'-4'(237 viad)steel pipe. _. - , r_-, •"1' ;;..i - - 1'.. - , ' - EXISTING .. I FOUNDATION ; IFounda6on 3Og dui odonciete - . ' rs i DON' BELL PORTEND VIEW APEXPRIMA VISTA' .. ' '1dBS0/FL' SCntVryE�3�5 OAK PLACE _-WILLUITINATED CAa1NETW/FACE.LfT CHANNELLETTERS '-trn,: v-ov' RANGE,88-8084 :. Lu BY ie County EA8 Engineering & ConsrrucUon ConsuiGng, I .O. Box 238121, Port Orange, FL 32123-8121 Prima Vista (1500145) 2. ACI318-08 3. ASCE 7-10 Min. Design Loads for Buildings & Other Struct. 4. ASTM F1554 Grade 36, ASTM A307 Anchor Bolts, (Heavy Hex on Bottom, not "L" bolts, UNO) 5. ASTM A36 Structural Steel 6. ASTM A325 Connection Bolts, Snug Tight 7. ASTM A500 Grade B, Structural Steel Tubing, FY = 46 ksi Phone: (808) 264-7214 Email: dustin.dipersia@gmail.com S. ASTM A449 Hex Cap Screws, Bolts & Studs, Steel, Heat Treated, Fy = 120, 105, 90 minimum 9. ASTM 6053, 6061-T6 Structural Aluminum Tubing, F. = 30 ksi min. 10. ASTM A53, Grade B, Type E or S, Structural Piping, FY = 35 ksi 11. Rebar, Grade 60 for #6 or Larger, Grade 40 for #5 or Smaller 12. ASTM A992 / A572 Grade 50 - Standard I -Beams 13. ASTM A307 Carbon Steel Bolts & Studs 1. Design Wind Speed, V.1t 1 170 mph Per 2010 FBC Wind Maps 2. Concrete Strength, f, = 3000 psi min. compressive strength 3. Wind Loads Per = ASCE 7-10 4. Wind Exposure = C Verify in Field a) Z. = 900 ASCE 7-10, Table 26.9-1 Pg 256 B) a = 9.5 ASCE 7-10, Table 26.9-1 Pg 256 C) Kd I 0.85 ASCE 7-10, Table 26.6-1 Pg 250 5. Risk Category = II M RI = 900 years a) I = 1.00 ASCE 7-10, For Category II Buildings 6. Columns/Pipes; = .237", tY = 35.0 si STD SCH40 (Field Verify) a) d = 0.237 in (Field Verify) b) O.D. = 4.500 in (Field Verify) c) I.D. = 4.026 in d) Sant = 3.21 in3 e) Weight = 10.80 Ibs / ft = 207.36 Ibs X 2 = 207.36 Ibs f) # Columns 1 21 Total Weight = 207.36 Ibs 7. Sign Dimensions = Height (ft) Width (ft) Area (ft`) Each AreaT (ft) a) Adv. Cabinetl =1 2.001 10.00 20.00 1 20.0C b) Adv. Cabinetl = .5.001 7.67 38.33 1 38.33 Total Area = 58.33 8. Sign Weight = Unit Weight (Ib/ft) Weight (Ibs) c) Adv. Cabinetl = 8.00 = 160.00 d) Adv. Cabinetl =1 8.001 306.67 Total Weight = 466.67 Ibs 9. Soil must be verified by sign installer. Calculations are based off the assumption that the soil bearing capacity is a min. of 2200.0 psf and sides of 200 psf per foot depth (1.3 for wind). If there is a question about bearing capacity of the soil, it is recommended that a soil test be performed before sign installation. n� rnl f�NtY.iP Wtab.lLOnbeiv usimwy:lawtmi4ial. . b�ba,aia CERTIFICATION: To the best of my requirements of: 2010 Florida Buili LIMITATION: Valid for only one Sig wledge,I Code and installer. THIS SEAL FOR STRUCTURAL ONLY DUSTIN DIPER,9fbtpEt.r61yj7276 Lee L),,, No 77276 ':P STATE OF L O •. <' ture: tt,b,b Date: 4/1/2015 ' H��Z �r. i,yar�.rrrxrx�.s sa+n 'r ( ,vaarr rvawrn.rroumrtrrrn"xurcxwvetum.rs ' TO SCALE no>s.".sm . m icnr rt.�e.rPsam...ser .ro�r� wsbsRamsm ��nY•o+ufl,n nevee rear mr�I.mv. N,rl4cf,J0v8uvtf04W f1 tM1 W4C aO,Cm, xidno-.,o-, Y� t �6NCMOr analysis meets structural I location. In case of contlict, s owner responsibilities control. By: Dustin DiPersia, P.E. ad By: Dustin DiPersia, P.E. I Notes: Location: 7700 Pine Lakes Blvd., St. Lucie, FL 34952 Column Specs: 4.50" O.D. X 0.237", fy = ;.0 ksi STD SCH 40 Footing Size = 3.00 ft dia. @ 2.60 ft depth Assumed soil bearing capacity = 2200 psf, ies = 200 psf per foot depth (Field Verify) 1 4.50" O.D. X 0.237" STD SCH 40 Steel Pipe I Footing Options: 2' Diameter @ 3'. 0" Deep (0.80 CY Concrete) 3' Diameter @ 2'-7" Deep (1.50 CY Concrete) 9GNt(IE¢slAniiEd FPitx151 "I vrm�s�m' ¢ecrPuc ro pscuT ex �r�ns Mtt crmc¢cr6e - 10�E%W'WMc:,ri"M= trdlp Y4TSPAK LO:lPt"0rPt4• IW4 MI:FM W.^'�PAp'gK WNEA 6LgiC0PMIB..:45fl. PSAAEOaluecnsrcV ro-�-oucPnsuamts� m.sram iasrneaaei�..i, uv rrrw: rmewOdYP'�xawn maW raves a:Px:rcesm.Paz�er.v oo-.ea.4..•aa�vwim�,a� u. reaio.� arms, Pto b,w+a W .cavfsm{ M&Nk . 1L { "M Grir%Tg1 , �SALL1t9.�l m.eJ.• b�.vTJ ra3� p Wrs,u.riaan5'baoa,J Stlm..n MpvWa4'R 4'bir+ Pf.,Zl.H'4ba'MJE YT..en M" es,nrryRn:nws.nmsq �r. i,yar�.rrrxrx�.s sa+n 'r ( ,vaarr rvawrn.rroumrtrrrn"xurcxwvetum.rs ' TO SCALE no>s.".sm . m icnr rt.�e.rPsam...ser .ro�r� wsbsRamsm ��nY•o+ufl,n nevee rear mr�I.mv. N,rl4cf,J0v8uvtf04W f1 tM1 W4C aO,Cm, xidno-.,o-, Y� t �6NCMOr analysis meets structural I location. In case of contlict, s owner responsibilities control. By: Dustin DiPersia, P.E. ad By: Dustin DiPersia, P.E. I Notes: Location: 7700 Pine Lakes Blvd., St. Lucie, FL 34952 Column Specs: 4.50" O.D. X 0.237", fy = ;.0 ksi STD SCH 40 Footing Size = 3.00 ft dia. @ 2.60 ft depth Assumed soil bearing capacity = 2200 psf, ies = 200 psf per foot depth (Field Verify) 1 4.50" O.D. X 0.237" STD SCH 40 Steel Pipe I Footing Options: 2' Diameter @ 3'. 0" Deep (0.80 CY Concrete) 3' Diameter @ 2'-7" Deep (1.50 CY Concrete) 9GNt(IE¢slAniiEd FPitx151 "I vrm�s�m' ¢ecrPuc ro pscuT ex �r�ns Mtt crmc¢cr6e - 10�E%W'WMc:,ri"M= trdlp Y4TSPAK LO:lPt"0rPt4• IW4 MI:FM W.^'�PAp'gK WNEA 6LgiC0PMIB..:45fl. PSAAEOaluecnsrcV ro-�-oucPnsuamts� m.sram iasrneaaei�..i, uv rrrw: rmewOdYP'�xawn maW raves a:Px:rcesm.Paz�er.v oo-.ea.4..•aa�vwim�,a� u. reaio.� arms, Pto b,w+a W .cavfsm{ M&Nk . 1L { "M Grir%Tg1 , �SALL1t9.�l m.eJ.• b�.vTJ ra3� p Wrs,u.riaan5'baoa,J Stlm..n MpvWa4'R 4'bir+ Pf.,Zl.H'4ba'MJE YT..en M" es,nrryRn:nws.nmsq Engineering aConstruction Consulting, LLC Phone: (808) 264-7214 Box 238121, Port Orange, FL 32123-8121 Email: dustin.dipersia@gmail.com me: Prima Vista (1500145) ription: Calculate Wind Loads for Sign Section 1 - Dimensions: ;1. Sign Height, H, Z & s = 2.00 ft 2. Width, B = 1 10.00 ft 3. Height off Ground, h = 1 0.00 ftif h = 0, s = h Isis: 1. Wind Loads, ASCE 7-10, Ch. 29 1>Wind Force i a) Velocity Pressure, VP=0.00256 x Kz x Kzt x Kd x V2x I, where K, = velocity pressure exposure coefficient = 0.85 K,t = topographic speed up factor = 1.00 Kd = wind directional factor = 0.85 V = wind velocity 170 mph I = Importance Factor = 1.00 35 2/a For Z < 15 ft: K2 = 2.01(Z s where Z =height above ground level Zg & a = terrain exposure constants Z 2/a For 15 5 Z <_ Zg: K, = 2.01(= (ASCE 7-10, Table 26.9-1) Zy Therefore.... Velocity Pressure = 53.38 psf N: To the best of my knowledge, I of: 2010 Florida Buildine Code this analysis meets structural LIMITATION: Valid for only one sign, at specitied location. In case of contlict, structural requirements, scope of work, and installer, mfg, owner responsibilities control. No 77276 ;a % 3 STATE OF 4V � Date: 4/1/2015 1 DOTTED LINE DENOTES COPYAHEA - Section 2 b) Factored Wind Pressure, WP = VP x G x Cf, where G = gust -effect factor (0.85 for rigid struct) = 0.85 \ (otherwise use Equ. 26.9-6, ASCE 7-10 Ch.26) Cf = force coefficient (Fig. 29.4-1, ASCE 7-10 Ch.29) a) aspect ratio = B/s = 5.00 b) clearance ration = s/h = 1.00 0, Therefore.... Factored Wind Pressure = 61.26 psf N x2 x=2/3xL= 1.33ft c) Wind Force, WF = WP x A X L2, where A =area of sign = 20.00 sf Therefore.... Wind Force (Shear Force) '= 544.51 Ibs (- Sign Weight (Axial Force) = 181.60 Ibs Note: Cabinet + Pole aO Moment At Grade a) Moment, M = WF x h, where h =moment arm = O.SH = 1.00 ft Section 1 Therefore.... I Moment at Sign Bottom = 0.73 kips-ft Sign Column Bending, S (Section Modulus) S= M M= Moment = 0.73 kips-ft I I fb x NC fb = yield strength = 35.0 ksi NC = q of Columns = 2.00 Therefore.... Bending, S,eq = 0.919 in3 = Cabinet 1 + Cabinet 2 Bending, S"a = 3.214 in3 Data Taken From Machinery Handbook Therefore.... Sact < Sreq (OK) Do Not Need Bigger Pipes Pipe Size = 4.500 in O.D. X 0.237 in Standard Steel Pipe, 5 = 3.2145 in3 NOT TO SCALE By: Dustin DiPersia, P.E. d By: Dustin DiPersia, P.E. ial Notes: n Location: 7700 Pine Lakes Blvd., St. Lucie, FL 34952 lumn Specs: 4.50" O.D. X 0.237", fy = ksi STD SCH 40 Footing Size = 3.00 ft dia. @ 2.60 ft depth) Assumed soil bearing capacity = 2200 psf, les = 200 psf per foot depth (Field Verify) 540 (Ole 4" Pipet • 1 • R PA r, I r'g1i 2, W Pt S9 11 Drawing Sheet 5-2 r JP.O. Box 238121, Port Orange, FL 32123-8121 Project: ;Apex Prima Vista (1500145) 1. Sign Height, H, Z & s = 5.00 ft 2. Width, B = 7.67 ft 3. Height off Ground, h = 2.00 ft if h = 0, s = h 1. Wind Loads, ASCE 7-10, Ch. 29 >Wind Force a) Velocity Pressure. VP=0.00256 x Kz x Kzt x Kd x Vz x I, where K = 2.01(Zs) z/a ForZ<15ft: z s Z , 2/a For 15 < Z < Zg: Kz = 2.01(-Z) 8 Therefore.... Velocity Pressure = b) Factored Wind Pressure, WP = VP x G x Cf, where , where 53.38 psf Phone: (808) 264-7214 Email: dustin.dipersia@gmail.com K, = velocity pressure exposure coefficient = K„ = topographic speed up factor = Kd = wind directional factor = V = wind velocity I = Importance Factor = Z = height above ground level Zg & a = terrain exposure constants (ASCE 7-10, Table 26.9-1) G = gust -effect factor (0.85 for rigid struct) = (otherwise use Equ. 26.9-6, ASCE 7-10 Ch.26) Cf = force coefficient (Fig. 29.4-1, ASCE 7-10 Ch.29) _ a) aspect ratio = B/s = b) clearance ration = s/h = Therefore.... Factored Wind Pressure = 73.74 psf xz x=2/3xL= 3.33ft c) Wind Force, WF = Wp X A X el where A = area of sign = Therefore.... Wind Force (Shear Force) = 640.94 Ibs Sign Weight (Axial Force) = 389.471bs Note: Cabinet+ Pole -Moment At Grade a) Moment, M = WF x h, where h = moment arm = 0.5H = Therefore.... Moment at sign Bottom = 4.64 kips-ft !. Sign Column Bending, S (Section Modulus) S = N M = Moment = 4.64 kips-ft fb X NC fb = yield strength = 35.0 ksi NC = # of Columns = 2.00 Therefore.... Bending, Sfeq = 0.795 in3 = Cabinet 2 Only Bending, S,,t= 3.214 in3 Data Taken From Machinery Handbook Therefore.... Sact < Sreq (OK) Do Not Need Bigger Pipes Pipe Size = 4.500 in O.D. X 0.237 in Standard Steel Pipe, S = 3.2145 in3 CERTIFICATION: To the best of my knowled€ requirements of: 2010 Florida Building Code requirements, scope of work, and installer, meets owner responsibilities control. THIS SEAL FOR STRUCTURAL ONLY Printed Date: 4/1/2015 DUSTIN DIPERSIA, P.E. FL 77276 Drawn By: Dustin DiPersia, P.E. Checked By: Dustin DiPersia, P.E. Special Notes: ``s+ttttttttrz1,�� ..ee p�, .......... E N3�•. s.� � No 77276 1.Sign Location: 7700 Pine Lakes Blvd., Port St. Lucie, FL34952 12.Column Specs: 4.50" O.D. X 0.237", fy = 0.85 -o ' ' e_ ; 35.0 ksi STD SCH 40 1.00 0'•• STATE OF ::� 3. Footing Size = 3.00 ft dia. @ 2.60 ft depth 0.85 ;F ' �; �.� P �j, ",1_ 0 4. Assumed soil bearing capacity = 2200 psf, O N A� E� ,`+`� 170 mph Signature: sides = 200 psf per foot depth (Field Verify) 1.00 nuN Date: 4/1/2015 Section 2 Section 2 1.53 0.71 38.33 sf w 4.50 ftil I Section 1 NOT TO SCALE 54' (glc 4" pipe 106" HI FII'1F-1 litl� Drawing d'_ 't PENT Engineering s Consimallon Consulting, LLC Phone: (808) 264-7214 CERTIFICATION: To the best of my knowledge, I certify this analysis meets structural P.O. Box 238121, Port Orange, FL 32123-8121 Email: dustin.dipersia@gmail.com requirements of: 2010 Florida Building Code LIMITATION: Valid for only one sign, at specified location. In case of conflict, structural requirements, scope of work, and installer, mfg, owner responsibilities control. Name: Don Bell Signs Project: !Apex Prima Vista (1500145) THIS SEAL FOR STRUCTURAL ONLY DUSTIN DIPER``�&I jJ4,F)7 7`276 ��.�`.`n L?e D/p'i `:�pJS'\ \O E NS�c•. s'��•� No 77276 * = o ; (17 Z S9•• STATE OF f<,. ' p •• �. c r % T '• O R 1 �. ' %.� Signature: �� p, ql Y"' 3 t t t t t'EN�s`' Date: 4/1/201 Printed Date: 4/1/2015 Drawn By: Dustin DiPersia, P.E. Checked By: Dustin DiPersia, P.E. Description: !Auger Footing Design for Sign Assumptions: 1. Unit Weight, fsAND = 2. Friction Angle, = 13. Soil Bearing Capacity, qs = 4. Factor of Safety = 105.00 Ibs / ft3 30 degrees Special Notes: 1. Sign Location: 7700 Pine Lakes Blvd., Port St. Lucie, FL 34952 2. Column Specs:4.50" O.D. X 0.237", 35.0 ksi 3. Footing Size = 3.00 ft dia. @ 2.60 ft depth 4. Assumed soil bearing capacity = 2200 psf, sides = 200 psf per foot depth (Field Verify) 2200.00 Ibs / ft2 2.20 �1. Broms Method xz Analysis: > Shear Force V - WF- where W = Total Wind Force = 1185.45 Ibs x- i,' z x = x L = 4.67 ft L = Total Height of Sign = 7.00 ft Therefore... V. = 526.87 Ibs / 2 Columns = 263.43 Ibs - 4.W O.D.% 0.237' STD SCH 40 Steel pipe > Diameter, D0auglooveatoaas D =<3.,: ,where Diameter of Footing, D = 3.00 ftwpri®zeaan TL Kp Shear Wind Force, Vx= 263.43 Ibs Per Column jMoment Arm, e = 3.50 ft Embedment Depth, L = 2.6 Unit Weight of Sand, F = 105.00 Ibs / ft3 Passive Earth Coef., Kp = ICP=1=4n0= 0.5 _ ! Therefore... D = 3.00 ft 4.50" O.D. X 0.237" STD SCH 40 Steel Pipe Therefore... Footing Depth = 2.60 ft Footing Dip. = 3.00 ft Volume of Concrete = 1.5000YDS X1451bs/ft3= 5862.70lbs Footing Options: 2' Diameter @ 3' - 0" Deep (0.80 CY Concrete) > Bearing Pressure 3' Diameter LOU 2'- 7" Deep (1.50 CY Concrete) /T _W +nrzXdXC `l actual - TOTAL �� c' where WTOTAL - WSIGN + WFDOTING + WPOLES - 6536.72 Ibs r = 1.50 ft I gactual = 1301.8 Ibs / ft2 - concrete - 145.00 pcf gallowable = gs[1+0.20(d-1)], where i Soil Bearing Capacity, q, = 2200.0 Ibs / ft2 gallowable = 1320.0 Ibs / ft2 I jTherefore... gallowable > clactual Soil Strength Acceptable Footing Size = 3.00 ft dia. @ 2.60 ft depth NOT TO SCALE Drawing Sheet S-4