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Plans 6'-0" WIDTH CONCRETE 3'-6" C TO C ,_____r____� REBAR MATS TOP & BOTTOM � I 1 � I I I �^ (6) #6 x 8'-0" LG. (TOTAL 12) La ! I (9) #6 x 5'-0" LG. (TOTAL 18) I I W T i I I f----' T T--- U I I I = I I I 1 o ____- �_____; 6" THREAD c, I I 1 o ;o of I 1 � 1 :. Io I i o1 of w I I I I I 1 I I . I 1 i i Q I 1 rn I I! 1 I f T I- T T--mil 1 I I 1 I 1 1 1 I I 1 1 PLAN VIEW 52' QTY. CONCRETE: 10.0 CU. YDS. 10'-1" SIGN & EMU — TACK WELD i NUT I Q m a 0 4'-6" 1 1 1 SIGN O�E 24. �O� 3" THREAD ANCHOR BOLT DETAIL 1 I 1 I . i 19HOWEI-71HRU PHARMACY - 0138" ASTM F-1554 Gr. 36 STEEL 1'-6„ f ooto°o� o ao ._,_ °or o°�i 'e FOUNDATION DESIGN NOTES: 3'—�3„ oo oo ot�o oe�ovo°tao 1. Concrete shall have a minimum compressive strength of 2 s°toe o° ooe°t ciriu °°°'t�4 o� o°ego °�s 3000 PSI of 98 drive = 0000 Dose 2. Reinforcing steel shall be ASTM A-615 Gr. 60. Q .o40000000°°''°°°°'°° °°°° 3. Spread footing designed using soil bearing forces of 2000 PSF oo$oo_oto�o . e .4.00 to _.__ P 9 9 9 9 o Static, 2660 PSF Dynamic, and 250 PSF per foot Lateral. co If these soil conditions do not exist, it is the Erector's 1 responsibility to have a new base designed for the existing °' soil conditions by a Licensed Structural Engineer. 4. Anchor bolts shall be ASTM F-1554 Gr. 36 steel. EXISTING DESIGN WIND LOAD: ,9 to tn TS 8" x 8" x 6" Based on the 2014 Oregon Structural' ptaja odpiIb01 IBC)—\\ using Risk Category II, Exposure C d 1$5 wRfd3sp ASTM A-500 Gr. B a ,: L EXISTING BASE PLATES d III i34" x 16" x 16" ASTM A-36 STEEL Q lit " O / w/(4) 013/8" HOLES FOR ANCHOR BOLTS *11 a t .. O 0 , % - `" - - ".I 7:.1 4:.. . . ,.L__Iii -> - - - - \' n A 1 B K g w ,w 41 it •• • Ai .° 11 .j\\ o ce 1 •11 • .1 . u. \\, REBAR MATS TOP & BOTTOM V • H II.' •t J . II 0 o I II % 11• ,'u ��\< (6) #6 x 8'-0" LG. (TOTAL 12) 1 c, , •. ..n•. u il, j\/ (9) #6 x 5'-0" LG. (TOTAL 18) / c PROtp.cra 3'-6" '''I:. P$ +CTOCi /� �� `� � Jeff L. Griffin `� 6'-0" WIDTH '� <+9p 15,t9a1 4 CONCRETE 12255 W. 167th St. •Fr 11014%v//k ELEVATION VIEW Mokena, IL 60448 Exs _. ,S MOVE EXISTING 19'-8" OAH TWIN POLE PYLON REVISION NAME DATE pO s iii ONTO NEW SPREAD FOOTING A 11! - $ I?► cr—, itl; a > > •° Al SITE: Walgreens Store No. 5780 ;�� o , ; ;a 1504064 13939 South West Pacific Highway r PI ail 8 00 —z A R SHEET 1 OF 1 Tigard, Oregon 97223 ARELEASED FOR PERMITTING J. HOGAN 16 Apr 15 F ,11111 - > N i. r • e: LEGEND — — — — — — — — — — — — — // ACQUISITION / , PERMANENT EASEMENT W ADA ACCESSIBLE _ 'Ii, OTEM--- '/ I ��. EASEMENT ( I K of . RECEIVED — -11 0 %/� APR 9 7 2015 91 ® / Si/ CITY OF TIGARD Ili / /' /,1 NEW DRIVEW,gut��{NG DIVISION 9 �� • / WALGREENS STORE NO.#5780 -f 13939 SW PACIFIC HWY / / NEW VARIABLE HEIGHT RETAINING TIGARD,OR 97223 / //% 2'TO 5'ABOVE TPARKINGAREA N 8 I.--.�-_�-_-8 J / , RELOCATED PARKING LOT ) `� LIGHT POLE / ,/ / / NEW OVERHEAD UTILITY REVISIONS / - POLE WITH STREET LIGHT NO. DATE BY DESCRIPTION RELOCATED PARKING LOT / LIGHT POLE O • i / / � � RELOCATED PARKING LOT / LIGHT POLE /-.7 /�/ / / EXISTING PARKING LOT e . CSC C C C - O /. N ./ / i / LIGHT POLE 1 Nill��� - F�`"��■ 0. NEW OVERHEAD UTILITY 4, Sc M U LVn N N Y,G 2 ■�, POLE ` ` -- f. • 1110112T ELLEVUE,I DTi fMA — � ,... . — Ian nsz000 I lea em�oa RELOCATED WALGREENS F MONUMENT SIGN. DRAWING TITLE: NEW DRIVEWAY 65 EXISTING PARKING STALLS PLAN OF CORRECTION APPROACH T 42"DIA.TRAFFIC SIGNAL PROJECT#: MAST AFTER ACQUISITION: 14-0369-01A 42 STANDARD STALLS(9'0X8'-6") 6 COMPACT STALLS(6'0"x15'6") DRAWN BY: A 4 HANDICAPPED STALLS(UNCHANGED) MDN A.4a 54 TOTAL STALLS DATE: 3.19.15 t . r UCH% aTeefLl ANCHOR BOLTS ONLY!! IGeffer for Relocation of Existing D/F Internally Illuminated Pylon Sign w/ Electronic Message Center SHEBOYGAN OFFICE PO BOX 1087 10'-1" 3322 WASHINGTON AVENUE Specifications: SHEBOYGAN,WL 53082-1087 General S P Corporate ReipWanes:Slnbo*..ell Sete HseOyere e:UntaNYire,N. 0 EXISTING D/F Internally CUSTOMER Illuminated Walgreens I.D. 1'-5 1/2" Cabinet. ragtessugg O EXISTING D/F Electronic LOCATION Message Center. Store#5780 O 0 EXISTING 8" x 8" steel Tigard, OR supports. g , Q EXISTING 16" x 16" steel DESIGNED BY:LMK base plates. SEE DETAIL for REF. ONLY. I ACCT REP:A. Fehlman DATE:4/6 /15 ' 1 — OS NEW 1 1/8" DIA. x 52" APPROVED HY: y,���,� LONG steel Anchor Bolts set DATE: 1 F7]�n_ ,� _/r'"` into NEW concrete i �( foundation. 0 0 2015 KIEFFER&CO.,INC. I me•AN MOM.uw•een IMMO PROEM 11010 IMP.FW1 YOU ITY DROVE-Thing Plf ni(oQ Electrical Requirements era• ee:a•O m e ' weournxe WHIM Moln ID cabinet roelvsox Of MEM•a4 Ire i ()r—ueeT12/CW/HO Fluorescent Lampe l Am pe I i i Dcktrenlc.Menage Center 2.55 amp. 1 C O U N 1 Combined 5.3 amps LISTED I i O TOTAL SIGN AMPS—8.4 t` C3)20 ama/120 volt ckarlt.revoked O Q NOTE Per Walgreene requirements— I 2 0 1I I I I II I I 1 L I I.D.Cabinet and each elde of Message Center o ,1 I meet be on separate circuits. LL O 1 I I - I Z 1 1I 1 1I 1 1 1 1 1 I 10 I ,• _ _4 N Bose Plate 2._]---- " I 1•_D"r1 r 01 I I 1 1 /4"Steel Oty.(2)Req'd I rot 10'-1" I I I iI I - I 2' N) I/O/e Sq.Thru 13 ..t For E'xe'c.250 Wall Steel Tube I O, \� 1 1/8' 52" Anchor Belts e/3/8"Steel%milers 1‘1\ I I Base Plate Detail Template 060 I 1 i 0 TYPICAL - FOR REF. ONLY!! 1"-1'-0" 0 I Non-shrinking leveling grout TIN Vir, --II-:..:E..il... 1 ...-.L:7 T-4::77 •.'g71- 44-'7'7 7-:....":•7:7.... 2 NEW anchor bolts t•T•p." ',I I., 4• _ 4 a ! r > •5' set into new concrete •.L41.11.''.4 i.1 a t,. 4 •i.I i: s •-• • i LU 1 I I l I I 1 I 1 foundation. SEE BASE Iral 11 a 'i 'I #6 Bars top & bottom 012" ll ll.' © �Y�x�!(rd/e 'E PLATE DETAIL for REF. 'r .-F--T.-1. `r.• 0. C. each way (TYPICAL) I :4-. ,11" ' ••I L-- `—_`.j J_ L . .. 7.1-r__r a-s--,8--mj NEW concrete foundation Maintain current (BY G.C.) support centers CV of 3'-6" 6' 9' 0'O LO w FACE VIEW SIDE VIEW W CO : " i l 3/B'-1'-0' 3/B"-1.-0" W o-LI I <Uhr t �j oU Q r � 4-15-15 KIEFFER & CO., Inc. Sht. 1 of 5 File: Kieffer1216.mcd RECEIVED Site: Walgreens Store No.5780 APR 2 7 2015 13939 South West Pacific Highway Tigard,Oregon 97223 ,CI'TY OF TRAM Project: Design of new spread footing and anchor bolts for relocation of a 19'-8"OAH twin p8dfiAMi (P 'lU'-11pN ID sign and two(2)3'-7 1/2"x 10'-1"single face electronic message boards mounted back-to-back on the poles 1'-6"below ID sign. Drawing No. 1504064 rev.A Design wind load based on the 2014 Oregon Structural Specialty Code(2012 IBC)using Exposure C and 115 mph wind speed. Design Wind Speed: (mph.) V:= 115.0 Based on Risk Category II Velocity Pressure Coefficient at a Height of Less Than 20', Exposure C: Kz:= 0.90 Based on Table 29.3-1 Topographic Factor: Kzt:= 1.00 Based on Table 26.8-1 Wind Directionality Facto Kd:= 0.95 Based on Table 26.6-1 Velocity Pressure: (PSF) qz:= 0.00256•Kz•Kzt•Kd•V2 qz=28.947 Based on 29.3-1 Force Coefficient: Cf:= 1.80 Based on Figure 29.4-1 Gust Effect Factor: G:= 0.85 Based on 26.9.4 for Other Structures Load Combination Factor: LCF:= 0.60 Based on 2.4.1,Case 7 Design Pressure: (PSF) F:= gz•Cf•G•LCF F=26.573 Use: WL:= 26.6 Reference: Manual of Steel Construction,AISC 13th Edition. Existing Tube : ASTM A-500 Gr.B Fy=46.0 ksi.; Fb=3 0.36 ksi. ; Fv=18.40 ksi. Existing Plate : ASTM A-36 Fy=36.0 ksi.; Fb=27.00 ksi.; Fv=14.40 ksi. Anchor Bolts: ASTM F-1554 Gr.36 Fu=58.0 ksi.; Ft=19.14 ksi.; Fv=14.40 ksi. Reference: American Concrete Institute, Code 318.10 Jeff L. Griffin Rebar: ASTM A-615 Grade 60 Fy=60.0 ksi. .9' \-' 1' 1 8 7t 1 1 St Concrete: 3,000 psi.compressive strength at 28 days. �> I f L 60448 Design Loads at Grade: 1 l ID Sign: IDSgn:= (4.5.10.08•WL).[ 5J + 15.17] IDSgn=21018.554 ft.lbs. 1110,4 • ] , Lam.' VP, Upper Exposed Poles: UprPoles:= [2.1.s.(_ _).wL].[(! ) + 13.67) UprPoles =767.144 � ' ••\� � 3.63 4 •, Electronic Message Boards: EMBs:= (3.63.10.08•WL)•r(—J + 10.041 EMBs= 11538.5 `l'r, / 2 J ,x,'11 y 5 Lower Exposed Poles: LwrPoles:= 2.10.04• 8 .WL . 10.04 LwrPoles= 1787.548 ft.lbs. 9`r L.YN•- C \12/ J \ 2 Moment: (ft.lbs.) MtGrd:= IDSgn+ UprPoles + EMBs+ LwrPoles MtGrd= 35111.773 ' EXP:11•S 4 Erw 4-15-15 KIEFFER & CO., Inc. Sht. 2 of 5 8 Shear: (lbs.) ShrGrd:= (4.5.10.08•WL) + (3.63.10.08•WL) + 2.11.54• — •WL 12 ShrGrd=2589.166 Check of Existing Poles at Grade: Section Modulus of Tube: (in.3) TS 8"x 8"x 3/16"wall - TubeSM := 13.6 Moment per Pole: (ft.lbs.) MtPoleGrd:= MtGrd MtPoleGrd= 17555.886 2 Bending Stress: (psi.) fb:= MtPoleGrd•12 fb= 15490.488 TubeSM Area of Tube: (in?) TS 8"x 8"x 3/16"wall - TubeArea:= 5.37 Shear per Pole: (lbs.) ShrPoleGrd := ShrGrd ShrPoleGrd= 1294.583 2 ShrPoleGrd Shear Stress: (psi.) fv:= fv=241.077 TubeArea Unity Check: UCExstPoles:= fb + fv UCExstPoles=0.523 < 1.00 OK Existing Poles 30360 18400 Design of New Anchor Bolts: Anchor Bolt Diameter: (in.) AncBltDia:= 1.125 Stress Area: (in 2) AncBltArea:= n AncBltDia2 AncBltArea=0.994 (Based on nominal diameter perAlSC 4-3) 4 Allowable Tension: (lbs.) AllwTen:= 19140.AncBltArea AllwTen= 19026 Allowable Shear: (lbs.) AllwShr:= 14400•AncBltArea AllwShr= 14314 Number ofAnchor Bolts in Tension per Pole: NoTen:= 2 Front to Back Distance Between Anchor Bolts: (in.) LvrArm:= 12.0 MtPoleGrd•12 Tension Load per Anchor Bolt: (lbs.) TenAncBlt:= TenAncBlt=8777.94 NoTen•LvrArm Number of Anchor Bolts in Shear per Pole: NoShr:= 4 Shear Load per Anchor Bolt: (lbs.) ShrAncBlt:= ShrPoleGrd ShrAncBlt=323.65 NoShr TenAncBlt ShrAncBlt Unity Check: UCAncBlts = + UCAncBlts =0.484 < 1.00 OK Anchor Bolts AllwTen AllwShr ( ){A.ncBltDia)4.8 00Allowable Bond Stress: (1bsJ in?) U:= U= 116.847 4-15-15 KIEFFER & CO., Inc. Sht. 3 of 5 Developement Length : (in.) Ld:= TenAncBlt Ld=21.255 U•r<•AncBltDia Embedment Length: (in.) AncBltEmb:= 52—6 AncBltEmb=46 (52"overall length minus 6"of thread projection.) Unity Check: UCABEmb:= Ld UCABEmb=0.462 < 1.00 OK Anchor Bolt Embedment AncBltEmb Use: Eight(8) 1-1/8"Dia.x 52"LG.anchor bolts with 6"of top thread and 3"of bottom thread. Check of Existing Base Plates: Plate Thickness: (in.) P1tThk:= 1.25 Plate Width: (in.) PltWdth:= 16.0 Side to Side Distance Between Anchor Bolts: (in.) BltSprd:= 12.0 4(LvrArm2+ BltSprd2) —J(8.02+ 8.02) Transfer Distance: (in. ) PLS:= PLS=2.828 2 ATenAncBlt-NoTen.PLS. Minimum Thickness Required: (in.) ReqdThk:_ ReqdThk=0.83 (PltWdth.27000) ReqdThk Unity Check: UCExstBasePlt:= UCExstBasePlt=0.664 < 1.00 OK Existing Base Plates PltThk Design of New Spread Footing: Loads: Moment: (ft.lbs.) Ma:= MtGrd Ma=35111.773 Shear: (lbs.) Va:= ShrGrd Va=2589.166 Allowables: Lateral passive pressure against foundation : (lbs./sq.ft.per foot) PP := 250 Static soil pressure: (lbs./sq.ft.) SSP:= 2000 Dynamic soil pressure: (lbsisq.ft.) DSP:= 2660 Foundation Parameters: Depth of footing below grade: (ft.) DF:= 5.0 Widthoffooting: (ft.) WF:= 6.0 Length of footing: (ft.) LF:= 9.0 (Wind direction) Weight of Structure and Foundation: Design weight of concrete: (lbsJcu.ft.) CWT:= 150 Signage weight: (lbs.) SWT:= 1150 Structure weight: (lbs.) PWT:= 775 I . , 4-15-15 KIEFFER & CO., Inc. Sht.4 of 5 Footing weight: (lbs.) FTWT:= DF•WF•LF•CWT FTWT =40500 . Net weight: (lbs.) NETWT:= SWT + PWT + FTWT NETWT=42425 Check Factor of Safety: Overturning moment about heel point of foundation: (ft.lbs.) Mo:= Va•DF+ Ma r l Mo=48057.603 Total passive pressure on footing: (lbs./sq.ft.) Tpp:= PP DF2 I I Tpp= 18750 Resisting moment about the heel point: (ft.lbs.) ` J Mr:= NETWT.(LF) + Tpp•I DFJ Mr=222162.5 Factor of Safety: FS:= Mr FS=4.623 > 1.5 OK Mo Check soil bearing pressures: Static soil pressure: (lbs./sq.ft.) SBP:_ NETWT SBP=785.648 < SSP =2000 OK LF•WF Dynamic soil pressure: (lbsJsq.ft.) [Mo—Tpp•l—DFII 3 /J e: a=0.396 NETWT r (LF) =4.5 > e=0.396 > I 6FJ = 1.5 2•NETWT qa:= r 1 qa= 1148.657 < DSP =2660 OK 3•WF•LI 2) —e] 1 Check Tensile Stress of Concrete at Pole: Compressive Strength of Concrete: (psi.) fc:= 3000 2 Overturning moment at pole: (ft.lbsJft.) Mp:= (LF2 ) .(dal Mp= 11630.148 Section modulus of footing -Per foot of width: (in.3) Sw:= 12•(DF•12)2 Sw=7200 • 6 Tensile stress in concrete: (psi.) ft (Mp.12) ft= 19.384 • Sw Allowable stress in concrete: (psi.) 4Ft:= 0.65. 5.A 4 Ft= 178.01 > ft= 19.384 REBAR NOT REQUIRED FOR STRESS 4-15-15 KIEFFER & CO., Inc. Sht. 5 of 5 Design of Temperature and Shrinkage Steel: Rebar size: Number:= 6 Number Rebar Area: (in?) Area:= I\ 8 J Area=0.44 4 For length of footing: Asl:= 0.0012•DF•WF•144 Asl=5.184 Number required : Asl = 11.734 Use six(6)#6 Rebar x 8'-0"LG.equally spaced top and bottom Area using 6"typical clear. (Twelve(12)total required.) For width of footing: Asw:= 0.0012•DF•LF•144 Asw=7.776 Number required: Asw = 17.601 Use nine(9)#6 Rebar x 5'-0"LG.equally spaced top and Area bottom using 6"typical clear. (Eighteen(18)total required.) [ LF.WF.DF]Quantity of concrete: (yds.3) Cy: Cy= 10 27