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BLD20190410111111111 08 ov EID) -P STATUS: ISSUED 05/22/2019 Expiration Date: 11/22/2019 Parcel No: 00491100001005 TY OF EDMONDS 121 5TH AVENUENORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Peyrnit #: BLD2019041 0 Project Address: 7601 244TH ST SW, EDMONDS L,1 1111 111 1 VII 'Lill al Oil agAll I =1111 g mmmmm�� CHEVRON INSIGNIA SIM INSIbNIA SIGN C/O BALLINGER INC ONE5 C/O STEVEN THOMSON C/O STEVEN THOMSON 8315 S212TH ST PO BOX 2849 PO BOX 2849 KENT, WA 98032 RENTON, WA 98056 RENTON, WA 98056 (253) 259-0376 (425) 917-2109 (425) 917-2109 LICENSE #: INSIGS1062QZ EXP:02/19/2021 5 SIGNS: (1) DUAL POLE SIGN, (1) NEW WALL SIGN(STREET SIDE OF CANOPY), (2) CANOPY SIGNS (1) WALL SIGN VALUATION: $0 PERMIT TYPE: Commercial PERMIT GROUP: 63 - Sign GRADING: N CYDS: 0 TYPE OF CONSTRUCTION- VB RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD FENCE: 0 X 0 FT.) CODE: 2015 IEBC/IBC IOTHER: ------- OTHER DESC: I ZONE: BC INUMBER OF STORIES: 0 1 VESTED DATE: INUMBER OF DWELLING UNITS 0 ILOT #: LAIS-HNG ARFA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSED ARIA 1 ASEMENT: 0 1 ST FLOOR: 0 7ND FLOOR: 0 3RD FLOOR: 0 GARAGE 0 DECK: 0 OTHER: 0 13RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS: 0 BATHROOMS: 0 IBEDROOMS: 0 BATHROOMS: 0 FRONT SETBACK SIDESETBACK REARSEMACK REQUIRED: PROPOSED: — �IMQUIRED: PROPOSED: IREQUIRED: PROPOSED: HEIGHT ALLOWED�14 PROPOSED:14 IREQUIRED: PROPOSED - SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION I INSURANCE AND RCW 18:27. THIXa<;�TION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPUTY AND ALL FEES ARE PAID. Print Name Date Released By 5/22/19 Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/IBCI 10/IRCI 10. E—] FIRE = APPLICANT = ASSESSOR = CITY N Q3 STATUS: ISSUED BLD20190410 • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Obtain Electrical Permit fi-om State Department of Labor & Industries. 425-290-1309 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check thejob card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not appro�e any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00pm on weekdays and 10:00arn and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating fi-om construction sites/activities must comply with the noise limits of Chapter 5.3 )0, unless a variance has been granted pursuant to.ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents fi-om any and all claims for damages of whatever nature, arising directly or indirectly firomthe issuance for this permit. Issuance ofthis permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • Nothing in this permit approval process shall be interpreted as allowing or pertnitting the maintenance of any currently e)dsting illegal, nonconfonning or unpermitted building, structure or site condition which is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or dravving. Such building, structure or condition may be the subject of a separate enforcement action. I INSPECTIONS THIS PERMITAUTHORZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ErC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Perm its/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't ha\e one already, create a assistance during office hours. login (upper right hand corner) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please lea\e the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer moming or afternoon. . B-Building Final 112C. 1 S9� BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submital requirements, permit status and inspecton scheduling informaton go to: htip://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 7601 244th St SW, Edmonds WA 98026 Parcel: .00491100001005 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: _0ne5 Ballinger In( Mailing Address: 8315 S 212th St City/State/Zip: Kent, WA 98032 Phone #: (253)259-0376 Email: OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? E]Yes KNo I own, reside in, or will reside in the completed structure. This installaton is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Steven Thomson Mailing Address: PO BOX 2849 City/State/Zip: Renton WA 98056 Phone #: (425)917-2109 E-mail: steven(@_ insigniasign.com GENERAL CONTRACTOR: (if diferent from applicant) General Contractor: -Insignia Sign Inc. Mailing Address: PO BOX 2849 City/State/Zip: Renton WA 98056 Phone #: (425)917-2109 E-mail: stevenOjnsigniasign.com WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: INSIGS1062OZ 02/19/21 CITY OF EDMONDS BUSINESS LICENSE #: Office Use Only Permit #: -? 0--A I 1-00— 01-110 TYPE OF PERMIT (Provide Details on Page 2) 0 Accessory Structure/ 1:1 Additon Detached Garage E] Demoliton 0 Mechanical E] New Single Family / Duplex 1:1 Plumbing 0 Fire Sprinkler EJ Remodel F New Commercial/ Mixed Use 0 Re -Roof K Signs 0 Tank [:]Tenant Improvement 1:1 Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: S30,000.00 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq f: Finished 0 Unfnished 1st Floor, sq f: 2nd Floor, sq f: Garage/Carport:, sq f: Deck/Covered Porch/Pato: Other sq f: PROJECT DESCRIPTION IM (FREESTANDING SIGN): Replaceexisting 76dual polesignwith new Chevron single -pole sign; Wire new LED illuminated Chevron pole sign to existing electri(al. ENO (WORDMARK WALL SIGNS): Install new Chevron Wordmark wall signs on East & West canopy elevations; Wire new LED illuminated signs to existing elearical. EM (HALLMARK WALL SIGN): Install new (heyron Hallmark wall sign on South canopy elevation; Wire new LED illuminated sign to existing electri(al. M (FOOD MART WALL SIGN): Install new Chevron Food Mort wall sign on front building elevation; Wir2 new LED illuminated sign to existing electrical. I certfy that the informaton I have provided on this form/applicaton is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit applicaton to the City of Edmonds. Print Name: Steven Thomson Signature: S&Wa R. %6Md49a Date04/12/19 & City of Edmonds Development Services 1215 th Ave N Edmonds, WA 98020 (425)771-0220 RE: Chevron Rebrand Project 7601244 th St SW, Edmonds WA 98026 Brad Shipley, Enclosed is a permit application, 3 sets of drawings, & 3 sets of engineer calculations proposing to replace the existing 76 signage with new Chevron signage. Once permit fees are determined, please contact our office @ (425)917-2109 or stevenginsigniasip-n.com for credit card information. If credit cards are not accepted I can send check via FedEx. Please let me know if you have questions or concerns. Thank you, Steven Thomson Insignia Sign, Inc. Enclosures PHYSICAUSHIPPING ADDRESS: OFFICE: (425)917-2109 MAILING ADDRESS: 325 Burnett Ave North FAX: (425)917-0153 PO BOX 2849 Renton, WA 98057 EMAIL: STEVENgINSIGNIASIGN.COM Renton, WA 98056 Structural Design Associates 3006 Rucker Ave. Everett, Washington, 98201 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS CHEVRON COLUMN, BASE PLATE, & Footing SDA JOB #8681 IEXF4RF-S BALLINGER CHEVRON 7601244 THST SW EDMONDS, WA 98206 APRIL 11, 2019 APR 1 12019 C� 10 R � E C FE� � V F?7, [ 3D APR 15 2019 BUILDING Chevron fffi�azttff APR 1 12019 41-1 tree,-, PHYSICAL ADDRESS: 325 Burnett Ave North nt w Re on, WA 98057 NEW MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS if CUSTOMER: Bollinger Chevron #TBD PAGE: 2 of 7 SCOPE OF WORK PROJECT ADDRESS: Remove & discord existing 76 sign cabinets 9 VxV poles leaving existing 3/4' anchor bolts; Relocate eledrical as required; 7601 244th St SW Install n3w B'xrx]3'-O' schodula-40 pol3 with 17'xl 7'x3/V sIc2I plab on I soi (4) existing 3/4' anchor bobs: Edmonds, WA 98026 Install new LED illumincitcd Qxrom (32 sign (ahln% on B'd* P013 using 3/8'grad3 5 bolts (4 PER SIGN CABINET): Wire now LED illumincled sigi cabinets to existing electrical circuit: DATE: 04/11/19 Total %inn Snuo- Footatm = 316711164 SOFT REDUCHOM 'TatalSienHeia =14'-O'(NO(HANG . E) CONTACT. Steven Thomson * Total Sipy Scib = —Y (NO CHANGE) Steveriginsigniosignam mly RIM -pm IMM Chamn PARCEL#: 00491100001005 VQW(1107� V - V r_—. 1=7-1-i --- 7 1— '- 131 JUDIF: 17-01#00 ZONE: B( (Communi!y Business) This is an original dsW and drawing created for BACCE TX 7S104 the exclusive use of the cudomer Until trandar by PhQM 972if:6" FAX: 072.Z 2 sale, a# rights am reserved and N is only to be used by woomer in connection with INS project it Is not to be reprodwod in any manner wi.'hout the express written approval of Insignia Sign, Ina ConshwVon or pennittiry conditions -ay cause a change in dimensions orspacifications. Due to the printing process, colors may vary cl 9 wilk I 4 NG-LA-� Flcye -7 (001 'ZA4-r4- e;r ef S, I a^J -"[, S( '!>-3.!� z 5; Cf A zh-=,DC>SS(- V-z-rVeV 2 . 00-4,se, ( �Xl- ZA,-)s FWWF- 4z 5-7 Icez. V = Ito Mpw & Z., 6s A-13Cf '7-t& -S Ve, c o-v-vx.-e I A- a4g:;,r-- L/ A-R-re- S(e,,m F'rG r- I L, (,g--C> 14-OLAP, Title Block Line I You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection, Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 11 APR 201 9� 9:36AM File = W0oxwls*NERCALC Data F*VWl 66 steel Column Sa%m wWW, ENERGALC, INC. 1983-2019, Build: 10.19.1.30 DESCRIPTION: --None--14 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel SectJon Name: HSS8x8x3/16 Overall Column Height 10.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade A-572, High Strength, Low Alloy, Fy Brace Condition for deflection (buckling) along columns: Fy: Steel Yield 42.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against budffq ABOUT Y-Y Axis Y-Y Jdepth) axis: Fu ly braced against budding ABOUT X-X Axis Applied Loads Service loads entered, Load Factors will be applied for calculations. Column self weight included: 196,30 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft. D = 0.4760 k BENDING LOADS ... Moment acting about X-X axis at 0.250 ft, W = 11.066 k-ft DESIGN SUMMARY Bending & Shear Check Results PASS Max, Axial+Bending Stress Ratio 0.2460 : 1 Maximum Load Reactions.. Load Combinaltion +D+0.60W+H Top along X-X 0.0 k Location of max.above base 0.2685 ft Bottom along X-X 0.0 k At maximum locafion values are ... Top along Y-Y 1. 107 k Pa: Axial 0,6723 k Bottom along Y-Y 1.107 k Fin I Ornega: Allowable 135,054 k Ma-x: Apipilied -6.461 k-ft Maximum Load Deffections ... Mn-x / Omega: Allowable 26.530 k-ft Along Y-Y -0.07806 in at 4.228ft above base for load combination : W Only Ma-y: ApMled 0.0 k-ft Mn-y/ Omega: Allowable 26,530 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.01691 :1 Load Combination +D+0.60W+H Location of maix.above base 0,0 ft At maximum location values are, Va: Appilied 0.6640 k Vn /Omega: Allowable 39.269 k Load Combination Results Maximum Axial + Bencling. Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.005 PASS 0.00 ft 1,00 1.00 0.00 0.00 0.000 PASS 0.00 ft +D+L+H 0.005 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +D+Lr+H 0.005 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +D+S+H 0.005 PASS 0.00 ft 1.00 1,00 0.00 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0,005 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +0+0,750L+0,750S+H 0.005 PASS 0,00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +D40.60W+H 0.246 PASS 0.27 ft 1.00 1.00 0.00 0.00 0.017 PASS 0.00 ft +D+0,70E+H 0,005 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +D-t0.750Lr-+0.750LA.450W+H 0.185 PASS 0.27 ft 1.00 1.00 0.00 0.00 0,013 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.185 PASS 0.27 ft 1.00 1.00 0.00 0.00 0.013 PASS 0.00 ft +D-o0,750L+0.750M.5250E+H 0.005 PASS 0.00 ft 1 �00 1.00 0.00 0.00 0.000 PASS 0.00 ft +0.60D+0.60W.+0.60H 0.245 PASS 0.27 ft 1,00 1.00 0.00 0.00 0.017 PASS 0.00 ft +0,60D+0.70E+0.60H 0.003 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft Title Block Line I Project Title: Al You can change this area Engineer: using the"Settings" menu Rem Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 11 APR 2019. 9:36AM Fk = 0.'D=mw90ENERCALC Data F0as%U8I.ec6 steel column SdIw=000vrWKENERCALC, INC 19&3�20119,Bulld:10.19.11.30 DESCRIPTION: --None--14 Maximum Reactions Notei Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+L+H 0.672 +D+Lr+H 0.672 +D+S+H 0.672 +D+0.75OLr+0.750L+H 0.672 +D+0.750L+0750S+H 0.672 +040.60W+H 0.672 0.664 -0.664 +D.+0.70E+H 0.672 +D+0.750Lr+0.750L40A50W+H 0.672 0.498 -0.498 +D+0.750L+0.750S+0.450W+H 0.672 0.498 -0.498 +D-+0.750L+0.750S-o0.5250E+H 0.672 +0 . 60D+0.60W+0.60H 0.403 0.664 -0.664 +0 . 60D+0.70E.+0.60H 0.403 D Only 0,672 Lr Only L Only S Only W Only 1.107 -1.107 E Only H On(y Extreme Reactions Axial Reaction X-X Axis Reaction It Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0,672 .1 Minimum Reaction, X-X Axis Base Maximum 0.672 .1 Minimum 0,672 Reaction, Y-Y Axis Base Maximum 1.107 -1,107 .1 Minimum 0.672 Reaction, X-X Axis Top Maximum 0,672 Minimum 0.672 Reaction, Y-Y Axis Top Maximum 0.672 Minimum 0.672 Moment, X-X Axis Base Maximum 0.672 1. Minimum 0.672 Moment, Y-Y Axis Base Maximum 0.672 1. Minimum 0.672 Moment, X-X Axis Top Maximum 0.672 .1 Minimum 0.672 Moment, Y-Y Axis Top Maximum 0.672 Minimum 0.672 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It 0,000 in 0.000 ft +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+Lr+H O.00DO in 0.000 ft 0.000 in 0.000 ft +D+S+H O.00DO in 0.000 ft 0.000 in 0.000 It +D40.750Lr4O.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft -0.047 in 4.228 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4D+0.750Lr-t0.750L+0.450W+H 0.0000 in 0.000 ft -0.035 in 4.228 It +D+0.750L+0.7506+0.450W+H 0.0000 in 0.000 ft -0.035 in 4.228 ft +D40.750L+0.75OS-tO.5250E+H 0.0000 in 0.000 It 0.000 in 0,000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 Ift -0.047 in 4.228 Ift +0.60D+0.70E+0.6(*i 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1.44 Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection, Title Block Line 6 Printed: I I APR 2019, 9:36AM [steel column He = D.OommotsVENERCALC Dda FiWMKw6 SaUare copyright ENERCALC, INC 1902019,BuddlD.19.11.30 7 Lle, # : KW-0601 13D1 STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: --None--14 -Maximum Deflections for Load Combinations Load Combination Max. M Deflection Distnoe Max. Y-Y Deflecfion Ntanoe Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 it L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.078 in 4.228 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Steel Section Properties HSS8x8x3/l6 Depth 8.000 in I xx 54.40 InA4 J 84.5DO inA4 Design Thick 0,174 in S xx 1 3.60 in A 3 Width 8.000 in R xx 3.180 in Wall Thick 0.187 In zx 15.700 inA3 Area 5.370 InA2 I yy 54.400 inA4 C 21.300 MA3 Weight 19.630 pit S yy 13.600 inA3 Ryy 3.180 in Yog 0.000 in Sketches 11 +y ___L__ -,. Load 1 8.00in +X Title Block Line I Project Title: You Gan change this area Engineer: using the'Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 11 APR 2019, 9:43AM Qe= 0:0mumenisIENERCALC Data Fisaas&81 ec6-,,-i Steel Base Plate Software qq)�qhl ENERCAU0. INC. 19M-2019,8uild:10.19,1.30 _J Lic. Is : KW-06011301 STRUCTURAL DESIGN ASSOCiATES DESCRIPTION: col base plate Code References Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2016 General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy 36.0 ksi Concrete Support fc 2.50 ksi f) c : ASD Safety Factor. 2,60 Assumed Bearing Area:Full Bearing Nominal Bearing Fp per J8 2.125 ksi Column & Plate Column Properties V-5- Steel Section : HSS8x8x3/16 z Depth 8 in Area 5.37 in A2 Width 8 in lxX 54.4 in A4 A4 Flange Thickness 0. 174 in lyy 54.4 in Web Thickness 0 in Plate Dimensions Support Dimensions N : Length 17.0 in Width along 'X" 17 In X 't, 17 in Length along 7 17 in B: Width Thickness 0.750 in Column assumed welded to base plate. Applied Loads +P P-y V-Z M-X- +MX +P D: Dead Load ... 0.4760 k 0.0 k 11.066 k-ft +X +X L: Live 0.0 k 0.0 k 0.0 k-ft Lr : Roof Uwe 0.0 k 0.0 k 0.0 k-ft S: Snow...... .......... 0,0 k 0.0 k 0.0 k-ft W: Wind ................ 0.0 k 0.0 k 0.0 k-ft E: Ealhquake ............. 0.0 k 0.0 k 0.0 k-ft H : Lateral Earth 0.0 k 0.0 k 0.0 k-11 + +Z P Gravity load, W sign is downward. Moments create higher soH pressure at +Z edge. W Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 11/2' Max of Tension or Pullout Capacity ........... 8.80 k Shear Capacity - ................. . ........ 4.40 k Edge distance : bolt to plate ................... 1.250 in Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ 1.0 In_ Title Block Line I Project Title: You can change this area Engineer: using the 'Settings' menu item 'Printing Project ID: Project Descr: and then using the & Title BIW selection. Title Block Line 6 Printed: 11 APR 2019, 9:43AM Steel Base Plate File = 0:TMrnents1ENERCALC Date FiIes1f!68l.ec6 S*wecacvfthtEI4ERCALC. INC. IW-2019.8ulld:10.119,11.30 DESCRIPTION: col base plate GovEANING Dai-OWLVAD NtE SUMMARY Me: Max. Moment ..................... 2.555 k-in Plate Design Summary fb: Max. Bending Strew ............... 18.168 ksi Design Method Allowable Strength Design Fb: Allowable: 21.557 ksi Goyeming Load Combination +D+H Fy/Omega Goveming Load Case Type Axial + Moment, U2 < Eccentricity, Tension on Sending Stress Ratio 0.843 Goveming STRESS RATIO 1.0 Bending Stress OK Design Plate Size 1'.5" x V-5" x 0 -314!' fu: Max. Plate Bearing Stress 0.850 ksi Pa : Axial Load 0.476 k Fp:Allowable: 0.850 ksi Ma: Moment 11,066 k-ft Bearing Stress Ratio 1 Zo Bearing Stress OK Tension in each Wt 4.203 Allowable Bolt Tension ............... 8.800 Tension Strew Ratio 0,478 Tension Stress OK Load Comb.: +D+H Axial Load + Moment, Ecc. > L/2 iggm Calculate Wate mom nsion ... Pa: Axial Load 0.476 k Tension per boltq!!T!.�8 4,203 k Me: Moment 11.066 k-ft Tension: Allowable .................... 8.800 k Eccentricity ........................ 278.975 in Stress Ratio .................. 0.478 A I : Plate Area 289.000 in A 2 A2: Support Area ..................... 289.000 in12 Dist from Sol to Col. Edge ............. 3.450 in Effecfive Bolt Width for Bending..... 13.800 in sqrt(A2/Al 1.000 Plate Momentfrom BottTension 2.101 k-in Calculate olate moment from bearing maxilm, n) 5.300 in Beaflnq Stresses 'A' Bearing Length 1.229 in Fp: Allowable ............................... 0.850 ksi Mpl Plate Moment 0.213 k-in fa: Max. Bearing Pressure (set equal to Fio ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 2.555 k-in fb : Actual ................................ 18.168 ks! Fb: Allowable ................................ 21.557 ksi Stress Ratio .................... 0.843 Load Comb.: +D+L+H Axial Load + Moment, Ecc. > L12 Loadin Calculoe Nate moment.�yL _ion �7 ... Pa : Axial Load.... 0.476 k Tension per tioll ..... .. 4.203 k Me: Moment ........ 11.066 k-ft Tension: Allowable .................... 8.800 k Eccentricity, ................. 278.975 in Stress Ratio .................... OA78 Al : Plate Area 289.000 in A 2 A2: Support Area ..................... 289.000 in A2 Dist. from Bolt to Col. Edge ............. 3.450 in Effective Bolt Width for Bending 13.800 in sqrt(A2/Al 100 Plate Moment from Bolt Tension ....... 2.101 Mn Calculate plate moment from bearing ... max(m, n) 5.300 in BearinQ Stresses "A" Bearing Length 1.229 in Fp: Allowable . ....... ......... 0.&50 U, Mpl Plate Moment 0.213 k-in fa: Max. Bearing Pressure set equal to Fp) Stress Ratio .................... 1.000 Plate Bending StLgss Mmax .......................................... 2.555 k4n fb : Actual ......... .... . . . .......... 18.168 ksi Fb : Allowable ...... .. i ............. 21.557 ksi Stress Ratio ........ ........... 0.843 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: Title Block Una 6 Printed: 11 APR 2019, 9:43AM File = D.-\D=rnents1ENERCALC Data FilesMglecli . Steel Base Plate SdUare 0000obt ENERCALC. INC. IM2019. Build:10.19.1.30 . DESCRIPTION: Col base plate Load Comb.: +D+Lr+H Axial Load + Moment, Ecc. > L12 Loading Calculate plate moment from bolt tension ... Pa: Axial Load 0.476 k Tension per Bolt .......................... 4.203 k Me: Moment ........ 11.066 k-ft Tension: Allowable ................ _.. 8.800 k Eccentricity ........................ 278,975 in Stress Ratio .................... OA78 Al : Plate Area ......... 289.000 inA2 A2: Support Area ..................... 289.000 in A 2 Dist. from Bolt to Col. Edge ............. 3.450 in sqrt(A2/Al 1.000 Effective Bolt Width for Bending ..... 13.800 in Plate Moment from Bot Tension 2.101 kAn Calculate Oate. moment fiorn beariqg max(m, n) 5.300 in Bearing Stresses "A" : Bearing Length 1.229 in Fp: Allowable ... ................. 0.850 ksi Mpl: Plate Moment 0.213 k-in fa : Max. Bearing Pressure (set equal to Fp) Stress Ratio ...... . .. . ....... 1.000 Plate Bending Strelmses Mmax .......................................... 2.555 k-in fb : Actual ................................ 18.168 ksi Fb: Allowable ................................ 21.557 ksi Stress Ratio___..... 0.843 Load Comb.: +D+S+H Axial Load + Moment, Ecc. > L12 i L adin rag: lial Calculate plate moment bolt tension ... x. Load .... 0.476 k tension per Bolt .... . .... ....... 4.203 k Ma: Moment ........ 11.066 k-ft Tension : Allowable ............... 8.800 k Eccentricity ........................ 278.975 in Stress Ratio .................... 0.478 Al :Plate Area ......... 289,000 in A2 A2 : Suppo q Area ......... 289.000 in A 2 Dist from Bolt to Col. Edge ............. 3.450 in sqrt(A21A1 1.000 Effective Bolt Width for Bending 13.800 in Plate Moment from Bolt Tension 2.101 k-in Calculate gate moment from bearing ... max(m, n) 5.300 in Bearing atresses; "A": Bearing Length 1.229 in Fp: Allowable ....................... 0.850 ksi Mpl: Plate Moment 0.213 k4n fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio ................... 1.000 P1 ate Bending Stresses Mmax .......................................... 2.555 k-in fb: Actual ...................... 18.168 ksi Fb: Allowable ................. .............. 21.557 ksi Stress Ratio .................... 0.843 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title BW Une 6 Pnnled: 11 APR 2019, 9:43AM Fle = D:0womMENERMC D" FiTesS81 -M6 Steel Base Plate Saftwareem6ahtENERi�qC. INC. 19n2019, Build:10.19,1.30 DESCRIPTION: Col base plate Load Comb.: +D+0.75OLr+0.750L+H Loading Ta -,.Axial Load .... Me: Moment ........ Eccentricity ........................ At : Plate Area ......... A2: Support Area ..................... sqd(A2/Al ) Calculate plate.moment from bearim.. max(m, n) "A" : Bearing Length Mpl: Plate Moment Load Comb.: +D+0.750L+0.750S+H Loadina Pa: Axial Load Me: Moment ........ Eccentricity ........................ Al Plate Area ......... A2 Support Area ..................... sqrt(A2/Al ) Calculate alate moment from bead na ... max(m, n) "A" : Bearing Length Mpl: Plate Moment Axial Load + Moment, Ecc. > L12 Calg�lateplatem entfrdm boll tension ... 0.476 k I ension per flon ........ ................. 4,203 k 11.066 k-ft Tension: Allowable .................... 8.800 k 278.975 in Stress Ratio .. ...... ......... 0.478 289.000 in A 2 289.000 in A 2 Dist. from Bolt to Col. Edge ............. 3.450 in Effective Bolt Width for Bending 13.800 in 1.000 Plate Moment from Bolt Tension 2.101 k-in 5.300 in 86aring Stresses 1.229 in Fp : Allowable .............. ................ 0.850 ksi 0.213 k-in fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio .... ....... . ...... 1.000 Plate Bending Stress Mmax ..... o .................................... 2.555 k-in fb : Actual ......................... .. 18.168 ksl Fb: Allowable ......... ................ ..... 21.557 ksi Stress Ratio ..... . . ........... 0.843 Axial Load + Moment, Ecc. > L12 Calculate olate moment from bolt tensi 0.476 k Tentionper Bolt ............ ........ 4.203 k 11,066 k-ft Tension: Allowable ............. 8.800 k 278.975 in Stress Ratio .................... 0.478 289.000 in A 2 289.000 in A 2 Dist from Bolt to Col. Edge ... 3.450 In Effective Bolt Width for Bending ..... 13.800 in 1.000 Plate Moment from Bolt Tension 2.101 k-in 5.300 in Bearing Stresses 1.229 in Fp : Allowable ............... ............... 0.850 ksi 0.213 k4n fa: Max. Bearing Pressure set equal to Fp ) Stress Ratio ... ............... 1.000 Plate Sendigg SIrmes Mmax .......................................... 2.555 k-in fb: Actual ......................... . ..... 18.168 ks! Fb: Allowable .............. ................. 21.557 ksi Wass Ratio . .................. 0.843 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Upe 6 Printed: 11 APR 2019, 9:43AM File= D:0=n*ntskENERCALC Data FilesUB11AK6 Steel Base Plate Softare om�fthl ENERCAM ING 119MOIS, Build:10.19.1.30 DESCRIPTION: col base plate Load Comb.: +D+0.60W+H Loading Pa : Axial Load Ma: Moment Eccentricity ........................ A 11 Plate Area A2 Support Area ..................... sqrt( A2/A1 ) Calculate plate moment kom bearing ... max(m, n) "A" : Bearing Length Mpl: Plate Moment Load Comb.: +D+0.70E+H L994ing Pa : Axial Load .... Ma: Moment Eccentricity ........................ Al : Plate Area ......... A2: Support Area ..................... sqrt(A2/Al ) CalWate plate moment from bearing . . max(m, n) "A" Bearing Length Mpl Plate Moment 0.476 k 11.066 k-ft 278.975 in 289.000 in A2 289,ODO in A2 1.000 5.300 in 1.229 in 0.213 k-in 0.476 k 11.066 k-ft 278.975 in 289.000 ln'12 289.000 in A2 1.000 Calculate plate moment from bolt tension I ension per Solf .......................... Tension: Allowable .................... Stress Ratio .................... Dist. from Bolt to Col. Edge ............. Effective Bolt Width for Bending Plate Moment from Bolt Tension Bearing Stressft Fp: Allowable ............................... fa: Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mmax. .......................................... (b : Actual ...................... Fb: Allowable ................. ............. Stress Ratio .... ............... Axial Load + Moment, Ecc. > L12 4.203 k 8.800 k 0.478 3.450 in 13.800 in 2,101 k-in 0.850 ksi (set equal to Fp) 1.000 2.555 k-in 18.168 ksi 21.557 ksi 0.843 Axial Load + Moment, Ecc. > U2 Calculate oate morrigni om-!uenion... I ension per Bolt Tension: Allowable .......... ..... ... Stress Ratio .................... Dist. from Bolt to Col. Edge ............. Effective Bolt Width for Bending ..... Plate Moment from Bolt Tension ....... 5.300 in Bearing Stresses 1.229 in Fp: Allowable .................. . ........... 0.213 k-in fa: Max. Bearing Pressure Stress Ratio ..... . .. ......... Plate Bendligg Stre Mmax.......................................... fb: Actual ................................ Fb: Allowable ............................... Stress Ratio .................. . 4.203 k 8.800 k 0.478 3.450 in 13.800 in 2.101 k-in 0.850 ks! set equal to Fp ) 1.000 2,555 k-in 18.168 ksi 21.557 ksi 0.843 Title Block Line I Project Title: You can change this area Engineer: using the"Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Ptinted: 11 APR 2019, 9:43AM Steel Base Plate File= DADocurnentAENERCALC Data FilesT681.ec6 . 1111 Software copyrigilit ENERCALC, INC. 11902019, Build:10.19.1.30 . J DESCRIPTION: col base plate Load Comb.: +D+0.75OLr+0.750L+0.450W+H Logft Pa : Axial Load 0.476 k M8: Moment 11.066 k-ft Eccentricity ........................ 278.975 in A 1 : Plate Area 289.000 inA2 A2: Support Area ..................... 289.000 inA2 sqft(A2/Al ) 1.000 Calculate platernorrientfrom bearing.. max(m, n) 5.300 in 'A" : Bearing Length 1.229 in Mpl: Plate Moment 0.213 kAn Load Comb.: +D+0.750L+0.750S+0.450W+H Loading Pa : Axial Load .... 0.476 k Me: Moment 11.066 11 Eccentricity ........................ 278.975 in All :Plate Area ......... 289.000 ln'12 A2: Support Area ..................... 289.000 in A 2 sqrt(A2/Al ) 1.000 Calculate pilate moment froth bearina . max(m, n) 5.300 in "A": Bearing Length 1.229 in Mpl: Plate Moment 0.213 11 Axial Load + Moment, Ecc. > L12 Calculate olate moment from boll tension ... Tension per Boll � ......................... 4.203 k Tension: Allowable .................... 8,800 k Stress Ratio .................... 0.478 Dist. from Bolt to Col. Edge ............. 3.450 in Effective Bolt Width for Bending 13,800 in Plate Moment from Bolt Tension 2.101 k-in Bearing Stresses Fp: Allowable ............................... 0.850 ksi fa: Max. Bearing Pressure (set equal to Fip ) Stress Rafio ............... ... 1.000 Plate Bending Stresses Mmax .......................................... 2,555 k-in fb : Actual ................................ 18.168 ksi Fb: Allowable ................................ 21.557 ksi Stress Ratio .. . ...... . . ...... 0.843 Axial Load + Moment, Ecc. > U2 Calculate ofate moment from boit tension ... Tension per Boll .......................... 4.203 k Tension: Allowable .................... 8.800 k Stress Ratio .................... 0.478 Dist from Bolt to Col. Edge ............. 3.450 in Effeclive Bolt Width for Bending ..... 13.800 in Plate Mornient from Bolt Tension 2.101 k-in Beaft Stresses Fp: Allowable ............................... 0.850 ksi fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......... ............................... 2.555 k-in fb: Actual ................................ 18.168 ksi Fb: Allowable ................................ 21.557 ksi Stress Ratio .......... . ........ 0.843 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Project Title: Engineer: Project 10: Project Descr: Title Block Line 6 Printed: I I APR 2019, 9:43AM File = =mmenIsENERCALC Data RM081%6 Steel Base Plate Subme camdsW FNFRtAC. INC. 12IM26A Build:110.19.1.30 DESCRIPTION: Col base plate Load Comb. +D+0.750L+0.750S+0.5250E+H Loadinq Pa: Axial Load .... 0.476 k Ma: Moment 11.066 k-ft Eccentricity ...................... 278.975 in All : Plate Area 289.000 in,12 A2: Support Area ..................... 289.000 in A 2 sqrt(A2/Al 1,000 Calculate plate moment from bearing max(m, n) 5.300 in "A" : Bearing Length 1.229 in Mpl: Plate Moment 0213 k4n Load Comb.: +0.60D+0.60W+0.60H Loadna Pa : Axial Load 0.286 k Ma: Moment . ...... 6,640 k-ft Eccentricity ... .................... 278.975 in Al : Plate Area 289.000 in,12 A2: Support Area ..................... 289.000 inA2 sqrt(A2/Al ) 1.000 Calculate plate moment ftom bearing... max(m, n) 5.3DO in "A" Beating Length 0,730 in Mpl Plate Moment 0.131 k-in Axial Load + Moment, Ecc. > U2 Calculate plate mpmLn TerWon per Boll 4.203 k Tension: Allowable .................... 8.800 k Stress Ratio .................... 0.478 Dist. from Bolt to Col. Edge ............. 3.450 in Effective Bolt Width for Bending 13.800 in Plate Moment from Bok Tension ....... 2.101 k-in Bearing Stresses Fp: Allowable ................ .............. fa : Max. Bearing Pressure Stress Ratio .................... Plate Bendina Stresses Mmax....................................... fb: Actual ............................ t ... Fb : Allowable .................. - ........... Stress Ratio .................... 0.850 ksi (set equal to Fp) 1.000 2.555 k-in 18.168 ksi 21.557 ksi 0.843 Axial Load + Moment, Ecc. > L/2 Calculate olate moment from bolt tension ... Tension per Boll .......................... 2.493 k Tension: Allowable .................... 8.800 k Stress Ratio .................... 0.283 Dist from Bolt to Col. Edge .......... 3.450 in Effective Bolt Width for Bending 13.800 in Plate Moment from Bolt Tension 1.247 k-In Bearino Stresses Fp: Allowable ............................... 0.850 ksi fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax ...... ................................... 1.568 k-in fb: Actual ................................ 11.151 ksi Fb: Allowable ................................ 21.557 ksi Stress Ratio .................... 0.517 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 11 APR 2019, 9:43AM Steel Base Plate File 0:0mmenIsTENERCALC Data FileaI8681.ecli Software qn�ht ENERGALC, INC. 19D2019, Bulid:10.19.1.3D . Lic. 0 , KW-0601 1201 STRUCTURAL OFStGN ASSOCIATES DESCRIPTION: Col base plate Load Comb.: +0.60D+0.70E+0.60H Axial Load + Moment, Ecc. > L12 Loading Calculate plate moment from boll tension ... Pa : Axial Load 0.286 k Tension per Hoit .......................... 2.493 k Ma: Moment., ... 6.640 k-ft Tension: Allowable...... .............. 8.800 k Eccentrlcity ........................ 278,975 in Stress Ratio .................... 0.283 At : Plate Area ., ....... 289.ODO in,12 A2: Support Area ..................... 289.01)0 in'12 Dist from Bolt to Col. Edge ............. 3.450 in stirt(A21A1 1.ODO Effective Bolt Width for Bending 13,800 in Plate Moment from Bolt Tension 1.247 k-in Calculate plate momekt from bead ng ... max(m, n) 5.300 in Bearino Stresses "A": Bearing Length 0.730 in Fp: Allowable ............................... 0.850 ksi Mpl: Plate Moment 0.131 k-in fa : Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 1.568 k-in fb : Actual ................................ 11,151 ksl Fb: Allowable .................... ..... ..... 21.557 ksi Stress Raflo .................... 0.517 11A Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection, Title Block Line 6 Piinted: I I APR 2019, 9:49AM [General Footing File = 0.T0MdMnt6kENERCALC Data Fksfttecii - SwUam 6ghl ENERMC. INC 19a2019. Bagd:10.191.30 . 'Lic. 0; KW-06011301 STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: Sign foofing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1 .50 ksf fy Rebar Yield 60.0 ksi Increase Bearing By Footing Weight No Ec Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pcf Concrete Density 145.0 pcf SoillConcrete Friction Coeff. 0.30 Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 0.0 ft Min Steel % Bending Reinf. Allow press, increase per foot of depth 0.0 ksf Min Allow % Temp Reinf, 0.00180 when footing base is below 0.0 it Min. Overturning Safety Factor 1.0 1 Min. Sliding Safety Factor 1.0 1 Increases based on foofing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis 6 ft Length parallel to Z-Z Axis 3.5 ft Footing Thickness 42 in 4-- �171 !A TTF-E Pedestal dimensions- px: parallel to X-X Axis 0.0 in pz : parallel to Z-Z Axis 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in Reinforcin Bars parallel to X-X Axis Number of Bars 16 Reinforcing Bar Size 4 Bars parallel to Z-Z Axis Number of Bars 29 Reinforcing Bar Size # 4 BandvAdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z A)ds 7- :7 # Bars required within zone 73.7% Bars required on each side of zone 26.3% Applied Loads 0 Lr L S W E H P: Column Load 0.4760 0.0 0.0 0.0 0.0 0.0 0.0 k OB: Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xX 0.0 0.0 0.0 0.0 - 6--0 0.0- 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 11,066 0.0 0.0, k-ft V-x -- u 6-.o 00 0.0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: using the "Setflngs'' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 POnted: 11 APR 2019, 9:49AM General Footing F0e=Dqkx*wts1ENERCA WaReM`1*6. ScftareMrk94ENERCALC, INC. 19n2019, Build:10.19.1.30 , Uc� KVV-06011301 STRUCTURALDESIGN ASSOCIATES, DESCRIPTION: Sign footing DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5621 Soil Bearing 0.8432 ksf 1 50 ksf +D+0.60W+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS 3.018 Overturning - Z-Z 6.640 k-ft 20.040 k-ft +0,60D+0.60W+0.60H PASS n1a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,01086 Z Flexure (+X) 1.703 k-fttft 156.769 k-ft/ft +1,20D+0.50Lr-tO.50L+W+1.60H PASS 0,009459 Z Flexure (-X) 1.483 k-fttft 156.769 k-ft1ft +0,90D+W+0.90H PASS 0.000294 X Flexure (*Z) 0.04859 k-fttft 165.527 k4tift +1.40D+1.60H PASS O.GG0294 X Flexure (-Z) 0.04859 k-ft/ft 165.527 k-filft +1.40D+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n1a 1 -way Shear (+Z) 0.0 psi 82.158 psl n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.05512 psi 82.158 psi +1,40D+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow - Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0,5302 0,5302 n/a n1a 0.354 X-X, +D+L+H 1.50 n/a 0.0 0,5302 0,5302 n/a n/a 0,354 X-X, +D+Lr+H 1.50 n/a 0.0 0.5302 0.5302 n/a n/a 0,354 X-X, +D+S+H 1.50 n/a 0.0 0.5302 0.5302 n/a n/a 0,354 X-X, +D+0,75OLr+0.750L+H 1.50 n/a 0.0 0.5302 0.5302 n/a n/a 0,354 XX +0+0.750L+0,750S+H 1.50 n/a 0.0 0,5302 0.5302 n/a n/a 0.354 X-X +0+0,60W+H 1.50 n/a 0.0 0.5302 0.5302 n1a n1a O�354 XX +0+0,70E+H 1.50 n/a 0.0 0.5302 0.5302 n/a n/a 0.354 X-X, +0+0,75OLr+0,750L+0.450W+H 1,50 n/a 0.0 0.5302 0,5302 n/a n/a 0.354 X-X. +0+0,750L+0.750S+0.450W+H 1.50 n1a 0.0 0.5302 0,5302 n/a n/a 0,354 X-X, +0+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.5302 0,5302 n/a n1a 0,354 X-X +0.60D+0.60VV+0,60H 1.50 n/a 0.0 0.3181 0.3181 n/a n/a 0.212 X-X. +0.60D+0.70E+0,60H 1.50 n1a 0.0 0.3181 0,3161 n1a n1a 0.212 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0,5302 0.5302 0,354 ZZ +D+L+H 1.50 0.0 n/a n/a n/a H302 0.5302 0.354 ZZ +D+Lr+H 1.50 0.0 n1a n/a nfa 0,5302 0.5302 0.354 ZZ +D+S+H 1.50 0.0 n/a n/a n1a 0,5302 0.5302 0,354 ZZ +D+0,750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0,5302 0.5302 0,354 ZZ +D+0.750L+0.750S+H 1,50 0.0 n/a n/a n1a 05302 0.5302 0.354 ZZ +D+0.60W+H 1.50 7.156 n/a n/a n1a 0,2172 0.8432 &562 ZZ +D+0.70E+H 11.50 0.0 n1a n/a n1a 05302 0.5302 0.354 ZZ +D-�0.750Lr+0.7501_+0.450W+H 1.50 5.367 n1a n/a n1a 0.2954 0,7649 0,510 Z-Z. +D+0.750L+0.750S+0.450W+H 1.50 5.367 n1a n/a n/a 0.2954 0.7649 0.510 Z-Z. +D-kV50L+0.750S-�0.5250E+H 1.50 0.0 n1a n/a n/a 0.5302 0.5302 0.354 Z-Z. +0,60D+0.60W+0.60H 1.50 11.927 n1a n/a n1a 0.005090 0.6311 0.421 Z-Z. +0,60D+0,70E+0.60H 1.50 0.0 n/a n/a n/a 0.3181 0.3181 0,212 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisfing Moment Stability Ratio Status XX +D+H None 0.0 k-ft Infinitv OK X-X, +D+L+H None 0.0 k-ft Infinitv OK XX +[)+Lr+H None 0.0 k-ft (nfinitv OK X-X +D+S+H None 0.0 k-ft Infinitv OK X-X, +0+0.750Lr+0.7501_+H None 0.0 k-ft Infinitv OK XX +0+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X, +0+0,60W+H None 0.0 k-ft Infinitv OK XX +D+0.70E+H None 0.0 k-ft Infinitv OK XX +D+0.75OLr+0.750L+0.450VV+H None 0.0 k-ft Infinitv OK X-X, +D+0,750L+0.750S+0,450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: I t-,, You can change this area Engineer: using the "Settings" menu itern Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Un66 Printed: 11 APR 2019, 9:49AM General Footing File= ):V)=rnentsTNERCALC Data FHesftl.w6 SoftwwewpoM ENERCALC, INC. IMM19, Build:10.19.1.30 L.1c. # ; KW-06011301 STRUCTURAL DESIGN ASSOVATES DESCRIPTION: Sign footing Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinitv OK X-X +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X +0.60D.+0.70E.+0.60H None 0.0 k-ft Infinitv OK Z-Z, +D+H None 0.0 Wt lnfinftv OK Z-Z. +D+L+H None 0.0 k-ft Infinitv OK Z-Z. +D+Lr+H None 0.0 k-ft Infinitv OK Z-Z, +D+S+H None 0.0 k-ft Infinitv OK Z-Z. +D+0.750Lr-#0.750L+H None U k-ft Infinitv OK Z-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK Z-Z, +D+0.60W+H 6.640 k-ft 33.401 k-ft 5.031 OK Z-Z. +D+0.70E+H None 0.0 Wt Infinitv OK Z-Z. +D+0.750Lr+0.750L+0.450W+H 4.980 k-ft 33,401 k-ft 6.707 OK Z-Z, +D+0.750L+0.750S+0.450W+H 4.980 k-ft 33.401 k-ft 6.707 OK Z-Z, +D40.750L-+0.750S+0.5250E+H None 0.0 k-ft Infinitv OK Z-Z, +0.60D+0.60W-+0.60H 6.640 k4t 20.040 k-ft 3.018 OK Z-Z, +0.60D+0.70E+0.60H None &0 k-ft Infinitv OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Surface in,12 inA2 inA2 k-ft X-X, +1.40D+1.60H 0,04859 +Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X, +1,40D+1.60H 0.04859 -Z Bottom 0.9072 Min TeMD % 0,9667 165.527 OK X-X, +1,20D-+0.5OLr+1.60L+1,60H 0.04165 +Z Bottom 0.9072 Min T9MD % 0.9667 165.527 OK X-X +1.20D-+0.5OLr+1.60L+1,60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0,9667 165.527 OK X-X. +1.20D+1.60L-#,0.50S+1,60H 0,04165 +Z Bottom 0,9072 Min TeMD % 0.9667 165.527 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0,9667 165.527 OK X-X. +1.20D+1,6OLr+0.50L+1.60H 0,04165 +Z Bottom 0.9072 Min TeMD % 09667 165.527 OK X-X +1.20D+1.6OLr-+0.50L+1.60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X. +1.20D-+-1.6OLr4O.50W+1.60H 0.04165 +Z Bottom 0,9072 Min TeMD % 0.9667 165,527 OK X-X, +1.20D+1.6OLr4O.50W+1.60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0.9667 165,527 CK X-X +1.20D+0,50L+1.60S+1.60H 0,04165 +Z Bottom 0.9072 Min TeMD % 0.9667 165,527 OK X-X +1.20D+0.50L+1.60S+i.60H 0.04165 -Z Bottom 0,9072 Min TeMD % U667 165.527 CK X-X, +1.20D+1.60S+0.50W+1.60H 0.04165 +Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X. +1,20D-+0.5OLr+0.50L+W+1.60H 0.04165 +Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X. +1,20D-+0.5OLr+0.50L+W+1,60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X, +1.20D-+0.50L+0.50S+W+1.60H 0.04165 +Z Bottom 0.9072 Min TeMD % 0.9667 `165.527 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.04165 -Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK XX +1.20D40.50L+0.70S+E+1.60H 0.04165 +Z Bottom 0.9072 Min TernD % 0.9667 165.527 OK X-X. +1.20D+0.50L+0.70S+E+1,60H 0.04165 -Z Bottom 0.9072 Min TemD % 0.9667 165.527 OK X-X. -+0.90D+W+0.90H 0.03124 +Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X. +0.90D+W+0.90H 0.03124 -Z Bottom 0.9072 Min TemD % 0.9667 165.527 OK X-X. 40.901)-�-E+0.90H 0.03124 +Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK X-X, +0.90D+E+0.90H 0,03124 -Z Bottom 0.9072 Min TeMD % 0.9667 165.527 OK Z-Z, +1.40D+1.60H 0,1428 -X Bottom 0.9072 Min TeMD % 0.9143 156,769 OK Z-Z, +1.40D+1.60H 0.1428 +X Bottom 0.9072 Min Temo % 0.9143 156.769 OK Z-Z, +1.20D+0.5OLr+1.60L+1.60H 0.1224 -X Bottom 0.9072 Min Temi) % 0.9143 156,769 OK Z-Z, +1.20D+0.5OLr-+-1.60L+1.60H 0.1224 +X Bottom 0.9072 Min Temo % 0.9143 156.769 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0,1224 -X Bottom 0.9072 Min TeMD % 0.9143 156.769 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 0.1224 +X Bottom 0.9072 Min TemD % 0.9143 156.769 OK Z-Z, +1.20D+1.6OLr+0.50L+1.60H 0.1224 -X Bottom 0.9072 Min TeMD % 0.9143 156.769 OK Z-Z, +1.20D+1.6OLr+0.50L+1.60H 0.1224 +X Bottom 0.9072 Min TeMD % 0.9143 156.769 OK Z-Z, +1.20D+1.6OLrA.50W+1.60H 0.6680 -X TOD 0.9072 Min TeMD % 0.9143 156.769 OK Z-Z. +1,20D+1.6OLr+0.50W+1.60H 0.9128 +X Bottom 0.9072 Min Teml) % 0.9143 156.769 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.1224 -X Bottom 0.9072 Min TeMD % 0.9143 156.769 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.1224 +X Bottom 0.9072 Min TemD % 0.9143 156.769 OK Z-Z. +1.20D+1.60S.+0.50W+1.60H 0.6680 -X TOD 0.9072 Min TemD % 0.9143 156.769 OK Title Block Line I You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection, Project Title: Engineer: Project ID: Project Descr: Pdnted: I I APR 2019, 9:49AM F1% = UgownientsINERCALG Date HeQN1.60 . General Footing SofWars wwiabt EXERCALC INC. 1983-2019. Build:10.19.1,30 � DESCRIPTION: Sign footing Footing Flexure Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Req'd in A2 Gvrn. As in A 2 Actual As in A 2 Phi*Mn k-ft Status Z-Z, +1.20D+1,60S+0.50W+1.60H H128 +X Bottom 0,9072 Min Temo % 0.9143 156.769 OK Z-Z. +1.20N0.50Lr-+0,50L+W+1.60H 1.458 -X Too 0,9072 Min Terno % 0.9143 156.769 OK Z-Z. +1.20D+0.5OLr+0.50L+W+1.60H 1.703 +X Bottom 0,9072 Min Temo % 0.9143 156.769 OK ZZ +1.20D+0.50L+0.50S+W+1.60H 1.458 -X Too 0.9072 Min TemD % 0.9143 156.769 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 1.703 +X Bottom 0.9072 Min TemD % 0.9143 156,769 OK Z-Z, +1.20D-+0.50L-+0.70S+E+1.60H 0.1224 -X Bottom 0.9072 Min TemD % 0.9143 156.769 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 0,1224 +X Bottom 0.9072 Min TemD % 0.9143 156,769 OK Z-Z, +0.90D+W-tO.90H 1,483 -X Too 0.9072 Min Temo % 0.9143 156.769 OK Z-Z, +0.90D+W40.90H 1.679 +X Bottom 0,9072 Min TemD % 0.9143 156.769 OK Z-Z. +0.90D+E-+0.90H 0,09180 -X Bottom 0.9072 Min Temo % 0.9143 156.769 OK Z-Z, +0.90D+E+0.90H 0,09180 +X Bottom 0.9072 Min TeMD % 0.9143 156.769 OK One Wav Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0,00 DSi 0.00 DSi 0.00 Dsl 0.00 DS1 0.00 DSi 82.16 Dsi 0.00 OK +1.20D+0.5OLr+1.60L+1.60H 0.00 Dsi 0.00 osi 0.00 DSI 0.00 Dsi 0.00 DSi 82.16 DSi 0.00 OK +1.20D+1.60L+0.50S+1.60H 0,00 Dsi 0.00 osi 0,00 Dsi 0.00 Wi, 0.00 DSi 82.16 Dsi 0.00 OK +1,20D+1,6OLr+0.50L+1.60H 0.00 Dsi 0.00 DSi 0.00 Dsi 0.00 Dsi 0.00 DSi 82.16 Dsi 0.00 OK +1.20D+1.6OLr+0.50W+1.60H 0.00 DSi 0.00 osi 0.00 DSi 0.00 osi 0.00 osi 82.16 Dsi 0.00 OK +1.20D+0.50L+1.60S+1.60H 0,00 Dsi 0.00 osi 0.00 DSi 0.00 DSi 0.00 Dsi 82.16 Dsi 0.00 OK +1.20D+1.60S+0.50W+1.60H 0.00 Dsi 0.00 osi 0.00 osi 0.00 DSil 0.00 Dsi 82.16 DSi 0.00 OK +1.20D+O.5OLr+0.50L+W+1.60H 0,00 Dsi 0.00 Dsi 0.00 DSi 0.00 DA 0.00 osi 82.16 osi 0.00 OK -0.20D+0.50L40.50S+W+1.60H 0,00 DSi 0.00 Dsi 0.00 DSI 0.00 Dsl 0.00 DSi 82.16osl 0,00 OK +1,20D+0.50L+0.70S+E+1.60H 0.00 Dsi 0.00 DSi 0.00 DSi 0.00 DSil 0.00 osi 82.16 Dsi 0.00 OK +0.90D+W+0.90H 0.00 osi 0.00 DSi 0.00 DSI 0.00 DS, 0.00 osi 82.16 osi 0.00 OK +0.90D+E+0.90H 0.00 Dsi 0.00 DSi 0.00 DS! 0.00 DSI 0.00 DSi 82.16 Dsl 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 0.06 osi 164.32osi 0.000335 OK +1,20D+0.5OLr+1.60L+1.60H 0.05 rs! 164.32osi 0.000288 OK +1.20D+1.60L+0.50S+1.60H 0.05 osi 164.32osi 0.000288 OK +1.20D+1.6OLr-+0,50L+1.60H 0.05 osi 164.32osi 0.000288 OK +1.20D+1.6OLr-+0.50W+1.60H 0.05 ost 164,32osi 0.000288 OK +1,20D+0.50L+1.60S+1.60H 0.05 os! 164.32osi 0.000288 OK +1.20D+1.60S+0.50W+1.60H 0.05 osi 164,32osi 0.000288 OK +1.20D+0.5OLr-+0.50L+W+1.60H 0.05 osi 164,32Dsi 0.000288 OK +1.20D+0.50L+0.50S+W+1.60H 0.05osi 164.32osi 0.000288 OK +1.20D+0.50L+0.70S+E+1.60H 0.05 osi 164.32osi 0.000288 OK +0.90D+W+0.90H 0,04 osi 164.32osi 0.00023 OK +0.90D+E-+0.90H 0.04 osi 164.32osi 0.000216 OK Chevron � aft— 0-... 0 fA " ff I CHEVRON REBRAND PROJECT I R'e-1M'aW1f1ff9 SIGN LEGEND Chevron Freestanding Sip: "REFER TO PAGE 2** MOM = Chevron Wordmark Wall Si-qns: ** REFER TO PAGES 3 - 4** Chevron Hallmark Wall Sign: "REFER TO PAGES 5 - 6** Food Mart Wall Sign: "REFER TO PAGE 7** VICUTY MAP NUr TO SCALE Chevron ft 0- a Wun ":' -N *A Wf - Chevron FWD MART 4P ML NE 205th St qW. 2105th S1 I ff PHYSICAL ADDRESS: 325 Burnett Ave North Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: Ballinger Chevron #TBD Chevron PAGE: I oF 7 PROJECT ADDRESS: 7601 244th St SW Edmonds/ WA 98026 DATE: 05/01/19 CONTACT. Steven Thomson Steven@ insig niasig n. com PARCEL#: 00491100001005 ISI JOB#: 19-8438 ZONE: BC (Community Business) This is an original design and drawing created for the exclusive use of the customer. Until transfer by sale, all rights are reserved and it is only to be used by customer in connection with this project It is not to be reproduced in any manner without the express written approval of Insignia Sign, Inc. Construction or permitting conditions may cause a change in dimensions or specifications. Due to the printing process, colors may vary. Chevron rc R 2 29 I ci i74"CILIBINET NEW 8"x8"x13'-O" SCHEDULE 40 POLE 6. EXISTING 6111, x Y-61W x 7-6"H FOUNDATION 3/8" GRADE 5 LAG BOLTS * * 4 TOTAL PER CABINET' - NEW HALLMARK CABINET NEW TECHRON CABINET NEW LED PRICE CABINET NEW FOOD MART CABINET EXISTING *1 REIIAR MATS @ 12" 0( EQUALLY SPACED EACH WAY TOP & BOTTOM EXISTING 3/4"06" ANCHOR BOLTS EXISTING #4 REBAR VERTICAL TIES Chevron 4'- 11/2" CABINET 0 0 W , ."%;- ? , - 329 339 3 5 c— Food Mari SCOPE OF WORK M • Remove & discard existing 76 sign cabinets & VxV poles leaving existing 3/4" anchor bolts; Relocate electrical as required, • Install new 8"x8"x13'-0" schedule-40 pole with 17"x`17"0/4" steel plate on I set (4) existing 3/4" anchor bolts: • Install new LED illuminated Chevron C32 sign cabinets on 8"x8" pole using 3/8'grade 5 bolts (4 PER SIGN CABINET): • Wire new LED illuminated sign cabinets to existing electrical circuit: • Total Sign Sguare Footage = 31.67 (11.64 SQFT REDUCTION) • Total Sign Height 14'-0" (NO CHANGE) • Total Sign Setback —5' (NO CHANGE) NEW BASE -PLATE DETAIL Chevron SCALE (111 xI 7): 1 Y 17" PLATE 2-1/2� 12" C/C 2-1/2' UL 1" HOLES TO ACCOMMODATE EXISTING 3/4- ANCHOR BOLTS Dualite Sales & Service, Inc. 1586 High Meadows Way 8-1/4"xil-1/411 rN. ]11te Cedar Hill. TX 75104 E NEW I7"xI7"x3/4" STEEL PLATE HOLE TO SLEEVE A. M :z Phone: 972.293.7446 FAX: 972.293.7462 NEW POLE 9 N, . PWMO a a electronic price signs -flAw & A 0 -/"Yl W, f"A PHYSICAL ADDRESS: 325 Burnett Ave North Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: Ballinger Chevron #TBD Chevron PIP" IWO PAGE: 2 OF 7 PROJECT ADDRESS: 7601 244th St SW Edmonds, WA 98026 DATE: 05/01/19 CONTACT. Steven Thomson Steven@insigniasign.com PARCEL#: 00491100001005 ISI JOB#: 19-8438 ZONE: BC (Communitv Business' This is an original design and drawing created for the exclusive use of the customer. Until transfer by sale, all rights are reserved and it is only to be used by customer in connection with this project. It is not to be reproduced in any manner without the express written approval of Insignia Sign, Inc. Construction or permitting conditions may cause a change in dimensions or specifications. Due to the printing process, colors may vary. Chevron I ir MOW AW-liffawhyAr PHYSICAL ADDRESS: 325 Burnett Ave North 65'- 0' CANOPY LENGT Renton, WA 98057 CANOPY FASCIA SIM = 116.67 r- 11/20 FOOD MI MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 Chevron FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS F CUSTOMER-1 2 OPE OF WORK Ballinger Chevron #TBD * Remove & discard existing illuminated 76 canopy sign: Self Self * Install & wire new (1'-5"x7'-O') LED illuminated Chevron Wordmork Me Chevron sign on East canopy elevation: * Install & wire (65) of blue LED clownlighting on East canopy elevation: * Actual Sign Sguare Footage = 7.24 tao-I.Mia WP" * Total Sign Weigh 5# PER LETTER ............... Chevron PAGE: 30 F 7 PROJECT ADDRESS: w- r uNuN -FOOD MR QNOPY FASCIA SQFI 21U7 2'- 11/1" 7601 244th St SW Edmonds, WA 98026 Chevron DATE: 05/01/19 CONTACT. Steven Thomson yr 'my MI. 71m= UrITIM, 77 Mrr W, Q E) RE SCOPE OF WORK Steven@insigniasign.com Self Self Install & wire new (1'-5"x7'-O") LED illuminated Chevron Wordmork PARCEL#: 00491100001005 sign on West canopy elevation: ISI JOB#: 19-8438 Install & wire (65') of blue LED clownlighting on West canopy elevation: ZONE: BC (Community Business) This is an original design and drawing created for Actual Sign Square Footage = 7.24 the exclusive use of the customer. Until transfer by sale, a// rights are reserved and it is only to be used Total Sign Weight 5# PER LETTER by customer in connection with this project. It is not RLSUa to be reproduced in any manner without the express written approval of Insignia Sign, Inc. onstruction or permitting conditions may cause a MAY 0 Z 2019 7 COP . . . . . . change in dimensions or specifications. D rinting process, colors may vary. Aal& e to the p --------------- ------- L;1 I y Ut- tUMVN1-y11i Chevron NO., W I I "J I I i'i F11 I, F- Off - I — 2'- 0"LG. (6 UNITS) L ----------- 10.75"x 16.25" = 1.22sqft X q i:i: 62 4 S V-51G, ACTUAL SIGN SQUARE FOOTAGE = 7.24 (5 UNITS) WIRING DIAGRAM - - - - - - - - - - - - - GEPS12-60 � LIDOWER -SUPPLY' TRANSFORMER BOX 2X4 JUNCTION BOXES (7) WORDMARK ELECTRICAL REOD. USIed PSA-12-60 (PWR SUPPLY (1)) 43 UNITS (POINT-2 WHITE LED) 14'-4"LG. TOTAL AMPS: .63 WATTS, 28.66 FACE TRIM: PER CABINET U.L. LABEL: STANDARD 0 LO i ... 12;�ii ..... A. __ 6ii 41, ILECTDICAL OUP6NINW73 Of U L LISTED S TO BE U.L LIITE IGN D 83VEDANDMARKEOPERNEC 5004 AMC SHALL BEST M.E.C. STANDARDS LL TO HE EL�tTRICALLY GROUNDED PER N E G 250. Dualite AU_ G*Eq SUPPUES TO AD FUSED PER U L 2,1 '�82 OR OUNDING AND 3ONDING PER M.EX 250-50. -2984.-9E SIGN TO - A E C, AND U, L 4' ELECTRIC SIGN STANDARDS FOR ELECTRICAL SIGNS GROUNDING N BONDING AS 1� N F,� RDS S. & E� 1 GELCORE TETRA 'MAX' 011TE LED MODULES; 3 UNITS PER FT. (6) LEDS PER FT. Am #10 @ 11/2"0" SQUARE DRIVE SCREWS (6 TOTAL PER LETTER) SEALTITE C BETW. JUN TO POWER SECTIO U.L. APPROV. METAL TRANSFORMER BOX PS12-60 POWER SUPPLY ONDUIT TYP. CTION BOXES SUPPLY BOX 2X4 JUNCTION BOXES AT REAR EA LETTER )J-SEALTITE C014NDUIT�, SEALTITE CONDUIT TO PROMDED BY INSTALLER ADJACENT LETTER ALL ELEC. CONNECTIONS RESL I,,I VIEW MAY 02 2019 , I�. n1:PAR71 0 /M jaw Z 7J PHYSICAL ADDRESS: 325 Burnett Ave North Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: Ballinger Chevron #TBD Chevron PAGE: 4 oF 7 PROJECT ADDRESS: 7601 244th St SW Edmonds/ WA 98026 DATE: 05/01/19 CONTACT. Steven Thomson Steven@insigniasign.com PARCEL#: 00491100001005 ISI JOB#: 19-8438 ZONE: BC (Connnnuni� Business) This is an original design and drawing created for the exclusive use of the customer. Until transfer by sale, all rights are reserved and it is only to be used by customer in connection with this project. It is not to be reproduced in any manner without the express written approval of Insignia Sign, Inc. Construction or permitting conditions may cause a change in dimensions or specifications. Due to the printing process, colors may vary. Chevron L, ImA i r PHYSICAL ADDRESS: 325 Burnett Ave North 35'- 0" CANOPY LENGTH CANOPY FASCIA SOFT 116.67 Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 C, Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: c� Ballinger Chevron #TBD Chevron elm PP'P Chevron VIA i in PAGE: 5 OF 7 PROJECT ADDRESS: 35'- 0" CANOPY LENGTH CANOPY FASCIA SOFT 1] 6.67 V. 8"T V. 8"� 7601 244th St SW Jt Edmonds, WA 98026 J3§ DATE: 05/01/19 CONTACT. Steven Thomson SCOPE OF WORK Steven@insignIasign.com PARCEL#: 00491100001005 8 4 Install & wire new (1'-6"xl'-8") LED illuminated Chevron Hallmark sign on South canopy elevation: ISI JOB#: 19-8438 * Install & wire (35') of blue LED downlighting on South canopy elevation: ZONE: BC (Community Business) This is an original design and drawing created for * Actual Sion Sguare Footage 2.51 the exclusive use of the customer. Until transfer by sale, a// rights are reserved and it is only to be used Total Sign Weight 20# MAY U Z 2019 by customer in connection with this project. It is not W to be reproduced in any manner without the "'Ry e ress written approval of Insignia Sign, Inc. BUILDING DEPARTME Construction or permitting conditions may cause a 07ii CITY OF EDMONDS change in dimensions or specifications. Due to the printing process, colors may vary. WINN Chevron -400., wo 5/16-MNTG. HOLES log (3) PER CABINET —0 //-(9) USIto PONT-2 WHITE LED UNITS, 3'-O'*LG. (3) UNITS PER FT. OJ7E.O, HOLE 1) PER CABINET X � - Li:: 31 .040 ALUM. FABRICATED REIURNS W/rWIDE 90' BEND AT REAR, NOTCHED ACTUAL SIGN SQUARE FOOTAGE = 251 WIRING DIAGRAM ---------- L TF ---T- 18.4' .063 ALUM. BACK STAPLED, CAULKED TO NOTCHED ALUM. (9) USIod POINT-2 WHITE LED UNITS, 3'—G"LG- (3) UNIT$ PER F7. AkO SH L -1, lite E�TRI 5-3/8" 0 ELECTRICAL REQ'D. HALLMARK (1) USIed PSA-12-12 POWER SUPPLY POP POTP HAI I PW qlrNjq (9) UNITS PER CABINET / 3'—O"LG. (18) UNITS TOTAL REQ'D. / 6'—O"LG. AMPS: .13 WATTS: 12.0 FACE TRIM: U.L. LABEL: PER CABINET STANDARD U.L. APPROV. METAL - TRANSFORMER BOX PS12-60 POWER SUPPLY SEALTITE CONDUIT TYP. BETW. JUNCTION BOXES 6, TO POWER SUPPLY BOX FRAMING BY OTHERS —3MM ACM FASCIA MAT-L ALUM. COMPOSITE SHEET 2X4 JUNCTION BOX BEHIND TOP HALLMARK SHAPE NOTE: Y2"SEALTITE FITTINGS & CONDUIT REQ'D., ALL ELECTRICAL CONNECTIONS; PROMDED BY INSTALLER iid I (6) V-20 STAINLESS STL. THREADED -20 RODS PROVIDED 0 6*LG. WITH (18) Y,7 SECTION VIEW Hri SS NUTS PER ROD (SHIPPED LOOSE) MAY U 'L BUILDING DEI ciTy OF EC A/9" & -ft-li"Awl"Ir PHYSICAL ADDRESS: 325 Burnett Ave North Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: Ballinger Chevron #TBD Chevrron two PAGE: 6 oF 7 PROJECT ADDRESS: 7601 244th St SW Edmonds/ WA 98026 DATE: 05/01/19 CONTACT. Steven Thomson Steven@insignias'ign.com PARCEL#: 00491100001005 ISI JOB#: 19-8438 ZONE: BC (Communitv Business FroIn. original design and drawing created for _Wc usive use of the customer Until transfer by s sa . i a e, all rights are reserved and it is only to be used by customer in connection with this project It is not to be reproduced in any manner without the express written approval of Insignia Sign, Inc. Construction or permitting conditions may cause a change in dimensions or specifications. Due to the printing process, colors may vary. Chevron fto, III] Ilili U A AIII/m, W EM, 6r. r WALL Awl F-0-o- -d. a r t SCOPE OF WORK Remove & discard existing non -illuminated 76 food mart sign: Install new (1'-6" x 10'-0") Chevron Food Mart wall sign on front TWO FOR corrugated building fascia using 4 - 6 C@ 5/8" grade-5 lag bolts: '2.50 Wire new LED illuminated wall sign to existing electrical circuit: ra 0 oil 1W Actual Sign Square Footage — 10.39 r 4 99 Total Sign Weight = 75# 7 Total Wall Area — 60sqft (NOT INCLUDING EVES & OVERHANGS) * 040 ALUMINUM RETURNS __—JEWELITE TRIMCAPS WHITE L.E.D.'S 3/16" ROHM & HAAS PLEX #7328 WHITE 063" ALUMINUM BACK IN 13-TE17- = FRONT VIEW ELEU-TRICAL PEQ'[I%--1T& POWER SUPPLY MOUNTED IN 1(1) PSA-12-60 POWER SUPPLY RACEWAY. 14 AWL WIRE FROM POWER SUPPLY TO L.E.D. REQUIRED;63 ILIN17S 0 21'-0"LG, CONNECTOR INSIDE EACH LETTER S7RIP OF USIed POINT-3 WHITE LED 1/4" DIA DRAIN HOLE W/ II'd P S: '15.3 LIGHT BAFFLE (2 PER LTR) WATTS: 42- SIGN CONNECTED WITH GRADE 5 FACE TRIM, PER LETTER 3/8"x3" LAG BOLTS THROUGH CORRUGATED 1U.L. LABEL: STANDARD SIDE VIEW METAL FASCIA INTO PLYWOOD BACKER (4 .6 SPACED EVENLY (a� TOP OF RACEWAY) 10 1. on ACTUAL SIGN SQUARE FOOTAGE = 10.39 Blue Face, Metallic Trim Cup , �4AIJ, Metallic SideWalls 9"x18" = 1.13sqft /,7— /M SOF 7!AZAfilry 4& _90-11M.99167ir PHYSICAL ADDRESS: 325 Burnett Ave North Renton, WA 98057 MAILING ADDRESS: PO BOX 2849 Renton, WA 98056 OFFICE: (425) 917-2109 FAX: (425) 917-2109 GC LICENSE: INSIGS1062QZ ELEC LICENSE: INSIGS1055JS CUSTOMER: Ballinger Chevron #TBD Chevron Iwo" PAGE: 70 F 7 PROJECT ADDRESS: 7601 244th St SW Edmonds, WA 98026 DAT E: 0 5/01/19 CONTACT. Steven Thomson Steven@insigniasign.com Dualite Sales & Service, Inc. PARCEL#: 00491100001005 SIGN TO BE I.I.L. LISTED 1586 High Meadows Way AMD SHALL MEET N.E.C. STANDARDS C M, Duallie Cedar Hill, TX 75104 L_ J, & '111- �l TO AE ISS.- L AB .11 ��o 4 11 IAW . E G 'I L 1 ISI JOB# : 1 9-8438 Phone: 972.293.7446 U W r. I A I, , 1. �'W - I � ... - FAX: 972.293.7462 ELECTRIC SIGN ZONE: BC (Communitv Business' This is an original design and drawing created for the exclusive use of the customer Until transfer by sale, all rights are reserved and it is only to be used by customer in connection with this project It is not to be reproduced in any manner without the M express written approval of Insignia Sign, Inc. Construction or permitting conditions may cause a change in dimensions or specifications. NIGHT ILLUMINATION VIEW Due to the printing process, colors may vary. Obtain EleCbtal PvrmitfrOM st��e Labor& Inaustries City of Edmonds Building Divisio APPROVE D-. PLikk nt shall repair1replace all damage to ApplicO orovements in City utilities or frontage In"" rds that is caused .,,. city standa right-of-WaY P' . - ' �.d project or occurs during the -- plrrr,,,,t-- FOR DDR, A I N A U, E90SIU1 9NGINE&R04G [A-V16PN APPRO D AS NOTED po proposed Ch 4e� t er% ton 40 a v k ,, 40� privxu WORK CITY OF r NDS UIVIUNU BUILDING DEPARTMENT L............... NED DATE OFFICIAL: - ��p �ER �Ml T�Nb M B E R CITY COPY MAY 0 1),EVIARTMr-141 EC)MONOS