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HomeMy WebLinkAbout0070765-Building (sign),~- ~! OSH OSH ON THE WATER Job Address 950 S KOELLER ST Designer No 0070765 Create Date 6/15/99 Category 254 -Signs Plan Type ui ing ign anopy ence aze Zoning Class of Const: Size UnfinishedlBasement Sq. Ft. Rooms Height Ft. roiec ion FinishedlLiving Sq. Ft. Bedrooms Stories Canopies Garage Sq. Ft. Baths Signs Foundation Poured Concrete O Floating Slab ~ Pier O Other Concrete Block ~ Post ~ Treated Wood Occupancy Permit Not Required Park Dedication Use/Nature of Work HVAC Contractor Electric Contractor Fees: Valuation Issued By: !' see plans Height Permit 0 # Structures Plumbing Contractor $19,722.00 Plan Approval $0.00 Permit Fee Paid $80.00 Park Dedication $0.00 Date 6/15/99 FinallO.P. ermi oide~c In the pertormance of this work I agree to perform all work pursuant to rules governing the described construction. Signature~~~ ~~,~~ ~~~~ ~~ Date Agent/Owner Address 2215 KELBE DR LITTLE CHUTE WI 54140 - 0 Telephone Number 920-788-3400/ 800-9 CITY OF OSHKOSH BUILDING PERMIT -APPLICATION AND RECORD Owner GNI OF OSHKOSH SOUTH LLC Contractor GENERAL LIGHTING INC Flood Plain # Dwelling Units e ai ns a a a py on sign wi x an x aces, ins a wa signage per p an. ZONINGlLAND USE COMPLIANCE CHECKLIST -, ~- JOB LOCATION: ~-~ ~ -~ ~~ ~ ~/~`t'~~ ZONING C-1../~,,~ PROPERTY OWNERlCONTRACTOR: ~ ~~ ;~~~ s- CONSTRUCTION DATA: New Construction Addition _ Alteration TYPE OF CONSTRUCTION: (i.e. fence, pool, parking lot, sign, etc.) ~~~ ~.~~.~cf. COMPLIANCE CHECKLIST DEFICIENT Use Lot Width Lot Area Lot Area Per Family Floodpiain Front Yard Front Yard Side Street Rear Yard Side Yards Building Area Parking Standards Off-Street Loading Standards Vision Clearance. Transitional Yard Standards Landscape Standards Height Conditions of Approval Compliance with P.C. or BZA Conditions of Approval Signage Standards Drainage Pian REVIEW AUTHORITY As per Section 30-5 Enforcement of the City Zoning Ordinance, the Director of Community Development, or designee, must approval all plans, except the following:. (1) Alterations or interior work when the use is conforming and when no change in use is proposed. (2) Maintenance items, e.g. siding, windows, etc., when the use is conforming an en no change is proposed. APPROVED DENIED COMMENTS Plan Commission Action Required Variance(s) REVIEWED BY: ~L DATE: ~ S~S BAUER ENGINEERING 1037 S. Georgetown Terrace Beaver Dam, Wisc. 53916. PHONE (920)885-4966 FAX (920)887-0221 PROJECT # 99G39 (06/10/99) STRUCTURAL CALCULATIONS FOR New 50' Wa3lgreens Sign Pylon & Foundation Oshkosh, W2 ***General Lighting, Inc./Little Chute, WI**** 2215 Kelbe Drive 920-788-3400 GOVERNING CODES STATE OF WISCONSIN Dept. of Commerce Safety & Buildings AISC - EIGHTH EDITION/ NINTH EDITION ALLOWABLE STRESSES HOT ROLLED STRUCTURAL SHAPES: A36 GRADE - 36,000 PSI YIELD TS Shapes - 50,000 PSI Yield PIER AND FOOTINGS 4000 PSI MINIMUM STRENGTH AT 28 DAYS DESIGN LOADS• Roof Snow Ld:•NA Wind 26 PSF (incl. suction) per NAVFAC PRESUMED SOIL BEARING VALUE 2000 PSF (Well drained) STRUCTURAL CALCULATIONS PAGE INDEX PAGE of DESCRIPTION 1-~ / 5 C1 Columns design + Base Plate 43.4. / 5 Foundation design Analysis 5 / 5 Walgreens drwg. sign dimension ~~r,~? t~ ~vay ~- 1 1 ~ ~~~ ~,. ~ LEINOS F yy i ~ BAUE~R a9 BEAVER DAM O VYIS ` ~ .~ ~ ~s+ NCa ~~ ,°~ ~0 t~ ~. i ~ y PROGRAM Steel Column Desi v2.18 ~ PAGE NO. 1 BAUER ENGINEERING - Beaver Dam TIME Thu Jun 10 10:45:01 1999 JOB 99G39 WALGREEN SIGN COL'S/OSHKOSH, WI JOB N0. 21 RUN GENERAL LIGHTING/ LITTLE CHUTE, WI DESIGNED BY: CHECKED BY: S TEE L C O L U M N D E S I G N Design of Column ID: C1 PYLON COL'S Code: AISC (1990) Design Method: ASD Kx 1.50 Lx 42.000 Ft Ky 1.00 Ly 27.660 Ft Cmx : l.oo Cmy: 1.00 Length 42.000 Ft Fy 46.000 K /In ~2 Marc Stress Ratio 1.000 _________________________°_____________________=__°_________________________=====j=====________=__=_°_______________________________ E C H O O F L O A D I N P U T LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 LOAD COMB 5 ____________________________________________________________________________________________________________________________________ ___ Axial: -1200.000 Lb Mx Top: 0.000 Ft-Lb My Top: 0.000 Ft-Lb Mx Bottom: 166648.000 Ft-Lb My Bottom: 0.000 Ft-Lb C R I T I C A L S T R E S S E S _____________________________________________________O===O=====________=________________________=____=__~----~-------------------- i TS12x12x.5 Eqn: H1-3 Ratio: 0.82 Load Comb: 1 ____-------°------------- 4 fa -53;57 Lb/In ~2 qa: 1.000 qs: 1.000 Cb: 1.000 Wei ht• 3201.33 Lb Fa 8673.87 Lb/In ~2 Cmx: 1.00 Cmy: 1.00 fbx: -24719.11 Lb/In ~2 fby: 0.00 Lb/In ~2 Fbx: 30360.00 Lb/In ~2 Fby: 0.00 Lb/In "2 Y P: 20ofr ~ u °SZoo v ~r- ~lo,z~:. 7st a,~ ~ 2~ ¢ Pz' 134,~2a=3486 '`~~ $~TwEeq t~~'s. 1 b 'O, d. 7u ~. n ~, ~~66 g8'~ 1 R_ l~'~# LOAD EA. Gdt. m> = 5zoo~2 x ~~ . ! 19 boo mz= 3~~s/Z,~ ~z~' _ ¢~o ~s --~ '7"oT vs~~ T..s 12 ~r 12 ~ ,~2„ ------------------------ --------------- / s ~ ~ PAGE NO. 2 j PROGRAM Steel Column Design v2.18 Vfl BAUER ENGINEERING - Beaver Dam TIME Thu Jun 10 10:56:46 1999 JOB 99G39 WALGREEN SIGN COL'S/OSHKOSH, WI JOB NO. 21 RUN GENERAL LIGHTING/ LITTLE CHUTE, WI DESIGNED BY: CHECKED BY: B A S 8 P L A T E D E S I G N Base Plate Design for: TS12x12x.5 Code: AISC (1990) Design Method: ASD Plate Size 26.000 (Y) x 20.000 (X) x 2.3750 In Bolts Req'd 8 - 1.2500 In Bolts For Stress Weld 0.7500 In Fillet All Around For Stress Plate Fy 36 K /In "2 Concrete f'c 3.5 K /In ~2 Bolt Allowable Stress: 10 K /In ~2 (Shear) 20 K /In "2 (Tension) Bolt Edge Distance 2.00 In Actual Bolt Tension 23369.15 Lb (LC 1) Weld Allowable Stress: 21 K /In ~2 Actual Bearing Stress: 1.2 K /In ~2 (LC 1) Allowable Bearing 1.2 K /In "2 Area of Concrete 200.00 In~2 *** Note: Program Does Not Check Bolt Clearances or Min. Weld Sizes ,..,C ., .. 3.. (~SE~3./~ ZOxZ~x 28 w/ ~B~ I ~~ ~~ x 3 ~ ., ~~• t3o ~ rs ,./~ 7,yiz~aos ~OTf/ EN ~ S r N ." ~ ~~ Lcv~tc J1/ufS No sNrz„vet GradJT N ~, - e PROGRAM Spread Footing Design v1.33 ~ PAGE NO. / BAUER ENGINEERING - Beaver Dam TIME Thu Jun 10 11:07:03 1999 JOS NO. 23 JOB 99G39 WALGREEN PYLON SIGN ENDN RUN GENERAL LIGHTING DESIGNED BY: CHECKED BY: C O N C R E T E F O O T I N G D E S I G N FOOTING ID PYLON FOUNDATION SOIL DATA Max. Vert Press. = 2000.000 Lb/Ft "2 Max. Flexural Press. = 2000.000 Lb/Ft ~2 Density = 100.000 Lb/Ft ~3 Phi Angle = 30.000 Deq Coeff. of Friction = 0.333 Cohesion = 20.000 Lb/Ft ~2 Ftg. Depth = 4.000 Ft FS Uplift = 1.600 FS Overturning = 1.800 FS Sliding = 3.000 Code: ACI 318-89 COLUMN DATA F'c = 4.000 K /In "2 X Dim. = 26.000 In Z Dim. = 20.000 In X Offset = 0.000 Ft Z Offset = 0.000 Ft BASE PLATE DATA X Dim. = 26.000 In Z Dim. = 20.000 In CONCRETE DATA F'c = Density = FY = SURCHARGE DATA +X,+Z Quadrant = +X,-Z Quadrant = -X, -Z Quadrant = -X, +Z Quadrant = 3.500 K /In ~2 145.000 Lb/Ft ~3 60.000 R /In "2 0.000 Lb/Ft ~2 0.000 Lb/Ft "2 0.000 Lb/Ft ~2 0.000 Lb/Ft ~2 U N F A C T O R E D L O A D S I N P U T LOAD CASE No. 1 Vertical = Moment X = Moment Z = Hori2ontal X = Z = DEAD LOAD -1400.000 Lb p.000 Ft-Lb 0.000 Ft-Lb 0.000 Lb O.ODO Lb D p JSt+G LIVE LOAD 0.000 Lb 0.000 Ft-Lb 0.000 Ft-Lb WZND IAAD 0.000 Lb 0.000 Ft-Lb 166646.00',0 Ft-Lb FOOTING DESIGN ~ SHEAR STRESSES (ONE WAY) X Dimension = 10.000 Ft +X Area = 0.000 Lb/In ~2 Z Dimension = 8.250 Ft -X Area = 0.000 Lb/In "2 Thic3rness = 60.000 In +Z Area = 0.000 Lb/In ~2 Max. Press. = 1328.877 Lb/Ft ~2 -Z Area = 0.000 Lb/In ~2 Allow. = 100.573 Lb/In ~2 Design Controlled by Overturning Forces BOTTOM STEEL DESIGN (Parallel to X Axis) Moment (+X Area) = 1503.347 Ft-Lb (-X Area) = 115670.896 Ft-Lb Steel Required = 10.692 In"2 (Min) Dist. to Centroid = 3.500 In Typical Spacings 54 #4 Bars at 35 #5 Bars at 25 #6 Bars at 18 #7 Bars at .~( y` 14 #8 "" Bars at ~ 11 #9 Bars at 9 #10 Bars at 7 #11 Bars at 1.755 In. Centers 2.735 In. Centers 3.875 In. Centers 5.471 In. Centers 7.154 In. Centers 9.300 In. Centers 11.625 In. Centers (Anchor) 15.500 In. Centers (Anchor) EARTHQUAKE LOAD 0.000 Lb 0.000 Ft-Lb 0.000 Ft-Lb SHEAR STRESSES (TWO WAY) +X Area = -1.344 Lb/In "2 -X Area = 3.041 Lb/In "2 +Z Area = 3.041 Lb/In "2 -Z Area = 3.041 Lb/In ~2 Allow. = 201.147 Lb/In "2 BOTTOM STEEL DESIGN (Parallel to Z Axis) Moment (+Z Area) = 1287.075 Ft-Lb (-Z Area) = 1287.075 Ft-Lb Steel Required = 12.960 In~2 (Min) Dist. to Ceatroid = 4.500 In Typical Spacings 65 #4 Bars at 42 #5 Bars at 30 #6 Bars at 22 #7 Bars at 17 #8 Bara at 13 #9 Bars at li #lo Bars at 9 #S1 Bars at 1.781 In. Centers 2.780 In. Centers 3.931 In. Centers 5.429 In. Centers 7.125 In. Centers 9.500 In. Centers (Anchor) 11.400 In. Centers (Anchor) 14.250 Zn. Centers (Anchor) -- - --- ------ -------- - PROGRAM Spread"Footing Design v1.33 PAGE N0. BAUER ENGINEERING - Beaver Dam TIME Thu Jun 10 11:07:05 1999 JOB 99G39 WALGREEN PYLON SIGN FNDN JOB N0. 23 RUN GENERAL LIGHTING DESIGNID BY: CHECKID BY: C O N CR E T E F O O T I N G D E S I G N TOP STEEL DESIGN (Parallel to X Axis) TOP STEEL DESIGN (Parallel to Z Axis) Moment (+X Area) _ -48170.869 Ft-Lb Moment (+Z Area) = 0.000 Ft-Lb (-X Area) 0.000 Ft-Lb (-Z Area) = 0.000 Ft-Lb Steel Required = 10.692 In"2 (Min) Steel Required = 0.000 In"2 Dist. to Centroid = 3.500 In Dist. to Centroid 4.500 In Typical Spacings Typical Spacings 54 #4 Bars at 1.755 In. Centers Steel Not Required 35 #5 Bars at 2.735 In. Centers 25 #6 Bars at 3.875 In. Centers 16 #7 Bars at 5.471 In. Centers 14 #8 Bars at 7.154 In. Centers 11 #9 Bars at 9.300 In. Centers (Anchor) 9 #l0 Bars at 11.625 In. Centers (Anchor) 7 #11 Bars at 15.500 In. Centers (Anchor) Steel Distribution in the Short Dim. is Governed by ACI 15.4.4.2 and Spacings Should be Modified Accordingly. QUANTITIES 1033.043 Lbs of Steel and 412.500 Ft"3 of Concrete. ~/ 3 ~. ~iybi~ U,Sa , ZU ~ 8 x 5 ~o 2$ /Ol~ ~ BoTI' Wf ~~e{~ # f~ c} c? ~ ~ ~ ~~ o c %D 1? 4r Cio7To M g~sf~6 ~.arb5 -/- l 3 d-) #8,d ~ 7, t Z 5 ~ ~~~ o~p b r 2. ~~ ~ `~ ~ ~~I ~,~ ' ~~ ~~' ;` ~ e* ~ ~ ~ 1 . ~~ , N ~' ~ I• ~~.; f ' ~~~ ~ ~,~ ,~ 2v 8 3 ,/ . ~,r ,~ .. r h GENERAL LIGHTING, INC. 2215 Kelbe Drive Little Chute, WI 54140 920-788-3400 fax 920-788-3120. ~ `~ ~4~ ~YVCf; ~.~.+4'l. ~E ~~~~~ t~°, ~a:~ to. ~j C fax # : ~~/ '~,5-~ ~~ from : ~~~ /r'6~ date: ~.~ ~'`'e~~ subject : ~duG.,~~ty~Y2,~ ~1;~"' ~-'~ pages: ~~ (including this one) NOTES: ~~I~~ ~~~ ~-r ~;~ ~~~~~ ~~~' r~ ~> `~~ . ~`~ ~' ~~ ~~ l ~ , ~~. l r~ 0 <w 0 C O 4 '~ a-~ ~'~ R X ~r3 J ~-1 t 4 PYLQ@t E~.YArl~t t~ r ~ W ~ ~ r~1T11t SIpt i~R = ~2.t S.F RTbtRRp AJSNE'i, _ aD0 S.F. Y P11t+EI. = 133.1 S .i . y k .. __r __._. ~ t .. ~l~ a i+~ws sra x~ twsv~j r~w s ~.~I+o~.or'. -ama-~s saws snemwr Lane cai ~n~ ~ ~ ws~ DI~e~ A' ~~~ ~rN01tl ~.~ MElW7 ~~ ii01+7te tY1 Ito YT- ~~ ~°f~•~ ii S ~~ .. nwe~l : . 57~ /175 5701 iKf3 aCAe »' ~ SP[dCti 0~i p'AOI/~RRI~ -W 1Yi SP ~~ i -1 J J y - ~11 '~ t~, i~~r~.~f~/Kr~/l~ _ ` Ibx~O ~N-3~v X160. !L di70~ } ?~ze~ tfasr T -Ak _.. , ~~1 Y ,i e I Structural Calculations for WAL~~~~I~TS SIGN ~Jshkosh, VV~isconsir% Prepared for: General Lighting, Inc. 2215 Kelbe Drive Little Chute, WI 54I4U Prepared by: id`s-- ~®~--~~e~ era` ~ KIRK A.' o, '~ ~ E-2677t} ®~ ~ OSHKQSi•i // ~ ~e+timoa~~ w ~-Z~( S ~.arsQn l.arsan Engineering of Wisaonsirt 1500 North Casaloma Drive, Suite 302 Appieton, Wisconsin 54945 (920), 734-9$67 flax: (920) 734-9880 ~, ' Subject SlGt~ ~ l'daa~-~a-7~~ Sheet No. _Of Larson ~eL~2~rs Project No. Larson Engineering of Wisconsin __ By_~ Date _~ ` Z-~i- sg S~LH as` n--0_ - ~ rRiwiR7 rA147L . Z04 3.F. ~~ ~ = Q i _ la'~r~ !5~ ~/$u ~A~ ~ V,A.R.~ - _ ._ ~ ~ _ . ... .. ~ _ ~ ... - j -! ~' r ATTRRC; I~1~f [t~SEt2T TYPES PYLON Q.EYAr[ON 1 `~ ~'~" a W 1 NA USG' Z!o r° 5 !` TLT T"L LG ~ ~„ 't"7J~ - '21i~7~v~ ~ S Z au !~- ~. ~ ` ~ ~~,u^-, 155 Lo-r-n c .•~~q P~2 u(~a;,4) 4 3 4G><-ya C ZG ' Kh ~2v,.. /~~rxc--' Larson Subject ~ ~G~i Sheet No. _ Of Project No Larson Engineering of Wisconsin By Date 5~ '- 2G~~ ~ 4GY,q I13G.2- 2 M C 4'~,~sar ~r L.~- 4 2 , G (~c ~ ~ t. ~;yy (~ 2.G, 3s ) r l y.y .~ 4s. c~ - (G~•'3 K ~'s' ~IJs`aL wr a r $ t (N Ifs T 2 q vv ~ ('2-r/u ~ (~"J~-an Grp L f~W ~e ~rwoy- -- I~ 33 ~•c) ~~i) 3 Z~7 1 X51 3G -~ ~ 7"S ~ X~u k "L S Pew ~ S'C~. '2.. ~- -. ~ ~.c( l t, 5 t~Z Aa~~ la's? .vG7~Ge6rFLB' ~ "' c ~ q s e X T .-- s- - - - ~- ~__r. ~ ~ 5{ 1 _ _ ^ ~ ~ ~ ~ ~ 3 7 _a Z~ . ~--~ • ~ • • Walgreen's sign Bearing Pressure Maximum Bearing 3.223 ksi Max/Allowable Ratio. .863 AISC EQ.3(V1~ (ABIF = 1.333) ~,:r 3,.223 .~~ j (ksi) ~' ~ o. ~~, ~; 20 in Plain Base Plate Con nection Base Plate Thickness :1.75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.8 ksi Anchor Bolt Diameter :1.25 in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : TU10X10X8 Design Code :AISC ASD 9th. -Base Plate Stress Maximum Stress 31.793 ksi Max/Allowable Ratio .883 AISC. EQ.3(V1n (ASI F = 1.333) ~. 31.793 ~~ ~ ~v (ksi) ,z ~ 0. ~: x -=~- Anchor Bolts Rnit X finl 7 finl Tans !kl VY fkl V~ !kl Ft fksil Fv (ksil lJnity Combination 1 7. 8. 26:464 0: .541 26.66 13.33 .809 AISC EQ.3 2 -7. 8. 26.612 0. .541 26.66 13.33 .814 AISC EQ.3 3 3. 8. 42.672 0. .541 26.66 13.33 1.304 AISC EQ.3 4 -3. 8. 42:659 0. .541 26.66 13:33 1.304. AISC EQ: 3 5 7. -8. 26:464 0. -.541 26.66 1'3.33 .809 AISC EQ.3 6 -7. -8. 26.612 0. -.541 26.66 13.33 .814 AISC EQ.3(V1n 7 3. -8. 42.672 0. -.541 26.66 13.33 1.304 AISC EQ.3( 8 -3. -8. 42.659 0. -:541 26:66 1'3.33 1.304 AISC EQ.3(VV) Loads DL _ WL P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Reverse 1.2 No -4.33. ~ 165.3 ~ ~ Yes Company :Larson Engineering June 24, 1999 Designer KPH Job Number :99105 Walgreen's sign Checked By: X -- ~--~ - •' •5 ~ _ ~ • 3 7' Z~ _._ • •8~ ~ - • V ~ _ ~. - 5 i- 20 in Geometryand Materials G .r., Bolt X (in) Z (in) 1 7. 8. 2 -7. 8. 3 3. 8. 4 -3. 8. 5 7. -8. 6 -7. -8. 7 3. -8. 8 -3. -8. Length - _. 20. in - _. Column Shape TU10X10X8 Anchor Bolt Diameter 1.25 in Width 18. in Column eX 0. in Anchor Bolt Material A307 Thickness 1.75 in Column eZ 0. in Anchor Bolt Fu 60. ksi Base .Plate. Fy 36. ksi Column to Edge Min (X) 1. in Anchor Bolt E 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) 1. in AB Projected Length 6 in Bearing Fp 2.8 ksi HSS TubeX-sides welded AB to AB Min Spacing 4 n..a -: Bearing Fc' 4. ksi HSS Tube Z-sides welded AB to Stiffner Min Spacing 2 in Pedestal Length 51 in Plain Base Plate Connec#ion_ AB to Column Min„Spacing 1.5 in Pedestal Width. 90 in Vx Shear Lug NOT present AB to Edge Min Spacing 2 in Analyze Base P late as Flexible... Vz Shear Lug NOT present AB Row Min Spacing 4 in Fp is User Defined Priority is AB to Edge Spacing AISC ASD 9th Include Threads for AB Design AB Fv, Ft are User Defined Loads _ _ _, _ .. .._~ _. , n 7 ~ . ~~.. , _ .,..~.... ~ _ ..:. .... P (k) Vx (k) Vz (k) Mx (k-ft)' Mz (k-ft) Reverse DL 1.2 No WL ~__ -4.33 165.3 Yes Base Plate Stress and Bearing Result _ _u _ _ .._.. ~. _ ess (ksi} Bearing Pressure (ksi) Base Plate Str Description .- . .,:Load Sets Allowable ASIF U.C. Allowable _ ABIF U.C. AISC EQ.1 1 DL 27. 1. 0. 2.8 1. .005 AISC EQ.2 1 DL+1 LL 27. 1. 0. 2.8 1. .005 AISC EQ.3(W) 1 DL+11NL 35.991 1.333 .883 3.732 1.333 .863 AISC EQ.3(W) 1 DL-1 WL 35.991 1.333 .883 3.732 1.333 .863 AISC EQ.3(E) 1 DL+1 EL 35.991 1.333 0. 3.732 1.333 .003 AISC EQ.3(E) 1 DL-1EL 35.991 1.333 0. 3.732 1.333 .003 AISC EQ.4(VV) 1 DL+1 LL+1 WL 35.991 1.333- .883 3.732 1.333 .863 AISC EQ.4(VV) 1 DL+1 LL-1 WL 35.991 1.333 .883 3.732 1.333 .863 AISC EQ.4(E) 1 DL+1 LL+1 EL 35.991 1.333 0. 3.732 1.333 .003 AISC EQ.4(E) 1 DL+1 LL-1 EL 35.991 1.333' 0. 3.732 1.333 .003 RISABase Version 1.02 CUntitled.rbs] Page 1 Company :Larson Engineering June 24, 1999 Designer KAH Job Number :99105 Walgreen's sign Checked By: Bearing Contours ,. .015 - - .015 ~ 3.223 ... ~, (ksi) ~,, ~ ~ (ksi) ' ~1(ksi) ~ .002 0. .002 i 1 DL 1 DL+1 LL 1 DL+1 WL Allowable : 2.8 ksi Allowable : 2.8 ksi Allowable :3.732 ksi U.C. :.005 U.C. :.005.: U.C. :.863 3.223 rr ~ .012 ~ .012 f > (ksi) (ksi) ~ „,; '_~ (ksi) 0. ~ ~ r ~ .002 ~` ~ , ~~- ~ .002 ..:~ ~" t ~... 1 DL-1 WL 1 DL+1 EL 1 DL-1 El Allowable :3.732 ksi Allowable :3.732 ksi Allowable :3.732 ksi U.C. :.863 U.C. :.003 U.C. :.003 ~ 3.223 - _ 3'..223 ~ .012 -~~ . ~. ~' (ksi) L~2~ ~'~ (ksi} „~ ~,, "~ (ksi) ~! ' ~, ~ '~ 0• ~~ ~ 0,. z~ ~ =~ ~ .002 ,'r ~. ~.~~ ~~:.. i h ~~~_. - ~ J L ~ 1 DL+1 LL+1 WL 1 DL+1 LL-1 WL 1 DL+1 LL+1 EL Allowable :3.732 ksi Allowable :3.732 ksi Allowable :3.732 ksi U.C. :.863 U.C. :.863 ~ U.C. :.003 .012 ' ~. ~ (ksi) ~ ~< ~ r ~ `` J .002 ~ r. 1 DL+1 LL-1 EL Allowable :3.732 ksi . U.C.:.003 RISABase Version 1.02 [Untitled.rbs] ~ ~- ~ n __. _ . ~„ _... ...k ~ . ....... .._ ... ~- ~~•_ ~ Page 2 Company :Larson Engineering June 24, 1999 Designer :, KAH Job Number :99105 Walgreen's sign Checked By: Base Plate Stress Contour _ __ I- :. ~ .015 - ~ .015 ~ ; F, 31.793 } ~ (ksi) (ksi) "_ ~~ (ksi) i ' ~tA'`_ ~, '~ I ~ ~~ .000264646 ~. ; ' .000264646. _~ ,, -~ '--~ 0. 1 DL 1 DL+1 LL ' 1 DL+1 WL Allowable : 27. ksi Allowable : 27. ksi Allowable :35.991 ksi U.C.: 0. U.C. : 0. U.C. :.883 - - ~~ ~ 31.793. r ,~ .., .. =- .011 - ~ .011 y,~ ~. (ksi) ', ,~ ! :~: (ksi) ~~ ~,~ ~~ (ksi):.... 0. I ., ~ ~ .000600006. ~ ~ .000600006 '3 1 DL-1 WL 1DL+1 EL 1 DL-1 EL Allowable :35.991 ksi Allowable :35.991 ksi Allowable ; 35.991 ksi. U.C. ..883 U.C. : 0. U.C. : 0. ,: ~. -.~ } €~; _ _ 1 DL+1 LL+1 WL Allowable :35.991 ksi U.C. :.883 31.793 ~~ 31.793 r - ~ 011°=° v~ (ksi) , `_ ; {ksi) ~ ~ -~; ~' I 'j (ksi) J 0. ---' 0. ~ ~` fi ~ ~~ ~ .000600006 ~. 1 DL+1 LL-1 WL 1 DL+1 LL+1 EL Allowable :35.991 ksi Allowable :35.991 ksi U.C. :.883 U.C. :0. _ .011 E ~~ 1 ~'~ (ksi) n ~ i ~ .000600006 ~, J 1 DL+1 LL-1 EL Allowable :35.991 ksi U.C.: 0. _ RISABase Version 1.02 [Untitled.rlis] Page 3 Company :Larson Engineering Designer : , KAH June 24, 1999 Job Number : 99105 Walgreen's sign Checked By: _. ~. :_ Anchor Bolt Results r~acrrintinn Load Sets Bolt Tens.lk) Vx lkl Vz lk) Ft lksi) Fv lksi) Unitv AISC EQ.1 1 DL 1 0. 0. 0. 20. 10. 0. 2 0. 0. 0. 20. 10. 0. 3 0. ' ' 0. 0. 20. 10. 0. 4 0. 0. 0. 20. 10. 0. 5 0. 0. 0. 20. 10. 0. 6 0. 0. 0. 20. 10. 0. 7 0. 0. 0. 20. 10. 0. 8 0. 0. 0. 20.. 10. 0. AISC EQ.2 1 DL+1 LL 1 0. 0. 0. 20. 10. 0. 2 0. 0: _ 0. 20. 10. 0, 3 0. 0. 0. 20. 10. 0. 4 0. 0. 0. 20. 10. 0. 5 0. 0. 0. 20. 10. 0. 6 0. 0. 0. 20. 10. 0. 7 0. 0. 0. 20. 10. 0. 8 0. 0. 0. 20. 10. 0. AISC EQ.3(W) 1 DL+1 WL 1 26.464 0. .541 26.66 13.33 .809 2 26.612 0. .541 26.66 13.33 .814 3 42.672 0. .541 26.66 13.33 1.304 4 42.659 0. .541 26.66 13.33 1,3.Q4 5 0. 0. .541 26.66 13.33 .033 ~° "` _ 6 0. 0. .541 26.66 13.33 .033 7 0. 0. .541 26.66 13.33 .033 8 0. 0. .541 26.66 13.33 .033 AISC EQ.3(VV) 1 DL-1 WL 1 0. 0. -.541 26.66 13.33 .033 2 0. 0. -.541 26.66 13.33 .033 3 0. 0. -.541 26.66 13.33 .033 4 0. 0. -.541 26.66 13.33 .033 5 26.464 0. -.541 26.66 13.33 .809 6 26.612 0. -.541 26:66 13.33 .814 7 42.672 0. -.541 26.66 13.33 1.304 8 42.659 0. ' -.541 26.66 13.33 1.304 AISC EQ,3(E) 1 DL+1 EL 1 0. 0. 0. 26.66 13.33 0. 2 0. 0. '' 0, 26.66 13.33 0. 3 0. 0. 0. 26.66 13.33 0. 4 0. 0. 0. 26.66 13.33 0, 5 0, 0, 0. 26.66 13.33 0. 6 0. 0. ' 0. 26.66 13.33 0. 7 0. 0. 0. 26.66 13.33 0. 8 0. 0. 0. 26.66 13.33 0. AISC EQ:3(E) 1 DL-1 EL 1 0. 0. 0. 26.66 13.33 0. 2 0. 0. 0. 26:66 13.33 0. 3 0. 0. 0. 26.66 13.33 0: 4 0. 0. 0. 26.66 13.33 0. 5 0. 0. 0, 26.66 13.33 0. 6 0. 0. 0. 26.66 13.33 0. 7 0. 0. 0. 26.66 13.33. 0. 8 0. 0. 0. 26.66 13.33 0. ,... Pa e 4 RISABase Version 1.02 ~ [lJntitledrbs] 9 .. Company :Larson Engineering June 24, 1999 Designer : ~KAH °Job Number ; 99105. Walgreen's sign Checked By: Anchor Bolt Results (continued) rlncr~rintinn i sari Satc R~It Tens_(kl Vx (kl Vz (kl Ft (ksi) Fv fksil Unitv - - , AISC EQ.4(W) 1 DL+1 LL+1 WL 1 26.464 0. .541 26.66 13.33 .809 2 26.612 0. .541 26.66 13.33 .814 3 42.672 0. .541 26.66 13.33 1.304 4 42.659 0. .541 26.66 13.33 1.304 5 0. 0. .541 26.66 13.33 .033 6 0. 0. .541 26.66 13.33 .033 7 0. 0. .541 26.66 13.33 .033 8 0. 0. .541 26.66 13.33 .033 AISC EQ.4(W) 1 DL+1 LL-1 WL 1 0. 0. -.541 26.66 13.33 .033 2 0. "' 0. -.541 26.66 13.33 .033 3 0. 0. -.541 26.66 13.33 .033 4 0. 0. -.541 26.66 13.33 .033 5 26.464 0. -.541 26.66 13.33 .809 6 26.612 0. -.541 26.66 13.33 .814 7 42.672 0. -.541 26.66 13.33 1.304 8 42.659 0. -.541 26.66 13.33. 1.304 AISC EQ.4(E) 1 DL+1 LL+1 EL 1 0. 0. 0. 26.66 13.33 0. 2 0. 0. 0. 26.66 13.33 0. 3 0. 0. 0. 26.66 13.33 0. 4 0. 0. 0. 26.66 13.33 0. 5 0. 0. 0. 26.66 13.33 0.. _. .u 6 0. 0. 0. 26.66 13.33 0. `°V 7 0. 0. 0. 26.66 13.33 0. 8 0. 0. 0. 26.66 13.33 0. AISC EQ.4(E) 1 DL+1 LL-1 EL 1 0. 0. 0. 26.66 13.33 0. 2 0. 0. 0. 26.66 13.33 0. 3 0. 0. 0. 26.66 13.33 0. 4 0. 0. 0. 26.66 13.33 0. 5 0. 0. 0. 26.66 13.33 0. 6 0. 0. 'i " 0. 26.66 13.33 0. 7 0. 0. 0. 26.66 13.33 0. 8 0. 0. 0. 26.66 13.33 0. ...:._ Page 5 RISABase Versiori 1:02 [lJnt'itied.rbs] Larson Subject w~z4n~n'~s Sheet, No. Of °' Project No. Larson Engineering of Wisconsin By Date - ~iVG~~va- 13 U7~ ~ 1R c~L../ G~~v~- ~-~-s J ~av~ t `l u `~' ~ M~l~ vr°L`~'Ya` ~-rem-•-- N,r~5r~- ~Q G.-.r~ ~-s = ~ z. ~ l~ rri y 3 ~. ~ ~,,.^~"~ ts0 -f ! . L~ 3 L (' ~-a ~ ~: 3 ~ 3 Lr L /~-8'S w°~ti, ~ ~ ,l,~rddG ~~. /. 3 3 ` S_ 4 k Sr /T & ~~ !t 1L (/S~ C ~!(,( .,~ ~tfLrS ' ~afG S~~ Subject ~'^"~ c~C~srM-S ~?a.~ Sheet Na. 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