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HomeMy WebLinkAboutSGNC-3-12-25543 Fireston Grd Sign.tif Feb 24 12 04:41p City Of Hiekortj 8283237474 p,1 . Z0N6 - 3 V -NHF / � qo o HICKORY /CATAWBA COUNTY 5l b N -3- %d - /ypOS APPLICATION FOR SIGN PERMIT S 6 kc ,y- /Z, agz/3 (This application becomes a permit upon approval by the Zoning Administrator & Building Official.) All businesses oyerating in the City of Hickory must have a uripilege license. In order to expedite the review process needed for zoning approval, please review the following list and include all marked items with your application. An Application for Sign Permit cannot be approved until the following information has been provided to the Zoning Administrator. Site Plan to Scale Sbowing: — Right -Of -Way & Property Line location Utility Easements Size/Locations of Existing Signs on LoV31dgs _ Sign location, Size & Height _Driveway Location — Sign Design Sketch _Location & Size of Bldgs & Bldg Walls NOTE IFT3'ITHIN t 7TYOFNICXORYETJ• All Freestanding Signs must be At Least 5 Feet from property and/or right of way line to any part of the sign and may not be placed within site triangle of any intersecting drives or streets. Please ill out the, application completely to ensure timely review. Sign Location p0 Le4v, _ 13i .- C- Z- LJy Parcel Identification Number~ -. / / / YOU WILL BE ASIR T G RIVING DIRECTIONS AT THE TIME OF ISSUING THE PERMIT* Sign Own rns34rx<r co „ !, ' /Z& Si gn Owner's Phone No. _ AMA Fax No. Sign Own er's Address 1170 LenO. e- Contractor C/f!y .� S. G bh(�s Tn� . Contractor's Phone No. 2& 7 d 9t9a Fax No. 9i--1 - Wo /90g Contractor's Addr , D. 2 8' 4,r?c A/C - c )-91 7 Electrical Contractor. le,4 v Iry Zie c- Elect. Contr. Phone No, o '/ -z7_ 3.3 3 Fax No ws a J / 2- Electrical Contractor's Ad ress o y, �(' fit. Hickory Sign Type: On Premise signs Wall Grouftd Roof OffPrcmise signs _ WaII��Oround Roof CountV Sign Type: _Multi Tenant — Off - Premise Billboard _Development Name Marker _Limited Access Use On Premise Wall _ On Premise (Free Standing) _ Temporary Home Occupation/Cottage Business Off - Premise Directional Si Canopy uel Pump Island Site of Sign: Width (X) Length )j � Total Sq. Ft Projection from building wall: Ft, in. Height above sidewalk or i;b grade: ,L Ft r in. For wall mounted sign, provide total sq. ft. of the wall: Width (X) Length ( =) Total Sq. FL Canopy: (Total Sq. FL of canopy area that can be used for signage) Ground Area Landscaping Sq. Ft_ 3L Illuminated? t" Yes amps) No Other signs not attached to building? Yes No Electronic Message Board: _ -,y No r` (Type of Message board: LED: _Yes No / Trivision: ` Yes No) Support Material: D./kc �,,, �„t Sign Costs - Vo.�S' a � Does BUILDING have field installed NEON skeleton tubing? Yes % No Signature of Applicant. C ' Date %72 7/ Z- nly signs that have s permit are allowed on your property, No other signs allowed. "Non-permitted signs may be subject to removal/disposal without prior notice. For clarifications or to request a final zoning inspection (if required) contact Appropriate PlanninglZoning Jurisdiction City of Hickory Planning and Zoning Department- (828) 323 -7410 Catawba County Planning and Zoning Department- (828) 465 -M FOR ZONING ADMINISTRATOR'S USE ONLY Zoning Designation ', �j Setbacks - / f / / Airport Protection Zone 4 U no Front Rear Side Street Sign Application Approved �1,IC114 _ Date Conditions of Approval Sign Application Disapproved - Date Reason for Disapproval ­I Catawba County and the City of Hickory require that ALL Signs be INSPF.CT@p Footings, Underground Elrx., Final cc., and Final Si 1 Revised0S72 -09 Sign nspections. MIAR - 2 2012 dr Comm No.: 120072.02 Projeci: Firestone 299 N. Weisgarber Road Knoxville. TN 37919-4013 Locatkln: Hickory, NC Ph. (865) 584-0999 J C, Code: 2009 North Carolina State Building Code ASCE 7-05 Fax (865) 584-5213 Designer: FCM Date: 2/22/2012 4:11:53 PM www.sign-engineer.com louis j. cortina, p.e. structural engineering STRUCTURAL CALCULATIONS FOR: Firestone Hickory, NC JOB INFORMATION CAR Comm. No.: 120072.02 Project: Firestone —S Location: Hickory, NC Building Code: 2009 North Carolina State Building Code z SEAL Loads Based On: ASCE 7-05 o w 0 Designer: FCM Ji Date: 2/22/2012 • Gm Doing Business As: UC \\Mbi8\engineering\Signs\Calculation Templates\Sign Engineer\SignEngineering_V5_0 Comm No.: 120072.02 Project: Firestone 299 N. Weisgarber Road Knoxville, TN 37919-4013 Locatior Hickory, NC Ph. (865) 584-0999 Code: 2009 North Carolina State Building Code / ASCE 7-05 Fax (865) 584-521.3 LJC Designer: FCM Date: 2/22/2012 3:53:23 PM www.sign-engineer.com louis j. Cortina, P.e. . . . . . . . ..... . ............ ....... ............ ..... ............. .... . ..... -- - - ---- - ----- structural engine ---- q engineering WIND DATA DEFLECTION ANALYSIS Building Code 2009 North Carolini Importance Factor, I 1 Damping Ratio, P 0.005 Deflection Limit H/60 Wind Load Criteria ASCE 7-05 Directionality Factor, K 0.85 Natural Frequency, n, 3.06 Hz Deflection at l 0.44 in Wind Speed, V 90 mph Topography Factor, K, I Gust Effect Factor, G 0.85 Deflection Ratio H/276 Exposure Factor C Base Pressure, q,/K, 17.6 psf GEOMETRY INPUT Note: Loading values in chart below are based upon average K, values for each segment. Actual values are calculated on No. of Poles 1 No. of Footings I hidden sheet using derived V-M equations. Chart is provided for information purposes only. Height Width Area Top Centroid v. K ind Support Pole Loads Footing Loads s s. - S Support kip k-ft Section Location Type Elev. fit Psf Pq F , Cr Cf Pre Trib I Shear IMoment l Trib. I Shear IMoment ft ft qft Factor kips I I 1 Base Single Pole vv/ Cabinet 10 12 120.0 10.0 5.0 0.85 1.44 18.4 1.0 2.2 11.0 1.0 2.2 11.0 2 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0,0 0.0 3 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0-0 0.0 4 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0. 5 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0 6 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0 7 None 0.0 10.0 1 10.0 1 0.85 1.46 18.6 0.0 0.0 0.0 1 0.0 00 0.0 8 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0 9 None 0.0 10.0 10.0 0.85 1.46 18.6 0.0 0.0 0.0 0.0 0.0 10 To None 0.0 10.0 10.0 0.85 1.46 18.6 o () nn nn 0 . 0 Overall Height: 10.0 ft Summation based upon averages above: 2.2 11.0 2.2 11.0 Actual base reactions based upon V-M equations: 2.2 11.0 2.2 11.0 SUPPORT POLE DESIGN SUMMARY Base Elev Required Strength Values (ASD) Allowable Strength Values (ASD) Unity Ratios interaction Ratios Section Axis V, MET T I Pr V, I M, I T, I P, V T PJP P - M P-M-V-T Status ft I I kips kip-ft I kip-ft I kips I kips I kip- kip-ft I kips I I I I 0.0 HSS6.625X.280 Strong 2.2 11.0 5.3 1.4 43.7 22.0 20.0 65.0 5.0% 50.1% 26.5% 2.1% 52.2% 62.2% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Il 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 6.6% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 6.6% 7 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 0.0 1 0.0 1 0.0% 0.0% 1 -6-0 % � 1 -00 T -0-0-9, 0.0 None Strong 2 .2 11.0 5.3 1.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 00 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0 None Strong 2.2 11.0 5.3 1.4 0.0 0.0 ao 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% J ELEMENT DESIGN LOCATIONS, LOADS AND DISPLACEMENTS Element Elev. Type I Vr I Mr I T, I P, 1 0.7-9 0.7'b Element Elev. Type Vr M, T F 0.7-0 0.7*6 ft I kips J ii I kip-ft I kips I radians I in it kips I kip-ft kip-ft I kips radians in 1 0 Base Plate 2.2 11.0 5.3 1.4 0.0 0.0 3 0 Match Plate 2 2.2 11.0 5.3 1.4 0.000 0.00 2 0 Match Plate 1 2.2 11.0 5.3 1.4 0.0 0.0 4 0 Torsion Tube 2.2 11.0 5.3 1.4 0.000 0.00 PLATE DESIGN SUMMARY Plate Dimensions Bolts Weld Embed in Caisson Embed Status Number Diam all d� material Vertical e TF- Size Type N 13 D t b N.,,,. B.d,. Circle Slab in Gussets in in in in in in in in in in LJ Rectangular Base Plate ❑ Circular Base Plate ❑ Match Plate 1 (Lower) ❑ Match Plate 1 (Upper) ❑ Match Plate 2 (Lower) ❑ Match Plate 2 (Upper) FOUNDATION DESIGN SUMMARY Type la�metel Width �Ihicknesl Length Depth Volume Reinforcing Status ✓ ft I ft I ft I ft ft C Caisson 2.50 7.50 1.36 Current ❑ Vertical Slab ❑ Spread \\Mbi8\engineering\Signs\Calculation Templates\Sign Engineer\SignEngineering_VS_O Comm No.: 120072.02 Project: firestone 299N. 37919 Road Locatiol� Hickory NC Knoxville, TN 379194013 Ph. (865) 584 -0999 LJC Code: 2009 North Carolina State Building Code / ASCE 7 -05 Fax (865) 584 - 5213 Designer: FCM Date: 2/22/2012 4:11;55 PM www.sign-engineer.com louis j. cortina, p.e, structural engineering FOUNDATION DESIGN I8C Table 1804.2 - Allowable Foundation and Lateral Pressure Allowable Bearing Footing Loads Pressures Axial, P 1.4 k Class of Materials Vertical Lateral Moment, M, 11.0 k -ft psf psf /ft Shear, V, 2.2 k 1 Crystalline bedrock 12000 1200 Base Column to Footing Connection Type Direct Embed 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and /or gravel (GW and GP) 3000 200 Footing and Soils Data Sand, silty sand, clayey sand, silty gravel and Concrete Strength, f' 2500 psi 4 clayey gravel (SW, SP, SM, SC, GM and GC) 2000 150 Materials Class 5 Clay, sandy clay, silty clay, clayey silt, silt and Sign or Flagpole Yes 5 sandy silt (CL, ML, MH and CH) 1500 100 Allowable Vertical Bearing Pressure 1500 psf Note: If structure is o sign or flagpole, the lateral bearing pressure value from Allowable Lateral Bearing Pressure 200 psf /ft above has been doubled of left per IBC 1804.3.1 Caisson Footing Constrained Base No Diameter, b 2.50 ft Vertical Reinforcing Bar Size #6 Depth Calculation Status Current Effective Height, h 5.0 S1 0.49 S3 1.47 A 4.21 ft Assumed Depth 7.34 ft Required Depth 7.34 ft Concrete Strength, F, 2500 psi Minimum Diameter for Structural Plain Concrete Use 2.09 ft Required Reinforcing Type None Minimum Reinforcing Ratio 0.00% Minimum Reinforcing, A_ 0.00 sq in Required Flexural Reinforcing Ratio 0.00% Required Flexural Reinforcing, A, 0.00 sq in Controlling Reinforcing, A,regd 0.00 sq in O #4 Bars 0.00 sq in () #5 Bars 0.00 sq in () #6 Bars 0.00 sq in () #7 Bars 0.00 sq in () #8 Bars 0.00 sq in Caisson Footing Design Summary Footing Diameter, b 2.50 ft Footing Depth, D 7.50 ft Estimated Volume 1.4 yd3 Selected Bar Size #6 Required Quantity 0 \ \Mbi8 \engineering \Signs \2012 Signs\ Engineering \Calculations \120072- 02_V5_0 DESIGN SPECIFICATIONS: REFER TO SIGN COMPANY'S DRAWINGS FOR MORE DETAILS. ALL DESIGNS, DETAILING FABRICATION AND CONSTRUCTION SHALL CONFORM TO: 2009 NORTH CAROLINA STATE BUILDING CODE ACI 318 -08 AI5C AMERICAN WELDING SOCIETY LOCAL BUILDING CODES & ORDINANCES CONCRETE: 2500 PSI @ 28 DAYS STEEL PIPE SECTION: ASTM A53 TYPE E GRADE B (Fy =35 KSI) H55 ROUND SECTION: ASTM A500 GRADE B (Fy =46 KSI) N H55 SQUARE /RECTANGULAR SECTION: ASTM A500 GRADE B (Fy =46 K5I) ANCHOR BOLTS: F1554 GRADE 36 U.N.O. (ALTERNATES GRADE 55 & 105) CONNECTION BOLTS: A325 i\, STEEL ANGLES, CHANNELS, STRUCTURAL SHAPES & PLATES ASTM A36 REINFORCING: GRADE 60 A5TM A615 PROVIDE A MINIMUM OF THREE INCHES OF CONCRETE COVER OVER EMBEDDED STEEL. THE CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS & o METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. o NO FIELD HEATING FOR BENDING OR CUTTING OF STEEL SHALL BE -" ALLOWED WITHOUT THE ENGINEER'S APPROVAL. WELDING ELECTRODES: E70XX ALLOWABLE SOIL BEARING PRESSURE ASSUMED: 1500 P5F ASSUMED HORIZONTAL (PASSIVE PRESSURE) ASSUMED AT 200 PSF /FT OF DEPTH. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND /OR ENGINEERED EARTH. FILL COMPACTED TO 98% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D 698 -70 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. THE SOIL BEARING CAPACITY IS TO BE VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. IF ALLOWABLE BEARING AND /OR LATERAL PRESSURE IS LESS THAN THE ABOVE ASSUMED AND /OR CALCULATED PRESSURES, THE ENGINEER SHOULD BE CONTACTED FOR RE- EVALUATION. EXCAVATION SHALL BE FREE OF LOOSE SOIL BEFORE POURING CONCRETE. WELDERS SHALL BE CERTIFIED FOR THE TYPE OF WELDING. ADEQUATELY BRACE POLE(5) UNTIL CONCRETE HAS SET UP FOR 14 DAYS. _ o GROUT UNDER BASE PLATES WITH NON - SHRINK GROUT. THIS ENGINEER DOES NOT WARRANT THE ACCURACY OF DIMENSIONS FURNISHED BY OTHERS. ALL EXPOSED STEEL SHALL BE PAINTED WITH AN ENAMEL PAINT TO INHIBIT CORROSION. THIS DESIGN IS FOR THE INDICATED ADDRESS ONLY, AND SHOULD NOT BE USED AT OTHER LOCATIONS WITHOUT WRITTEN PERMISSION OF THE ENGINEER. DESIGN OF DETAILS AND STRUCTURAL MEMBERS NOT SHOWN, BY OTHERS. 299 N. WEISGARBER RD. PROJECT: S UITE NOXVIL Hickory NC 37919 KNOXVILLE, TENNESSEE LJ � DRAWING TITLE. PHONE: 865 584 0999 FAX. 865 584 5213 Firestone LOUIS J. CORTINA, P.E. sign engineering. stns tuml engineering * MANUFACTURER - NORTH AMERICAN SIGNS * 2009 NORTH CAROLINA STATE BUILDING COPE * 90 MPH WIND SPEED, EXP. C * (1) POLE, (1) FOOTING NOTES 12' -0" 1.) SEE MANUFACTURERS DRAWINGS FOR ADDITIONAL DETAIL AND DIMENSIONS. 2.) SIGN CABINET AND CONNECTION BY OTHERS. H55 6 5/8" 0 x.280" WALL ELECTRICAL HAND HOLE BY OTHERS GRADE a d a I I e ° G a e' a d 1 i ad 0 a . d u° 2 1 - 6 11 DIA. CAISSON FOUNDATION ��3„ se as aweee f�� �i o t DRAWN BY: CHECKED BY: COMM. N0. DATE o SEAL ., DRAWING N0. o Q 22224 0 F.C.M. D.J.B. 120072.02 02/22/12 ' REV. # DATE ^fir ode `'a�•�eI1�� °e °r���```s "IV II (I I III (III II III I I II II II I I III .. . © N6m r Q o . d 0 o w U � y e w N m w O u L LLl C ___ __ __ __ __ ______ d m W w W m w W 2' Z W Z ° N f w > o Q U W W �F�LL w rc Owti¢ �z?i�4LL W ug mQ c J a o o d = LL o w r a Z o o U ° E w 8 z ¢ z Z m U a m a e 3 a o O Z � m� O m o g� W y ' w C7 J m ° o �g�_awc w i> °z =ww ° 8 w¢ L LL' Q LL . x Z m `n� 0 0 DU z^ = W N Q Z Z O W Q O 0 t. �NZ oQ�wao� =ZUg�rnv_�LE C m' O - "J z ° ¢ � a cn33m�Q°oom - z Q W cc11 �°pc w d�w ¢m U��?U�2WUi"Q 0� ppQH m J x z� Z H Z Z Z a'n cn Lu n .� LL V O� a_ LL? N d > t8: g =.ag j m o w �� -- m ¢ co o h �aea�ad ILI 4rnam k w= ow o AA w .n �? w 1rc121rc�a LL. CD M C-11 7 c t w U Q S W �w of zw e #ab ar ° mow g`n w °(D O �o p o D �z o� wQgbG •U F U Z. O = g0 J (^� E e LL ZU mW LLJ N _.A ¢ W a z" i= H LL o Q 4 {Y - — - z �� u wz J IL F Q O� Z� y w 00 O w _ W W 0 '++ z w �� Q? 0 O M LU p Q Q Z m W Y pp m '- W H Nil lZ R- J c p U W. W Z U m LL � Q w �. 2 J Z 0 J H Z • W 3 ° � .ZA L . JL Vi. CD ti ' o Z CD �g w a C CD Z X o w -- - - - - -- - -- �� IF m q,. E �gfia ; ta§a 3. zn I - I _ " o ' y j — Q ¢ i , I m J�zowa 144 ` '0' I j w ` 0: i N 2 r `° a tl 28- .:..19•£ 5' O 144' < 130 jY - � B °go Lu - • � I e v i/ J s . - �.. �•' _ _ j I I �- z I I ii 2� •..,d' I I i v t- ¢ � ti I Z� O y m w w Q d o B � a INTERSTATE 40 p � Y Corhm No.: 120072.02 Project: Firestone 299 N. Weisgarber Road Location: Hickory NC Knoxville, TN 37919 -4013 Code: 2009 North Carolina State Building Code / ASCE 7 - 05 Ph. (865) 584 - 0999 Fax (865) 584 - 5213 LJC Designer: FCM Date: 2/22/2012 4:11:53 PM www.sign- engineer.com louis j. cortina, p.e. structural engineering STRUCTURAL CALCULATIONS FOR: Firestone Hickory, NC JOB INFORMATION \t`tt'i,ii Comm. No.: { {� 120072.02 � \ ��' r ,� \� �rhR11 Project: Firestone �� ,.•• °'°••. Location: Hickory, NC ' ' 9 Building Code: 1009 North Carolina State Building Code • y� ' Loads Based On: ASCE 7 -05 S EAL ° Designer: FCM L 022224 ° .� �' �. Date: 2/22/2012 d r 0 Doing Business As: UC �� � •eu•.e �� \\ 1 4rrii lilt I \ \Mbi \engineering \Signs \Calculation Templates \Sign Engineer \SignEngineering_V5_0 ' Comm No.: 12007 2.02 Project: Fireston 299 N. Weisgarber Road Location: Hickory, NC Knoxville, TN 37919-4013 Code: 2009 North Carolina State Building Code ASCE 7-05 Ph. (865) 584-0999 Fax (865) 584-521.3 LJC Designer: FCIVI Date: 2/22/2012 3:53:23 PM www.sign-ongineE?r.com I WIND DATA SVLICWN�I'f�Wg—i-�e' ring DEFLECTION ANALYSIS Building Code 2009 North Carolin; Importance Factor, I I Damping Ratio, 0 0.00S E: Deflectio Limit Wind Load Criteria ASCE 7-05 Directi:onality Fa:ctor,, 0.85 'H/60 , W S V -5 Natural Frequency, n, 3.06 Hz Deflection at 0.7*W ind Speed, V 90 mph Topography Factor, K, 1 0 44 in B r, Gust Effect Factor, G 0.8s Deflection Ratio H/276 Exposure Factor C _ a e qjK 1 7.:6p c f GEOMETRY INPUT Note: Loading values in chart below are based upon average K, values for each segment. Actual values are calculated a No. of Poles I No. of Footings hidden sheet usi derived V-M equations. Chart is providedfor information purposes only. Section Location Type Height Width Area Top Centroid Wind Support Pol Loads Footing Loads Elev. K, Cf Press. Trib. Shear Moment Trib. Shear Moment I Base ft ft sqft ft It Psf Factor kips k-ft Factor kips k-ft OverallHeight: I Oft Summation b, rsed upor? overages — above. Z.Z 11.0 2.2 11.0 Actual base reactions based upon V-M equations: 2.2 11.0 2.2 11.0 SUPPORT POLE DESIGN SUMMARY ase Elev Section Axis Required trength Vafi i L I Allowable Streng: � i i � i i � i i � If Unii HIS .625X.280 Strong 2.2 11.0 5.3 1.4 43.7 Mp 0.0 None Strong 2. 00 0.0 None Str n 11 5.3 0.0 None Str in 2.1 ELEMENT DESIGN LOCATIONS, LOADS AND DISPLACEMENTS W1a E.-...::::: 1111 ! 1 pl) el'; 0.7*6 Elev. Vr Mr Ty �ktEk, plate e B Element T, PLATE DESIGN SUMMARY Plat Dimensi ns Bolts Weld in in IDiameb Material Vertical Slab n Gussets Status L4 in I in in in Rectangular Base Plate in in in Circular Ba se late Match Plate 1 (Lower) Match Plate 1 (Upper) El Match PI i lo, I FOUNDATION DESIGN SUMMARY Type Diamete Width hicknes Length Depth Volume CY Reinforcing Status Caisson 2.50 7.50 1.36 EJ Vertical Slab Current 0 spread ' Comm No.: 120072.02 Project: Firestone 299N.T Road Location: Hickory, NC Knoxville, e, TN N 37919 37919 -4013 Ph, (865) 584 -0999 Code: 2009 North Carolina State Building Code / ASCE 7 -05 Fax (865) 584 -5213 LJC Designer: FCM Date: 2/22/2012 4:11:55 PM www.sign- engineer.com louis j. coitina, p.e, s[ructurai engineering FOUNDATION DESIGN IBC Table 1804.2 - Allowable Foundation and Lateral Pressure Allowable Bearing Footing Loads Pressures Axial, P, Class of Materials 1.4 k Vertical Lateral Moment, Ma 11.0 k -ft psf psf/ft Shear, V. 2.2 k 1 Crystalline bedrock 12000 1200 Base Column to Footing Connection Type Direct Embed 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and /or gravel (GW and GP) 3000 200 Footing and Soils Data Sand, silty sand, clayey sand, silty gravel and P Concrete Strength, c 2500 psi 4 clayey gravel (SW, SP, SM, SC, GM and GC) 2000 150 Materials Class 5 Clay, sandy clay, silty clay, clayey silt, silt and 5 1500 100 Sign or Flagpole Yes sandy silt (CL, ML, MH and CH) Allowable Vertical Bearing Pressure 1500 psf Note: If structure is a sign or flagpole, the lateral bearing pressure value from Allowable Lateral Bearing Pressure 200 psf /ft above has been doubled at left per IBC 1804.3.1 Caisson Footing Constrained Base N Diameter, b 2.50 ft Vertical Reinforcing Bar Size #6 Depth Calculation Status Current Effective Height, h 5.0 S1 0.49 S3 1.47 A 4.21 ft Assumed Depth 7.34 ft Required Depth 7.34 ft Concrete Strength, f'. 2500 psi Minimum Diameter for Structural Plain Concrete Use 2.09 ft Required Reinforcing Type None Minimum Reinforcing Ratio 0.00% Minimum Reinforcing, A_ 0.00 sq in Required Flexural Reinforcing Ratio 0.00% Required Flexural Reinforcing, A, 0.00 sq in Controlling Reinforcing, A, -req'd 0.00 s q in () #4 Bars 0.00 sq in () #5 Bars 0.00 sq in () #6 Bars 0.00 sq in () #7 Bars 0.00 sq in () #8 Bars 0.00 sq in Caisson Footing Design Summary Footing Diameter, b 2.50 ft Footing Depth, D 7.50 ft Estimated Volume 1.4 yd3 Selected Bar Size #6 Required Quantity 0 \ \Mbi8 \engineering \Signs \2012 Sign s\ Engineering \Calculations \120072- 02_VS_0 DESIGN SPECIFICATIONS: REFER TO SIGN COMPANY'S DRAWINGS FOR MORE DETAILS. ALL DESIGNS, DETAILING FABRICATION AND CONSTRUCTION SHALL CONFORM TO: 2009 NORTH CAROLINA STATE BUILDING CODE ACI 318 -08 AISC AMERICAN WELDING SOCIETY LOCAL BUILDING CODES & ORDINANCES CONCRETE: 2500 PSI @ 28 DAYS STEEL PIPE SECTION: ASTM A53 TYPE E GRADE B (Fy =35 KSI) HSS ROUND SECTION: ASTM A500 GRADE B (Fy =46 KSI) _ HSS SQUARE /RECTANGULAR SECTION: A5TM A500 GRADE B (Fy =46 K5I) ANCHOR BOLTS: F1554 GRADE 36 U.N.O. (ALTERNATES GRADE 55 & 105) r� CONNECTION BOLTS: A325 STEEL ANGLES, CHANNELS, STRUCTURAL SHAPES & PLATES ASTM A36 N REINFORCING: GRADE 60 A5TM A615 PROVIDE A MINIMUM OF THREE INCHES OF CONCRETE COVER OVER EMBEDDED STEEL. THE CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS & - METHODS OF CONSTRUCTION IN REGARDS TO JOB5ITE SAFETY. ° NO FIELD HEATING FOR BENDING OR CUTTING OF STEEL SHALL BE ° ALLOWED WITHOUT THE ENGINEER'S APPROVAL. WELDING ELECTRODES: E70XX ALLOWABLE SOIL BEARING PRESSURE ASSUMED: 1500 PSF ASSUMED HORIZONTAL (PASSIVE PRESSURE) ASSUMED AT 200 PSF /FT OF DEPTH. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND /OR ENGINEERED EARTH. FILL COMPACTED TO 98% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D 698 -70 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. THE SOIL BEARING CAPACITY IS TO BE VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. IF ALLOWABLE BEARING AND /OR LATERAL PRESSURE IS LESS THAN THE ABOVE ASSUMED AND /OR CALCULATED PRESSURES, THE ENGINEER SHOULD BE CONTACTED FOR RE- EVALUATION. EXCAVATION SHALL BE FREE OF LOOSE SOIL BEFORE POURING CONCRETE. WELDERS SHALL BE CERTIFIED FOR THE TYPE OF WELDING. ADEQUATELY BRACE POLE(S) UNTIL CONCRETE HAS SET UP FOR 14 DAYS. GROUT UNDER BASE PLATES WITH NON - SHRINK GROUT. ° THIS ENGINEER DOES NOT WARRANT THE ACCURACY OF DIMENSIONS FURNISHED BY OTHERS. ALL EXPOSED STEEL SHALL BE PAINTED WITH AN ENAMEL PAINT TO INHIBIT CORROSION. THIS DESIGN IS FOR THE INDICATED ADDRESS ONLY, AND SHOULD NOT BE USED AT OTHER LOCATIONS WITHOUT WRITTEN PERMISSION OF THE ENGINEER. DESIGN OF DETAILS AND STRUCTURAL MEMBERS NOT SHOWN, BY OTHERS. 299 N. WEISGARBER RD. PROJECT: SUITE 101 LJ Hickory, NC KNOXVILLE, TENNESSEE 37919 PHONE: 865 584 0999 bRAWING TITLE: FAX'. 865 584 5213 LOUIS J. CORTINA, P.E. Fi re s tone sign engin ring, structural engine mg * MANUFACTURER - NORTH AMERICAN 5IGN5 * 2009 NORTH CAROLINA STATE BUILDING CODE * 90 MPH WIND SPEED, EXP. C * (1) POLE, (1) FOOTING NOTES 12' -0" 1.) SEE MANUFACTURERS DRAWINGS FOR ADDITIONAL DETAIL AND DIMENSIONS. 2.) SIGN CABINET AND CONNECTION BY OTHERS. H55 6 5/8" 0 x.280" WALL ELECTRICAL HAND HOLE BY OTHERS GRADE ° ° a a d e c° � I. a d I e I d a a °. o a aU ° 2' -6" DIA. CAISSON FOUNDATION o r S °e DRAWN BY: CHECKED BY: COMM. NO. ° SEAL_ DATE. DRAWING NO. i°o 022224 Z ` F.C.M. 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J Z m 0~ Z J � Z4 0H� ` a i .o-M w r z U) o Z o �T a J z X p W imam a. ca LU w • w � n - LL®� ... T et I °t °A�� _ 4 1 a 12 Z o i� z M o F I w L�Lj 4 - 28 19'0 -5' 144' z Hill � I - i LU 2 o �r- i �j J ag5 T ! i } 's, i { -_ - i cq w 0 �mm CID u� �� — m w F o rn INTERSTATE 40 p J r CATAWBA COUNTY Catawba County Plan Review PERMIT PLAN REVIEW NOTES 76 North Center Street �-3 REFERENCE# SGNC -3 -12 -25543 Hickory, NC 28601 Telephone: 828 - 466 -5130 1842 5M APPLICANT OWNER ARCHITECT FIRESTONE COMPLETE AUTO CARE FIRESTONE COMPLETE AUTO CARE 1190 SE LENOIR RHYNE BLVD 1190 SE LENOIR RHYNE BLVD 28601HICKORY NC 28601 28601HICKORY NC 28601 828 - 2143638400 828 - 2143638400 CONTACT PERSON GENERAL CONTRACTOR Clayton Sign Works Inc. P O BOX 778 LINCOLNTON NC 28093- (704)748 -4880 Address: 1190 SE LENOIR RHYNE BLVD, Hickory, NC Type of Occupancy: Sign Date Received: 03/02/2012 Type of Work: Ground Sign PIN #: 371214331139 Describe Work: Ground Sign (Firestone Complete Auto Care) Case #: SIGN -3 -12 -14900 Status Approved REVIEW RECEIVED COMPLETED STATUS ASSIGNED TO FIRST REVIEW Structural design loads 03/07/2012 03/07/2012 Approved James Lamb Comments: Created from Permit SGNC -3 -12- 25543. Case #: ZONS -3 -12 -14899 Status Approved REVIEW RECEIVED COMPLETED STATUS ASSIGNED TO FIRST REVIEW Hickory Zoning Review 03/02/2012 03/02/2012 Approved Gene Frye Comments: Created from Permit SGNC -3 -12- 25543. END REPORT pin - permit plan review notes 03/07/2012 14:00 Page 1 of 1 Notice: All revisions to plans must be submitted as one package. Multipage plans should not be submitted seperately. All sheets should be stapled or otherwise attached for each set submitted!