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Plans 7 - 11 /P56 (5*.a) McboA5A-1.6 (St. 1;;4/16 , 9v)ii (5/r6 ntleti) 10 ' I • 106 H I 6%bk'it, 3 . ( mq) okiptu) 5-1, fit MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS 7-Eleven Pylon Sign 10650 SE McDonald Street, Portland, Oregon Meyer Sign Company of Oregon September 29, 2016 Project No. 161220 2 pages Principal Checked: �GINFF42 ' 7252 j PE ' A411 0' •N o 0 er IP. ✓OSEPH * EXPIRES: 12-31-2016 *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com The existing cabinet is being replaced with a new smaller cabinet.Scope of work is for the design of the cabinet pole and its connection to the existing structure.Since the new cabinet is smaller than the existing cabinet,the existing elements do not need to be evaluated. LOADING: DESIGN PER 2012 INTERNATIONAL BUILDING CODE(IBC) WIND: ASCE7-10 120 MPH,EXPI C MAXIMUM HEIGHT(h)= 20.00 ft(max) (3 second gust) GUST FACTOR(G)= 0.85 K1 = 0.00 (ASCE 7-10 Figure 26.8-1) K2= 1.00 (ASCE 7-10 Figure 26.8-1) F=qz*G*Cr0.6:(allowable) K3= 1.00 (ASCE 7-10 Figure 26.8-1) Kz qz F(psf) h Kzt= 1.00 (ASCE Eqn.26.8-1) 0.85 26.63 = 24.1 0-15 ft Kd= 0.85 (ASCE 7-10 Table 26.6-1) 0.90 28.20 = 25.5 15-20 ft Cf= 1.77 (ASCE 7-10 Figure 29.4-1) s= 8.11 ft s/h= 0.41 B= 8.21 ft B/s= 1.01 0.2*B= 2.00 ft Splice location s: Splice: 11.65 ft FORCES: Width Height to Height to Area Wind load Force Height to Moment 12 Moment c� __r� 1 /Z bottom(ft) top(ft) (sq.ft.) (psf) (lbs) center(ft) (ft-lb) (ft-Ib) F-..- �I 8.21 15.00 20.00 41.04 25.5 1047 17.50 18323 6 6124 8.21 11.89 15.00 25.57 24.1 616 13.44 8281 2 1104 T j 0.50 11.65 11.89 0.12 24.1 3 11.77 35 0 0 ! 0.50 0.00 11.65 5.83 24.1 140 5.83 816 £,= 1806 Z= 27455 7228 i` 1 SIGN POLE: Double Staged(Single Pole) at base at splice Upper Post Try a HSS Tube 5X5X1/4 sign ole Z= 7.61 in3 T= 3612 ft-lb =1806*2' M= 7228 ft-lb Tc= 14461 �ft-lb ! Fy= 46000 psi 0.25>0.2 comb.stresses req. (-2.0 Mc= 17468 ft-lb =46000*7.61/1.67/12 ! � 17468>7228 OK Comb.= 0.48 <1.00 OK ,I )c-'1 Use a HSS 5X5X1/4 sign pole for Upper Post I 1 1 i I 1_, ;, ,HJR 1 L, 1 9570 SW Barbur Blvd Project Name 7-Eleven Pylon Sign Project# 161220 Suite One Hundred at Portland,OR 97219 MiLocation 10650 SE McDonald Street, Portland, Oregon Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALBOM 9/29/16 1 of 2 www.miller-se.com By Ck'd Date Page ENGINEERS Weld Check at Base of Upper Pole: Vy= 1666 lb Mx= 7228 ft-lb Torsion= 3332 ft-lb =1666*2' Rectangular: Vtorsion= 15994 lb =3332/(SQRT(5"/12*5"/12)/2) Weld size,w= 0.3125 in = 5/16"weld Effective Throat,E= 0.22 in =0.707*0.3125" Width,b1 = 5` in Width of hss member Depth,dl = 5 in Depth of hss member Outer width of weld= 5.44 in =5"+(2*0.22") Outer depth of weld= 5.44 in =5"+(2*0.22") Atotal= 4.59 in2 =5.44*5.44-5*5 Ay= 2.2 in2 lx= 20.00 in4 Sx= 7.35 in3 Ax= 2.2 in2 ly= 20.00 in4 Sy= 7.35 in3 F= 21000,psi Vcy= 46200 lb =21000*2.2 Mcx= 12863 ft-lb =21000*7.35/12 Vcx= 46200 lb =21000*2.2 Mcy= 12863 ft-lb =21000*7.35/12 Capacity= 0.77 <1.00 OK Use 0.3125"fillet weld Upper Match Plate Bolt Check: Steel Bolt/Rod Design-AISC 13th Addition Type: Bolt Grade: A490 Threads are included in the shear plane Diameter: 0.5 in Loading: ASD No.of bolts= 4 in tension= 2 Dist.btwn.bolts= 5.88 in(bolt to edge of plate) Horiz.dist.btwn.bolts= 14.00 in T= 7.38 k =7228/(5.875"/12)/(2 tension bolts) V= 2.62 k =(1666+3332/(SQRT((14"/2)/12*(5.875"/2)/12)))/1000/(4 bolts) A= 0.196 in2 dr= 0.417 in ft= 37.7 ksi=7.38/0.196 fv= 13.4 ksi=2.62/0.196 0= 0.5 Bolt Capacity Summary: Fnt= 113 ksi,Table J3.2 Fnv= 60 ksi,Table J3.2 Tc= 11.07 k=113*0.196*0.5 Vc= 5.88 k=60*0.196*0.5 ft/(Fnt*0.5)= 0.67 fv/(Fnv*0.5)= 0.45 Effects on tension capacity due to combined stresses: Frit= 96.4 ksi,Eq.J3-3,page 16.1-109 Tc= 9.4 k,reduced tension capacity 9.45 >5.9 OK Use 0.5"diameter bolt Match Plate Check: arm= 4.5 in t= 1.125 in b= 7.75 in Moment= 33210 in-lb =7.38k*4.5"*1000 Z= 2.45 in3 =1.125"^2*7.75"/4 Mc= 52814 in-lb 33210 <52814 OK Use 1.125"thick plate 9570 SW Barbur Blvd Project Name 7-Eleven Pylon Sign Project# 161220 Suite One Hundred Portland,OR 97219 MOkLocation 10650 SE McDonald Street, Portland, Oregon MILLER Client Meyer Sign Company of Oregon Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB9/29/16 2 of 2 www.miller-se.com By Ck'd 0114 Date Page ENGINEERS 7-ELEVEN PYLON SIGN • STRUCTURAL NOTES GENERAL ALL STRUCTURAL STEEL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDCATED OF CONTAMINANTS.ALL MASONRY.EMBEDDED RNNDTEFEXCEPT SURFACES TO THE CONTRACT.IS RESPONSIBLE FOR VERIFICATION AND CORRELAT.OF ALL BE EMBEDDED IN REE ,ONE IRON ASURFACES PRHEAT BY THE CONTRACT DOCUMENTS.SHOULD ANY QUESTION ARISE REGARO/NG THE SHALL CONFORM TO ASTM A123.REPAIRS OF GALVANIZED COATINGS ARE TO CONTRACT 00CUMENTS OR SITE CONDITIONS,THE CONTRACTOR SHALL REQUEST DAT OF RUST TO INHIBITING PAINT.COLORBYOWNER.CONFORSTM A760.ALL EXPOSED STRUCTURAL EELTDHAVE ONE FINISH Ep PROF?s ASPECTSCONTRACTOR HAS REVIEWED AND FAMILIARLZED HIMSELF WITH ALL THE PROJECT.THE ABSENCE Of SUCH REQUEST SHALL SIGNIFY OR SOCIETY(AWS)D1.1 USING \CJ� G 1 N F ,THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOP THE CONTRACTOR ATOLLDURINBE RESPONSIBLE OR CONFORMANCE TO ALL SAFETY REGULATIONS THE(AISWELDING SHALL CONFORM INS:EFFECTIVEW ELDING w`CONSTRUCTD ON <0 7252 PEP e TYPES SPECIFIED.WHERE WELD LENGTHS ARE NOT THE WELD SHALL BE THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED FULL LENGTH Of EMBERS ED,ALL LDS SHALL PROTECT ALL R_3 STRUCTURE, SHALL THES UNLESS BAMSED FINISH GOATHERWISE ON AS FOR WELD THE MEMBERRAL BEI r I 0:11 WELDED. 1 oS, Eaa o s; a�TMk HIS OWN EXPENSE.ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE DNNO � GPD STRUCTURE. WOOD I 9 %rti 2� RWHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND WOOS FRAMING */ ' MILLERINSPECT SAME IN THE FIELD.ANY MATERIAL NOT AS SPECIFIED OR IMPROPER ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS MATERIAL INSTALLATION OR WORKMANSHIP SHA,.REMOVED AND REPLACED 41 UNLESS NOTED OTHERWISE.ALL AND GIRTS TO BE OF,WITH "'°FL I V I JOSEPH 42 AND CONSULTINGHELED MATERAIN A WORKMANLIKE MANNER AT THE CONTRACTORS IExPBu FRAMING TO BE CONSTRUCTION GRADE AND ALL WOOD PLATES IN CONTACT WITH CONCRETE OR PLANS SPECIFICATIONS,E TREATED UNLESS NOTED OTHERWISE. RT SHALL BE HEn.PIR«z PRESSORS I fSOLELY FOR THE PRQIECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS EXPIRES:12-31-2016 E N G I N F E R S DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY ADVICE AND INSTRUCTIONS ATTENDANT T.RETO ARE USED.ANY PROJECT OR BOLTED AND.NAILED AS INDICATED BY MANUFACTURER,UNLESS NOTED I I AT ANY LOCATION OTHER THAN IRE PROJECT AND LOCATION SPECIFIED HEREIN. OTHERWISE.ALL CONNECTORS,HANGERS AND FASTENERS SHALL BE CORROSION { OBSERVANON WS.TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART PROTECTED PER MANUFACTURERS RECOMMENDATIONS. SIMPSON DOCUMENTS SPECIFY OTHERWSE. RESPONSIBILITY UNLESS THE CONTRACT PREFABRICATCONNECTORSSD METAL TIMBER REQURE PRIOR REVIEW, HUM NOTED.OTHER TYPES of METAL I SS 5x5,/s NON STRUCTURAL PORTIONS OF PROJECT.INCLUDING BUT NOT LIMITED TO I 1 PLUMBING,FIRE PROTECTION,LAND USE.SITE PLANNING,EROSION CONTROL, ALL STRUCTURAL ALUMINUM SHAPES ANO PLATES TO BE 0051,76.ALL WELDS TO 7 SCOPE OF THESE DRAWINGS AND ARE PROVIDED By OTHERS.EXISTING ELECTRICAL MECHANICAL,FLA.ING ANC WATER-PROOFING ARE BEYOND THE USE 000 ALUMINUM FILLER ALLOY,PROTECTIVE BARRIER SNALL BE PROVIDED m H STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS, TY(AWS)D12.WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE ALUMINUM DESIGN MANUAL.WELDING 1 i CONTRACTOR TO VERIFY ALL ABRICATION OR SHALL BE BY AWS CERTIFIED WELDERS FOR WELD T`IPES SPECIFIED,WHERE WELD CONDITIONS DIFFER FROMNEER WHAT ISOF HEoawlGsFDBENDT�EDIF LENGTHS ARE NOT SHOWN.THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING 0 I I OTHERWISE ON STRUCTURAL DS TO RECEIVE THE SAME FINISH BUILDING CODE COAT AS THE MEMBER LL ASTENERS IN CONTACT WITH C.,INCLUDING ALLALL PHASES OF THE REFERENCESTANDARDS,DLEGNOTEDOTHERWISE.ORK SHALL CONFORM TO THE 2012 INTERNATIONAL LNG ALUMNI.TO PROTECTIVE TIGHT BARRIER TYPE , JOINED,ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED Cf) ENTCORREE LNUTSSHALLBETIGHTENEDTOA 0 ,H MATCHING NUTS OR HAVE Az DESIGN LOADS CONDITION. w THE FOLLOW/NGREQUIREMENTS: 'I ASTRUCTURAL DESIGN CRITERIA G C a 1..1 RISK CATEGORY I II NAND DESIGN DATA , � `� J J NEW CABINET TO REPLACE W J BASIC NAND SPEED(3 SEC GUST),ULITMATE 120 1. BOLTr TO THE EXISTING En EXPOSURE C ry MATCH PLATE U cONcRETE AMERICAN CONCRETENSTITUTE.ACING AND CURING.OF C AK,.CHAPTER;PGRANDEwITHTHE _� _. w N INCHCONCRETE SHALL BE (Psu MINIMUM AT 28 DAYS J LINO ALL CHLORIDES. RETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR IBJ En UO WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE THE EXISTING 1 SE g. I Z Ao CONCRETE SURFA.SHALL BE CLEANED ANS ROUGHENED TO A MINIMUM 11, Lce.' EXISTING R c AMPLITUDE PER ACI 310„NS.SET ALL ANCHOR BOLTS AND DOWELS BEFORE MATCH PLATE AND a OEs POURING CONCRETE. TO REMAIN TE , SCOPE OF W THE DESIGN OF THECONCRETE/0(1U ACCESSORIES �� ANCHORS SHALL BE AS SPECIFIED ON THE DRAWINGS.ANCHORS SHALL BE Ll ULTING ELLEMEN 5.CONNECTION HENSIZE orTTHE NEW U Od SMALLERINSTALLED IN CONFORMANCE WITH THE MANUFACTURERS INSTALLATION CRITERIA THAN THE ORIGINAL AND PER THE CURRENT ICC EVALUATION REPORT FOR THE ANCHOR.ANCHORS CABINET THEREFORE THE EXISTING ARE NOT TOG,THROUGH ANY EXISTING STEEL REINFORCING. ELEMENTS DO NOT NEED TO BE EVALUATED. OF THE RFD THAT THE EXISTING ELEMENTS —_ Mw LSTEEi SIGN DO NOT SHOW SIGNS OF OFi STRUCTURAL STEEL DAMAGE FY ENGINEER OF R�CORDIF ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ON RECTANGUL ARHSS ECTION S.ALLALL BOASTM SECTIO300,N. ETES ANDBP51 AND M A992 FOR DAMAGE IS PRESENT. STRUCTURALALL ROUND HSS SECTIONS SHALL BE ASTM A500,GRADE B,FY=02000 PSI.ALL STEEL PIPE SHALL BE ASTM A53,GRADE B,TYPE E OR s,FY.35000 STZ UNLESS NOTED ND ALL OR TO BE ASTM ''....\ �N°0DI .G TO BE ASTM ARODS � y�� _5,/C S,WMASSLHASTENERsIN CON a ��'WITH aE NNTSL;`"""o . \ zGG. TOPREEVETCOINUSEO ' I. 1 � IA SNUG0SEPER RESEARCH RDGO, CIAFOR ONTS. CO 1. Y , §oI r ' I .1 1 • ° P 4-THIGH b D_ EXISTING u O A32,DIA 161220 aT"TOP :I , • J • B NAM dEdfm I_ I Y ALE SFV✓ -;•,^ 5,6, THE. DATE 09-29-16 . REVISIONS OPLYON ELEVATION ©MATCH PLATE I D M67 CABINET H/C -° _LINE IS 2 INCHES SHEET AT FULL SCALE S� OF NOT x'-xnLE Aawauuxtl 1