The URL can be used to link to this page

Home My WebLink About602 E. 1st Street Address: 602 E ls' Street PREPARED 10/24/16, 8:47:53 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/24/16 ------------------------------------------------------------------------------------------------ ADDRESS . : 602 E 1ST ST SUBDIV: CONTRACTOR : PHONE OWNER HASSEL ARTHUR K PHONE PARCEL 06-30-00-5-1-2620-0000- APPL NUMBER: 16-00000809 SIGNS ------------------------------------------------------------------------------------------------- PEMIT: SIGN 00 SIGN REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL6 01 9/29/16 JLL BLDG POST/COLUMN FTG 9/29/16 AP September 28, 2016 10:40:42 AM permits. 360-580-8036 paul September 29, 2016 4:00:29 PM jlierly. BL99 01 10/24/16 BLDG FINAL October 24, 2016 8:47:17 AM jlierly. Shay 360-532-1111 --------------------- --------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00000809 Date 7/08/16 Application pin number . . . 290796 Property Address . . . . . . 602 E 1ST ST REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-00-5-1-2620-0000- Application type description SIGNS on your state excise tax form Subdivision Name . . . . . . to the City of Port Angeles Property Use . . . . . . . . Property Zoning . . . . . . . COMMERCIAL ARTERIAL (Location Cod0_0507)__-__ , Application valuation . . . . 21000 - ----------------------------------------------------------------------------- Application desc J free standing pole w/ LED message -------------------------------------------------------------------------- -..Owner Contractor ------------------------- ------------------------- HASSEL ARTHUR K OWNER 1115 E 8TH ST PORT ANGELES WA 983626628. - ----------------------------------------------------------------------------- Permit . . . . . . SIGN Additional desc . . 5'9"W X 8'1"W X 17191'' Permit Fee . . . . 115.00 Plan Check Fee .00 Issue Date . . . . 7/08/16 Valuation . . . . 21000 Expiration Date 1/04/i7 Extension Qty Unit Charge Per 1.00 115.0000 PER S-FIS OR PROJ SIGN > 25 SF 115.00 ---------------------------------------------------------------------------- Special Notes and Comments July 7, 2016 11:06:41 AM pbarthol. Project will result in the removal of a 120sf freestanding sign and the addition of a 48sf freestanding sign with an electronic message center. Total freestanding sign area will be 48sf. No portion of the sign shall extend beyond the property line. Maximum height of sign as proposed is 1719". NOTE: ELECTRONIC MESSAGE CENTER SHALL OPERATE WITHIN THE Zi' LIMITATIONS OF 1-4.36.080.A AMONG OTHER ITEMS THE SIGN CAN ONLY CHANGE MESSAGE ONCE EVERY 30 SECONDS. July 7, 2016 11:19:57 AM pbarthol. ---------------------------------------------------------------------------- �Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- '.J. Permit Fee Total 115.UO 115.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 115.00 115.00 .00 .00 Q Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended orabandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within ISO,days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The r granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or.the performance of construction. S 9__ Q� Print Name Signature of Contractor or Autho Date rized Agent Signature of Owner(if owner-is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type A Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage I Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rouah-In Water Line(Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists I Girders I Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU I Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood I Ducts MANUFACTURED HOMES: Footing/Slab T Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s ---[SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction -R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF.COMMUNITY&ECONOMIC DEVELOPMENT-BUILDING DIVISION 321 EAST M SMEET, POKt ANGELES.WA 98362 Application Number 16-00000.809 Date 7/08/16 Application pin number 290796 Property Address . . . . 602 B 1ST ST ASSESSOR PARCEL NUMBER: 06-30-00-5-1-2620-0000- REPORT SALES TAX Application type description SIGNS on your state.excise tax fonn Subdivision Name . . . . . . Property Use . . . . i . to the City of Port Angeles Property Zoning.- .. . . . . . COMMERCIAL ARTERIAL Application valuation . . . . 21000 (Location Code 0592) ------------------------------------------------------------- I Applicatibn desc free standing pole wl LED message -------------I------ ----------------- Owner Contractor ---------- ------ ----------------- HASSEL ARTHUR K OWNER .1115 E OTH ST PORT ANGELES WA 983626628 --------------------------I-------------------------------------------------- Permit . . . . . . SIGN Additional desc 519"W X 81111W X 17,9. ,--,,Permit Fee IJS.00 Plan Check Fee .00 :Issue Date . . . 7/98/16 valuation . . . . Expiration Date 1/04/17 Oty Unit Charge Per Extension 1.00 lis.0000- PER S-F/S OR PROJ SIGN 25 SF 115.00 ------------- ------- Special Notes and Comments July 7, 2016 11:06:41 AM .,pbarthol. Project will result in the removal of a 120sf freestanding sign and the addition of a t8sf freestanding sign with an electronic message center. Total freestanding sign area will be 48sf.- No portion of the sign shall extend beyond the property line. Maximum height of sign as proposed -is 1719". NOTE; ELECTRONIC MESSAGE CENTER SHALL OPERATE WITHIN THE LIMITATIONS OF 14.36.080.A AMONG OTHER ITEMS THE SIGN CAN ONLY CHANGE MESSAGE ONCE ETERY 30 SECONDS. _,,Tuly 7, 2016 11:19:57 AM -pbarthol. --------- - -------------------------------------- Fee summary Charged Paid Credited Due -----------�_-- ---------- -------- ---------- ---------- Permit Fee Total 115.00 115.00 .00 go Plan Check Total - .00 .00 .00 Grand Total 115.00 115.00 loo .00 Separate Permitware required forelectrical work,$EPA,Shoreline,ESA,utilities,private and public improvements.Thisperml tbecomes nult and void Kwork or construction authorized is not commenced within ISO days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or If required Inspecdo-hs have not been requested within 180 days from the lav�lrwpecdon. I hereby cefft that 1,have read and examined this application an th to be We and correct. All provisions with of laws and ordinances governing this type of work will be complied 'hi whe s or not. The granting of a permit doe not presume to give authority to violate or cancel the provisions of any stat o a.ti con ction'ar the construction; Date Print Name Signal ure of Con or Authorized Agent Signature of Owner.(if owner Is builder) T.TvrmW8u1dft 0WftWWBuffi9ng Pem* SIGN PERMIT APPLICATION Print in ink CITY OF PORT ANGELES For City Use On'- Attn: Building Permit Technician te Received 321 E. Fifth St., Port Angeles,WA 98362 (360)417-4815 fax(360)417-4711 ermit#— —i V 0/9, ate Approved 9 t Applicant or Agent Paul Strand/Phoenix Sign CO n ee 360-580-8n1r, Property Owner Swain's General Store Phone (360)452-2357 Property Owner's Add reSS 602 E Ist St, Port Angeles, WA 98362 Contractor Phoenix Sign Co Phone 360-532-1111 Contractor's Address 16 Horizon Lane Aberdeen WA 98520 License# PHOENSC923TG Expires 2-7-18 Project Add resS 602 E 1 st St, Port Angeles, WA 98362 Business Name Swain's General Store Parcel Number 063000512610 — Lot Zoning CA Submit an 8 % "x 11 "site Wan & three sets of Wans that include: • Type of sign (wall-mounted, projecting, freestanding, illuminated, other... • Placement and sq. ft. area • How the sign will be securely attached (Engineering specs may be required for freestanding signs) • Separation distance between the bottom of projecting and freestanding signs and the surface below See "Chapter 14.36 Sign Code"of the City of Port Angeles Municipal Code for sign requirements. Stan Type&Brief Description: (Type, location, sq. ft.) Sign #1 S/F Free standing pole sign with LED Message center 5'9" H x 8'1"W 17'9" OA Height 12' to bottom of sign Sign #2 Sign #3 Sign #4 Totals(Unit char-ges Sign(s) Unit Cham Quan multiplied by guantities) Type of Shan Valuation$ 21,000 $47.00 x = $ All signs less than or equal to 25 sq. ft. $85.00 x = $ Wall sign or marquees, over 25 sq. ft. $115.00 x . 1 = $ Freestanding sign or projecting sign, over 25 sq. ft. GRAND TOTAL Make Checks Payable to: City of Port Angeles $ Credit Cards(Except American Express)are accepted Existing sign(s)area 120 sq. ft. +Proposed sign(s)area 48 sq. ft. = Total sign(s)area_sq. ft. Building tagade area(height_20—ft.X width_180_ft.) =_3600 sq. ft. (if a building has more than one business in it, only measure the area of the building lagade that is used by the business applying for this permit.) I have read and completed this application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, and to obtain permits prior to working on projects. Ae" 4�1� 1�7 ;l Date 6/1/16 Print Name Paul Strand Signature TForms/Building Division/Sign Peffnit Application.doc 4P INI ;VIVI, 47 "Irk Itc AL. *40- 4W 40& A 8)=1 WO# Swain's Terms: Please send signed approval, revisions or call with any do questions or concerns regarding this layout.It is your responsibility the customer to approve this design for r, production. By signing you are approving all aspects and specifications of this design as it 10 .08" Aluminum Skin appears.(i.e.,color,font,text height,general layout,spelling, translation...) .15" Lexan Backing Drawing includes one(1)revision at no additional cost. Excessive revisions may result in a$20 charge per at the discretion of Phoenix Sign Co. Please check (D 1 " Square Tube spelling,colors,dimensions,and all other details in this layout. *Print colors may vary do to limitations in 0 Hanley Perimeter LED's printing process JOB LOCA'MON: Pon Angeles,WA 0 LED Driver QRA-WJNCa-#j- DRAWN BYm C.Miller 0 Daktronics Galaxy 512/2016 SALES: P.Strand GS6-60X1 50-15.85-RGB-SF T115E ORIGINAL DRAWINGS,SPECIFICATIONS AND DATA INCLUDE F� MATTER WHICH IS PROPRIETARY OF CONFIDENTIAL TO PHOENIX SIGNS AND SHALL NOT BE REPRODUCED IN WHOLE OR PART OR USED IN ANY MANNER EXCEPT IN CONNECTION WITH PHOENIX SIGNS 0 8x8 Square Tube BUSINESS WITH OUT T14E W.I I EN PERMISSION OF PHOENIX SIGNS OR UN LESS TRANSFERRED BY PHOENIX SIGNS TO ANOTHER PARTY IN WRITING. ALL MATERIALS AND PROCEDURES 0 Baseplate ARE U.L.LISTED AND APPROVED MEMBER 0 J-Bolts LISTED T e 0 Footing WITH REVISIONS yp NO REVISIONS Pole Sign NAME CITY OF PORT ANG ELES-Construction Plans DAIM The ISSLIance of this permit based upon these plans Specifications and other data shall not prevent the building official from thereafter requiring the correct ion of errors in said plans,specifications and other data. or from preventing building operations being cw-ried on thereunder when in vioMon of ag codes and ordinances of thisju nsd' t' P.O. Box 497 'ZPROVAL 'c AI,I,1A101fKSjj jE-CTTOF11-,:��MM Aberdeen,WA 98520 Date By P#: 360-532-1111 F#: 360-637-8557 www.phoenix-sign.com License#PHOENSC923TG &-U ( 7e ]�7ar Swain's WO# Terms: Please send signed approval, �4 revisions or call with any questions or concerns regarding this layout. It is your responsibility the customer to approve this design for production. By signing you are approving all aspects and specifications of this design as it appears.(i.e.,color,font,text height,general layout,spelling, translation...) Drawing includes one(1)revision at no additional cost. Excessive revisions may result in a$20 charge per at the discretion of Phoenix Sign Co. Please check spelling,colors,dimensions,and all other details in this layout. *Print colors may vary do to limitations in printing process JOB LOCATION: Port Angeles,WA DRAWING L)F—AWN 13Y�C-Moller DATEq 5/2/2016 SALES; P.Strand THESE ORIGINAL DRAWINGS,SPECIFICATIONS AND DATA INCLUDE MATTER WHICH IS PROPRIETARY OF CONFIDENTIAL TO PHOENIX SIGNS AND SHALL NOT BE REPRODUCED IN WHOLE OR PART Olt USED IN ANY MANNER EXCEPT IN CONNECTION WITH PHOEND(SIGNS BUSINESS WITH OUT THE WRITTEN PERMISSION OF PHOENIX SIGNS OR UNLESS TRANSFERRED BY PHOENIX SIGNS TO ANOTHER PARTY IN WPMNG. ALL MATERIALS AND PROCEDURES C ARE U.L. LISTED AND APPROVED MEMBER U- ;0 LISTED Uj 0? j >% LM X WITH REVISIONS El NO REVISIONS E UM M 00 Go E IJi IM-M "ME C LM > M X r V-- 0 X ry Cn Cn in .Me C6 CO U) 0 4) 00 L0 LU M Cl) X M 0 P.O. Box 497 (9 co LL Aberdeen,WA 98520 1P#: 360-532-11 1 1 0 0 0 0 0 0 0 0 F#: 360-637-8557 IL www.phoenix-sign.com License# PHOENSC923TG 6/1/2016 Swain's General Store-Google Maps Google Maps Swain's General Store Ra-V,1.11 Al R16 Af, ! 00, AWr- $On /0 P Ti Z!, 41- /,4 ell v IT, 4K Or- 7 ze 0 Imagery @2016 Google,Map data @2016 Google 50 ft hftps:/Awww.google.com/m aps/placelSwai n's+General+Storet@48.1146053,-123.4235731,155m/data=!3m 1!le3!4m5!3m4!lsOx548lblbO2269948f:Ox2ecbOf285f3be431!&n2!3648.1 147126!4d-123.4238892 1/3 JI:!:1 I11�1'10 C May 24, 2016 Structural Calculations Prepared For: Phoenix Sign Company 16 Horizon Lane Aberdeen, WA 98520 Project: JTS67416 Swain's —Pylon/Sign Type A 601 East 1" Street Port Angeles, WA Prepared By: YJ Inc. P.O. Box 802050 Santa Clarita, CA 91380 ,11 Co MAD 0 H MAY 24 Z016 Total 14 - pages including cover Sign Design Based on 2012 IBC Job# JTS 67416 Project Swain's-Pylon/Sign Type A Job Location 601 East 1st St .......... 17-SQ. PortAngeles,WA 7"--7- 1 1/2" L �TYP. INPUT DATA 1 1/2" ExPos ure catego ry(B,C o r 0) C 0 0 3/4"0,25"MIN.EMBED. Risk Category 11 SIGN GALV.STL.HEADED BOLTS Basic wind speed(3 sec-gust wind) V = 110 mph CABINET TYP. Topographic factor K. = I Flat 7- —HSS 8"x 8"x 3/16" Height ofthe sign h = 17.75 ft ST'L.SQ.HSS Vertical dimension(forwall,s h) s = 6-74 ft Horizontal dimension 8 = 8.083 It Dimension ofretum comer L� = 1333 It ANALYSIS V 3116" Velocirty pressu re cl.-0.00256 K,,K,,K.V 23.10 psf where q,=velocity pressure atheight h.(Eq.29-3-1,page 249) K,=velocity pressure exposure coefficient - 0.98 17'-9" evaluated at height above ground level,h CTab.29.3-1, p9251) �BASEPLATE K,,=wind directionality factor.(Tab.26.6-1. page-194) = 0.85 Iz�Ij L A I�1-_ Wmd Force Case A:resultant force though the geoffietinc;center (Sec.29.4.1&Fig-294-1) Max horizontal wind pressure=p-ob,G C,= = 1�1881 pst _HSS 8"x 8"x 3/16" where:G=gust effect factor.Sec,26.9,page 198). . 0.85 ST'L.SQ.HSS C.,=netforce coefficient.(Fig.29.4-1,page 252) 1.78 A,=B s=the gross area = 54�5 fF HSS 8"x 8"x 3/16" Footina DesiaR (See attached Enercak caks) ST'L.SQ.HSS UnfactonedWindillome,F= 111,98xAs= F_19�lops 1.1infactored Nloment =Fxmomentarm= F25-96]kip-ft Length=r-r Width 0" D Z 5/8'DIA.GALV. SrL.THRU SOLT DESIGN SUMMARY Allowalbl e Stress Desi gn W Ind Factor F-0.6-1 A TYP. CABINET Design Wind Pressure 0.6 x = [29__93]PSI PURLINS Design Windforce,F 2D.93xAs= L1114 TYP. _JkipS F1 kloment.Arm 1&66 It rA — A Design hilorn ent =F x moment arm F15-5711kip-ft 2'-6" —CONSOLIDATED Pole Design SIT Square HSS DEPTH CONC.Vc 2500 psi Sec.Mod- Req'd. USE A500 Graloe B S= 693 HSS BXBX3116--]S=13.60 /7"r 3" rp�CONNECTION I E ..................... L NGTH 2 P�LACES ��N T S. Base Plate SIT Plate B AR \4—(l 1)#5 LONGITUDINAL BARS Trickness Req'd USE A36 (16)#5 TRANSVERSE ' S—V EQ.SPACED,TOP&BOTTOM EQ.SPACED,TOP&BOTTOM I= 036 PL 17")(17A7/Ir' t=O 88 TYP_ 3"CLEARANCE,TYP. —5'-0"WIDTH Anchor Design (See affached HILTIPmfis caks Loads 12er AC1318-11 Unfactored Load . Unit :Factoffactored Load ELEVATION Deadloacl,D 545 J Lbs � 0�9 490 N.T.S. ----------1-9,60-....... L b s-... 'Wiroo"'a'"d,"M,---------3-1,1-4-866......:,in" 116.1----i Ga1v St'l.Headed Bolts USE F 1554 Grade 36 - 0 0 NOTES : 1518-Dia,25- Min.Embed. STEEL: WELDING: CONCRETE: GENERAL: DESIGN AND FABRICATION ACCORDING TO 2012 IBC STEEL DESIGN AND CONSTRUCTION ACCORDING TO ACI 318-11 0 SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS. PLATE,ANGLE,CHANNEL TEE.AND WIDE FLANGE: ASTM A36 DESIGN AND FABRICATION ACCORDING TO AWS DIA. COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2,500 PSI ROUND PIPE: ASTM A53 GRADE B OR EQUIVALENT. AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS. MINIMUM. ALL WELDING TO BE PERFORMED IN FABRICATION SHOP,BY CERTIFIED HSS ROUND,SQUARE,AND RECTANGULAR TUBE: ASTM A500 GRADE B WELDING PER AISC 341-10 CEMENT TYPE 11 OR IV.W/C RATIO 0.45 BY WEIGHT FOR WELDER. OR EQUIVALENT E70 XX ELECTRODES FOR SMAW PROCESS. PIER AND CAISSON FOOTINGS 4 1 NO FIELD WELDING UNLESS SPECIFIED ON PLANS. ALL ANCHORS BOLTS SHOULD BE: ASTM F1 554 F7X-EXXX ELECTODES FOR SAW PROCESS. CONCRETE MUST BE POURED AGAINST UNDISTURBED ALL MACHINED BOLTS SHOULD BE: ASTM A325/A307, ER7 XX ROD FOR GTAW PROCESS. EARTH. PROVIDE ISOLATION OF DISSIMILAR MATERIALS. BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT. 60 DEFORMED BARS WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF EMBEDDED STEEL. THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-10. ALUMINUM: 20FT-LB AT ZERO 0*AS DETERMINED BY THE APPROPRIATE AWS A5 PROVIDE FULLY WELDED END CAPS AT OPEN ENDS OF STEEL/ALUM. DESIGN AND FABRICATION ACCORDING TO 2010 ALUM.DESIGN MANUAL CLASSIFICATION TEST METHOD OR MFG'S.CERTIFICATION. TUBES,MATCH THICKNESS LIKE FOR LIKE. PLATES,ANGLES,CHANNELS,TEE,AND SQUARE TUBING: ALUMINUM ALUMINUM ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. FILLER ALLOYS PER TABLES M.9.1&M-9.2 OF 2010 ALUMINUM DESIGN MANUAL. www.yjinc.com SHEET TITLE: DRN BY: K.S.P. DATE LAST REVISED:May 24,2016 1 PROJECT JOB#- JTS-67416-Swains_Pylon_East 1st St-Port Angeles WA.dwg P.O.BOX 802050 SWAX" CHK BY: C.M. PROJ.STARTDATE: May24,2016 PR JECTLOCATION: SWAIN'S SHEET# SANTA CLARITA,CA.91380 VVII1110N 601 EAST Ist STREET TEL.(661)259-0700 FAX.(661)259-0900 REV BY: Y.J. SCALE: AS SHOWN PORT ANGELES, WA. OF YJ INC, Project Title: Swain's P.O.BOX 802050 En9ineer: DL Proiect ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Pnnted:24MAY2016 9.51AM Gendral Footing File=z:\YJ416E-1\JTS\Enercalc\JTS-67-2.EC6 ENERCALC,INC.1983-2015,Build:6.15,10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ INC. Description Pylon concrete footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength 2.50 ksi Allowable Soil Bearing 1.50 ksf fy Rebar Yield 60.0 ksi Increase Bearing By Footing Weight Yes Ec Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 100.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.250 (p Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 2.50 ft Min Steel%Bending Reinf. Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf, 0.00180 when footing base is below ft Min.Overturning Safety Factor 1.50 1 Min,Sliding Safety Factor 1.50 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depi ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis 7.250 ft Footing Thicknes 30.0 in Pedestal dimensions... px:parallel to X-X Axis 60.990 in pz:parallel to Z-Z Axis 24.0 in M Height 4.0 in Rebar Centerline to Edge of Concrete.. (D at Bottom of footing 3.0 in 2--6" Reinforcing 5'0" Bars parallel to X-X Axis Number of Bars 16 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars 11 1111111M 11111101111111 ME U1111 Reinforcing Bar Siz( # 5 Bandwidth Distribution Check (AC 115.4.4.2) Direction Requiring Closer Separationig X-X Axis #Bars required within zone 81.6% #Bars required on each side of zone 18.4% Applied Loads D Lr L S W E H P:Column Load 0.5450 k OB:Overburden ksf ............ M-xX 25.960 k-ft M-zz k-ft V-x k V-z 1.90 k YJ INC Project Title: Swain's P.O.BOX 802050 En9ineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed:24 MAY 2016.9 51AM File=z:kYJ416E-1�JTS\EnercalcUTS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 milli Description Pylon concrete footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4338 Soil Bearing 0.8079 ksf 1.863 ksf +0.60D-0.60W+0.60H about X-X axis PASS 1.583 Overturning-X-X 18.806 k-ft 29.766 k-ft +0.60D+0.60W+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 3.171 Sliding-Z-Z 1.140 k 3.615 k +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure(-X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03356 X Flexure(+Z) 2.698 k-ft 80.401 k-ft +0.90D+W+0.90H PASS 0,01856 X Flexure(-Z) 1.493 k-ft 80.401 k-ft +1.20D-+,0.5OLr+0.50L+W+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.01654 1-way Shear(+Z) 1.241 psi 75.0 psi +0,90D+W+0.90H PASS 0.006489 1-way Shear(-Z) 0.4867 psi 75.0 psi +1.20D+0.5OLr+0.50L+W+1.60H PASS n/a 2-way Punching 0.5097 psi 75.0 psi +0,90D+W+0.90H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafeltyRatic, Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in A 2 in A 2 in12 k-ft X-X.+1.40D+1.60H 0.07251 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.40D+1.60H 0.07251 -Z Bottom 0.648 Min TeMD% 0.6820 80.401 OK X-X+1.40D+1.60H 0.07251 +Z Bottom 0.648 Min Temr)% 0.6820 80.401 OK X-X+1.40D+1.60H 0.07251 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+1.60L+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+1.60L+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+1.60L+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+0.5OLr+1.60L+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1,20D+1.60L+0.50S+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+1.60L+0.50S+1.60H 0,06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X+1.20D+1.60L+0.50S+1.60H 0.06215 +Z Bottom 0,648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+1,60Lr-�0.50L+1.60H 0.06215 +Z Bottom 0.648 Min Temi)% 0.6820 80,401 OK X-X+1.20D+1.6OLr+0.50L+1,60H 0.06215 -Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X.+1.20D+1.6OLr+0.50L+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X+1.20D+1.6OLr+0.50L+1.60H 0.06215 -Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Temo% 0.6820 80.401 bl< X-X.+1.20D+1.60l_r+0.50W+1.60H 0.8726 -Z Too 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+1.60l_r+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+,0.50W+1.60H 0.8726 -Z Tor) 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 -Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Temi)% 0.6820 80.401 OK YJ INC Project Title: Swain's P.O.,BOX 802050 Engineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed:24 MAY 2016,9 51AM File=z:�YJ416E-1\JTS\EnercalcUTS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ IN) Description: Pylon concrete footing X-X,+1.20D+1.60S-+0.50W+1.60H 0.8726 -Z Toi) 0.648 Min Temr)% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Temr)% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.8726 -Z Toi) 0.648 Min Temi)% 0,6820 80.401 OK YJ INC Project Title: Swain's P.O.BOX 802050 Engineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed:24 MAY 2016,9:51MI File=z:\YJ416E-lUTS\EnercalcUlFS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ INC. Description: Pylon concrete footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in,12 in A 2 in A 2 k-ft X-X,+1.20D+0.5OLr+0.50L+W+1.60H 2.149 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50Lr+0.50l-+W+1.60H 1,493 -Z Too 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+0.50L+W+1.60H 2.149 +Z Bottom 0.648 Min Temo% 0.6820 80.401 0 K, X-X,+1.20D+0.5OLr+0.50L+W+1.60H 1.493 -Z Too 0.648 Min Terno% 0.6820 80.401 bK X-X,+1.20D+0.50L-+0.50S+W+1.60H 2.149 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.493 -Z Tor) 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 2.149 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.493 -Z Tor) 0.648 Min TemD% 0.6820 80.401 'OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+0.50L+0.20S-1.OE+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+0.50L+0.20S-1.OE+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+0.90D+W+0.90H 2.698 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,-�0.90D+W+0.901-1 1.124 -Z Too 0.648 Min Temo% 0.6820 80.401 OK X-X,-�0.901)+W+0.901-1 2.698 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+0.90D+W+0.90H 1.124 -Z Too 0.648 Min TemD% 0.6820 80.401 �,�;IOK X-X.+0.90D+E+0.90H 0.04661 +Z Bottom 0.648 Min Temr)% 0.6820 80,401 '-OK X-X,+0.90D+E+0.90H 0.04661 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+0.90D-1.0&�0.901-1 0.04661 +Z Bottom 0.648 Min TemD% 0,6820 80.401 OK X-X,+0.90D-1.OE+0.90H 0.04661 -Z Bottom 0.648 Min TemD% 0.6820 80.401 OK ZZ+1.40D+1.60H 0.0 -X Tor) 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.40D+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.40D+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.40D+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+1.60L+1.60H 0.0 -X Too 0.648 Min Temo% 0.6841 80.645 OK ZZ+1.20D+0.5OLr+1.60L+1.60H 0.0 +X Tor) 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+1.60L+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+1.60L+1.60H 0.0 +X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.0 -X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.0 -X Too 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+1.6OLr+0.50L+1.60H 0.0 -X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.60Lr-�0.50I-+1.60H 0.0 +X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.0 -X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.0 +X TOD 0.648 Min TemD% 0,6841 80.645 OK Z-Z,+1.20D+1.6OLr+0,50W+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.0 +X Tor) 0.648 Min TemD% 0.6841 80,645 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.0 -X Tor) 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D-f,0.50L+1.60S+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.0 -X TOD 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.0 +X TOD 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 -X Too 0.648 Min TeMD% 0.6841 80.645 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 +X Too 0.648 Min TemD% 0.6841 80.645 OK ZZ+1.20D+1.60S+0.50W+1.60H 0.0 -X Tor) 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 +X Tor) 0.648 Min Temo% 0,6841 80.645 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 0.0 +X Too 0.648 Min Temi)% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+0.50L+W+1.60H 0.0 -X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.0 -X Tor) 0.648 Min TeMD% 0.6841 80.645 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK ZZ+1.20D+0.50L+0.50S+W+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D-iO.50L+0.50S+W+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.0 -X TOD 0.648 Min Temo% 0.6841 80,645 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.0 +X Too 0.648 Min Temo% 0,6841 80.645 Ox Z-Z,+1.20D+0.50L+0.20S-1.DE+1.60H 0.0 -X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.20S-1.0E+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+0.90D+W+0.90H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+0.90D+W+0.90H 0.0 +X Too 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+0.90D+W+0.90H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK YJ INC Project Title: Swain's P.0.60X 802050 Engineer: IDIL Project ID: JTS-67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc,com Printed:24 MAY 2016,9 51 AM File=z:kYJ416E-lUTS\Ehercalc\JTS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ IN-C. Description: Pylon concrete footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvm.As Actual As Phi*Mn Status k-ft Side? Bot or Top? lnA2 inA2 inA2 k-ft Z-Z,+0.90D+W+0.90H 0.0 +X TOD 0.648 Min Temi)% 0.6841 80.645 OK Z-Z,+0.90D+E+0.90H 0.0 -X TOD 0.648 Min TernD% 0.6841 80.645 OK Z-Z.+0.90D+E+0.90H 0.0 +X TOD 0.648 Min TeMD% 0.6841 80.645 Z-Z.+0.90D-1.OE+0.90H 0.0 -X TOD 0.648 Min TemD% 0.6841 80.645 O.K Z-Z,+0.90D-1.OE+0.90H 0.0 +X Too 0.648 Min TernD% 0,6841 80,645 9,K One Way Shear Load Combination... Vu -X Vu @+X vu @-Z Vu @+Z Vu:Max Phi Vn Vu Ph1*Vn Statu's +1.40D+1.60H 0 osi 0 osi 0.02355 Dsi 0.02355 Ds! 0.02355 Dsi 75 DSi 0.000314 O'k +1.40D+1.60H 0 DSi 0 Dsl 0.02355 Dsi 0.02355 osi 0.02355 Dsi 75 Dsi 0.000314 OK +1.20D+0.5OLr+1.60L+1.60H 0 osi 0 Dsi 0.02019 osi 0.02019 Dsi 0.02019 osi 75 osi 0.000269 OK +1.20D+0.5OLr+1.60L+1.60H 0 osi 0 Dsi 0.02019 Dsi 0.02019 Dsi 0,02019 Dsi 75 DSi 0.000269 OK +1.20D+1.60L+0.50S+1.60H 0 Dsi 0 Dsi 0.02019 Dsi 0.02019 osi 0.02019 Dsi 75 DSi 0.000269 OK +1.20D+1.60L+0.50S+1.60H 0 osi ODS! 0.02019 Dsi 0.02019ps! 0.02019 Dsi 75 DSi 0.000269 OK +1.20D+1.6OLr+0,50L+1.60H 0 osi 0 Dsi 0.02019 osi 0.02019 DSi 0.02019 DSi 75 DSi 0.000269 OK +11,20D+11.601-r-�0.50L+1.601-1 0 Dsi 0 Dsi 0,02019 Dsi 0.02019 DSi 0.02019 DSi 75 Osi 0.000269 OK +1.20D+1.6OLr.+0.50W+1.60H 0 DS1 0 DSi 0.3601 osi 0.4005 Dsi 0.4005 osi 75 osl 0.00534 'OK +1,20D+1.6OLr+0.50W+1.60H 0 osi 0 Dsi 0.3601 Osi 0.4005 osi 0.4005 osi 75 Dsi 0.00534 OK +1.20D+0.50L+1.60S+1.60H 0 osi 0 Dsi 0,02019 Dsi 0.02019 Dsi 0.02019 DSI 75 osi 0.000269 OK +1.20D+0.50L+1.60S+1.60H 0 DSi 0 Dsi 0.02019 Ds! 0.02019 Dsi 0.02019 Osi 75 osi 0.000269 OK +1.20D+1.60S+0.50W+1.60H 0 DSi 0 Dsi 0.3601 DSi 0.4005 osi 0.4005 Dsi 75 osl 0,00534 OK +1.20D+1.60S+0.50W+1.60H 0 Dsi 0 Dsi 0.3601 Dsi 0.4005 osi 0.4005 osl 75 Dsi 0.00534 OK +1.20D+0.5OLr+0.50L+W+1.60H 0 Dsi 01)SI 0.4867 Dsi 0.8904 Dsi 0.8904 Dsi 75 Dsi 0.01187 OK +1.20D+0.5OLr+0.50L+W+1.60H 0 Dsi 0 Dsi 0.4867 osi 0.8904 Dsi 0.8904 Osi 75 osi 0.01187 O,K +1.20D-1-0.50L+0.50S+W+1.60H 0 osi 0 0si 0.4867 osi 0.8904 DSi 0.8904 osi 75 osi 0, 7 01 01,18 -- 'K 00118 +1.20D+0.50L+0.50S+W+1.60H 0 osi 0 osi 0.4867 Dsi 0.8904 osi 0.8904 Dsi 75 osi 7 dk +1,20D+0.50L+0,20S+E+1.60H 0 DSI 0 Ds! 0.02019 DSi 0.02019 osi 0.02019 DSi 75 DSi �0.000269 OK +1.20D+0.50L+0.20S-1.OE+1.60H 0 DSi 0 Osi 0,02019osi 0.02019 osi 0.02019 DSi 75 Osi 0.000269 0,K +0.90D+W+0.90H 0 osi 0 Dsi 0.365 Dsi 1.241 Dsi 1.241 DSi 75 Dsi 0.01654 OK +0.90D+W+0.90H 0 osi 0 osi 0.365 Dsi 1.241 Dsi 1.241 osi 75 DSi 0.01654 OK +0.90D+E+0.90H 0 osi 0osi 0,01514 Dsi 0.01514 Dsi 0.01514 osi 75 osi 0.000202 OK +0.90D-1.0E+0.90H 0 osi 0 Dsj 0.01514 osi 0.01514 Dsi 0.01514 Ds! 75 DSi 0.000202 OK Punching Shear All units k Load Combination... Vu PhI*Vn Vu I Phi*Vn Statd9 +1.40D+1.60H 0.04066 osi 134.026Dsi 0.000303 O-K +1.40D+1.60H 0.04066 r)sl 134.026osi 0.000303 OK +1.20D+0.5OLr+1.60L+1.60H 0.03486 osi 134.026osi 0,00026 OK +1.20D+O.5OLr+1.60L+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+1.6OL40.50S+1.60H 0.03486 Dsi 134.026DSi 0.00026 OK +1.20D+1.60L+0.50S+1.60H 0.03486 r)si 134.026DS! 0.00026 OK +1,20D+1.6OLr+0.50L+1.60H 0.03486 osi 134.026Dsi 0.00026 OK +1.20D+1.6OLr+0.50L+1.60H 0,03486 osi 134.026r)si 0.00026 QK. +1.20D+1.6OLr+0.50W+1.60H 0.03486 Dsi 134.026osi 0.00026 OK +1.20D+1.6OLr+0,50W+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+0.50L+1.60S+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+0.50L+1.60S+1.60H 0.03486 osi 134.026osi 0,00026 OK +1.20D+1.60S+0.50W+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+1.60S+0.50W+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.2184 osi 134.026osi 0.00163 OK +1.20D+O,5OLr+0.50L+W+1.60H 0.2184 osi 134,026osi 0.00163 OK +1.20D+0.50L+0.50S+W+1.60H 0.2184 osi 134.026Dsi 0.00163 0K. +1.20D+0.50L+0.50S+W+1.60H 0.2184 Dsi 134.026osi 0.00163 OK' +1.20D+O.50L+0,20S+E+1.60H 0.03486 Dsi 134.026DSi 0.00026 OK +1,20D+0.50L+0.20S-1,OE+1.60H 0.03486 osi 134.026osi 0.00026 OK +0.90D+W+0.90H 0,5097 osi 134.026Ds! 0.003803 OK +0.90D+W+0.90H 0.5097 osi 134.026osi 0.003803 OK +0,90D+E+0.90H 0.02614 Dsi 134.026DSi 0.000195 OK', +0.90D-I.OE+0.90H 0.02614 osi 134.026osi 0,000195 OK ML1 www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS—67416 Phone I Fax: Date: 5/24/2016 E-Mail: Specifier's comments:Pylon I Input data Anchor type and diameter: Hex Head ASTIVI F 1554 GR.36 5/8 Effective embedment depth: h�f=25.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-11/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.875 in. Anchor plate: Ix x ly x t=17.000 in.x 17.000 in.x 0.875 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=8.000 in.x 8.000 in.x 0.188 in. Base material: cracked concrete,2500,fc'=2500 psi;h 30.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.1b] 15 ,,4 ,7 G __t75 _�5 X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(C)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HiltiAG,Schaan ELI www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 2 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS-67416 Phone I Fax: Date: 5/2Z2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 06 07 4 Q'8: y Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 6136 238 238 0 2 2709 238 238 0 0 j4 C:i� 238 0 pres 3ion 3 0 238 ension tom 4 6136 238 238 0 0 5 238 238 0 6 6136 238 238 0 7 2709 238 238 0 8 0 238 238 0 01 02 1 Q3 max.concrete compressive strain: 0.22 max.concrete compressive stress: 964[psi] resulting tension force in(x/y)=(-5.408/0.000): 23826[lb] resulting compression force in(x/y)=(7.511/0.000):24316[lb] 3 Tension load Load N,a[lb] Capacity [lb] Utilization PN N,aloNn Status Steel Strength* 6136 9831 63 OK Pullout Strength* 6136 6356 97 OK Concrete Breakout Strength— 23826 88695 27 OK Concrete Side-Face Blowout,direction N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors intension) 3.1 Steel Strength Nsa n Ase,N futa ACI 318-11 Eq.(D-2) 0 NMe.1 Nua ACI 318-11 Table D.4.1.1 Variables In As.,N[in.2] f.t.[psi] 1 0.23 58000 Calculations Ns.[lb] 13108 Res u Its N�.[lb] Osteel N,.[lb] Nua[lb] 13108 0.750 9831 6136 Input data and results must be checked for agreement with the wasting conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 3 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: Date: 5/2Z_2016 E-Mail: 3.2 Pullout Strength NPN �IYC,p NP ACI 318-11 Eq.(D-13) Np =8 Ab,f. ACI 318-11 Eq.(D-14) 0 NPN�!Nua ACI 318-11 Table D.4.1.1 Variables Wc-p Ab,[in.2j Xa [psi] 1.000 0.45 1.000 2500 Calculations t Np[lb] 9080 Results Npn[lb] Oconcrete N,[lb] N..[lb] 9080 0.700 6356 6136 3.3 Concrete Breakout Strength (ANc)%Vec,N Wed,N Wc,N ycp,N No ACI 318-11 Eq.(D-4) Ncbg = ANcO Ncbg��Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANCO =9 h2.f ACI 318-11 Eq.(D-5) 1 Wec,N � (-. 2 e� 1.0 AC 1318-11 Eq.(D-8) 1 + Wed.N =0.7+0.3(SL�):5 1.0 ACI 318-11 Eq.(D-10) 1.5h�f N/cp,N �MAX SL2!t,L� 5 1.0 ACI 318-11 Eq.(D-12) Cac Cac 53 Nb =16 Xa hN ACI 318-11 Eq.(D-7) Variables hef[in.] ec,,N[in.) e.2,N[in.] Ca,rnin[in.] Wc,N 24.333 1.208 0.000 23.000 1.000 ca.[in.] kc Xa f.[psi] 16 1.000 2500 Calculations AN.[in.21 AN.0[in.2] Tecl,N 4/ec2,N Ted,N Y.p.N Nb 1 4800.00 5329.00 0.968 1.000 0.889 1.000 163465 Res u Its Nc1b,[lb] Oconcrete N�t,[lb] Nua[lb] 126707 0.700 88695 23826 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HHAG,FL-9494 Schaan Hilti is a registered Trademark of HiltIAG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 4 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: Date: 5/24_2016 E-Mail: 4 Shear load Load Vua[lb] Capacity�V.[lb] Utilization pv Vua/oVn Status Steel Strength* 238 5112 5 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength— 1900 199297 1 OK Concrete edge failure in direction x+** 1900 24420 8 OK anchor having the highest loading —anchor group(relevant anchors) 4.1 Steel Strength Vs. =In 0.6 A�,v fut. ACI 318-11 Eq.(D-29) Vsteel 2�Vua ACI 318-11 Table D.4.1.1 Variables n Ass.v[in.2] f.t.[psi] i 0.23 58000 Calculations Va[lb] 7865 Results Vs.[lb] �steei Vsa[lb] Vu,[lb] 7865 0.650 5112 238 4.2 Pryout Strength [QNO Vec,N Ived,N YC,N Ycp,N Nb ACI 318-11 Eq.(D-41) Vcpg =�cp ANCO I 0 VOP9�V.. ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANCO =9 h�,, ACI 318-11 Eq.(D-5) 1 Yec,N = (1 2e :5 1.0 ACI 318-11 Eq.(D-8) he) Ys1,N =0.7+0.3 :5 1.0 ACI 318-11 Eq.(D-10) 1.5h,, Y,.N =MAX SML,L��Y :51.0 AC 1318-11 Eq.(D-1 2) ( cac cac ) Nb =16),.N IT.h e"P ACI 318-11 Eq.(D-7) Variables — kcp hef[in.] ec,,N[in.] ec2,N[in.] ca,ml�[in.] 2 24.333 0.000 0.000 23.000 — Yc,N ca.[in.] kc Xa f.[psi] 1.000 16 1.000 2500 Calculations AN.[in.2j AN.0[in.2] Yecl,N Yec2,N YOM Ycp,N Nb[lb] 5220.00 5329.00 1.000 1.000 0.889 1.000 163465 Results VC,[lb] Oconcrete Vcpg[lb] V..[lb] 284710 0.700 199297 1900 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan M72 11111111 www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 5 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: Date: 5/2�/_2016 E-Mail: 4.3 Concrete edge failure in direction x+ V.bg =(Avc)Yec.V Yed,V Yc,V Yh,V Xtflparallel,V Vb ACI 318-11 Eq.(D-31) Avco Vcbg 2!Vua ACI 318-11 Table D.4.1.1 Avr see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Avco 4.5 caa, ACI 318-11 Eq.(D-32) NVec,V 2e, :5 1.0 ACI 318-11 Eq.(D-36) + Cal Xftd.V 0.7+0.3( C.2 ):g 1.0 ACI 318-11 Eq.(D-38) 1.5c., �1.5C,j>1.0 ACI 318-11 Eq.(D-39) h lVh.V h. - Vb 7( 02�Fda X a We C al'15 ACI 318-11 Eq.(D-33) Variables Cal[in.] Ca2[in.] ery[in.] YG,v he[in.] 20.000 23.000 0.000 1.000 30.000 1.(in.] Xa da[in.] fc[psi] Yiparallel,V 5.000 1.000 0.625 2500 1.000 Calculations Av�[in.2] Av�o[in.2] yec,v Yed,V qfh,v Vb[lb] 1800.00 1800.00 1.000 0.930 1.000 37512 Results Vcbg lb, lconcm,e Vcbg'Ib, Vua'Ib, 34886 0.700 24420 1900 5 Combined tension and shear loads — PN l3v Utilization PN,V N Status 0.965 0.078 1.000 87 OK ONV=(ON+pv)/1.2—1 6 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed toi sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pul-lout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 0 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HiltiAG,Schaan OLE www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 6 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS-67416 Phone I Fax: Date: 5/24/2016 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Hex Head ASTM F 1554 GR.36 5/8 Profile:Square HSS(AISC);8.000 x 8.000 x 0.188 in. Installation torque:-0.009 in.lb Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in. Plate thickness(input):0.875 in. Hole depth in the base material:25.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:26.922 in. Cleaning:No cleaning of the drilled hole is required 8.500 8.500 0 06 7 0-8- 0 U� C) 00 0 04 Ox 0 1,. 0 C) U� 00 2 1.500 7.000 7.000 1.500 Coordinates Anchor in. Anchor X Y c_x C+X C.Y c+y Anchor X Y C.x C+x C.y C+y 1 -7.000 -7.000 36.500 50.500 23.000 37.000 5 7.000 0.000 50.500 36.500 30.000 30.000 2 0.000 -7.000 43.500 43.500 23.000 37.000 6 -7.000 7.000 36.500 50.500 37.000 23.000 3 7.000 -7.000 50.500 36.500 23.000 37.000 7 0.000 7.000 43.500 43.500 37.000 23.000 4 -7.000 0.000 36.500 50.500 30.000 30.000 8 7.000 7.000 50.500 36.500 37.000 23.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilli is a registered Trademark of Hilt!AG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 7 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS—67416 Phone I Fax: Date: 5/24/2016 E-Mail: 8 Remarks; Your Cooperation Duties - Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by;YOU. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with,regard;,to. compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret nor.ms� and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a spPcific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HiltiAG.FL-9494 Schaan Hill is a registered Trademark of Hiltl AG,Schaan 8 Swain's WO# Terms: Please send signed approval, revisions or call with any do questions or concerns regarding this layout.It is your responsibility the Z customer to approve this design for production. By signing you are approving all aspects and specifications of this design as it 10 .08" Aluminum Skin appears.(i.e.,color,font,text height,general layout,spelling, translation...) .15" Lexan Backing Drawing includes one(1)revision at no additional cost. Excessive revisions may result in a$20 charge per at the discretion of Phoenix Sign Co. Please check 1 " Square Tube spelling,colors,dimensions,and all other details in this layout. *Print colors may vary do to limitations in C) Hanley Perimeter LED's printing process JOB LOCAT10- : rt An eles WA 0 LED Driver ORA-VONG#I 13RAWN BY�C.Miller Daktronics Galaxy I)ATE: 5/212016 SALES: P.Strand GS6-60X1 50-15.85-RGB-SF THESE ORIGINAL DRAWINGS,SPECIFICATIONS AND DATA INCLUDE MATTER WHICH IS PROPRIETARY OF CONFIDENTIAL TO PHOENIX SIGNS AND SHALL NOT BE REPRODUCED IN WHOLE OR PART OR USED IN ANY MANNER EXCEPT IN CONNECTION WITH PHOENIX SIGNS 0 8x8 Square Tube BUSINESS WITH OUT THE WRITTEN PERMISSION OF PHOENIX SIGNS OR UNLESS TRANSFERRED BY PHOENIX SIGNS TO ANOTHER PARTY IN WRITING. 0 ALL MATERIALS AND PROCEDURES 0 Baseplate ARE U.L.LISTED AND APPROVED QMEMBER 0 J-Bolts LISTED 0 Mon a Type 0 Footing n WITH REVISIONS El NO REVISIONS Pole Sign CONTRACTOR NAME CITY OF PORT ANGELES—Consmiction Pim The Issuance of this permit based upon diem pbm specifications and other data sliall ma prevat dw buildina official from dwreafter feqairiAg dw correction of errors in said plans,specificationad other data. or from preventing building opefation being carried on thereunder when in violati(a 6(811 P.O. Box 497 codes and ordinances of this jurisdictknL ALL WOW SULPECT F71ELD_A011MAL Aberdeen,WA 98520 P#: 360-532-1111 Dde F#: 360-637-8557 www.phoenix-sign-com License#PHOENSC923TG Swain's WO# Terms: Please send signed approval, revisions or call with any questions or concerns regarding this layout. It is your responsibility the customer to approve this design for production. By signing you are approving all aspects and specifications of this design as it appears.(i.e.,color,font,text height,general layout,spelling, translation...) Drawing includes one(1)revision at no additional cost. Excessive revisions may result in a$20 charge per at the discretion of Phoenix Sign Co. Please check spelling,colors,dimensions,and all other details in this layout. *Print colors may vary do to limitations in printing process JOB LOCATION: Port Angeles,WA D RAMI N--G-#—I RAVVN RY-r DATE. 512/2016 SALES: P.ftand THESE ORIGINAL DRAWINGS,SPECIFICATIONS AND DATA INCLUDE MATTER WHICH IS PROPRIETARY OF CONFIDENTIAL TO PHOENIX SIGNS AND SHALL NOT BE REPRODUCED IN WHOLE OR PART OR USED IN ANY MANNER EXCEPT IN CONNECTION WITH PHOEND(SIGNS BUSINESS WITH OUT THE WRITTEN PERMISSION OF PHOENIX SIGNS OR UNLESS TRANSFERRED BY PHOENIX SIGNS TO ANOTHER PARTY IN WRITING. ALL MATERIALS AND PROCEDURES ARE U.L. LISTED AND APPROVED MEMBER U_ 07A�� LISTED Uj WITH REVISIONS C5 LO El NO REVISIONS 00 L6 NAME cL r M 0 X .j r Cl) 00 00 L0 Ch X 0 0 P.O. Box 497 00 -0) LL Aberdeen, WA 98520 P#: 360-532-1111 0 0 0 0 G 0 0 Goo 0 M 360-637-8557 (L www.phoenix-sign.com License#PHOENSC923TG 6/1/2016 Swain's General Store-Googl e Maps Go gle Mai Swain's General Store -7 Mw '16 77 Ok ALI- �-F �Fro,I tA "'4 Al J� 201 ell 11bb 7t4 `7 11-N 7� 11b, % 4WD AC -.A c 0 0 0 Imagery @2016 Google,Map data @2016 Google 50 ft https:/twww.googi e.com/maps/place/Swain's+General+Storet@48.1146053,-123.4235731,155m/data=!3m 1H e3!4m5!3m4!1 sOx548fbl bO2269948f:Ox2ecbOf285f3be431!&n2!3d48.1 147126!4d-123.4238892 1/3 CoAlrl�?4 May 24, 2016 Structural Calculations Prepared For: Phoenix Sign Company 16 Horizon Lane Aberdeen, WA 98520 Project: JTS67416 CONTRACTOR Swain's —Pylon/Sign Type A 601 East l't Street Port Angeles, WA CITY OF pORT ANGELES-COns""60n PIM The Iss'lance of this perinit based upon theN 090 Prepared By: specifications and Other data shall not prevent th* building ofricial from thereafto 1`0quirni tM ,, p=if-WAilons vA YJ Inc. correction of errors in said P'al ' - ,enting building oPels%lons P.O. Box 802050 other data.Or frOn'Pre of all being carried on thereunder when in viOl8f" Santa Clarita, CA 91380 Codes.,and ordinances of this jurisdic"On' ALL WORK SUBJECT TO FIUD AppROVAI, Date By M lx� AS111 H 1991 IONNL MAY 2 4 2016 Total 14 pages including cover t��Sign�Design�Based�on20112�IBC Job# JTS67416 Project Swain's-Pylon/Sign Type A Job Location 601 East Isl St ......... 17"SQ. P on An gele s,W.A 1 1/2" L r6)TYP. IN PLIT DATA J.... 1 1/2" ExPos ure catego ry(B.C o r D) C ........ —3/4"0,25"MIN.EMBED. 0 GALV.ST'L.HEADED BOLTS RlskCategory 11 6-9" SIGN TYP. Basic wind speed(3 sec.gust wind) V = 110 mph CABINET Topographic factor K�t = I Flat -------------- HSS 8"x 8"x 3/16" Height ofthe sign h = 1715 ft ST'L.SQ.HSS Vertical dimension(Torwall,s h) S = 6.74 R Horizontal dimension B = 8�083 If Dimension ofreturn comer L� = 1.n3 ft ANALYSIS -------------- Velocity pressu q.-0.00256 K.Kd K.V 23.10 psf where cj�=velocity pressure at height h.(Eq.29.3-1,page249) K,=velocity pressure exposure coefficient = 0.88 17'-9" evaluated at height above groundievel,h CFab.29.3-1. pg251) BASE PLATE K�=wind directionality factor.(Tab.26.13�1, page 194) = 0X5 Wind Force Case A:resultant force though the geometric center (Sec.29.4.1&Fig-29 4-1) Max horizontal wind pressure=p-c1h G Cf- = raZ881 Pst —HSS 8"x 8"x 3116" where:G=gust effect facto r.(S ec.26.9,p age 198). - 0.85 ST'L.SQ.HSS C�=netforce coefficient.(Fig.29.4-1,page 252) 1.78 A,=B s=the gross area = 54.5 16 HSS 8"x 8"x 3/16* Footing DesigR J'$ee attached Enercakcaks TSTL.SQ.HSS UnbetoredWindforce,F = X818xAs= 71-911"ps Unfaclored Moment =Fxmornentarm= F25.961lop-h 511'DIA G-V- Length=r-T' Width=6-011 D�-7-�6- srL.THRU BOLT DESIGN SUMMARY Allowable Stress Design Wind Factor;F-0.6-� A TYP. AB NET Design Wind Pressure 0.6 X It PURLINS 12-0-93J PSI TYP. Design Windforce,F 2D.93 x As= L1114jkips F" Mom enl.Arm 13.66 ft I L Des!gn Nlorn ent =F x moment arm FIW.5-7�kip-tt CONSOLIDATED Pole Design SM.SqLiare HSS 6" DEPTH CONC.Vc=2500 psi Sec.Mod- cl USE A5GO Grade B I I S= 6 93PT WS—S 8x8x S=13 60 i— ., , /7"3- (-p'�CONNECTION ..................... ..... L NGTH 2 P�LACES ��N T S. Base Plate SM.Plate (16)#5 TRANSVERSE BARS (11)#5 LONGITUDINAL BARS Thickness PjN:g_ USE A36 EQ.SPACED,TOP&BOTTOM EQ.SPACED,TOP&BOTTOM 0-76 PL 17'-A17":x7/T' 111=0 88 TYP. 3"CLEARANCE,TYP. 5'-0"WIDTH AnchorDesign (See attached HILT]Pnofis caks )Loads per AC1318-11 ELEVATION Unfactored Load : Unit lFactorFaztored Load Peadload.D 545 -,:--Lbs 09 .......490 N.T.S. ......................................... :in--Lb.i 1 � 311489 Gaiv St'l.Headed Bolts USE F 1554 Grade 36 - 0 NOTES 1518-Dia.,25- Min.Embed. STEEL: WELDING: CONCRETE. GENERAL: DESIGN AND FABRICATION ACCORDING TO 2012 IBC STEEL DESIGN AND CONSTRUCTION ACCORDING TO ACI 318-11 0 SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS. PLATE,ANGLE,CHANNEL TEE,AND WIDE FLANGE: ASTM A36 DESIGN AND FABRICATION ACCORDING TO AWS D1.1. COMPRESSIVE STRENGTH AT 28 DAYS,f'c=2,500 PSI ROUND PIPE: ASTM A53 GRADE B OR EQUIVALENT. AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS, MINIMUM. ALL WELDING TO BE PERFORMED IN FABRICATION SHOP,BY CERTIFIED HSS ROUND,SQUARE,AND RECTANGULAR TUBE: ASTM A500 GRADE B WELDING PER AISC 341-10 CEMENT TYPE 11 OR IV.W/C RATIO 0.45 BY WEIGHT FOR WELDER. OR EQUIVALENT E70 XX ELECTRODES FOR SMAW PROCESS. PIER AND CAISSON FOOTINGS 47 NO FIELD WELDING UNLESS SPECIFIED ON PLANS. ALL ANCHORS BOLTS SHOULD BE: ASTM F1 554 F7X-EXXX ELECTODES FOR SAW PROCESS. CONCRETE MUST BE POURED AGAINST UNDISTURBED ALL MACHINED BOLTS SHOULD BE: ASTM A325/A307, ER7 XX ROD FOR GTAW PROCESS. EARTH. PROVIDE ISOLATION OF DISSIMILAR MATERIALS. BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE MAINTAIN A MINIMUM 3"CONCRETE COVER OVER ALL COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT. 60 DEFORMED BARS WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF EMBEDDED STEEL. THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-10. ALUMINUM: 20FT-LB AT ZERO 0*AS DETERMINED BY THE APPROPRIATE AWS A5 PROVIDE FULLY WELDED END CAPS AT OPEN ENDS OF STEEL/ALUM. DESIGN AND FABRICATION ACCORDING TO 2010 ALUM.DESIGN MANUAL CLASSIFICATION TEST METHOD OR MFG'S.CERTIFICATION. TUBES,MATCH THICKNESS LIKE FOR LIKE. PLATES,ANGLES,CHANNELS.TEE,AND SQUARE TUBING: ALUMINUM ALUMINUM ALLOY 6061-T6 WITH 0.098 LBS PER CUBIC INCH. ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. I FILLER ALLOYS PER TABLES M.9.1&M.9.2 OF 2010 ALUMINUM DESIGN MANUAL. www.yjinc.com SHEET TITLE: DRN BY: KS P. DATE LAST REVISED:May 24,2016 PROJECT JOB#- JTS-67416-Swains-Pylon_East 1 st St-Port Angeles WAAwg P.O.BOX 802050 SWAINU CHK By: C.M. PROJ.STARTDATE: May24,2016 PROJECT LOCATION: SWAIN'S SHEET# SANTA CLARITA,CA.91380 ]PYFAIGIN 601 F-AST1st STREET TEL.(661)259-0700 FAX.(661)259-0900 REV BY: y.j. SCALE: ASSHOWN PORT ANGELES, WA. OF YJ INC Project Title: Swain's P.O.BOX 802050 Engineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed 24 MAY 2016 9 51 AM File=z:\YJ416E—IWTS�Enercalc�JTS-67-2.EC6 General Footing ENERCALC,INC.19n2015,Build:6.15.10.6,Ver:6.15.10.6 LIc.#:KW-06009182 Licensee:YJ INC. Description: Pylon concrete footing ---Code References Calculations per ACI 318-11. IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength 2.50 ksi Allowable Soil Bearing 1.50 ksf fy Rebar Yield 60.0 ksi Increase Bearing By Footing Weight Yes Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 100.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.250 (p Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 2.50 ft Min Steel%Bending Reinf. Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. 0.00180 when footing base is below ft Min.Overturning Safety Factor 1.50 1 Min.Sliding Safety Factor 1.50 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of clepi ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 5.0 ft Z Length parallel to Z-Z Axis 7.250 ft Footing Thicknes 30.0 in I L I I I k. X9 Pedestal dimensions... px:parallel to X-X Axis 60.990 in pz:parallel to Z-Z Axis 24.0 in Height 4.0 in M Q_ Rebar Centerline to Edge of Concrete.. at Bottom of footing 3.0 in 2-4- Reinforcing Bars parallel to X-X Axis Number of Bars 16 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis 11110 Number of Bars 11 Reinforcing Bar Siz( # 5 Bandwidth Distribution Check (ACI 15.4.4.2) 11011111111 Direction Requiring Closer Separationig X-X Axis #Bars required within zone 81.6% #Bars required on each side of zone 18.4 % Applied Loads D Lr L S W E H P:Column Load 0.5450 k OB:Overburden ksf M-xx 25.960 k-ft M-zz k-ft V-x k V-z 1.90 k YJ INC Project Title: Swain's P.O.BOX 802050 Engineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Pnnted�24 MAY 2016.9 51AM File=z:kYJ416E-1�JTS\Enercalc\JTS-67-2.EC6 ral Footing ENERCALC,INC.19n2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#: KW-06009182 Licensee:YJ INC. Description: Pylon concrete footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4338 Soil Bearing 0.8079 ksf 1.863 ksf +0.60D-0.60W+0.60H about X-X axis PASS 1.583 Overturning-X-X 18,806 k-ft 29.766 k-ft +0.60D+0.60W+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 3.171 Sliding-Z-Z 1.140 k 3.615 k +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure(-X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03356 X Flexure(+Z) 2.698 k-ft 80.401 k-ft +0.90D+W-iO.90H PASS 0.01856 X Flexure(-Z) 1.493 k-ft 80.401 k-ft +1.20D+0.5OLr+0.50L+W+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.01654 1-way Shear(+Z) 1.241 psi 75.0 psi +0.90D+W+0.90H PASS 0.006489 1-way Shear(-Z) 0.4867 psi 75.0 psi +1.20D+0.5OLr+0.50L+W+1.60H PASS n/a 2-way Punching 0.5097 psi 75.0 psi +0.90D+W+0.90H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in A 2 in A 2 in A 2 k-ft X-X+1.40D+1.60H 0.07251 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X+1.40D+1.60H 0.07251 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.40D+1.60H 0.07251 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.40D+1.60H 0.07251 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+1.60L+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+0.5OLr+1.60L+1.60H 0.06215 -Z Bottom 0,648 Min Terno% 0.6820 80.401 OK X-X+1.20D+0.5OLr+1.60L+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+1.20D+0.5OLr+1.60L+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.60L-#,0.50S+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+1.60I_+0.50S+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.06215 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.06215 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+1.6OLr+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50W+1.60H 0.8726 -Z Too 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.6OLr+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X+1.20D+1.6OLr+0.50W+1.60H 0.8726 -Z Tor) 0,648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.06215 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK YJ INC Project Title: Swain's P.O.BOX 802050 En9ineer: DL Proiect ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed 24 MAY 2016.9 51 AM File=z:\YJ416E-1\JTS%EnercalcUTS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ INC. Description Pylon concrete footing X-X,+1.20D+1.60S+0.50W+1.60H 0.8726 -Z Tot) 0,648 Min Temr)% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9969 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.8726 -Z Tor) 0.648 Min Temo% 0.6820 80.401 OK YJ INC Project Title: Swain's P.O,BOX 802050 Engineer: DL Project ID: JTS67416 Santa Ciarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed 24 KIAY 2016 9 51 AM File=z:kYJ416E~lUTS\Enercalc�JTS-67-2.EC6 Gen ral Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 I Lic.#:KW-06009182 Licensee YJ INC. Description: Pylon concrete footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in A 2 in A 2 in A 2 k-ft X-X,+1.20D+0,50I-r+0.50I-+W+1.60H 2.149 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+0.50I-r-450I-+W+1.60H 1.493 -Z Too 0.648 Min TernD% 0.6820 80.401 OK X-X,+1.20D+0.5OLr+0.50L+W+1.60H 2.149 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X.+1.20D+0.5OLr+0.50L+W+1.60H 1.493 -Z Tor) 0.648 Min Temr)% 0.6820 80.401 OK X-X+1.20D+0.50L+0.50S+W+1.60H 2.149 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X+1.20D+0.50L+0.50S+W+1.60H 1.493 -Z Too 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.149 +Z Bottom 0.648 Min Terno% 0.6820 80.401 OK X-X,+1.20D+().50I--450S+W+1.60H 1.493 -Z Tor) 0.648 Min Terno% 0,6820 80,401 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.06215 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.20S-1.OE+1.60H 0,06215 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+1.20D+0.50L+0.20S-1.OE+1.60H 0.06215 -Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+0.90D+W+0.90H 2.698 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X.+0.90D+W+0.90H 1.124 -Z Tor) 0.648 Min Temo% 0.6820 80.401 OK X-X,+0.90D+W+0.90H 2.698 +Z Bottom 0.648 Min Temo% 0.6820 80.401 OK X-X+0.90D+W+0.90H 1.124 -Z Too 0.648 Min Terno% 0.6820 80.401 OK X-X,+0.90D+E+0.90H 0.04661 +Z Bottom 0.648 Min Temi)% 0.6820 80.401 'OK X-X,+0.90D+E+0.90H 0.04661 -Z Bottom 0.648 Min Temr)% 0.6820 80.401 OK X-X+0,90D-1.OE+0.90H 0.04661 +Z Bottom 0.648 Min TemD% 0.6820 80.401 OK X-X,+0.90D-1.OE+0.90H 0.04661 -Z Bottom 0.648 Min Terno% 0.6820 80.401 OK Z-Z,+1.40D+1.60H 0.0 -X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.40D+1.60H 0.0 +X Tor) 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.40D+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.40D+1.60H 0.0 +X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+1.60L+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+1.60L+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.5OLr+1.60L+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+1.60L+1.60H 0.0 +X Too 0.648 Min Temi)% 0.6841 80.645 OK Z-Z.+1,20D+1.60L+0.50S+1,60H 0.0 -X Tor) 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.0 +X Tor) 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.0 +X Too 0,648 Min TemD% 0.6841 80.645 OK Z-Z.+1.20D+1.6OLr+0.50L+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.20D+1.6OLr+0.50L+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.0 -X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z.+1.20D+1.6OLr+0.50W+1.60H 0.0 +X Too 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.0 -X Tor) 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 0.0 +X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.0 +X Tor) 0.648 Min Temo% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.0 +X Tor) 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.0 -X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+1.60S-450W+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.0 -X Tor) 0.648 Min Temi)% 0.6841 80.645 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK ZZ+1.20D+0.5OLr+0.50L+W+1.60H 0.0 -X Too 0,648 Min Terno% 0.6841 80.645 OK Z-Z,+1.20D+().50I-r+0.50I-+W+1.60H 0.0 +X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+0.50L+W+1.60H 0.0 -X Tor) 0.648 Min TemD% 0.6841 80.645 OK Z-Z.+1.20D+0.5OLr+0.50L+W+1.60H 0.0 +X Tor) 0.648 Min TemD% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.0 -X Tor) 0.648 Min Terno% 0,6841 80.645 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.0 -X TOD 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.0 +X Tor) 0.648 Min Temr)% 0.6841 80,645 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.0 -X Tor) 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.0 +X Tor) 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.20S-1.OE+1.60H 0.0 -X Tor) 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+1.20D+0.50L+0.20S-1.OE+1.60H 0.0 +X Too 0.648 Min TemD% 0.6841 80.645 OK Z-Z.+0.90D+W+0.90H 0.0 -X Tor) 0.648 Min Temr)% 0.6841 80.645 OK Z-Z,+0.90D+W+0.90H 0.0 +X Too 0.648 Min Terno% 0.6841 80.645 OK Z-Z,+0.90D+W+0.90H 0.0 -X Tor) 0.648 Min Temr)% 0.6841 80.645 OK YJ INC Project Title: Swain's P.0.130X 802050 Engineer: DL Project ID: JTS67416 Santa Clarita,CA 91380 Project Descr: Pylon Concrete Footing 661-259-0700 www.yjinc.com Printed:24 MAY 2016 9 51A" File=z:�YJ416E-1�JTS\Enercalc\JTS-67-2.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic.#:KW-06009182 Licensee:YJ INC- Description: Pylon concrete footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z.+0.90D+W+0.90H 0.0 +X TOD 0.648 Min TeMD% 0.6841 80.645 OK Z-Z,-�0.90D+E+0.901-1 0.0 -X TOD 0.648 Min Terrio% 0.6841 80.645 OK ZZ+0.90D+E+0.90H 0.0 +X TOD 0.648 Min TernD% 0,6841 80,645 CK Z-Z.+0.90D-I.OE+0.90H 0.0 -X TOD 0.648 Min Terno% 0.6841 80.645 OK Z-Z.+0.90D-1.OE+0.90H 0.0 +X TOD 0.648 Min Terrio% 0.6841 80.645 OK One Way 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 I)si 0 Dsi 0.02355 DSi 0.02355 Dsi 0.02355 Dsi 75 Dsi 0.000314 �.OK +1.40D+1.60H 0 I)si 0 osi 0.02355 DSi 0.02355 DSi 0.02355 osi 75 Dsi 0.000314 CK +1.20D+0.5OLr+1.60L+1.60H 0 DSi 0 DSi 0.02019 Dsi 0,02019 Dsi 0.02019 Dsi 75 DSi 0.000269 OK +1.20D+0.5OLr+1.60L+1.60H 0 DSi 0 Dsi 0.02019 Dsi 0,02019 Dsi 0.02019 Dsi 75 DSi 0.000269 CK +1.20D+1.60L+0.50S+1.60H 0 DSi 0 DSi 0.02019osi 0,02019 osi 0.02019 osi 75 Dsi 0.000269 CK +1.20D+1.60L+0.50S+1.60H 0 DSi 0 Dsi 0.02019 Dsi 0.02019 osi 0.02019 Dsi 75 Dsi 0.000269 OK +1.20D+1.6OLr+0.50L+1,60H 0 DSi 0 DSi 0.02019 Dsi 0.02019 Dsi 0.02019 Dsi 75 Dsi 0.000269 OK +1.20D+1,6OLr+0.50L+1.60H 0 Dsi 0 DSi 0.02019 DSi 0.02019 Dsi 0.02019 DSi 75 osi 0,000269 OK +1.20D+1,6OLr+0.50W+1.60H 0 Dsi 0 Dsi 0.3601 Dsi 0.4005 Dsi 0.4005 Dsi 75 DSi 0.00534 CK +1.20D+1,6OLr+0.50W+1.60H 0 Dsi 0 DSi 0.3601 DSi 0.4005 DSi 0.4005 DSi 75 Dsi 0.00534 OK +1.20D+0.50L+1.60S+1.60H 0 Dsi 0 DSi 0.02019 DSi 0.02019 DSi 0.02019 Dsi 75 Dsi 0.000269 OK +1.20D+0.50L+1.60S+1.60H 0 Dsi 0 Dsi 0.02019 DSi 0.02019 DSi 0.02019 Dsi 75 losi 0.000269 OK +1.20D+1.60S+0.50W+1.60H 0 DSi 0 DSi 0.3601 DSi 0.4005 Dsi 0.4005 Dsi 75 DSi 0.00534 OK +1.20D+1.60S+0.50W+1,60H 0 DSi 0 DSi 0.3601 Dsi 0.4005 Dsi 0.4005 csi 75 Dsi 0.00534 OK +1.20D+0.5OLr+0.50L+W+1.60H 0 Dsl 0 Dsi 0.4867 Dsi 0.8904 DSi 0.8904 csi 75 Dsi 0.01187 CK +1.20D+0.5OLr+0.50L+W+1.60H 0 osi 0 DSi 0.4867 DSi 0.8904 Dsi 0.8904 DSi 75 Dsi 0.01187 OK +1.20D+0.50L+0.50S+W+1,60H 0 osi 0 Dsi 0.4867 DSi 0.8904 DSi 0.8904 DSi 75 Dsi 0.01187 OK +1.20D+0.50L+0.50S+W+1.60H 0 Dsi 0 I)si 0.4867 DSi 0.8904 Dsi 0.8904 DSi 75 Dsi 0.01187 OK +1.20D+0.50L+0.20S+E+1.60H 0 osi 0 Dsi 0.02019 DSi 0.02019 DSi 0.02019 Dsi 75 Dsi 0.000269 OK +1.20D+0.50L+0.20S-1.OE+1,60H 0 osi 0 I)si 0.02019 DSi 0.02019 Dsi 0.02019 DSi 75 osi 0.000269 0y, +0.90D+W+0.90H 0 osi 0 C)SI 0.365 DSi 1.241 DSi 1.241 DSi 75 i)si 0.01654 OK +0.90D+W+0.90H 0 0si 0 DSI 0.365 DSi 1.241 DSi 1.241 DSi 75 Dsi 0.01654 OK +0.90D+E+0.90H 0 osi 0 Dsi 0.01514 osi 0.01514 osi 0.0 1514 DSi 75 osi 0.000202 OK +0.90D-1.OE+0.90H 0 DSi 0 0si 0.01514 Dsi 0.01514 DSi 0.01514 Dsi 75 Dsi 0.000202 CK Punching Shear All units k Load Combination... Vu PhI*Vn Vu I PhI*Vn Status +1.40D+1.60H 0.04066 osi 134.026osi 0.000303 CK +1.40D+1.60H 0.04066 osi 134.026Dsi 0.000303 OK +1.20D+0.5OLr+1.60L+1.60H 0.03486 osi 134.026Dsi 0.00026 OK +1.20D+0.5OLr+1.60L+1,60H 0,03486 osi 134.026osi 0.00026 OK +1.20D+1.60L+0.50S+1.60H 0.03486 psi 134.026osi 0.00026 OK +1.20D+1.60L+0.50S+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+1.6OLr+0.50L+1.60H 0.03486 osi 134.026osi 0.00026 OK +1.20D+1.6OLr+0.50L+1,60H 0,03486 osi 134.026osi 0.00026 OK +1.20D+1.6OLr+0.50W+1.60H 0,03486 osi 134.026osi 0.00026 OK +1.20D+1.6OLr+0.50W+1,60H 0.03486 osi 134.026Dsi 0.00026 OK +1.20D+0.50L+1.60S+1.60H 0,03486 osi 134.026osi 0.00026 OK +1.20D-10.50L+1.60S+1.60H 0.03486 osi 134.026osi 0.00026 CK +1.20D+1.60S+0.50W+1.60H 0,03486 osi 134.026osi 0.00026 CK +1.20D+1.60S+0.50W+1.60H 0.03486 osi 134.026osi 0.00026 CK +1.20D+0.5OLr+0.50L+W+1.60H 0.2184 Dsi 134.026Dsi 0.00163 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.2184 osi 134.026DSi 0.00163 OK +1.20D+0.50L+0.50S+W+1.60H 0.2184 osi 134.026osi 0.00163 CK, +1.20D+0.50L+0.50S+W+1.60H 0.2184 osi 134.026Dsi 0.00163 CK' +1.20D+0.50L+0.20S+E+1,60H 0,03486 osi 134.026osi 0.00026 OK +1.20D+0.50L+0.20S-I.OE+1.60H 0.03486 osi 134.026osi 0.00026 OK +0.90D+W+0.90H 0.5097 osi 134.026DSi 0.003803 CK +0.90D+W+0.90H 0.5097 osi 134.026DSi 0.003803 OK -490D+E+0.90H 0.02614 osi 134.026osi 0.000195 OK +0.90D-I.OE+0.90H 0.02614 osi 134.026r)si 0.000195 OK www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 1 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS—67416 Phone I Fax: Date: 5/24/2016 E-Mail: Specifier's comments:Pylon 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 5/8 Effective embedment depth: h,f=25.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-11/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.875 in. Anchor plate: Ix x ly x t=17.000 in.x 17.000 in.x 0.875 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=8.000 in.x 8.000 in.x 0.188 in. Base material: cracked concrete,2500,fc'=2500 psi;h 30.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,irl Z 0 o'.10 POT. T IT 1,1111 %11 T, I I 151 "jil, I i W :1110A;�f .......... X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 2 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS-67416 Phone I Fax: Date: 5/2,�/2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 06 07 08 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 6136 238 238 0 2 2709 238 238 0 0 j4 3 0 238 238 0 ension bomcp§rs 3ion 4 6136 238 238 0 5 0 238 238 0 6 6136 238 238 0 7 2709 238 238 0 8 0 238 238 0 01 02 03 max.concrete compressive strain: 0.22[%o] max.concrete compressive stress: 964[psi] resulting tension force in(x/y)=(-5.408/0.000): 23826[lb] resulting compression force in(x/y)=(7.51 1/0.000):24316[lb] 3 Tension load Load Nu.[lb] Capacity+N,[Ibl Utilization Nu./^ Status Steel Strength* 6136 9831 63 OK Pullout Strength* 6136 6356 97 OK Concrete Breakout Strength— 23826 88695 27 OK Concrete Side-Face Blowout,direction N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa �In Ase.N f.ta ACI 318-11 Eq.(D-2) 0 Nsteel�Nus ACI 318-11 Table D.4.1.1 Variables In A..,N fin.2] f.t.[psi] 1 0.23 58000 Calculations N�.[lb] 13108 Results Ns.[lb] i0steel Ns.[lb] N..[lb] 13108 0.750 9831 6136 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 3 Specifier: DIL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: I Date: 5/242016 E-Mail: 3.2 Pullout Strength NPN =Wc,p Np ACI 318-11 Eq.(D-13) Np =8 A,,f, ACI 318-11 Eq.(D-14) NPN 2!N.. ACI 318-11 Table D.4.1.1 Variables A,,[in.2] ka f c[psi] 1.000 0.45 1.000 2500 Calculations Np[lb] 9080 Results - Npn[lb] Oconcrete 0 Npn[lb] N..[lb] 9080 0.700 6356 6136 3.3 Concrete Breakout Strength Ncbg =(AW)Vec,N kVed,N Wc,N Wcp,N No ACI 318-11 Eq.(D-4) AWO Ncog 2t Nue ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.11,Fig.RD.5.2.1(b) ANCO =9 he2, ACI 318-11 Eq.(D-5) 1 2 eN :5 1.0 ACI 318-11 Eq.(D-8) 4/ec,N 1 + -) 3 he, 4Nd,N =0.7+0.3 QL�):5 1.0 ACI 318-11 Eq.(D-10) 1.5hef Wcp,N =MAX SL�2±,l 5hef :5 1.0 ACI 318-11 Eq.(D-12) ( Cac Cac No =16 xa�Tc h 5'3 ef ACI 318-11 Eq.(D-7) Variables hef[in.] ec,,N[in.] e.2,N[in.] ca,min[in.) Wc,N 24.333 1.208 0.000 23.000 1.000 c.c[in.] kc ka fc[psi] 16 1.000 2500 Calculations 2] 2j AN.[in ANcO[in Yecl,N Wec2,N 'Ved,N Ycp.N Nb[lb] 4800.00 5329.00 0.968 1.000 0.889 1.000 163465 Results N�b,[lb) Oconcrete Ncbg[lb] Nus[lb] 126707 0.700 88695 23826 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 4 Specifier: DL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: Date: 5/242016 E-Mail: 4 Shear load Load V..[lb] Capacity�Vn[lb] Utilization Py Vua/�Vn Status Steel Strength* 238 5112 5 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength— 1900 199297 1 OK Concrete edge failure in direction x+** 1900 24420 8 OK anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength V.a =n 0.6 A�e,v futa ACI 318-11 Eq.(D-29) �Vsteel 2�Vua ACI 318-11 Table D.4.1.1 Variables n A�.,v[in.2] f.l.[psi] 1 0.23 58000 Calculations Vs.[lb] 7865 Results V�a[lb] Osteei Vs.[lb] Vu,[lb] 7865 0.650 5112 238 4.2 Pryout Strength vcpg =kcp[Q—Nc)Yec,N Yed,N Yc,N Yep,N Nb ACI 318-11 Eq.(D-41) ANcO I Vcpg 2t vue ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) A,co =9 h 2 ef ACI 318-11 Eq.(D-5) 1 yec,N = 1 +2 e N)5 1.0 ACI 318-11 Eq.(D-8) ( 3 her Yad.N =0.7+0.3(12�5haf):5 1.0 ACI 318-11 Eq.(D-10) Y1p,N =MAX S 1.0 ACI 318-11 Eq.(D-12) ( cac Cac ) N, =16 X a NE.h 5elf 3 AC 1318-11 Eq.(D-7) Variables kcp hef[in.] ec,,N[in.] ep2,N[in.] Capin[in.] 2 24.333 0.000 0.000 23.000 Yc,N ca,[in.] kc %a fc[psi] 1.000 16 1.000 2500 Calculations AN.[in.'] AN.0[in. Yecl,N Yec2,N Yed,N Ycp,N Nb[lb] 5220.00 5329.00 1.000 1.000 0.889 1.000 163465 Results Vcp,[lb] Oconcrete Vcpg[lb] Vu.[lb] 284710 0.700 199297 1900 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark ofHiltiAG,Schaan ELI www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 5 Specifier: DIL Project: Swain's Address: Sub-Project I Pos.No.: JTS 67416 Phone I Fax: Date: 5/2,�F/20116 E-Mail: 4.3 Concrete edge failure in direction x+ Vcbg �(Ave)Yec,V kVed,V XVG,V Yh,V yparallel,V Vb ACI 318-11 Eq.(D-31) AvcO Vcbg?Vua ACI 318-11 Table D.4.1.1 Avc see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Av,,o =4.5 C2 ACI 318-11 Eq.(D-32) 2e, :5 1.0 ACI 318-11 Eq.(D-36) 4 XVec.V 1 + ( 3c., Yed.V 0.7+0.3 C.2 1.() ACI 318-11 Eq.(D-38) 1.5c., rl,5Cal 1.0 Yh,V N_h. AC 1318-11 Eq.(D-39) (L e)0*2 d. �fc Cl., Vb (7 da at ACI 318-11 Eq.(D-33) Variables cal[in.] C.2[in.] e.v[in.] YG,V ha[in.] 20.000 23.000 0.000 1.000 30.000 1.[in.] ka cla[in.] fc[psi] Yparallel.V 5.000 1.000 0.625 2500 1.000 Calculations Av.[in.2] Avoo[in.2] Yec,V Yed,V Yh.V Vb[lb] 1800.00 1800.00 1.000 0.930 1.000 37512 Results Vcbg[lb] Oconcrele V�bg[lb] Vua[lb] 34886 0.700 24420 1900 5 Combined tension and shear loads PN Pv Utilization PN,V 1%] Status 0.965 0.078 1.000 87 OK ONV=(PN+pv)/1.2—1 6 Warnings A'i Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to bet�M"i sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement withqh4 existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HiltiAG,Schaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 6 Specifier: DIL Project: Swain's Address: Sub-Project I Pos.No.: JITS-67416 Phone I Fax: Date: 5/242016 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Hex Head ASTM F 1554 GR.36 5/8 Profile:Square HSS(AISC);8.000 x 8.000 x 0.188 in. Installation torque:-0.009 in.lb Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in. Plate thickness(input):0.875 in. Hole depth in the base material:25.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:26.922 in. Cleaning:No cleaning of the drilled hole is required Ay 8.500 8.500 CD 0 06 07 0 0 IQ 0 CO 04 0 5 _X Go 2 1.500 7.000 7.000 1.500 T Coordinates Anchor in. Anchor X Y C_x C+x C-Y C+y Anchor X Y C_x C.x C-Y C+y 1 -7.000 -7.000 36.500 50.500 23.000 37.000 5 7.000 0.000 50.500 36.500 30.000 30.000 2 0.000 -7.000 43.500 43.500 23.000 37.000 6 -7.000 7.000 36.500 50.500 37.000 23.000 3 7.000 -7.000 50.500 36.500 23.000 37.000 7 0.000 7.000 43.500 43.500 37.000 23.000 4 -7.000 0.000 36.500 50.500 30.000 30.000 8 7.000 7.000 50.500 36.500 37.000 23.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Srhaan www.hilti.us Profis Anchor 2.6.0 Company: YJ INC. Page: 7 Specifier: DIL Project: Swain's Address: Sub-Project I Pos.No.: JITS—67416 Phone I Fax: Date: 5/24/2016 E-Mail: 8 Remarks; Your Cooperation Duties - Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by,you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with.regard;to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to,interpret norms�,;, and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan