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IIDESIGN SPECIFICATIONS:
<br /> REFER TO SIGN COMPANY'S DRAWINGS FOR MORE DETAILS. NOTES
<br /> ALL DESIGNS,DETAILING FABRICATION AND CONSTRUCTION SHALL WIND DATA DEFLECTION ANALYSIS
<br /> CONFORM TO: 1.)SEE MANUFACTURERS DRAWINGS FOR Building Code 2015 IBC Importance Factor,I 1.0 Damping Ratio, 0.00$ Deflection Limit 11160
<br /> ADDITIONAL DETAILS AND DIMENSIONS. Wind Load Criteria ASCE 7-10 Directionality Factor,K,'tl 0.85 Natural Frequency,n, 3.10 Hz Deflection at 0.7'W 0.53 in
<br /> 2015 IBC Wind Speed,V 110 mph Topography Factor,K„ 1.0 Gust Riled Factor,G 0,85 Deflection Ratio 111136
<br /> ACI Exposure Category C Base Pressure,vigil:, 15.8 psf AID Wind Load Factor,y'a: 0.6
<br /> D psf Notes: (1)Loading values in chart below ore based upon average K;values for each segment.Actual values are
<br /> 2.)SIGN CABINET AND CONNECTION Wind Pressure Override per
<br /> AISC Jurisdiction Requirement calculated on hidden sheet using derived V-M equations. Chart is provided forinfoanation purposes only.
<br /> AMERICAN WELDING SOCIETY BY PERSONA. (2)Wind directionality fit,)factor is e.9s for Single Pole(Round)segments instead of 0.85. The C,value
<br /> LOCAL BUILDING CODES&ORDINANCES GEOMETRY INPUT'll Monument: Yes from Fig.6-21 has been increased by 0.95/0.85 to account for this variation.
<br /> No.of Poles 2 No.of Footings 1 (3)Wind pressures listed below have already been multiplied by the A50 Wind Load Factor,v.
<br /> CONCRETE:2500 PSI @ 28 DAYS Horiz. Top Wind Support Pole Loads Footing Loads
<br /> STD.STEEL PIPE SECTION:ASTM A53 GRADE B(Fy=35 KSI), U.N.O. *CLIENT-PERSONA Section Location Type Height Width Offset Area Elev. Centroid K, C, Press. Trib. Shear Moment Trib. Shear Moment
<br /> STEEL PIPE SECTION(>20"0):ASTM A252 GRADE 3(Fy=42 KSI MIN.)U.N.O. *2015 IBC ft ft ft sgft ft ft _ psf Factor kips k-ft Factor kips k-ft
<br /> *110 MPH WIND SPEED,EXP.C 1 Base Multiple Poles w/Cabinet L92 10.67 20.4 1.9 1.1 0.85 1.34 153 0.8 0.2 0.3 1.0 0.3 0.3
<br /> HSS ROUND SECTION:ASTM A500 GRADE B(Fy=42 KSI)U.N.O. 2 Multiple Poles w/Cabinet 4.08 10.33 42.2 6.0 4.2 0.85 1.60 18.3 0.8 0.6 2.5 1.0 0.8 3.2
<br /> HSS SQUARE/RECTANGULAR SECTION:ASTM A500 GRADE B(Fy=46 KSI) *(1)POLE 3 None - 0A 6A 6.0 0.85 1.46 16.6 0.0 0.0 0,0 0.0 0.0 0.0 -
<br /> 4 None 0.0 6.0 6.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> W SHAPES:ASTM A992(Fy= 50 KSI) s None 0.0 6.0 6.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> ANCHOR BOLTS:ASTM F1554 GRADE 36 U.N.O.(ALTERNATES GRADE 55&105) 6 None 0.0 6.06.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> CONNECTION BOLTS:ASTM A325
<br /> MOMENT AT GRADE OF THE 7 None 0.0 6.0 6.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> 8 None 0.0 6.0 6.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> THREADED RODS:ASTM A193 GRADE B7 PROPOSED SIGN IS LESS 9 None 0.0 6.0 6.0 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.00.0
<br /> STEEL ANGLES,CHANNELS,STRUCTURAL SHAPES&PLATES ASTM A36 THAN MOMENT AT GRADE 10 Tap None - 0.0 6.0 __ 6.0 __ 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> OF THE EXISTING SIGN Overall Height: 5.00 ft Summation based upon averages above: 0.8 z.8 3_1 3.5
<br /> REINFORCING:GRADE 60 ASTM A615 Column Spacing: 7.58 ft Actual base reactions based upon lAM equations: 0.8 2.9 1.1 3.7
<br /> PROVIDE A MINIMUM OF THREE INCHES OF CONCRETE COVER OVER l SUPPORT POLE DESIGN SUMMARY MATERIAL= STEEL
<br /> EMBEDDED STEEL.
<br /> Base Elev Required Strength Values(ASD) Allowable Strength Values(ASO) Unity Ratios Interaction Ratios
<br /> THE CONTRACTOR(INSTALLER)IS RESPONSIBLE FOR THE MEANS& Section Axis V, M, T, P, V, M, T, P, v,jv, M,/M, T,/T P,/P, P.M P-M-V-T Status
<br /> METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. ft kips kip-ft kip-ft kips kips _kip-ftkip-ft kips
<br /> NO FIELD HEATING FOR BENDING OR CUTTING OF STEEL SHALL BE 1.92 H5S3X3X1/8 Strong 0.6 1.4 , 10 0.4 ' 11.3 3.2 2.6 " 22.2 5.4% 42.7% 0.0% 1.6% 44.2% 0.0% '
<br /> 0.00 None Strong 0.8 2.9 0.0 0.5 0.00.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% q$
<br /> ALLOWED WITHOUT THE ENGINEER'S APPROVAL. 0.00 None Strong 0.8 2.9 0.0 0.5 0.0 0.0 0,00.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
<br /> WELDING ELECTRODES: E70)0( 0.00 None Strong 0.8 2.9 0.0 0.5 0.0 0.0 0.0 " 0.0 0.0% ' 0.0% 0.0% 0.0% 0.0% 0.0%
<br /> 0.00 None Strong os 2.9 0.0 0.50.0%0.0 0.0 0.0 " 0.0 0.0% 0.0% 0.0% , 0.0% 0.0% t"
<br /> THIS ENGINEER DOES NOT WARRANT THE ACCURACY OF DIMENSIONS
<br /> 0.00 None Strong, 0.8 2.9 0.0 0.5 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 'f
<br /> FURNISHED BY OTHERS. 0.00 None Strong0.8 2.9 0.0 __ 0.s 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% '
<br /> ALL EXPOSED STEEL SHALL BE PAINTED WITH AN ENAMEL PAINT TO INHIBIT 0.00 None Strong 0.8 ,, 2.9 0.0 , 03 • 0.0 0.0 0.0 0.0 0.0% ' 0.0% 0,0% 0.0% 0.0% 0.0% .o
<br /> 0.00 None Strong 0.8 2.9 0.0 05 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% '.
<br /> CORROSION.
<br /> THIS DESIGN IS FOR THE INDICATED ADDRESS ONLY,AND SHOULD NOT BE USED ELEMENT DESIGN LOCATIONS,LOADS AND DISPLACEMENTS
<br /> Elev. V. M, r, P. 0,7*8 0'7'b Elev. V, M, T, P, 0.7*B 0.7'6
<br /> AT OTHER LOCATIONS WITHOUT WRITTEN PERMISSION OF THE ENGINEER. Element Type Element Type
<br /> h - kips kip-ft kin-ft kips radians_ in ft _ kips kip-ft kip-ft kips radians in
<br /> DESIGN OF DETAILS AND STRUCTURAL MEMBERS NOT SHOWN, BY OTHERS. 1 1.92 Base Plate 0.6 1.4 0.0 _ 0.4 , 0.0 0.1 - 3 0.00 Match Plate 2 _ 0.8 2.9 0.0 0.5 0.000 0.00
<br /> 2 0.00 Match Plate 1 0.8 2.9 0.0 0.5 0.0 0.0 4 , 0.00 Torsion Tube 0.8 2.9 0,0 05 0.000 0.00
<br /> WIND DATA DEFLECTION ANALYSIS
<br /> Building Code 2015 IBC Importance Factor,I 1.0 Damping Ratio,)i 0.005 Deflection Limit H/60 PLATE DESIGN SUMMARY
<br /> Wind Load Criteria ASCE 7-10 Directionality Factor,K„'al 0.85 Natural Frequency,n, 0.00 Hz Deflection at 0.7-W Plate Dimensions Bolts Weld
<br /> Wind Speed,V 110 mph Topography Factor,K„ 1.0 Gust Effect Factor,G 0.85 Deflection Ratio Circle Embed in Caisson Embed -
<br /> Exposure Category C Base Pressure,y(q,/K,I 15.8 psf ASO Wind Load Factor, `ll 0.6 Type N B D ` Number d" N°°rc Bim, Size Status
<br /> yDiamete Material j Vertical Slab in Gussets
<br /> Wind Pressure Override per 0 psf Notes: (1)Loading values in chart below are based upon average K,values for each segment.Actual values are in in in in in in in _ in _ in in in
<br /> Jurisdiction Requirement calculated on hidden sheet using derived V-M equations.Chart is provided for information purposes only. U Rectangular Base Plate 16 16 -- 0.5 4 1 2 2 - F1554 Grade 36 N/A N/A 0.126 No OK
<br /> (2) Wind directionality(K0)factor is 0.95 for Single Pole(Round)segments instead of 0,85. The CI value U Circular Base Plate
<br /> GEOMETRY INPUT l'' Monument: Yes from Fig.6-22 has been increased by 0.95/0.85 to account for this variation.
<br /> UMatch Plate I(Lower)
<br /> No,of Poles 2 No.of Footings 1 (3)Wind pressures listed below have already been multiplied by the ASO Wind Load Factor,y. - ,
<br /> Height Width Horiz. Area Top Centroid Wind Support Pole Loads Footing Loads U Match Plate 1(Upper)
<br /> Section Location Type Offset
<br /> Elev. K, C, Press. Trib. Shear Moment Trib. Shear Moment U Match Plate 2(Lower)
<br /> ft ft ft sq ft ft ft psf Factor kips k-ft Factor kips kit U Match Plate 2(Upper)
<br /> 1 Base Multiple Poles w/Cabinet 1.75 10.33 18.1 1.8 1.0 0.85 1.34 15.2 0.8 0.2 0.2 1.0 0.3 03
<br /> 2 Multiple Poles w/Cabinet 23.67 7,58 179.5 25.4 14.8 0.95 1.61 20.5 0.8 2.8 42.1 1.0 3.7 54.4
<br /> 3 None 0.0 25.4 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> 4 None 0.0 25.4 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> 5 None 0.0 25A 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> 6 None 0.0 25.4 2S.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> 7 None 0.0 25.4 25.4 0.95 1.46 3.8.6 0.0 0.0 0.0 0,00.0 0.0
<br /> 8 None 0.0 25.4 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0 PROPOSED SIGN CALCS0 PROPOSED SIGN
<br /> 9 None 0.0 25.4 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0 SCALE: N.T.S. MOMENT AT GRADE-3.7 K-FT
<br /> 10 Top None 0.0 25.4 25.4 0.95 1.46 18.6 0.0 0.0 0.0 0.0 0.0 0.0
<br /> Overall Height: 25.42 ft Summation based upon averages above: 3.1 42.3 4.0 54.7
<br /> Column Spacing: 7.58 it Actual base reactions based upon V-M equations: 2.8 40.0 3.7 51.8
<br /> •
<br /> EXISTING SIGN CALCS
<br /> 0 '
<br /> SIGN
<br /> of
<br /> SCALE: N.T.S. MOMENT AT GRADE-51.8 K-FT ' 'O 4
<br /> P.E. PROJECT: DRAWN BY: CHECKED BY: COMM.NO. DATE: DRAWING NO. r fIr'
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<br /> LOUIS J. CORTINA, P 10210 Evergreen Way Everett, WA- 98207 HASV JAM 190030.134 05/24/19 '
<br /> DWG.
<br /> DRAWING TITLE: - REV# DATE DRAWN BY It.� !• '
<br /> 299 N.WEISGARBER RD. PHONE 865.584.0999 (q/t7 SUITE#:701 SIGN-ENGINEER.COM A,-, "'* �'-" ':'•
<br /> KNOXVILLE,TN 37919 Best Western/Executive Residency #48146 2 , �` Z 1
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