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SA-2013-00411.tif C I G (D CL U) N — T v 3 4 p m Sr'r m '0 'Q yy�am, �= 40 (0 C3 a CD a w t w (AD ` o 00 (. ( �3 V7 if1 $ � j N f - Ip' @� 3 A CD Cl) R CD a j N D :2 'p OL7.. U7 m O o @ ( @ H d N 0 @ d a. O 2 b CD Xa 4 1 1 @ d @ d W 1 O d C Tq a m a_ a p O @ C I n' . @ 4 n cr 3 C @ 4U N d � � _ n _ O @ 0 0 3 CD n z @ O a o @ a CD Q Ln I.. @ z o n @ C 3 � CD to ,� a I � � S a j I I a @ CL C7 5 o m � a @ 7 1 3 a � 0 ka a i (� E 3 4 - 0 Tit O @ Q a 13 s. I I {9 fi O o d a m tai ' x +n V 0 y [1 N C @ a a m a o .Q m (( > CD y . O_ (' a. 4 40 m e ti y 9 0 N d 6 p o v a ' t�P ' 2 W 3 El IX ooqll <R I C71 T Y St?,. F-t jqq 363 N. Elm GRAND ISLAND, NE. 68801 -4650 Phone: (308) 384-6335 Fax: (308) 384-0483 September 4, 2013 Howard Wolfe City of Blair 218 S 16' Blair NE 68008 Dear Mr, Wolfe; Enclosed are the documents you requested for the new Dollar General in Blair. If you have any questions would you please call me at 402-469-5530. Jay Muller had contacted you originally to help me, but it's actually my account. Respectfully; ?Jeanne Davis Sales Representative Jeanne@tricitysign.com 402-469-5530 I � CHI!VED SEP 0 6 2013 CITY OF BL AIR NEBRASKA 8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. l of 5 12255 West 187th Street Mokena, Illinois 60448 (708) 479 -8385 File: Dualite766a.mcd Site: Dollar General Location No. 2864 693 Washington Blair, Nebraska 68008 I Sign Type: 21' -0" OAR direct bury single pole for 6' -0" x 16' -1" ID sign with a caisson footing. Drawing No. 1308173 rev. A Design wind load based on the Nebraska State Fire Marshal Act ( 2009 IBC ) using Exposure C and 90 mph winds. Design Wind Speed: ( mph.) V:= 90.0 Importance Factor: 1:= 1.00 Based on Category H, Non - Hurricane Prone Regions with V = 85 -100 mph. Velocity Pressure Coefficient at a Height of Less Than 25', Exposure C : Kz := 0.94 Topographic Factor: Kzt := 1.00 Based on 6.5.7.2 Wind Directionality Factor: Kd := 0.95 Based on Table 6 -4 Velocity Pressure: ( PSF) qz := 0.00256.Kz-Kzt•Kd•V qz = 18.517 arce Coefficient: Cf := 1.80 Based on Figure 6 -20 Gust Effect Factor: G:= 0.85 Taken from 6.5.8.1 for Rigid Structures Design Pressure : ( PSF) F:= qz• Cf.G F = 28.331 Use: WL := 28.4 Reference : Manual of Steel Construction, AISC 13th Edition. Tube: ASTM A -500 Gr. B Fy = 46.0 ksi. ; Fb = 30.36 ksi. ; Fv =18.40 ksi. Beams : ASTM A -36 Fy = 36.0 ksi. ; Fb = 23.76 ksi. ; Fv 14.40 ksi. Plate: ASTM A -36 Fy = 36.0 ksi. ; Fb = 30.36 ksi. ; Fv =18.40 ksi. Mounting Bolts : ASTM A -325 Fu =133.0 ksi. ; Ft = 44.00 ksi. ; Fv = 21.00 ksi. ( Threads included in shear plane. ) Reference : American Concrete Institute, Code 318.05 ��� Rebar : ASTM A -615 Grade 60 Fy = 60.0 ksi. 900 �, e � �° Concrete: 3,000 psi. compressive strength at 28 days. SEP 0 6 2013 Design Loads at Top of Horizontal Crossmember Inside Sign. NEBRASKA 31iear : ( lbs.) ShrCrsmbr (5.74.16.08• WL) ShrCrsmbr = 2621.297 (1.74 vtoment : (ft.lbs.) MtCrsmbr ShrCrsmbr' 2 MtCrsmbr = 7523.123 Axial: ( lbs. ) AxlCrsmbr := (5.74.16.08.4.5) Ax = 415.346 Design of Pole Structures Inside ID Sign: G 7IF"F IN m Section Modulus of Beam: (in. S4 x 7.7 # /ft. - BeamSM := 3.04 (x -x axis) Moment per Pole : (ft.lbs.) MtPole := 2 MtCrsmbr MtPole = 3761.562 �`�I' ` ' OF h!"e� MtP 12 14848.269 F/ Bending Stress : (psi.) fb BeamSM r� 8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 2 of 5 Area of Beam: (in. S4 x 7.7 # /ft. - BeamArea := 2.26 Shear per Pole : ( lbs.) ShrPole Shr Crsmbr ShrPole = 1310.649 2 Shear Stress : ( psi.) fv . ShrPole f = 579.933 BeamArea fb f Unity Check - Sign Poles : UCSgnPoles :_ — + — UCSgnPoles = 0.665 < 1.00 OK 23760 14400 Design of Crossmember Inside ID Sign: Selection of Tube: TS 3" x 3" x 1/4" wall - Area: (in. A:= 2.44 Section Modulus: ( in. ) Sx := 2.01 Sy := 2.01 Torsional Stiffness Constant: ( in .4 ) C:= 3.52 Beam Weight: ( lbs. /ft. ) Bwt := 8.78 Centerlines of Vertical Uprights : ( ft. ) L:= 8.0 Shear Loads : ( lbs. ) Vl Bwt•L + Ax1Crsmbr V = 242.793 V := Shr Crsmbr V2 = 1310.649 2 2 2 Shear Stresses : ( lbs. /in. ) fvx := A fvx = 99.505 fvy := A2 fvy = 537.151 (Mt fvt := fvt = 12823.505 C2 Combined: fvComb = ( + frY) + ( ) fvComb = 128393 I Bending Loads: (ft.lbs. ) i Bwt -L Ax 1 Crsmbr' L Shr Crsmbr , L M + — 12 8 1 2 8 2 M = 462.173 M M = 2621.297 1 Bending Stresses : ( lbs. /in ?) M M 12 fby := fby = 15649.536 fbx := fbx = 2759.242 S Sx Combined: fbComb :_ fbx + fbY fbC = 18408.778 2 2 Unity Check - Crossbar: UCCrsbr :_ fbComb + ('vComb) UCCrsbr = 0.924 < 1.00 OK C 30360 18400 If Design Loads at EL. 150: ( Base of ID sign. ) Shear: ( lbs.) ShrEL150 := (6.0.16.08 -WL) SShrEL150 = 2740.032 Moment: (ft.lbs.) MtEL150 := ShrEL150•I 6 = I MtEL150 = 8220.096 2 8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 3 of 5 Design of ID Sign Mounting Bolts at EL. 15.0 ` i Mounting Bolt Diameter: ( in.) NlntBltDia := 0.875 Stress Area : ( in. MntBltArea := MntBltDia2 MntBltArea = 0.601 ( Based on nominal diameter per AISC 4 -3 ) 4 Allowable Tension: ( lbs.) AllwTen := 44000•MntBltArea AllwTen = 26458 Allowable Shear: ( lbs.) AllwShr := 21000•MntBltArea AllwShr = 12628 i Number of Mounting Bolts in Tension: NoTen := 2 Front to Back Distance Between Mounting Bolts : ( in.) LvrArm := 5.5 Tension Load per Mounting Bolt: (tbs.) TenMntBlt := MtEL150• 12 TenMntBlt = 8967.3 8 NoTen•LvrArm Number of Mounting Bolts in Shear: NoShr := 4 ShrEL150 Shear Load per Mounting Bolt: (tbs.) ShrMntBlt := ShrMntBlt = 685.01 NoShr TenMntBlt ShrMntBlt < 1.00 OK Unity Check: UCMntBlt :_ + UCMntBlt = 0.393 Mounting Bolts AllwTen AllwShr Use: 7/8" diameter ASTM A -325 bolts and equivilent nuts and washers. Design of ID Sign Mounting Plate at EL. 15.0': Plate Thickness: ( in.) P1tThk := 1.00 Plate Width: (in.) P1tWdth := 18.0 Plate Specimen: (in. ) PLS := LvrArm — 3.0 PLS = 1.25 2 Minimum Thickness Required: (in.) RegdThk := TenMntBlt•NoTen•PLS• 6 RegdThk = 0.526 (P1tWdth• 27000) Unity Check: UCSgnPltThk := RegdThk UCSgnPltThk = 0.526 < 1.00 OK Sign Mounting Plate Thickness P1tThk Design of Pole Top Plate at EL. 15.0': I Plate Thickness: (in.) P1tThk := 1.00 Plate Width : (in.) P1tWdth := 18.0 Side to Side Distance Between Mounting Bolts : ( in.) B1tSprd := 14.0 Plate Specimen: (in.) PLS := BltSprd — 8.0 PLS = 3 2 Minimum Thickness Required: (in.) RegdThk := TenMntBlt•NOTen•PLS• 6 RegdThk = 0.815 (PltWdth• 27000) Unity Check: UCPolePltThk := RegdThk UCPolePltThk = 0.815 < 1.00 OK Pole Top Plate Thickness P1tThk i 8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 4 of 5 Design Loads at Grade: ID Sign: IDSgn := (6.0.16.08• WL)• 6 - + 15.0 IDSgn = 49320.576 ft.lbs. K2) 1 Pole: Pole := 15.0 8 WL • 15.0 Pole = 2130 ft.lbs. C \ J \ I Moment: ( ft.lbs.) MtGrd := IDSgn + Pole MtGrd = 51450.576 1 Shear: ( tbs.) ShrGrd := (6.0.16.08•WL) + C 15.0•� 5 I•WL] ShrGrd = 3024.032 12 Design of Pole Structure at Grade: Section Modulus of Tube: (in. TS 8" x 8" x 3/8" wall - TubeSM := 24.9 Bending Stress: ( psi. } f := MtGrd. 12 fb = 24795.458 TubeSM Area of Tube: (in. TS 8" x 8" x 3/8" wall - TubeArea := 10.4 Shear Stress: ( psi.) f := ShrGrd f = 290.772 TubeArea fb Unity Check - Pole : UCPoIo :_ f + v UCPoIe = 0.912 < 1.00 OK 27720 16800 Design of Caisson Footing: I Moment ( ft.lbs.) Ma := MtGrd Ma = 51450.576 Shear: (tbs.) Va := ShrGrd Va = 3024.032 Applied Lateral Force : ( tbs.) P:= Va P = 3024.032 Allowable Lateral Soil Pressure: ( lbs. /ft. per ft.) LP := 150 Diameter of Caisson: (ft.) bI := 3.0 j Distance in Feet From Ground Surface h := Ma h = 17.014 to Point of Application of "P" Va Depth of Footing Below Grade: (ft.) dl := 10.5 (LP. 1.33) Allowable Lateral Soil Bearing Pressure S1 := dl- S1 = 698.25 Pursuant to the 2006 International Building Code 3 Section 1805.7 and Table 1804.2. A:= 2.34• P A= 3.378 S1•bl 1r r 1l d2:= 2 I• L I + I FI+ 4 .36• A I I d2 = 9.782 dl = 10.5 OK J \ Jf i Check Tensile Stress in Footing: i Overturning Moment About Heel Point : ( ft.lbs,) Mh := Ma + (Va. dl) Mh = 83202.912 Treat as a cantilever at bottom. 8 -28 -13 ROBERT -JAMES & ASSOCIATES, Inc. Sht. 5 of 5 Compressive Strength of Concrete: ( psi.) fc := 3000 Yield Strength of Rebar : ( psi.) fy := 60000 Section Modulus of Footing : ( in.3) Sw 7r. (bl 12) Sw Sw = 4580.442 32 Allowable Concrete Stress: ( psi.) �Ft := 0.65•(5•) �Ft = 178.01 Tensile Stress in Concrete: (psi,) ft ;= r ( 12) ft = 217.978 > c Ft = 178.01 [ Sw J REBAR REQUIRED FOR STRESS Design of Reinforcing Steel in Caisson: i Moment for USD Design: Mu := 1.7•Mh Mu = 141444.95 d:= [(bl•12)•.80] — 4 d = 24.8 To Plot for " 'u " : Mu. 12 J coeff := coeff = 0.026 ju := 0.78 fc•bl•12•d I Use yield strength of direct bury tube to check. i Yield Strength of Tube: ( psi.) fy := 46000 Required Area : (in ?) As := Mu. 12 As = 2.119 ju•fyd•0.90 I Reinforcement Requirment : As = 2.119 < TubeArea = 10.4 No rebar required with the direct bury tube. I ) n•bl 0.67 (dl — 0.5) Quantity of Concrete : (y ds. 3 CY :_ — CY = 2.583 4.27 27 Note: Keep bottom of tube 6" from bottom of footing to create concrete cover for water exclusion. I I GRADING REQUIREMENTS General Notes EXHIBIT B 1 DELIVERY TRUCK UNLOADING ZONE /DUMPSTERAREA: 1. LEGAL DESCRIPTION: refer to survey Blair, NE PREFERRED SLOPE = 0.50% 2. Applicant/Architect: Abeln & Associates Architects, P.A. 11827W. 112th Street, Suite 220, Overland Park, KS, 66210. (913) 345 -8833 693 Washington Ave MINIMUM SLOPE= 0.50% Attn: Mark Abeln MAXIMUM SLOPE 11.00% 3. Satellite dish shall be placed on the roof. Prototyp e C 4. The current zoning is Highway Commercial (2) DELIVERY TRUCK PARKING AREA: S. Existing elevations were obtained from a survey prepared by ATLAS PREFERRED SLOPE = 1.25% Surveyors, LLC dated April 22, 2013 r 6. Site lighting shall be cutoff fixtures and floodlights on the building. = m m E 7. MINIMUM SLOPE= 1.26% Dimensions to Back of Curb, Face of building, C/L of parking stripe, r &` o?4 r � y � y -�, MAXIMUM SLOPE = 2.50% property line, and edge of concrete, typ. g d • °� aG m a CUSTOMER PARKING AREAS: 8. Trash Enclosures shall have 6" concrete pad w/ 6' high treated gates and 6' 46 Parking Stalls n g 3 high treated wood walls. ! C rn PREFERRED SLOPE = 2.00% 9. All parking is 90 degree head in parking and parallel parking. HenZ l i k - O11ve r n oo MINIMUM SLOPE = 1.00% 10. Typical parking spaces are T -0" x 19' -0 ". Typical van accessible spaces n r and HC spaces are 8' -0" x 19' -0" with a 10' -0" aisle. / _ -Tyler Oliver cy MAXIMUM SLOPE= 3.50% 11. All disturbed areas and grass lawn areas not otherwise noted for _ 7 _6 - - - -- NOTE: ANY SLOPE ABOVE 3.50% MUST HAVE PRIOR WRITTEN landscaping shall be seeded w th K -31 tall fescue, and lawns shall have a _ APPROVAL BY DOLLAR GENERAL STORE CONSTRUCTION DEPT. straw broadcast over seed 913 st 12. The handicapped parking stall and the access aisle shall have a maximum _ ------------------------ q v 4 HANDICAP PARKING AREAS: slope of 2 / =o many and all directions. No exceptions. - -- -- - -- - - -- - - ---- -' - -- - -- -` -- -+ ~ - -- PREFERRED SLOPE = 1.00% 13. Pavement sections in parking areas shall be 5" concrete on 4" of %" - - - ----- ----- -- ---- ----- -- ------ - -- MINIMUM SLOPE = 1.00% minus crushed stone base, for parking areas (light duty), AND 6" concrete - on 4" of s /4" minus crushed stone base for drive areas (heavy duty). All MAXIMUM SLOPE = 2.00% over prepared subgrade per geotechnical report. - - C L_U .S' HIg �7Wa y No. 3 ��Washin ton NOTE: SLOPE SHALL NOT EXCEED 2.00% IN ANY DIRECTION AT H.C. 14. Provide a lawn irrigation system for the lawn and planting areas. General - - PARKING STALLS, ACCESS AISLES AND ROUTE TO BLDG. Contractor shall be responsible for the design, engineering, coordination \ MLA /MMU and installation of the lawn irrigation sprinkler system 15. Provide PVC conduit underground including --- -- - - -- ------ --- ---- ----- -- - - - - - -- -- -- i, - s -: ---- -- -- --- ---- -- -- -- -- - - --__ -- _ ----- -- - -- --- 5 SIDEWALKS: installation ofPVC sleeves under pavement as necessary. s PREFERRED SLOPE= 2.00% � d to all site lighting g and to site signal I Li twist w/undergmundetect � 16. Proofroll the building slab subgrade prior to placement of base layer, per New 4' cent. m condor o s' x S monumc rt sign MINIMUM SLOPE = 1.00% the Geotechnical report. The Contractor shall be responsible for all .Idewalk - = I p MAXIMUM SLOPE _ 2.00% testing recommended per the Geotechnical Report. -- t ���� Pamt sInpmg,typ. 17. All downspouts discharging onto non paved areas are to have a minimum = - - , W"111 C 6 ENTRY DRIVE /DRIVEWAY: _ - - Curb and gauerat �o Dollarceneml five foot perforated landscape pipe strapped to a minimum 12" x 24" ' , _ - i i p ��y c and EGfass lines NOTES: concrete splash block. Grass area d of stall., typ. property 1. SEE DRIVEWAY DETAILS BELOW. ��ro, _south ROWLi N88 °13tQ0uE 212,16 /11 L 2. GRADES WITH HIGHWAY /STREET RIGHT -OF -WAYS SHALL MEET - '1 JURISDICTIONAL REQUIREMENTS j »VIII"` 35' -0 " +7- I t I a' typ. ] j sgnpetatail - _ -- Cane. - ,q° 6 3. THE "LEAST" PERCENT GRADE REQUIREMENTS IN NOTES 1 & 2 curb, typ. I + P m a 8 Ed I eofpaving typ. ABOVE SHALL GOVERN. a17111at1011S '" 1 I I �?� 540 4-0 63'-0' g 7O ON -SITE UNIMPROVED NON -PAVED AREAS THIN 6' OF BLDG. & Land Area: 34,654 s ft. +/- .8+\ -cres I P -- ( ) (� 9• 0 A V ��� Painted stn mgfar ADA PAVEDAREAS): �.ph. I - - -� access top blicway EasenLe t PREFERRED SLOPE 5.00% Building Area: 9,100 ST. -- - 1 35Bu,Idm S back ° _ _____Heavyduty _+.__ } 111) t� - - - -- _ _ ParkingReq'd: 46 (1/200) -- _ -- - -- MINIMUM SLOPE 2,00% Parkin Provided: 46p III g - -- - - -- - - -- - ---------- -- - - ------ ------------ 1 kpavmg L - - i -- W MAXIMUM SLOPE= 12.50% Handicap Req'd: 2s aces I i ' L - A prox Buddt g5e back 1100 firm Hwy¢) 26 0 54 0 "- - -` -R I- -- -- - - j - -I rat Parking , b Curb and gutte 1 NOTES: Handicap Provided: 2 spaces I I 45' - 0" I Heavy duty I I rnd of.mils, typ. W 5! t P bollar , typ rVl 1. THE FFE OF BUILDING SHALL BE 6" ABOVE FINISHED GRADE AT i�l track paving, I r � 8 Z EXTERIOR PERIMETER OF BLDG. «1 ' 13 I lyp high( ty 1 l o6 �/ 2. TRANSITION GRADES TO CONCRETE DOOR STOOPS AS c ia4 IP 1 .� ° 4 � I Ea P v�g 'i REQUIRED. STRIPING LEGEND rg, ; �+ 6 ON -SITE UNIMPROVED (NON- PAVED) AREAS (BEYOND 6' OF BLDG. & xELLOwcuRBIN SURFACES SHOULD BE CLEAN, DRY AND C METAL SURFACES FREE OFt HEAVY RUST 1, i ° I 4 "psi ad, ~ 1 M PAVED AREAS: ANDBOl 2COATS SHERWAIWH.LIAMS- IO?M4000 , I - I I GzI PAxKINGLOT !I� 1 ( I Ishpas, ryp, � ACRYLIC ALKYD ENAMEL SAFETY 'V' ® lO PREFERRED SLOPE 12.00% YELLOWBSSY700 §; I SURFACES SHOUI.D13E CLEAN, DRY. u+' I Sidewalk trench 1 1 14 i 1 0 MINIMUM SLOPE= 0.50 / ° d 1 Vestibule required drain per detail, typ, MAR TRAFFI I N STRIPING- TOPCOATS MARKI GPA T YELL , r. �I Office door must be accessible O MAXIMUM SLOPE= 25.00 %(4:1) TM5 IN5 PA -p "` I _ ° ��_I from sales area per building code I F UNIMPR SHOULD BE CLEAN, DRY. OVED AREAS: .S 0 I' NOTE: S WITH N HIG WAY /STREET RIGHT -OF -WAYS SHALL L: STR : I j - . _ r T MAR A TRAFFIC 1 ulG PAU�ar x� Existing curro to ' 1 70' X 13U' e C 70t I g g - - MEET JURISDICTIONAL REQUIREMENTS, mai p. 9100 SF x 130 yp 3.6 19.0 112 tl g 10 OFF -SITE DRAINAGE CONDUITS AND DITCHES: 6`0" 4W' With Vestibule I , I NOTE: OFF -SITE DRAINAGE CONDUIT SHALL BE SIZED, AND I l l I 1 I I OFFSITE DITCHES SHALL BE GRADED, IN ACCORD WITH COW ; d JURISDICTIONAL REQUIREMENTS. PUBLICUrLTYCONNECTIONS �' �� I m (ELECTRIC, WATER GAS, SEPTIC, SEWER) AS WELL AS PROVIDING ALL DRIVEWAY DETAIL NOTES: 1NFRA STRUCTURESREQUIEE3 BYTHE 5 , -e „ 130' ' I l 1, DRIVEWAYS SHALL BE CONSTRUCTED IN ACCORDANCE WITH TIONAL REQUIREMENTS AND DOLLAR GENERAL REQUIREMENTS n 5J1 - -- - - - 1 - Project # -1246 DIC t0 0 L__J L J L__J L J Grass &l S- Em d�mg VARIES R/W \ ___ ®- �. - ^° o ' - i / n S•� - "y Concrete l6' 1 JURIS cone. a c am . unti area, t' N4 i I SHOWN HEREIN. DRIVEWAY GRADES SHOWN HEREIN ARE DOLLAR GENERAL'S - --- L concrete dumpstlrpadw / PREFERRED MAXIMUM AND MINIMUM GRADES. IT IS UNDERSTOOD THAT PARKING `i �- 212,27 0 - cry bars ®24" EXCEPTIONS TO THESE REQUIREMENTS MAY BE REQUIRED AT SOME SITES LOT - ®° S85 3027 W Areadesignabot mid- depth, tl " AB - 3, on DATE GEOGRAPHIC REGIONS THROUGHOUT THE USA HOWEVER, ANY EXCEPTIONS ROADWAY 1 VERTICAL lines, typ. yp. prepared subg eae, typ. BASED ON ACCEPTABLE GRADING REQUIREMENTS AT DIFFERENT 1 /o + OR- DollarGeneral I SHALL BE SUBMITTED TO DOLLAR GENERAL ARCHITECTURAL AND +8.5 �( p roperty ENGINEERING DEPARTMENT FOR PRIOR APPROVAL SUBMITTAL SHALL \ i °n " 1 "' ` June isi ns C101 INCLUDE DATA INDICATING THAT PROPOSED DESIGN IS IN ACCORDANCE WITH CLRVEREQD' 1 I Area for arksedmils .re£etomechantmldmwngafor revisions JURISDICTIONAL( CITY,COUNTY,STATE,ETCJ ACCEPTABLE STANDARDS. DATA TYPICAL DRIVEWAY 1 I additionallinforrmation ,timHVACpadatderearofWebuilding SHALL INCLUDE DRAWING DETAILS, LOCAL JURISDICTIONAL APPROVALS (WHERE ELEVATION OF PARKING LOT IS I is to be constructed of5"thk,3,000psiconcreeona4" I I I contiguosandsh allb°seon co mpacte d sub .itstoact .( ( L PERMITS, COPIES OF LOCAL DESIGN GUIDELINES, ETC.), AND HIGHER THAN ADJACENT ROADWAY) \ I con end shall be large enough foe ell unite to get u o. ENGINEERING DATA THAT ILLUSTRATES THAT A TYPICAL DOLLAR GENERAL TRUCK TRACT ACCESS THE SITE WITHIN NORMAL OR REASONABLE RIW MANEUVERING TOLERANCES. SUBMITTAL SHALL INCLUDE A SIGNED AND 5' VARIES PROFESSIONALY SEALED LETTER FROM A LICENSED CIVIL ENGINEER I I CERTIFYING THAT THE DESIGN IS IN ACCORDANCE WITH APPLICABLE VERTICAL I _Ilq it J GOVERNING AGENCY(IES) REQUIREMENTS. DOLLAR GENERAL DELIVERY ROADWAY CURVE REQ'D. PARKING TRUCK INGRESS AND EGRESS REQUIREMENTS SHOULD BE VERIFIED 5 /o MAX, LOT THROUGH DOLLAR GENERAL ARCHITECTURAL AND ENGINEERING e - - - C I T Y DEPARTMENT. DEVELOPER SHALL CONTACT DOLLAR GENERAL 85� X. LOT ITY 0 .LAIR SHEETNUM ARCHITECTURAL AND ENGINEERING DEPARTMENT TO DETERMINE WHICH NEBR ASKA TYPE OF DELIVERY TRUCK THE DESIGN SHALL BE BASED UPON. VERTICAL AS 1 CURVE REQ'D. TYPICAL DRIVEWAY S P 1 2. VERIFY JURISDICTIONAL REQUIREMENTS WILL ALLOW THE PAVEMENT TO (WHERE ELEVATION OF PARKING LOT IS SLOPE DIRECTLY TO THE ROAD AS SHOWN ON THE DETAIL WHERE THE LOWER THAN ADJACENT ROADWAY) 1 Site Plan PARKING LOT IS HIGHER THAN THE ROAD ELEVATION. MAINTAIN POSITIVE y SLOPE AWAY FROM THE BUILDING TO PREVENT FLOODING, north 1" = 20' -0" 20 10 0 20 ©1"U ae'a¢.wecoraeMtwavc sits Plan &netvL ',. i i DOLLAR GENERA 2009 Logo - 3' -9 "x 26'-0"' Single Face Wall Mounted Sign Side View =g° d: 1/2° emboss DOLLAR GENERA Dopy 3 g 23 >� 1 1/2° yellow shape 1 ° gray pan - - -y Cabinetke:3' -9" X 26-0" (minimum cabinet depth of8" required) SF MIdg:15/9% EX -249), hinged for servicing. V.O: 3' -5 3/4"X 25 -83/4" I Two piece pan formed and embossed SPARTECH UV polycarbonate face (no exceptio ns). Black logotype embossed IN on special yellow embossed shape Cabinet finish: Satin Black NOTE All single face signs must (Spraylat C8 -2633 yellow, no exceptions) on Gray(PMS Cool Gray 5) have white interior backs. background and returns. Black logotype embossed 1/2 'on special yellow embossed shape Decorative process: Production quantities are to have screen (Spraylat C8 -2633 yellow, no exceptions) printed graphics (yellow, black, gray &white), no mask and spray. on Gray (PMS Cool Gray 5) background and returns. Labeling: Requires UL Label and Union Label. Decorative process: Production quantities are to have screen printed graphics NOTE: MUST be COOL WHITE LAMPS (yellow, black, gray & white), no mask and spray. All signs cane complete with ON/OFF switch and electric eye (when requested). -- — 130' -0 " -- - OLLAR r�ririr�r�+ — irtr — r ! 'I �� – L—J h to`o^ L 1U �- 1I Scale: 1 /16 " =1 ` -0" . a Dualite Sales & Service, Inc. Scale: 1/4" = t' -0' Customer Approval C1Ucllte Sc D �les & SeNce Inc. and Comments One Dualite Lane A09- 7- 218DOLL01 -GSP �- WILLIAMSBURG, OHIO - CEDAR HILL, TEXAS Williamsburg, Ohio 45176 Date: 7 This des is exclusive property of Dualite Sales & Service, Inc. • 1 Dualite Lane Williamsburg, OH 45176 • Copyright 2009 Dualite Sales & Service, Inc All Rights Reserved. Reproduction of this proprietary ®� work without the permission of Dualite Sales & Service, Inc. will subject the user to liability under the copyright statutes of the United States. R SEP 0 6 2013 CITE" OF 8LAI NE BRAS KA 10' -6" DEPTH CONCRETE 21' -0" 0, A. 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