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Specifications (51) RECEIVED Consulting JUN 2 6 2018 Structural Engineers CITY OF TIGARD BUILDING DIVISION Structural Calculations for Bank of America Light Pole Foundations Job Number: 180635 Codes: 2012 IBC Amended by Oregon Structural Specialty Code with 2014 Revisions Date: 6/22/18 5\catp PROFESfi Location: 11999 SW Pacific Hwy `�. NEE� t Tigard, OR 97223 93460PE Client: Thorud Companies Inc. ©' ORLON 3668 Kashmir Way SE #C o ob 13 Salem, OR 97317 44146 Ciko Phone: 503-881-8152 EXPIRES: i" -3: l t Engineer: John Carstensen, P.E. MSC Engineers, Inc. 3470 Pipebend Place NE, Suite 120 Salem, OR 97301 Phone: 503-399-1399 Scope of Services: Design of pole foundation for light poles Contents: Calculations 1.1 — 1.9 Sketches _ SK.1 —SK.2 LIMITATIONS: Engineer was retained in a limited capacity for this project. Design is based upon the information provided by the client,who is solely responsible for accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond those shown on these sheets. L\ G t-i O w- a . S 16,h..3 - Bp,ht LI 0+- t,I c_fic VE.Staanl 104 Fa ; Po‘E lietc041 vs,wrae. E.PPy a .lea o,t, Sk1;:.AR. (U 3 c 1,32 18°1 4%. (Eta, .rn"nc 'or*,M (TM(' 38ceo *-4r 252.8 u-4* p rZ+nnw M+N. nB to - JT ; BIZ"l'S wis trt1r PE" P%As 1,1"1-0 St fZ -=` i'-•0., MinJ (SEEit r}'"ice rrr tt I$G 0 S( VHCON.1ht"tN 'C1 ASSvon.. lr}T o tt1 N stvv- w :aspLt. G ("IS0 tsr'(f4 ) t- 3 PGF d.. 2 5 2. u. �, moo,,. a s 153 ' M1u. 55L-1S 4 L{'- Cs" (,SE*: } 11 SE 2.'- t+" ct1 •c 5 p" be-n.5 1, .L.m1a L. 'c+cSfn,16t ( -r-r P) aET "rtrnlntar REP 1A./ R7�n ;Ago( c '3�n•14'" d "'"" �' a a o,oo b. d• ' 0 031 tk, [ o oe3F4 J - a,atl3? (ri •12` ) G I.` °IS K� VSA ((p' It 5 OARS (co s,u .vn' or) FILE NO. $0(e 3 S SHEET NO. I.1 \' MADE SY h`(- DATE 02:2- 18 CLIENT 11401tv b c'aM t'ol oo :S 1EhIGIIVEERS IIVC. t PROJECT 1F'Nk a1° itlhL.S.' MSC Engineers,Inc. Job# 180635 Date: 6!22!2018 Sheet# 1.2 Project: Bank of America Designer: JAC Client: Thorud Pole Foundation Design Ref:AASHTO Standard Specifications for Structural Supports for Highway Signs,Luminaires,and Traffic Signals.2013 inputs: �0' Pale Data Pole Height 28 ft / Base Height 23 ft Fixture Area(EPA) 0.8 ft2 Fixture Height 0 ft Pole Width 0.33 ft Base Width(D) 2 ft 28' Wind Data Wind Speed(V) 93 mph Recurrance Interval 50 years Importance Factor(Ir) 1.0 Gust Factor(G) 1.14 Site Exposure B a 7.0 zg 1200 ft Safety Factor* Overload Factor 2.5 2'5 Undercap.Factor 0.7E` *Note:013.6.1.1 suggests undercapacity factor of 0.7 and „�+ y overload factor of 2 to 3 '.;.1.14 Lu Soil Data* Angle of int.Friction(fp) 30 degrees Effective Soil Weight(y) 120 ` Ibft 3 Passive Earth Coef.(Kp) 3 'Angie of internal friction for loose sands is approx 29-30 and medium sands Is approx 30-36. Determine Exposure Factor,(Kr)and Drag Coefficients(Cd): Ref:AASHTO Std.Section 3.8 a(ft) Kr Cd Kz=2.01*(z/zg)2/0 Fixture 303 0.70 1.00 2.01*(z/1200)^(2/7) Pole 30.5 0.70 1.25 Base 2.5 0.57 0.45 Cd=[see Table 3.8.7-1) Note:Cd=1.0 when EPA provided by manuf. ',`L Determine Wind Pressure(p,)and Wind Force(F): Ref;AASHTO Std.Section 3.8 A(ft2) p=(psf) F(Ib) pz=0.00256*Kz*G*V2*Ir*Cd Fixture 0.8 17.8 14.2 I Eq.3.8.3.1) Pole 9.2 22.2 205.2 Base 5.0 6.5 32.6 F=p=*A Total Applied Shear = Ffixture+Fpoie+Fiume = 252.1 Determine Overturning Moment(M): h(ft) M(Ib-ft) Fixture 30.5 433.5 M=F* h Pole 16.5 3386.0 Base 1.3 40.8 Total Applied Overturning Moment = Mfixture+Mpole+Mbese = 3860.4 Determine Minimum Required Embedment: Ref.AASHTO Std.section C13.6.1.1-Broms Method for embedment In cohesionless soils Safety Factor(SF) = Overload Factor/Undercapacity Factor = 3.57 VF = FTotei*SF = 900 lbs MF = MTotei*SF = 13787 lb-ft 2*VF*L 2 *MF L3 - - = 0 [Eq.C13.6.1.1-7) Kp*y*D Kp*y*D L3 - 2.500680 *L - 38.29731 = X If: L= 3.617603 ft Then: X= 0.00 USE 4 FT.MINIMUM EMBEDMENT 1.3 MSC Engineers,Inc. Job# 160638 Date: 6122/2018 Sheet# 1.4 Project: Bank of America Designer: JAC Client: Thorud Pole Foundation Design Ref;AASHTO Standard Specifications for Structural Supports for Highway Signs,Luminaires,and Traffic Signals.2013 Inputs: Pole Data Pole Height 25 ft Base Height 0.25 ft Fixture Area(EPA) 0.74 ft2 Fixture Height 0 ft Pole Width 0.33 ft Base Width(0) 2 ft 25' Wind Data Wind Speed(V) 93 mph Recurrance Interval 50 years Importance Factor(Ir) 1.0 Gust Factor(G) 1.14 Site Exposure B a 7.0 zg 1200 ft Safety Factor* Overload Factor 2,5 0.25' Underca Factor p• 0.7 e`Note:013.6.1,1 suggests undercapacity factor of 0.7 and �4 ti"` overload factor of 2 to 3 C fi tttu Soil Data* Angle of Int.Friction((p) 30 degrees Effective Soil Weight(y) 120 lb/ft3 Passive Earth Coef.(K ) 3 •Angie of internal friction for loose sands 1s approx 29-30 and medium sands is approx 30-36. Determine Exposure Factor,(Kz)and Drag Coefficients(Cd): Ref:AASHTO SW.Section 3.8 z(ft) Kz Cd Kz=2.01*(z/zg)2fn Fixture 25.25 0.67 1.00 =2.01 *(z/1200)"(2/7) Pole 25,25 0.67 1.25 Base 0.25 0.57 0.45 Cd=[see Table 3.8.7-1 J Note:Cd=1.0 when EPA provided by manuf. 1.9 Determine Wind Pressure(a,)and Wind Force(F): Ref:AASHTO Std.Section 3.8 A(ftz) p=(psf) F(Ib) pz=0.00256*Kz*G*V2*Ir*Cd Fixture 0.7 16.8 12.5 [Eq.3.8.3.1 J Pole 8.3 21.0 173.6 Base 0.5 6,5 3.3 F=pc*A Total Applied Shear = Filature+Fpole+Fbase = 189.3 Determine Overturning Moment(M): h(ft) M(lb-ft) Fixture 25.3 314.5 M=F* h Pole 12.8 2213.4 Base 0.1 0.4 Total Applied Overturning Moment = —fixture+Mpoie+Mbase = 2528.4 Determine Minimum Required Embedment: Ref:AASHTO Std.section 013.6.1.1.8roms Method for embedment In cohesionless sous Safety Factor(SF) = Overload Factor/Undercapacity Factor = 3.57 VF = FTctel*SF = 676 lbs MF = MTa.f*SF = 9030 lb-ft 2*VF*L 2*MF L3 - - = 0 [Eq.C13.5.1.1.71 Kp*y*D K *y*D L3 - 1.878190 *L - 25.0829 = X If: L= 3.140769 ft Then: X= 0.00 USE 4 FT.MINIMUM EMBEDMENT nobs Pole F00 ng Embedded in Soil EN�Rc •c'�iraC.taxa pie' 10.18."x.31 Wt�eaia• Lic.4 :KW-06005723 Licensee:MSC Engini.ets Inc. Description: Pole Footing Code References Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10 Load Combinations Used:IBC 2015 General information Pole Footing Shape Circular Pole Footing Diameter 24.0 in - -__l Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 300.0 Pd Max Passive 1,500.0 pat Controlling Values to Governing Load Combination: +0460W44-1g Lateral Load 0.2520 k "S Moment 3.861 k-ft 'n NO Ground Surface Restraint Pressures at 1/3 Depth Actual 392.673 Psi Allowable 393.623 Pd icl Soil Surface No lateral restrain -y c}fid f .,f'. 1 �p„ L{a ,1 t• 3-N a .- r S E ,. s;l:,: 5f} g,t, . h.. "Y Vnx t;�ii {. .te r`; 41 Footing Base Area 3.142 ftA2 ___ Maximum Soil Pressure 0.0 kst Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Vertical Load (k) D:Dead toed 0.0 k 0.0 0.0 0.0 kilt 0.0 k Lr:Roof Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k L:Live 0.0 k 0.0 0.0 0,0 k/ft 0.0 k S:Snow 0.0 k 0.0 0.0 0.0 left 0.0 k W:Wind 0.420 k 0.0 0.0 0.0 left 0.0 k E:Earthquake 0.0 k 0,0 0.0 0.0 k/ft 0.0 k H:Lateral Earth 0.0 k 0.0 0.0 0.0 k/ft 0.0 It Load distance above TOP of Load aboveground surface ground surface 15.320 ft 0.0 0.0 0.0 ft BOTTOM of Load above ground surface 0.0 0.0 0.0 ft Load Combination Results f 1.3: 4 i i z '`# .li' F -fir ':,‘,.Y:::'.'''.:1)„.::::(•,41040, k''''''''44141,47%,-14010- A,, Ri, f1Y� yM s �� afy ti f l',-;=.1:`':,,,4:,.--,4.,L,. � ' Mn . .. r . a„ c4Ma '1/4 ''',Ai;;A,. . . , , F ,. � . :• uN, fixw +0+1-1 0.000 0.000 0.13 0.0 0.0 1.000 +D+L+H 0.000 0000 0.13 0.0 0.0 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 +0+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000 +0+0.750L+0.750S41 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.252 3.861 4.00 392.7 393.6 1.000 +0+010E41 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.189 2.895 3.63 354.1 355.7 1.000 1.,(..f, Pole'FOOtin imbedded Boit F'8e•H,Uobs20i61806351Cacut areN80635ec6 . . ENERCAI INC 1983.201� 8ullt10.18.1.31,Ve:10.18.1.31 LK.,# : KW-063005723 Licenser:MSC Fri,lim ers Iris. Description: Pole Fooling +0+0,750L+0.750S+0,450W+H 0.189 2.895 3.63 364.1 355.7 1.000 +0+0.750L+0.750S+0.5250E44 0.000 0.000 0.13 0.0 0,0 1.000 +0,800+0.60W+0.60H 0.252 3.861 4.00 392.7 393.6 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000 . . Y ....... 1 1 1 El 1"CHAMPHERED EDGE CONFIRM BOLT SIZE, PATTERN WITH r-1 1 � � LIGHT FIXTURE MFR NNNSil (3)#3 REBAR HOOPS 18",DIA.3"O.C. �! r — ti r-- 1sY' t t t <Y tY{' 'tTe 3.3t t'<'t't'<,if :$.:o 1J§/})/j�')/I"it l I ) =11Iti 111 <''' 05 ::::::::4: s s i >i tttt sof` `f`a ! `s <�>e><„> s< c e 1 < { aa te}{' >Y8Yi<f;t{ae>ks'> a`3`} > >ti`Y •:.� ,s<J l1 nui 1) ) Y< • " ya •::::::::::::::::: , t < t>e Y>t < <4<>< 3 (6)#5 REBAR VERTICALS EVENLY SPAC ::ii: s > s s ' s s'?s<f`44:' aaa <::t1 III I'It� e( 4>�`+ —__ ) ` fi!`>tttoi +`s`Ass,s`3; is`s 3000#PSI CAST IN PLACE CONCRETE BASE : Y _ , { _>._a, ' :A{ tf<> >{'t'4'<'<'<><f 1><><'<'a 4 Y<Y<> 2.— #3 :a`<'<p<'< < <><a{ <'<}t < i #3 REBAR 18"DIA. 12"O.C. 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PROJECT BANK OF AMERICA I ,_..% i 1 i Eli CONFIRM BOLT SIZE, PATTERN 1"CHAMPHERED EDGE AND HEIGHT WITH LIGHT FIXTURE 1n I Na i i 1 _/"� 1 U.i t 1 ",, " 1 1 l AIIIIII11111111/111.11111111, s a > s s ■3 X0:1. ra M ::t < 4 < < , 4 R Y t( 'X'#':':': ,>< < t 6R >< > * , . . . . .:}`>t 4:As4> > >< <>< :4:4: N t>> > Y :% tx< ttYR*1st <>t < < ' e t 4 4.2>4 R 1 4>4 :>4Ysf t 4a ', :*4,2 < ,4>:s:6k}16:6:*<64, ,.r< <> 4><> 4.4,4,4,<,0,44.4.<44, 4 ,4 4, > t6> > > atftfl> >+,4,4 Ott', (6)#5 REBAR VERTICALS 4":': :':':':':':':':':':':'t:a a<> > € 3000#PSI CONCRETE BASE f > > > > > } E 4*4,4 4'("44*4 6 .4,4>:>t>t!:>4':'>44r<, 2 } <s4y a <' <}t> x tx t <><> a < :><}:x:xi*1<Y<> f{ o {'� .t 4:4'4• '4,4:4:4:4:4,4,4:4,4,4„40„,C,4, #3 REBAR 18" DIA. 12 O.C. :'t': :>:x SxiS`S:> >:Si SS t>:� Sa<S t << R s >• s s a > > a s > > >> :::i: < -,'414' 4'4'4 - 4'4'4'4'4'4'4'4'4'4'4' 464>t ..:4:4:4:4:4:4:4:4:4:4:4 ><><i !+>4 . 4444424 + < 44 4,.>4> S '44::1:::,:,::::„.44::::::::::::,:::'4,:i::::::.4,,..::::::‘44: 24" • FILE NO. 180635SHEET NO. SK>2 i - —,. l MADE BY JAC DATE 6/22/18 'V 1 CUENT THORUD COMPANIES Er- INEEIRS INC_ PROJECT SANK OF AMERICA