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1 : I�ffect�ve Engineering So1utions €IVED /.1 61 White Water Ct. _ 6 .New Lenox, IL 60451 JUN 2013 .815-485-1470 . CITY OFTIGARD (Fax). 815-485-0603 BUILDING DIVISION cleverenz @comcast.net CLIENT: Z4111111-/ :' DRAWING '&41 NO. r11-3 JOB #: ,�4� DATE: t/3/>8 JOB #: SIGN LOCATION: ENGINEER: 'etfrfr"---: SIZE 0 i SIGN: /1//"( 1/1 APRON: OVERALL IIEIGIIT: - 6 0 1 SOI.L PRESSURE: __ WIND LOAD: <J 671/7". ({q° C i CODE: 1i00�)' 2•?C f r:G t�E PROFES,f/. STRUCTURE DESIGN 1NF Oy 13807 F'P 1- X .CENTERMOUNT OAEOON ;, PARTIAL FLAG(CoL.Loc.) 0F �� f7. `9 ,���~ O v FULL FLAG (Cot. Loc.) • EXTENDED FLAG(Cot.. Loc.) OFFSET JUN042013 V-BUILD FEET OR ANGLE KBACK TO BACK OR SINGLE FACE MISCELLANEOUS _ (C)rrefkb-1—k) ‘'..) fil:•77 0, ,ii,1_, FOUNDATI N DESIGN -w BACKIIOED/DESIGN.FOR: 4'- _ 7 AUGURED/ FOR: � b re-4/1.) 1j, `' b")?! ar. /SPREAD/DESIGN FOR: r CONDITIONS: t4", � 7/01� Z-S t e �-L SPECIAL CONDI ij Dead Load Calculation JN:= 5 sue, •= 48 sign width (feet) ah := 3 apron height (feet) nup:_ #uprights/face sh := 11 sign height (feet) vave `� ave spreader width n f:= 2 #faces ttd := 1 torsion tube diameter(in.) ttt:_ .371 torsion tube thickness (in.) tN,•= 7100 weight of LED or ns:_ #stringers/face trivision (lbs.) nt•= 2 #of LED or trivisions "Faces" of 2.5 sw•sh 0 "Uprights" ninup 9 sh + ah 0 "Stringers" nf•ns 4.9 S,y 0 "Hangrail/lat brace" 2 4.9 sw 0 "Ledgers" nf•nup 9 4.5 0 "WW Angles" 12 5.8 sue, 0 NxL:_ "Grating in feet" 14 3.14 sue, 0 "Apron" of 2 sw-ah 0 "Trivision" nt tN, 1 0 "Lights" 8 1 75 0 • "Torsion tube" 1 2.688•[ttd2 — (ttd — 2•ttt)2] sW 0 "Spreader" nup 44 vave 0_ e6 — — — — n "Faces" 2 2.5 672 3360 "Uprights" 12 9 17 1836 "Stringers" 8 4.9 48 1881.6 "Hangrail/lat brace" 2 4.9 48 470.4 "Ledgers" 12 9 4.5 486 NxL = "VVW Angles" 12 5.8 48 3340.8 "Grating In feet" 14 3.14 48 2110.08 "Apron" 2 2 144 576 "Trivision" 2 7100 1 14200 "Lights" 8 1 75 600 ti "Torsion tube" 1 71.06 48 3411.07 "Spreader" 6 44 4 1056 i / a0 Total Dead Load totaldt= 33327.95 10% MisC misc= 3332.8 Total Load total! = 36660.75 ffi t. Load Point Calculations(1 of 2) JN.= 51 Pdl:= 8.71 kips P11:= 5.1 kips Mt:= 4501 in- kips sti := 1.1 allowable stress increase x:= 5.51 distance from center of column to first load point in feet y:= 12.5 distance between load points in feet n:= 21 number of load points n-1 Mdl:_ E (x+ i Y) •12•PdI i=0 Mdl = 2467.5 in-kips n-1 M11:= E (x+ i•Y) •12•Pll Mil= 1635.6 in- kips Tmt:= n.Mt Tmt= 900 in-kips 3/ �0 Load Point Calculations(2 of 2) gI — — - — — tpd := 18 torsion pipe diameter in inches tpt:= .375 torsion pipe thickness in inches tps:= 31 torsion pipe strength in ksi fb := (.66)•tps if t1d 3300 tpt tps tp (662).— +(.4)•tps otherwise tpd fb= 23.1 ksi L(tpd)4 — (tpd — 2tpt)4] sact'= 7C' 32•tpd sact= 89.626 Ina •. Fv:= 0.4•tps Fv= 14 ksi Mdl fdl sact fdl= 27.531 ksi M11 fml sact fml = 18.249 ksi Tmt fv 2•sact fv= 5.021 ksi JM= 5 Load Point Resutts 2 2 fml lc + sti2 2 IC :_ + � fb F2 sti2 IC= 1.559 for tpd = 18 in tpt = 0.375 in tps== 35 ksi AtiaftA- I JN= 5 5/ ').t, „,A 'cie-479 A a. pto irrvv2/4 -.4-4o#,i'. _ 4Y -: .1)■ I. r. _______ 9 , et_ego I' • 74) 0 ,0 , k 7. • 1,0-7 .7 r-ssl,s7.7777:--f- 172-73) -H/ / ,IY,, ' N'Ir• 11 I 1 )---= - • _u_____ _v____ 47 ge, cPci, >7,goc ., 1 ?,, 1 11 A, g(2 c -74-- -0. c2'fl,:‘ 7 --5--‘?g- y—SW41 1-1, - r ivo fy• :--4----1 _ _____ .....,--...---... .--,..y 1 .,... ;.,, ,... i • 3L • 1 C. r' Z” / -.0- al$',Z . _ .. • ....4.s.-7---- .: ., - • , /.1....] ) .Z L„i A -- - 00,/ frx: ---: (.762 ?: 40.z-,//.....- -1.- i . - / -Pwc--10e -/7) -..: - u ›, s 7: ,-.:. 00(5; : , , c - e / ----: /---/ ,--=' • __.- (x.--.)gc.: 4 7 •1:- \. .7 - •v -2 • -6../ - ---7/ -A• ,, , ., , -,--__,- : •,:-.:-......--; 1 i I i . : L:.(.1.-..•'''' ! ■ : 13■■•■ I -...''-.. ■. i' 'It--•.- ! - - - .. ert ■■ il .)1 I 1ft/I ' IN in . .. — -p-. _ j - • fii. • ,41 —e--4-- - 1... ,() 1---.--1 I i 1 IC [ _. --e---- 0- i S\ ' . 1 . . . • 1 • . • • . 5P/M) 61( C5PACE 3 Y11 'I 4-) 77Z / *- ‘ ) 737 /1(' ,9 ZI '714' / 2 - Y ,‹ C 4:74, •••-• . . 4/4,2 4 e)(:: ft- // i EFFECTIVE ENGINEERING SOLUTIONS Inputed Variables for Center Mount, 2010: single value Oah with footing • nv 51 e:= "IBC" building code eTable:= "c" exposure table choice sh := 11 hieght of sign face (feet) sw.= 48 width of sign face (feet) v:= 9(1 wind velocity (mph) ah := 3 height of sign apron (feet) st. := 1.0 allowable stress increase cd : column diameter(inches) ct:_ .60C column thickness (inches) �Q es:= 42 column strength (ksi, single value or array) 50,E w:= 26.5 overrides wind load calculation when > wind load calculation Oah := 4(1 overall height of sign(max 180 ft.) EFFECTIVE ENGINEERING SOLUTIONS Wind Load Calculations ah := ah + 33 allowance for walkway p:= (ah + sh)•(sw)•w [12.P.[Oah — (sh an) +(.8) ■(c d) �Oah (sh + ah)]2•(.3)•w m 2 1000 = 26.5 wind load(pounds/ft2) p = 22043.76 force (pounds) m= 8485.01 moment (in-kips) Oah = 40 JN= 5 ° o EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(1 of 2) Fb:= if rows(cs)= 0 cd 3300 (.66)•cs if — ._ ct CS ct (662).— +(.4)•cs otherwise cd otherwise for i E 0..rows(cs) - 1 Fb.4- (.66)•cs. if cd 3300 -- ct CSC Fb.F- 662•-- + (.4)•csi otherwise cd Fb • [(cd)4- (cd - 2ct)4i sactc �' 32 cd 0 Fb -_ _0 23.1 ksi 1 27.72 2 33 sactc = 580.86 in3 1N= 5 ED/ .o EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(2 of 2) Sreq := if rows(cs)= 0 Sreg0 4- CS Sreq, E- m if rows(Oah)= 0 Fb•sti for i e 0..rows(Oah) — 1 otherwise in. Sreg. E— — i+1 Ft-sti Sreq otherwise for j e 0..rowgcs) — 1 Sreq 0 .F— cs. Sreq 1, E-- - J m if rows(Oah)a 0 l b.'sti for i e 0..rows(Oah) — 1 otherwise m. Sreqi +I,j 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 V 20 EFFECTIVE ENGINEERING SOLUTIONS Inputed Variables for Center Mount, 2010: single value Oa h with footing JN:= 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:= 9C1 wind velocity (mph) ah := 3 height of sign apron (feet) sti := 1.13 allowable stress increase cd := 42 column diameter(inches) ct:= .50C column thickness (inches) es:= 42 column strength (ksi, single value or array) 50!I Iw:= 2� overrides wind load calculation when > wind load calculation Oah:= 6C1 overall height: of sign(max 180 ft.) i3/.)0 EFFECTIVE ENGINEERING SOLUTIONS Wind Load Calculations ah := ah + .33 allowance for walkway p := (ah + sh)•(sw)•w C 12 p Oah - lsh +ah' + 8)•�cd)•[Oah - (sh +ah)]2•I'S)•w C 2 1 J m 1000 .71) = 26.5 wind load(pounds/ft2) p = 22043.13 force (pounds) m= 14389.57 moment (in-kips) Oah = 60 JN= 5 ►�+/ ao EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(1 of 2) Fb:= if rows(cs)= 0 cd 3300 (.66)•cs if - f; Ct CS c (662).- + (.4)•cs otherwise cd otherwise for i e 0..rows(cs) — 1 Fb.F-- (.66)•cs. if °d 3300 ct csi c Fb.F— 662t •— + (.4)•cs. otherwise ci Fb • [(cd)4 — (cd — 2ct)41 sactc• It 32 cd 0 Fb= Cr 23.1 ksi 1 24.68 2 27.88 sactc= 668.37 in3 JN= 5 19 a EFFECTIVE ENGINEERING SOLUTIONS Column Pipe Calculations(2 of 2) Sreq := if rows(cs)= 0 Sreg0 E-- cs Sreq < m if rows(Oah) = 0 1 Fb•sti for i E 0..rows(Oah) - I otherwise ITS. Sreq. F- —' 1+1 Fh.sti Sreq otherwise for j E O..rows(cs) — I Sreq t-- c; O,j j Sregl j f- Fb sti if rows(Oah)= 0 J for i E 0..rows(Oah) - 1 otherwise m. Sreq. *- 1+I,j Fb •sti J Sreq 0 1 2 Sreq = 0 35 42 50 1 622.93 583.02 516.11 Column diameter, c d = 42 in. Column thickness, ct = 0.5 in. sactc= 668.37 in. JN= 5 1()/ 2,0 EFFECTIVE ENGINEERING SOLUTIONS Footing parameters Ftype:_ "drilled" (block or drilled) For drilled footing type: For block footing type: If .— — 5.5 footing diameter(feet) f dia I footing length (feet) fw := 4 footing width (feet) Footing:= "Con" "NonCon" or"Con" fdepth •= 11 depth of footing (feet) fd = if Ftype= "block" fuact if Footing= "NOnCoii" 12 i1• fdepth> 12 Jfw 2 +fl 2 if fw > 0 fdepth otherwise fdia otherwise fdia otherwise fdepth 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::and " 150 7 "Silty gravel " 150 8 "Clayey gravel" 150 9 "No name " 150 10 "Clay " 100 11 "Sandy clay " 100 12 "Silty clay " 100 13 "Clayey silt " 100 JN= 5 1-00 " . EFFECTIVE ENGINEERING SOLUTIONS ." Please ente a number from the above table that indicates the soil type: .. n___ _--- _-_--_-'__-__-- __---___-- ________ - ___-_�-- ox = d yo = '»J override) n- --' ��-_--_----- -__' _-.-_-- ---__-_--_-_--- __--_-_--- - --- -_ y:~ yo if yo t V 1�i | otherwise U ,',| otherwise y= 200 SniL_-= S\ vp= si.0 Soiltype sand " Footing v*mulauuns m �� = '" l% M, ~ llv9]3 . V- = ' ' � |O00 Va = 22.04 . n--'_ 6i —� ----- -- - --� '----- --'--------'-- � - - � -- �- 6* __- = 7.45 Sall Ma b := -- Va h ~ 54.4 ' ' ]N = 5 . |»/7 ~�� / EFFECTIVE ENGINEERING SOLUTIONS fureq:= if Footing= "NonCon" (2.34).Va AE— sail•fd C2J [1 + , I +(4.36) (A) l (4.12)- a Vh — otherwise sail•fd fureq= 10.98 Result:_ "OK" if fureq 5 (depth "ng" otherwise Result = "OK" 61_ .— — — r ......16_0.., ___ ______ _______Ii . Effective Engineering Solutions, Ltd. CUSTOMER USTOMER _ 61 White Water Ct. New Lenox,IL 60451 DATE 4147 815-4815-85-085-603(FAX)0 ,0B ENGINEER _SC±.... � "`� " was 13`/. 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