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Home My WebLink AboutPROJECT INFORMATION. ro'„•; ,f ) � ;;•,,K•nyS 2:�; �t�.�r�k'�7 ".J'ii'i4��}rl .x,�i ti�,j ��'�N'R-.�._Fr n� f�r �l)1'lin�'.f,��P�l�. i�s%r 1f 44.7ii�a�r �tr�.%. it �W �lL F_.''�F"....."A t 7 1 � r ti " t r �167�'Y� � j'• t., t� t 'y ti o iti �' If'ilrv". • 1 -.. F 4 _:t t� f.. 1 ,�. .. ryli2 ,� x i S 1 4 � �L•� +`c ,'. 1y •.1.". ('! r .rY �4yt +f 'iN �t'�� ,ff1 -A \Ili�.fi rF17 r�I'�L,}i,frinl.Ll�r+;�.fv�"t{L:•�i��e,kik N}#irT4�r'}i�k r1.4rir \n'9K 148 �' ,a .p MR . i1i,l�f , h:�'xf�•t � 4i� it� t.,, 1} m M kdrihy4,t r,�ti �. ae1?' � Sm "('i`n} ii •, t �, .ING BAR TO RUN ENTIRE WIDTH OF SIGN FACE , h. b ,i I N 7tS` l 7 r h� 'I R "ltl�rij(''(dpl�4'G�1 ft(4t,,_�'; � {4#(n!"vi),,itll.,�kis.�!i��.�� •'IIf' '4'-1:"-..z1'7'=4' ,.LED: Illuminated Monument - 6'4" OAH Page 9 Parl4ormed fece,.:177"Thk. White Solar Grade - •'Polycdrlmnato'Fa6ec iNhEnbox�od.Giap)il -� t`' 31 is io Dixonned' 2'RETAINER•_". Z.•ttNOiE: SIDE RETAINER - - -' 70.BE REAIOVARLE) ELEVATION VIEW (2);RMlred SIDE VIEW Scale: 3f4• = T -0• St213: 3/4• = T 0• Color Reference: ® Red Ymyi ..6193G32-73 Orango nz E WNIS TranuiucentWhile PDiyear ate ®Redo obelLFrIPGu r and Skid AI¢o Nobel (Gdp Guard Pius) SIGN20134 — 2.4AMPS TOTAL W/ewh7dustries YOUR BnAIID AT ITS BEST" 1400-967-2553 VW W.a11enlndUStrleS.00M 4'-1 °' u T-4" LED Illuminated Monument - 6a-1 °° ®AH Specificatins Page 10 Note: S Din. Internal Steel Support - All Interior Motal Compontnts to be Painted White Sent lle•Strei saddle grekeLs(@Top and Bottom um 12• l ! 12•Wdo Extudod - Aluminum Framing Syulem GENERAL SPECIFICATIONS: � - , 121ExtSin rams 72•Sign Frama 1' —2' HIn�,��o�,tl,�RoF5lnor - Sign Cabinet: 4'-1^t:, 7'-4" 12'dee double -face, ( P) V0IS00L,& SIDED .'; camee D'e s.1(roprOrm Side) illuminated sign ' cabinet manufactured from 12• ds3ip aluminum cabinet extrusion C 2• - LM 1 Iyt" • 1 �; LED Interior lNuminatlan aluminum retainer oxtiuslon:Idsndard Allen , �OBEESZ�eEa.24Yox ' I. ( B'Din. Internal Steel Support Ind. extrusions]. Illuminatlon: LED Intedor.11lumination, GEWHDSP-6,24 - - J PctorSogiy- -, C I I ,j r '� r •� _, ! PemrSsnpr� lmud Conant Lt Ar, - t �-- GE l.ow ltiltago Poer.Supply VOII DDBble Blded LED A1pdUIC5 pDY7efed by G i '" ' Ci - — Faasaor�mc F°I7c4'r'On4 24 Volt Po . - AllmiitliiniAngls LED.R91(9(p®pf18 cam nvmv,g 1' (.7777 r'crc-,w!aE(,j a.Grani ro rrSuppries. .� caE.rvp roar tnlaxn, -. ] Sr (2) pan for dz-deep T7r uack _ ''- _':I ___ _ --- _ •t. -._ 5cathap of rPanvy, Service 1.:' - •1f4•Thk'EeetSleet F aib.6nate.faces%-Atli.1/0embossed II Y DOLLAR co y arid •1f4- embossed_ _ -_ capy.tirrde-Regis.tgred.inatk-to be Mt. (1) — -- ] one didu:of fzce 66hdrdd,into T reainer j Alum. &ro 3 taro end bi g. r ; Bass IdStbUtlon Sigh to be bisto)led onrne%r stdef tube support f—Alum andienem7edded In concrete f0und36onas per eirg tt data. - - - -- - - - - - ---- . - NOTE• All components are'U:LUsted%rilhU.L.Label. I-- •�-) Concrete Electrical Connection 6 Others Y 'Per Engineered eere 2" li ad Ratairter Face '{ Spec Note: AeG'siDeL'di (one Side) I I Bars To Be6e o rt:z.. Front View - Construction Detail LED Detail r Appllgd To Flat'`,` t ` .�LexanFams l®r runT 140TE Hanggeer�gar Scale: 1/2"=1'-01, 9GEMIDSPO Side�ftew �uoY _7ctaEn .,,.axuEcs - To RunTliaEmire it Ib 24VOLTDOU6LESIDED nEr .� •ns 'os'si '.YdmofSkjnFm J i LED Irairta ik.*i ®ai OWEOUAL porieredtryGEPorierSupply {� #GEPS2"0-24W6it Extrusion -Profile Hinged Retainer Detail 120voits]240VAC 5of6oHz, Scale: N.T.S. t Input Cunnt 1.1 Amp Scale: N.T.S. �T Note: ` tl 12 Module Max. Load .FY per Paver Supply SIGN WEIGHT =3375 _ _ _ 2.4AMPSTOTAL SIGN AREA = 29.94 �f//eu, /n ies a uL „s'ELECTRIC. g OU RE Iffi oF, wane .11 of n E ru7m AiEt'w.Eciaua c�A;; ` ' i i Q . .31& r Me"Indlistries YOUn BRAND AT ITS REST- 1-800-967-2553 w -w-a Ilenindustries.com 6 CARL E. THQMPSONg JR9 P.E. Serving the I Phone: (423)781-733( Email: carl@tesengrs. i Mailing Address: P.O. Project #: 011 ndustry Since 1984 Fax: (423)781-7337 om Website:tesengrs.com Sox 1500, Englewood, TN 37329 17 DWG #: EB-6965 Family Dollar Monument Sign 4'-1" x 7'-4" @ 6'-1" O.A.H. Florida Building Code 6 h Ed. (2017)I(ASCE 7-10) V,,LT =160-mph Structural Calculations Location: Family Dollar, 3214 Avenue D, Ft. Pierce, FL 34950 1 for 2 �rllle m md�tzc Address: 6434 Burnt Poplar Road, Phone: 336-668-2791 I P.O.# 165322 %III IIIII I, Frie4s nc. Greensboro, NC 27409 www.allenindustries.com Cj No.36539 o; STATE OF110 .�6 ZONAL` 00 February 9, 2018 This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. Project I Job Ref. Family Dollar Monument Sig 4'-1"x 7'-4" @ 6'-1" 0A.H. Project #: 011518 i DWG #: EB-6965 Co Section I Sheet no./rev. i O Column & Foundation Design 2 CARL E. THOMPSON, JR., P.E. Calc. by Date I Chk'd by Date P.O. Box 81-7 Englewood, 233731- Phone:(423)781-7336 Fax:(423)781-7337 D.J.W. 2/9/ I018 C.E.T. 2/9/2018 Sign Overall Height, OAH = 6 ft + 1 in = 6.083 ft Design Wind loads are based on the Florida Building C Design Wind Speed, V = 160 mph Risk Category I. KZ = 0.849 (Table 29.3-1) Ke = 1.0 (Section 2( Gust Effect Factor, G = 0.85 Taken from ASCE 7-1 Ultimate Design Wind Pressure, WLuLT = ((0.00254 Allowable Stress Design Wind Pressure, WL = 0.6 Material Properties Plate A-36: Fy_plate = 36 ksi Mounting Bolts: ASTM A-307 ASTM A-325 ASTM A-490 ASTM 316 SS Class 2A Anchor Bolts: ASTM F-1554 Gr. 36 ASTM F-1554 Gr. 55 ASTM F-1554 Gr. 105 Fu A3o7bolt = 60.01 Fu A325bolt = 120.0 Fu A490bolt = 150.0 Fu = 75.0 ksi ,,►►►11111//�I No. 36539 ; ,Z/*f/1y STATE OFA. •'�� ►de 6d` Edition (2017) (ASCE 7-10) using Exposure C. Importance Factor Ip = 1.0 8.2) Kd = 0.85 (Table 26.6-1) Cf= 1.440 (Table 29.4-1) Section 26.9 for Rigid Structures psf/mph2)xK.xK=xKdxV2xIPxGxCo=57.9psf ((0.00256 psf/mph2) x KZ x K,,t x Kd x V2 x Ip x G x Cf) = 34.8 psf Fu_Gr36 anchor bolt = 58.0 ksi Fu_Grss anchor bolt = 15.0 ksi Fu_Grlos_anchor bolt = 125 ksi Concrete Compressive Strength (Minimum), f,. i L 2,500 psi Allowable Soil Bottom Bearing Capacity, SollBot Ml = 1500 psf Allowable Lateral Soil Bearing Capacity, Soils ,w = 150 psf/ft Design Allowable Lateral Soil Bearing Capacity, S661Design = Soils All x 2 = 300 psf/ft (Times two increase per FBC Section 1806.3.4) This document is for the solei use of C.E.T. and his designees. Unauthorized use is strictly prohibited. • Project I Job Ref. Dollar Monument Sig 14A"x T4' @ 6-1" OA.H. Project #: 011518 DWG #: EB-6965 Section Column & Foundation Design Sheet no./rev. 3 Ce OTFamily CARL E. THOMPSON, JR., P.E. 11 Calc. by Date i Chk'd by Date P.O. Box Englewood, 373 D.J.W. 2/9 018 C.E.T. 2/9/2018 1-7)781-7337 Phone: (423)781-7336 Fax: � COLUMN DESIGN & CONNECTION Cad Connection Elevation Above Grade, EL on = (0 ft + 0 in Face Heieht Face Width Face Elevation Face Cei Hi= 6ft+1 in Wt= 7ft+4in EI=OAH= 6.083 ft Ct = Et-( H2= Oft+Oin W2- Oft+Oin E2=El-Ht=0.000 ft C2= E2-(: H3=011+0in %=Oft+0in E3=E2-H2=0.000ft C3=E3-(: H47 Oft+Oin W4= Oft+Oin E47E3-H3=0.000 ft C4= E4-( Hs= Oft+Oin Ws=Oft+Oin Es=E4-H4=0.000ft Cs=EX H6= Oft+Oin W6= Oft+Oin E6=E5-H5= 0.000 ft C6 = E6-� HT Oft+Oin W7=Oft+Oin E7-E6-H6=0.000ft C7=EA Total Area, AreaTeil = A t + A2 + A3 + A4 + As + A6 + Ar Height of resultant lateral force, hr = (((AtxCt) + (A2XC2) Moment of Area, AreaMemert = hr x AreaTw=149.261 Load Factor for 1-Column Design, LCBF = 1 I Shear per Column, Sheare.l,,,,,,,_Base = ((AreaTotal) x Moment per Column, Momenteolmmn Base = (Area Axial Load, Pr = 1.500 kip ,,,f1111111/II No. 36539 . - .p: 0A ; STATE OF0. A,4OR •• IIIII111111 ) 10.000 ft troid Heieht Above Connection Shape Factor Factored Face Area ;�,wa+(H1/2))= 3.042ft SFt= 1 Ai=HtxWtxSFt=44.611 if 'sL.+(H2/2))= 0.000 ft SFZ= I A2=H2xW2xSF2=0.000 ft2 LSO"+(H- 2)) = 0.000 ft SF3= 1 A3=H3xW3xSF3= 0.000 ft2 3L.+(H4/2)) = 0.000 ft SF,= 1 A4=H4x W4xSF4= 0.000 ft2 'sL.+(Hd2)) = 0.000 ft SFs= 1 As=Hsx WsxSFs= 0.000 ft2 M.+(Hd2)) = 0.000 ft SF6= I A6=H6xW6xSF6=0.000 ft2 Lam„+(H7/2)) = 0.000 ft SF7= 1 A7=H7XW7XSF7= 0.000 f 2 44.611 ft2 + (A3xC3) + (A4xC4) + (AsxCs) + (A6XC6) + (A7xC7))/AreaTm1) + 0.05*OAH = 3.346 ft ft3 WL) x LCBF = 1.552 kip oment x WL) x LCBF = 5.192 kip_ft FOUNDATION DESIGN Depth of Foundation Top Bellow Grade, DFT = �0 in) CUBE FOUNDATION Total shear force F = 1.552 kip Total bending moment M = 5.192 kip_ft Height of resultant lateral force h = M / F = 3.346 ft Footing Dimensions L = (3 ft + 0 in)I W = (3 ft + 0 in) Design Lateral Soil Bearing Capacity, Soil i Design = 300.000 psf/ft Embedment depth by trial (Non -Constrained S1 = SOilL t Design X (min(DNon_Constreined + DFT,(12 ft)/3) = 400.898 psf A=2.34xF/(Width xSt)=2.135ft ! Width = 4(0 + W) = 4.243 ft DNon Constrained =4.009 ft Embedment depth required (Non -Constrained) DNon_constrained = (A / 2)x (1+ 4(1+ (4.36 x h / A))) = 4.055 ft Use T-O" x 3'-O" x V-3" Deep footing. i Column Design Moment, MDesign = (F x (h)+ DNon_Constrained /3)) = 7.289 kip_ft DRILLED FOUNDATION Total shear force i F = 1.552 kip Total bending moment i M = 5.192 kip ft Height of resultant lateral force h = M / F = 3.346 ft Width = (2 ft + 6 in) Design Lateral Soil Bearing Capacity, SOill.at Design = 300.000 psf/ft I Embedment depth by trial (Non -Constrained) Si = S0i1L t Design X (min(DNon_Constralned +i DFT, 12 ft)/3) = 496.583 psf A=2.34xF/(Width xSi) =2.925ft i DNon_Constrained =4.966 ft Embedment depth required (Non -Constrained) DNon_Constrained = (A / 2)x (1+ 4(1+ (4.36 x h / A))) = 5.041 ft Use 2'-6" O x 5'-3" Deep footing. Column Design Moment, MDesign = (Fix (h + DNon_Constrained /3)) = 7.799 kip_ft This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. • Project I Family Dollar Monument Sigp 4'-1"x 7'-4" @ V-1" O.A.H. Job Ref. Project #: 011518 DWG M EB-6965 Co Section I Sheet no./rev. O ndation Design Column & Foundation 4 CARL E. THOMPSON, JR., P.E. Calc. by Date i Chk'd by Date P.O. Box 1500, Englewood, TN 37329 Phone:(423)781-7336 Fax:(423)781-7337 D.J.W. 2/ I/2018 C.E.T. 2/9/2018 BASE COLUMN DESIGN STEEL MEMBER DESIGN (AISC 360) In accordance with AISC36014th Edition Safety factors Shear K2„ = 1.67 Tensile yielding Oky = 1.67 Compression S2c = 1.67 Design section 1 Section details Section type HSS 5x0.188 Steel yield stress Fy = 42 ksi Modulus of elasticity E = 29000 ksi Analysis results Required flexural strength - Major axis Required shear strength - Major axis Required compressive strength Restraint spacing Major axis lateral restraint Lx = 6 ft Torsional restraint LZ = 6 ft No. 36539 6. � � ��0 ; STATE OF�� Milt 2010 using the ASD method Tedds calculation version 4.3.01 Flexure S2b = 1.67 Tensile rupture S2t,r = 2.00 14th Edn (04.1)) ASTM steel designation A500 Gr.6 Steel tensile stress Fu = 58 ksi HSS MAN (AISC 14th Edn (04.1)) Diameter, Do, 5 in Weight of section, Weight, 9.7 Ibffft Section thickness, t, 0.174 in Area of section, A, 2.6 Inz Radius of gyration about x-axis, rx, 1.71 in Radius of gyration about yaxls, rY, 1.71 In Elastic section modulus about x-axis, Sx, 3.08 Ina Elastic section modulus about y-axis, SY, 3.08 Ina Plastic section modulus about x-axis, Zx, 4.05 Ina Plastic section modulus about y-axis, ZY, 4.05 Ina Second moment of area about x-axis, Ix, 7.69 In4 Second moment of area about y-axis, Ix, 7.69 In4 Mr,x = 7_8 kips ft Vr,x = T552 kips Pr = 1_5 kips Classification of sections for local buckling - Section B4 Minor axis lateral restraint Ly = 6 ft Flange flexure class Compact Section is compact in flexure Flange compression class Nonsll nder Section is nonslender in compression Design of members for compression -Chapter E Required comp.strength Pr = 1.5 kips Allowable comp.strength Pc = 43 kips Pr / Pc = 0.035 PASS - Nominal compressive strength exceeds required compressive strength I V Design of members for shear - Chapter G Required shear strength Vr,x1_6 kips Allowable shear strength Vc,x = 19.9 kips Vr,x / Vc.x =0.078 h PASS - Allowable shear strength exceeds required shear strength Design of members for flexure -,Chapter F N Required flexural strength Mr',x = 7_8 kips ft Allowable flexural strength Mc,x = 8_5 kips ft I Mr,x / Mc,x = 0.919 *17 PASS - Allowable flexural strength exceeds required flexural strength Design of members for combined forces - Chapter H C Combined forces Pr / (2 x Pc) + Mr,x / Mc,x = 0.936 � I PASS - Combined flexure and axial force is within acceptable limits /4 1 This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. e- w x J a w O co D- w w 0 7'-4" NOTE: HANGING BAR TO RUN `ENTIRE WIDTH OF SIGN FACE r-1 PAN -FORMED .177' 1HK. SOLAR GRADE POLYCARBONATE FACES W1TH EMBOSSED, SECOND SURFACE PANTED GRAPHICS PRIMARY SERVICE DISCONNECT 2" RETAINER (NOTE: SIDE RETAINER TO BE REMOVABLE) BENT 1/4' STEEL SADDLE BRACKETS (0 TOP AND BOTTOM) NOTE: ALL INTERIOR METAL EXTRUDED ALUMINUM COMPONENTS TO BE PAINTED WHITE "H" BAR 127 SIGN FRAME dGEWHDSP6 I I 24 VOLT DOUBLE SIDED LED INTERNAL ILLUMINATION I I 12 MODULE MAX. LOAD 1 $GEPS24-80-24 Volt I I I POWER SUPPLY 1 wEPs2a1eau24v"e INPUT CURRENT 1.1 AMPS Power Supply I I Iit ALUMINUM ANGLE LED RAIL SUPPORTS I i d WITH MOUNTING CUP TOP AND BOTTOM ' I WEATHERPROOF PRIMARY III SERVICE DISCONNECT ji I SIGN WEIGHT = ±375 LBS SIGN AREA = 29.94 SQ. FT. FACE MATERIAL BURN RATE: UL 94 FLAM CLASS RATING- 9411-2 '• ryJ1;;�==j I-I1 +'`. y I • I I_I I I_ ELECTRICAL CONNECTION :. ,�,I °' I I III=1 —III —III_ BY OTHERS I IE I1—I 11 I I —I I I - j III_ BASE COLUMN SUPPORT: I 5"0 x 0.188" WALL PIPE '..,I 11 F1.= 42 KSI STEEL MIN. II J' CONCEALED FASTENERS OR ATTACHMENTS I I r- FRONT VIEW ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD GENERAL SPECIFICATIONS SIGN CABINET:4-6"t X W-1' (12' DEEP) DOUBLE -FACE, ILLUMINATED SIGN CABINET MANUFACTURED FROM 12' DEEP ALUMINUM CABINET EXTRUSION & 2' ALUMINUM RETAINER EXTRUSION [STANDARD ALLEN IND. EXTRUSIONS} ILLUMINATION:LED INTERIOR ILLUMINATION, GEDS71-1, 24 VOLT DOUBLE SIDED LED MODULES POWERED BY GEPS24-18OU, 24 VOLT POWER SUPPLIES. SIGN FACE:(2) PAN FORMED 2' DEEP, .177' THICK POLYCARBONATE FACES wh7H 1/2' EMBOSSED 'FAMILY DOLLAR' COPY AND 1/4' EMBOSSED COPY BORDER. REGISTERED MARK TO BE FLAT. (1) ONE SIDE OF FACE ANCHORED INTO 2' RETAINER SYSTEM AND HINGED FOR SERVICING, INSTALLATION: SIGN TO BE INSTALLED BY SLEEVE -OVER ON NEW STEEL TUBE SUPPORT EMBEDDED IN CONCRETE FOUNDATION AS PER ENGINEER DATA -NOTE. ALL COMPONENTS ARE U.L LISTED WITH U.L LABEL(9) . yy wA6 12" WIDE EXTRUDED ALUMINUM FRAMING SYSTEM 2' HINGED RETAINER FACE ACCESS (TOP/ONE SIDE) SEE DETAIL LED INTERIOR ILLUMINATION FORMED SOLAR GRADE POLYCARBONATE (.177") FACES W/ EMBOSSED GRAPHICS 1/4" THK. BENT STEEL SADDLE BRACKET vim. r I�o3,rP163 I8c3-may ST. LUCT COUNTY B 'G nlV REVMNNTD FOR CO CE REVIE'R' D BY DATE l o' PLANS AND PEA' ST BE OR NO INSP1 CTMIN °F LL AI i11 2.4 AMPS TOTAL COUS ELECTRIC LISTED SIGN THIS SIGN IS INTENDED TO BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF ARTICLE 6000FTHE NATIONAL ELECTRICAL CODE Wor OTHER APPLICABLE LOCAL CODES. THIS INCLUDES PROPER GROUNDING 8 BONDING OF THE SIGN. GROUNDED �® Ab ELECTRICAL NUMBER: ppCCEW11DSPe 44 VOLT DOUBLE SIDED 6 LED INTERNAL ILLUMMAT10N POWERED BY GE POWER SUPPLY BGEPS24-BO-24 VOLT O 120 VOLTS/240 VAC 50/60142, INPUT CURRENT 1.1 AMP NOTE: 12 MODULE MAX LOAD G PER POWER SUPPLY LED DETAIL } 12" NOTE: HANGING BARS TO BE N APPLIED TO FLAT LEXAN FACES PART ALLOY TEMPERI THICKNESS CABINET 6063 1 T5 .125 RETAINER 1 6063 1 T5 .094 OR EQUAL EXTRUSION PROFILE NOT TO SCALE 2" HINGED RETAINER FACE ACCESS DETAIL (ONE SIDE) NOTE: HAN7FACE IN TO RUN TH1} WIDTH OF S HINGED RETAINER\ DETAIL NOT TO SCALE CL w w i7 I in AUGURED FOOTING OPTION DETAIL DIRECT BURIAL (KEBAB NOT REWIRE)) NOT TO SCALE ERAL NOTES: - 1. Ali design, detailing, fabricating and construction shall conform to the following codes and specifications: a. The Florida Building Code 6a' Edition (21317)• b. American Society of Testing and Materials (ASTM) specifications. c. Building Code Requirements for Reinforced concrete (ACT 318-(Current Edition)). d. Code for Welding in Building Construction of the American Welding Society. e. Specification for the Design, Fabrication and Erection of Structural Steel for Buildings by The American Institute of Steel Construction (AISC) (Current Edition). f. Aluminum Association Aluminum Design Manual (2005 Edition). 2. Concrete shall be fc=2500 P.S.I. ® 28 days Compressive Strength, STD WT (150 P.C.F.) 3. Reinforcing Steel shall be ASTM A-615 Grade 60, (if a. All reinforcing steel shall be free from mud, oil, rust or coatings that would reduce or destroy bond. b. All reinforcing bars shall lap 30 diameters minimum, except as noted. c. Milimlm concrete cover on ties, stirrups and main bars shot be 3/4 inch for slab, wall and surfaces not exposed to weather or in contact with grand: 3 inches for untamed Surfaces deposited o*sl the ground except as noted 4. Structural Material Specifications: a. Aluminum shapes shall be extruded from 6061-TB alloy. Welding filler alloy shall be 4043. b. Structural Steel and Plates shall be A-36 c. W-Shape beams shall be ASTM A-992 (FY=50 ksi) Minimum d. Structural tubing shag be ASTM A-500, Grade B, (Fy=46 ksi) e. Structural *9 shag be ASTU A-53, Gade B, Type E or $ (Fy=35 ksi), ASTM A572 Grade 42 (Fy=42 W) or ASTM A572 Grade 50 (F,=50 ksi), (see drawing for individual member specifications). 5. High strength bolts ('dre uired for connections shall be ASTM A-325, unless otherwise noted. 6. Weld'mg electrodes shall comply with AWS 01.1-(Current Edition), E70)lX. (All welding to be done by welder certified for specified weld type.) 7. Design Wind Speed, VOLT= 160 MPH (ASCE 7-10) Equivalent Wind Load, PASD= 34.8 PSF ® 66=1" above the ground (3 Sec Wind Gusts.) Exposure "C" Risk Category II Ip=LO G=0.85 8. Soil Bearing Capacity Requirements: a. Minimum Allowable Vertical Bearing Capacity shall be 1.500 P.S.F. b. Minimum Lateral Bearing Capacity shall be (150 YF ' 2)=30 P.S.F. per foot of depth. (Times two increase per FBC Section 1806.3,4) 9. Contractor shall verify all dimensions and conditions in the field before erection and notify the Engineer of any disarepancfe% �o THESE PLANS AND ALL PROPOSED WOR ARE SUBJECT TO ANY CORREC71ONS NOTICE: REQUIRED BY FIELD INSPECTORS THAT This drawing is for permit procurement purposes only. C.E.T. is responsible for column & J� T. MAY BE NECESSARY IN ORDER TO foundation design only. All othercomponents are the responsibility of the sign manufacturer. If the COMPLY WITH APMABL€ CODES. existing wall is questionable or subst&ard, the installer shall notify the engineer immediately. 2 . ImduStriOSeh Inc. Address: 6434 Burnt Poplar Road, Greensboro, NC 27409 Phone: 888 294-2007 www.alien industries.corn X, �� , E °�/ ��Family Dollar Monument Sign 4'-1" x 7'4" @ 6'-1" O.A-H, Location: Family Dollar, 3214 Avenue D, Ft. Pierce, FL 34950 No.36539 •�. *�*.. DRAWN BY: T.R. Ua DATE: February 9, 2018 .�0 ;• STA E OF ; N P•0•# 165322 ��,A• �. •`1�� '� •9% 4 OR 1 OP•' ♦ �� _ SCALE: 3/8"=1'-0n si •°•••••••'��;�`� CARL E. THOMPSON, JR., P.E. %s ,,,OJVA;,,,,,,, Serving The Industry Since 1984 PROJ.# 011518 Phone: (423)781-7336 Fax: (423)781-7337 DWG.# EB-6965 Email:carl@tesengrs.com Website:tesengrs.com CARL E. THOMPSON, JR., P.E. P.O. Box 1500, Englewood, TN 37329 SHEET 1 OF 1