Loading...
Report t 20 r q--( 02g.3 4011111[16mb- Effective Engineering Solutions, Ltd. Co t 85 5t'u ea- C181 . 61 White Water Ct. New Lenox, RECEIVED N IL 60451 815-485-1470 NOV 12 2014 (Fax) 815-485-0603 cleverenz @comcast.net CITY OF TIGARD. PLANNING/ENGINEERING CLIENT: 1-11 lirv� DRAWING NO. ‘J'go't JOB #: DATE: i/2-7/y SIGN LOCATION: (31.vt I V 3 01 ENGINEER: C TA ,ate, fir. SIZE F SIGN: 14 IL 9,6 APRON: Id' OVERALL HEIGHT: / G� SOIL PRESSURE: ��� . WIND LOAD: ✓ ezp C CODE: P&? a4G � PROFfffi STRUCTURE DESIGN 71:0�GINF� Dy' 4 0- 13807 s X. CENTERMOUNT 0RE8011 PARTIAL FLAG (CoL. Loc.) A'°/10 E`i(c:1% FULL FLAG(CoL. Loc.) d' ` EXTENDED FLAG (COL. Loc.) ii/Vt9 OFFSET V-BUILD FEET OR ANGLE X." BACK TO BACK OR SINGLE FACE MISCELLANEOUS FOUNDATION DESIGN ( rr BACKHOED/DESIGN FOR: " '- ..d /00 �C'�/ ' (' re ) . 1 h I. r, G. i /:3 AUGURED/DESIGN FOR: _1r�}�+[ I U'"�'' J• a i Al 1I' 4-F" '^'i LI SPREAD/DESIGN FOR: ,`!/ SPECIAL CONDITIONS: Dead Load Calculation JN:= 5 sw:= 41 sign width (feet) ah :=3 apron height (feet) nup•= 4 #uprights/face sh := 11 sign height (feet) vave 3 ave spreader width of:= 2 #faces ttd:= 2C torsion tube diameter(in.) ttt:= .25 torsion tube thickness (in.) tw•= 6001 weight of LED or ns:= 4 #stringers/face trivision (lbs.) nt I #of LED or trivisions "Faces" of 2.5 sw.sh 0 "Uprights" of nup 9 sh + ah 0 "Stringers" n1ns 6 sµ, 0 "Hangrail/lat brace" 2 4.9 sw 0 "Ledgers" nf•nup 9 4.5 0 "WW Angles" 8 5.8 sw 0 NxL:_ "Grating in feet" 10 3.14 sw 0 "Apron" of 2 sw•ah 0 "Trivision" nt tw 1 0 I "Lights" 8 1 75 0 "Torsion tube" 1 2.688.[ttd2 — (ttd — 2•ttt)2] sw 0 "Spreader" nun 22 vave 0 g g "Faces" 2 2.5 672 3360 "Uprights" 8 9 17 1224 "Stringers" 8 6 48 2304 "Hangrail/lat brace" 2 4.9 48 470.4 "Ledgers" 8 9 4.5 324 NxL= "WW Angles" 8 5.8 48 2227.2 "Grating in feet" 10 3.14 48 1507.2 "Apron" 2 2 144 576 "Trivision" 0 6000 1 0 - "Lights" 8 1 75 600 "Tuisiuii tube" 1 53.09 4'6 254'6.22 "Spreader"I 4 I 22 I 3 I 264 / /L Total Dead Load totaldi= 15405.02 10% Misc misc= 1540.5 Total Load totall = 16945.53 Load Point Calculations(1 of 2) Pdl:= 4.5 kips Pll:= 5.61 kips Mt:= 39C in- kips sti := 1.C1 allowable stress increase x:= 5.25 distance from center of column to first load point in feet y:= 12.1 distance between load points in feet n:= 21 number of load points n-1 Md1:= E (x+ i•y) •12•Pdl i=0 Mdl= 1242 in-kips n-1 M11:=['' (x+ i•y) -12•P11 "0 M11= 1545.6 in- kips Tmt:= n•Mt Tmt= 780 iii-kips 7/2-0 Load Point Calculations(2 of 2) tpd := 2C torsion pipe diameter in inches tpt:= .251 torsion pipe thickness in inches tps:= 31 torsion pipe strength in ksi fb:= (.66)•tps if tpd 3300— tpt tps tp (662). t +(.4)•tps otherwise tpd fb= 23.1 ksi __. — S [(tpd)4— (tpd — 2tpt) . 7r• 4] ilcl 32 tpd sact= 75.643 in3 F,,:= 0.4•tps Fv= 14 ksi Mdl fdl:= sact fd1= 16.419 ksi MI1 fml:= sact fm!= 20.433 ksi f v:_ Tmt 2-sact fv= 5.156 ksi JN= 5 Load Point Results • I, 2+ fm12 dl sti2 fv2 IC:_ + fb Fv2 sti2 IC = 1.27 for tpd = 20 in tpt = 0.25 in tps = 35 ksi A;Z) C14)truC_ UR, X 3 iN= 1�tib , od (_)(.;,1) Iv• , ,94+17 (9to orroy24) 7.72.t/ -/440-) . ___ ....) -- -2(tr1/4" .90071, c,r N> , ,..e, , r / fr...), -- - - -• --- --- - ..___ c) 717) ,......) ,..,...„ ,.... ...___ .___. .2- ....._ ee.„4-co \.-/ i.f A. • ,fro--19,- i! -- „-e.- - - v . z---- ., -Z • _...„) -.E5) . ...-.3*---71----7-Thi'(' 1 ' 17 1— ____. ,_ .. ___:„ h: ....„ _ __ 47d, ca > e6Pc? __ ______ . v_ --7 -7- I (7,7g _____ __ _____ __ . ----T-6,7-5- - •-. --z Lgo 1:4 -74- - 7 5 ( - W-9 2 - 101 /Y- ._z----7; / 1. _ ._...._ szlz..-7 oz- ' ---... / i--.2c 71-7- z----42 ''. / 11 1.9' ...c _ 1..........-:, . -11,....1 1 ... ,, .. . ....._-, ... ...:i . .. .. •oa/.7 -,Z _ •. 4 4, 01 I r •■••• ..., ./ ..... ) . :.. A -9-%:'-' CV/ .frx, •= (C:PC . . g$I ) T -----A?/ ' e(.. - e / ::: '4 / \4) , .,.. ",...) r ,(... . L-.. 0 ; '. -: '::-. ‘.. ; gjV-- •.. • 17.' - C'5 I - -("'-.--/:__---1'. • 71N 1,r l 'I 1 7C\---"-; I i I. 1 1-F r 1 I 1 • 0• • .1_ . ; I 0 i____ 1 I°: .r___ ___ • . 1 i ....... ! ,.., _i _ __ . ; • : ....c,='7,'- k..., _ . „. ., , ii I ci i 13 I ; . .. 1 , ,; /-----7 // // CI. ■4 • 17- 1--i I -,, . ; . I , ii _. ' I / i 1:-/71 . . • , • • . ... . .. . . ) .., ,., ,/2 63 _. ,..... , „.. 17, If ._. . ... ..... .. . . . .. .......... .--- / , el - - 474 62 _ __..,_ .. .7...,.e) 7--•- /'‘ -- 5c A i(2 p( '7.... i r, 71'. f•e."1..•■'. //14; 1r / 2 - " x: 1 L ...., ..., ........./...-.4 r.. . '. :: i (1 1..1 f C'''''''. • ,..• '. .. rf 1 ... 1 -- -' 7-.-1,- eel - .." .,1(//? . , ...1`,..--...:, .. ,\.., . . l .- /.. e-' Ail ../,, Ill :5- ,.....2.,...1 ..., .., ...-- .. ...... ,_ • -,-- ,/ 70 (. 1,.,t_. . ., .. i./_. ......., cep •... i ■••-' C. ;I I i :. !1 .1 / 2 ..../ •-.z• ,...../.. / ::. '-' A/49 2 e-,?( .. 4,). 7--g...;7,? Prtrfr, 7— /4 _ - /5/, --10)(e./ —:. :: /=:-/7 11 - .r..---- ... - • / 6-1-e) < t-g. 23- -2. - - e,,/;---::. _ ____ _______ _ • 11 __. 1 1 .f •-• -- -- It)(3 EFFECTIVE ENGINEERING SOLUTIONS f nputed Variables for Center Mount, 2010: single value Oah with footing e:_ "IBC" building code eTable:= "c" exposure table choice sh := 141 hieght of sign face (feet) sw:=48 width of sign face (feet) v:= 9Cc wind velocity (mph) a h'_ 3 height of sign apron (feet) std •= 1.1 allowable stress increase cd := 3f column diameter(inches) ct:_ .6oC column thickness (inches) cs:= 42 column strength (ksi, single value or array) w:=26.5 overrides wind load calculation when > wind load calculation IOah:=4l overall height of sign (max 180 ft.) gsi */a v EFFECTIVE ENGINEERING SOLUTIONS Wind Load Calculations ah :=ah + .33 allowance for walkway p:_ (ah +sh)•(sue,)•w [12.P.[Oah — (sh +ah) +(.8)•(cd)•[Oah — (sh +a )]2•(.5)•w m:_ 2 1000 w = 26.5 wind load(pounds/ft2) p= 22043.76 force (pounds) m= 8485.01 moment (in-kips) Oah = 40 ]N= 5 CY 1G EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(1 of 2) Fb:= if rows(cs)= 0 cd 3300 (.66)•cs if — __ ct cs c (662).—t + (.4)•cs otherwise cd otherwise for i e 0..rows(cs) — 1 Fb.i — (.66).cs. if cd 3300 1 ct Cs. Fb.E— 662•-- + (.4)•csi otherwise cd Fb L(cd)4— (cd — 2ct)4] sactc = 'r' 32•cd 0 Fb= 0 23.1 ksi 1 27.72 2 33 sactc= 580.86 !n3 J■ = 5 EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(2 of 2) Sreq:= if rows(cs)= 0 Sreg0 4- cs Sreq E- m if rows(Oah)= 0 1 Fb•sti for i e 0..rows(Oah) - 1 otherwise m. Sreqi F- — +1 Fb.sti Sreq otherwise for j e 0..rows(cs) - 1 Sreg0 .4-- csi Sreg1 E- Fb sti if rows(Oah)= 0 for i e 0..rows(Oah) - 1 otherwise m. Sregi+l,J•t- Fb .sti Sreq 0 1 2 Sreq= 0 35 42 50 1 367.32 306.1 257.12 Column diameter, cd = 36 in. Column thickness, ct= 0.6 in. • sactc= 580.86 in. JN= 5 1I/20 EFFECTIVE ENGINEERING SOLUTIONS inputed Variables for Center Mount, 2010: single value Oah with footing .1N:= 5 e:= "IBC" building code eTable:= "c" exposure table choice sh := 11 hieght of sign face(feet) sw:=48 width of sign face (feet) v:= 911 wind velocity (mph) ah := 3 height of sign apron (feet) std := 1.01 allowable stress increase cd :=41 column diameter(inches) ct .50C column thickness (inches) column strength (ksi, single value or array) w:= 24 overrides wind Toad calculation when > wind load calculation 1Oah:= 6q overall height of sign (max 180 ft.) ffl- EFFECTIVE ENGINEERING SOLUTIONS Wind Load Calculations ah := ah + .33 allowance fDr walkway p:_ (ah +sh)•(sW)•w 12•p C Oah — (sh +ah) +(.8)•(cd)•[Oah — (sh +ah)]2•(.5)•w [ 2 m._ 1000 = 26.5 wind load(pounds/ft2) p =22043.13 force (pounds) m= 14389.57 moment (in-kips) Oah = 60 JN= 5 X1.1/ �� EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(1 of 2) Fb := if rows(cs)= 0 cd 3300 (.66)•cs if — 5 ct cs c (662).— + (.4). s otherwise cd otherwise for i e 0..rows(cs) — 1 cd 3300 Fbi+- (.66)•cs. if — <_ ct Cs. c Fb.F— 662 —t +(.4)•cs. otherwise • c� Fb [(cdrt — (cd — 2ct)4] sactc'= n' 32-cd 0 Fb= 0 23.1 ksi 1 24.68 2 27.88 sactc= 668.37 in3 JN= 5 15/ EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(2 cf 2) Sreq:= if rows(cs) = 0 Sreg0 f- cs Sreq, E--- m if rows(Oah) = 0 Fb•sti for i E 0..rows(Oah) - 1 otherwise m. Sreq.+1 ` Fb•sti Sreq otherwise for j E 0..rows(cs) - 1 • Sreq . cs. Sreq( j F-a— if rows(Oah)= 0 for i E 0..rows(Oah) - 1 otherwise m. Sreq. E- 1+1,j Fb..st• Sreq • 0 1 2 Sreq = 0 35 42 50 1 622.93 583.02 516.11 Column diameter, cd = 42 in. Column thickness, ct= 0.5 in. sactc= 668.37 in. JN= 5 / \ ' o EFFECTIVE ENGINEERING SOLUTIONS Footing parameters Ftype•_ "drilled" (block or drilled) For drilled footing type: For block footing type: fdia 5.5 footing diameter(feet) fl 6 footing length (feet) fw:= 4 footing width (feet) Footing:= "Con"' "NonCon" or"Con" fdepth:= 1I depth of footing (feet) • fd:= if Ftype= "block" fuact if Footing= "NonCon" 12 if fdepth> 12. Ifw2 +fl 2 if fw > 0 fdepth otherwise fdia otherwise •I fdia otherwise tdepth otherwise fd = 5.5 fuact= 14 0 1 0 "Bedrock " 1200 1 "Foliated rock " 400 2 "Sandy gravel" 200 3 "Gravel 200 4 "Sand 150 5 "Silty sand " 150 SI = 6 "Clayey;sand " 150 7 "Silty gravel " 150 8 "Clayey gravel" 150 9 "No name " 150 10 "Clay 100 11 "Sandy clay " 100 12 "Silty clad' " 100 1131Clay€y sit '1 1001 TN= 5 EFFECTIVE ENGINEERING SOLUTIONS Please enter a number from the above table that indicates the soil type: st:= 61 �yo:=20 ("y" override) Ei- y:= yo if yo 0 Sist,I otherwise y= 200 Soiltype:= S1st,0 Soiltype= "Clayey sand " Footing calculations M := m a• t 2 Ma= 1190.13 V a:— p 1000 Va = 22.04 . 8 — — -- sail = 7.45 Ma h:= - Va h = 54.4 JN= 5 Is/-.).0 EFFECTIVE ENGINEERING SOLUTIONS fureq if Footing= "NonCon" (2.34).Va AF- — sa11'fd l(. ).[. +J1 +(4.36).(2)] ` J( [ Va.h otherwise sail'fd fureq= 10.98 Result:= "OK" if fureq (depth "ng" otherwise Result= "OK" ' it.firminnammiswenammons,Nimaminsaastmemimememannimegamn exu Effective ive Engineering Solutions, Ltd. CUSTOMER 61 White Water Ct. New Lenox,IL 60451 DATE ' 815-485-1470 .10B 815-485-0603(FAX) ENGINEER MIIIIIIIIIIIIIIIIIIMII f`lam (31/fr---- 3'v 1 : ' ./f 7- . ri : i 1.JPi.,-4 ti i ' ; . 1 . I 3Z01. . (111 3) 4 r if:31 ' . 4 q(1' 1 F . ‘...;.„.................... : . ,......./ i/ i 7 V4?-lFA_l.If.. ..:... ......:...... .. . ... .z . ...... . la.—: .. .... ... .. . ..........lit" 4 f a j L A : /11 0 1 1 f t(0"/i}t; q-d. it/ ,-. :7 ; .c..z. jr3 7 ' : L. lif 4), ".p,, 1 f-To .1"Ni 1_7 E. idl- f? -6' ....... .. .. . .. . . : : : .. • ; :,4;,, !if i ‘ ... fe.. ,feu 1,:ilf. . z. lt7 : i> _, . 0? 11 ,at: ".ke Ide,.6A--• lat. 47004 ) : % . . .._4. ,.., : -7, .r 1._.„ ..„.r.7..,, r.... ,....„. : - . ... v t. ., . :41.40.1 . ,Qtkaip , : 1 : .. 14°4. ft. )44131/ 7°.'( 4.. . .- . . . . ..346 . .trz-), 2- . ' ( 1/1 '4(1- ; 'ilvv4r, ibq r : . . r.. . is g) : . . : ‘ ..e.„,„..„......,....r..7r., .1 ,, ftir,. . r TR -?..", 1 E I PAGE • OF 2 o