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Plans (37) EXTERIOR I PYLON SIGN 2424SEHolgateBoulevard Portland,Oregon 97202 8'-4" 1503-232-4172 securitysigns.com 21. 3'-10 7/8" d SECURITY SIGNS OR CCB#122809 WA SECURS1020CF 11. NORTH S SIGN COUNCIL ' -' , ' 4,4 4 44-- jet* 4 p TRANSMISSIONS ,..... ty t,:„.„.1.,,,, ,- ..,4t. , Account Manager er.Brent Masterson 4AJVICOna car care centers ;r On with life. TOTAL CAR CARE M Project Name 2 Tigard Shopping 13727 SW Pacific Center Center Tigard,OR 97223 TN SignTypeA ® Illuminated. Manufacture and install one(1)DIF cabinet display ISUBVYAOIIII NT . . - for existing pole H MAIN CABINET Construction:Fabricated aluminum o painted satin black „ Retainer:2" Divider bars:2" : }:x., - Illumination:White LEDs 014 7:: , s . I i � © FACES:.150",Polycarb — ft-.., ') — l t4[1J �i � ©GRAPHICS:3M Vinyl&digital prints,all colors to $,.iC1 f be verified ©ADDRESS NUMBERS: Construction:Routed FCOs. Material:1/4'Aluminum painted white mounted flush to existing pole cover © POLE COVER Re-use existing pole cover painted satin black INSTALLATION Installation:Install on existing pole v 13701 NOTE:Remove and dispose of existing cabinet display 13707 13727 5 2' 0" A I PYLON SIGN- 69.44 SO FT • H Scale:3I4"=1'-0" ClientApproval: Landlord Approval: @C011491dZeinecurINSIIKInc This sign is intended to be installed in NOTE(S):SURVEY&ENGINEERING REQUIRED. drreudarinetlutereptnRic sRand/ordiviaysmarm momdwxewdhthereguuementsa:Aanicte Date: Drawing:the Sheet: BLACK POLYCARB plusatogeysfe s S150.000 in ngem Damages, O other ayplinhle local codes Thu includes 07.26.2017 17-cc138r3 2 of 3 theALLOWANCE VERIFY ALL TENANT COLORS. puri mon m aMiwsls fir`�gmgement ands PayNAmuM ogandda Magot hesgn. Scope of work is for the design of the cabinet cross angles and their connection to the pole. See pages 3-4 for structural notes LOADING: DESIGN PER 2012 INTERNATIONAL BUILDING CODE(IBC) WIND: ASCE7-10 120 MPH, EXPI B MAXIMUM HEIGHT(h)= 16.00 ft (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*Ct*0.6: K3= 1.00 (ASCE 7-10 Figure 26.8-1) Kz qz F(psf) h Kzt= 1.00 (ASCE Eqn. 26.8-1) 0.57 -17.86 = 15.8 0-15 ft Kd= 0.85 (ASCE 7-10 Table 26.6-1) 0.58 18.17 = 16.1 15-16 ft Cf= 1.74 (ASCE 7-10 Figure 29.5) I e_4•, s/h= 0.52 cepPROF / B/s= 1.00 Fsso I F V I Cabinet Geometry: (individual cabinet) �` 7252 'E ` #of poles= 1 / A dist. btwn.poles= N/A ft(center to center) : t O Height,s= 8.33 ft(max) . N o Width, B= 8.33 ft 9-, / v 0 a ' tiO�� =a Area= 69.4 ft2 s JOSEPH MP`s Load= 16.1 psf Vx= 1117 lb =69.4*16.1psf EXPIRES:12-31-2018 Load ecc. = 1.67 ft =0.2*8.33' Cab.Weight= 12 psf(assumed) Vz= 833 lb =60ft^2*12psf Cabinet to Pole Connection: Vert. Load: Angles resist vertical load Num.of conn. = 4 ST Trib%= 50% to each connection s DIA. STD. PIPE Cab.depth,d= 31.50 in Pole size= 5.563 in Conn.Type: bolt " Contact points= 4 (on sides and front/back of pole) e SIGN ELEVATION NTS MZ= 933 ft-lb = 11171b* 1.67'*50%(due to offset load) Vx= 223 lb = 1117Ib*50%/(4)+933ft-lb/(5.563"/2)/(4) 1/2'• DIA. E S. BOLTS _ TO ALUM. SIGN VZ= 104 lb =833*50%/(4) CABINET, TYP. 1/2" DIA. DRILLED Vcomb. = 246 lb =(223^2+104^2)^0.5 POLE AND TAPPED BOLT TO Bolt Size= 0.5 in I WIDTH 1 POLE. TYP. VC= 2352 Ib iii-min 'l 246 <2352 OK ... lUse 0.5"(min.A307)bolt at 4 locations on each cabinet connection I o 1. Cross Member: m Material: L lig a Size: L2X2X1/4 II lu= 12.97 in =(31.5"-5.563")/2 ANGLES WELDED UX2x3/16 STEEL Vx= 198 lb =3.93'*4.17'*16.1psf*3.93'/2/(31.5"/12) INTERSECTIONS ANGLE FRAME, TYP. Mz= 96 ft-lb = 1117*1.67/2/(31.5"/12)/(4 angles)*(12.9685"/12) BOLTED P= 264 lb CONNECTION N.T.S. VZ= 104 lb =833lb*50%/(4 angle spans) Mx= 112 ft-lb = 1041b*12.9685712 Comb. Stress= 0.52 < 1.0 OK Use L2X2X3/16 Min.across cabinet see page 2 for calculation 9570 SW Barbur Blvd Tigard Shopping Center Pylon Sign 171085 all Project Name Project# - Suite One Hundred Portland,OR 97219 13727 SW Pacific Center, Tigard, Oregon la Location 9 9 Client Security Signs MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BAM ( 9/8/17 1 of 4 www.miller-se.com By Ck'd Date Page ENGINEERS GENERAL THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF - SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD.ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN.OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE PROTECTION, LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS. SPECIAL INSPECTION OF WELDS AND POST INSTALLED ANCHORS ARE TO BE PROVIDED BY A SPECIAL INSPECTION AGENCY AS REQUIRED BY THE BUILDING OFFICIAL FOR ELEMENTS OF THE PROJECT THAT DO NOT MEET THE - APPROVAL OF CONSTRUCTION OF A MINOR NATURE OR AS WARRANTED BY CONDITIONS IN THE JURISDICTION (SECTION 1704.2, EXCEPTION 1). CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. ENGINEER OF RECORD FOR THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON THE DRAWINGS. BUILDING CODE _ ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. 3 9PROFF8 �G t 0 1 N S, 4/ 7252 'E d 4 o '� 1. cp JOSEPH ' EXPIRES:12-31-2018 9570 SW Barbur Blvd Tigard Shopping Center Pylon Sign 171085 Project Name Project# _ Suite One Hundred as Portland,OR 97219 Oregon 13727 SW Pacific Center, Tigard, Mk Location 9 Client Security Signs MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BAM9/8/17 3 of 4 www.miller-se.com By Ck'd ••7/6fDate Page ENGINEERS Steel Column/Beam Design-AISC 13th Addition CROSS MEMBER Shape: L Shape Capacity=0.52 <1.0 Size: L2X2X3/16 ASD Axial Capacities,Chapters D and E Pr= 0.26 k,axial compression load Equal Legged Angle • Mr,= 0.10 ft-k,strong axis moment Mry= 0.11 ft-k,weak axis moment Tension Capacity,Chapter D N/A Vrx= 0.20 k,strong axis shear Connection: Welded connnection Vrr= 0.10 k,weak axis shear U= 0.81 Table D3.1,pg 16.1-29 Tr= 0.00 in-k,torsion _ Ae= 0.58 in2 -. Vt= 0.00 k,shear due to torsion Pn= 25.74 k K= 1.00 (Table C-C2.2,pg 16.1-240) Comp.Capacity,Chapter E Lb„= 1.08 ft KUr= 33.3 Lb1= 1.08 ft Ur= 21 E= 29000 ksi Fcr= 33.95 ksi Fy= 36 ksi Pn= 24.28 k,(Section E3 pg 16.1-33) Fu= 58 ksi Flexural Capacity,Chapter F Ag= 0.72 in2 Strong Axis: lx= 0.271 in4 Max.compression at toe ly= 0.271 in4 Mnx= 0.68 ft-k rX= 0.612 in Weak Axis: ry= 0.612 in Max.compression at toe r2= 0.389 in Mny= 0.68 ft-k b= 2 in Shear Capacity,Chapter G d= 2 in Cv= 1 t= 0.1875 in Awx= 0.38 in2 Sx= 0.188 in3 Awy= 0.38 in2 J= 0.0092 in4 kv= 1.2 bl= 2 in Vnx= 8.10 k equation G2-1 bs= 2 in Vny= 8.10 k bl/bs= 1.00 leg length ratio Allowable Capacties Rn/O(ASD);Rn*4)(LRFD) bl/t= 10.67 (LRFD) Pc,k Pc,k Mc,ft-k Vc,k ., bs/t= 10.67 x-axis 14.54 15.41 0.41 4.9 nc= 1.67 (Section El,pg 16.1-32) y-axis (compression) (tension) 0.41 4.9 4e= 1.67 (Section Fl,pg 16.1-46) Interaction Equations: 4v= 1.67 (Section Fl,pg 16.1-46) Shear capacity=0.06<1.0 OK - (1)c= 0.9 (Section El,pg 16.1-32) Pr/Pc= 0.02 <0.2,Equation H1-lb controls (Pb= 0.9 (Section F1,pg 16.1-46) 0.52 <1.0 OK 4),= 0.9 (Section Fl,pg 16.1-46) Equation H1-1b,AISC 13 ed.,pg 16.1-70 . • Section is Compact in the leg for flexure Use L2X2X3/16 Section is Compact in the long leg for compression Section is Compact in the short leg for compression 39PROFe �\ o1NFF 0 '' 7252 'E 'P di e•N o o ti ,., % '/y oa , �a�^ JOSEPH MP EXPIRES:12-31-2018 9570 SW Barbur Blvd Project Name Tigard Shopping Center Pylon Sign Project# 171085 Suite One Hundred all Portland,OR 97219Mk 13727 SW Pacific Center, Tigard, Oregon Location g g Client Security Signs MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BAM ( 9/8/17 2 of 4 www.miller-se.com By Ck'd Date Page ENGINEERS z DESIGN LOADS THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA RISK CATEGORY II WIND DESIGN DATA BASIC WIND SPEED(3 SEC GUST) 120 MPH EXPOSURE B STRUCTURAL STEEL STRUCTURAL STEEL ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ASTM A992 FOR W-SECTIONS AND ASTM A36 FOR ALL OTHER SECTIONS, PLATES AND BARS.ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY=46000 PSI AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY= 42000 PSI. ALL STRUCTURAL STEEL PIPE SHALL BE ASTM A53, GRADE B, TYPE E OR S, FY= 35000 PSI. ALL STEEL IN CONTACT WITH ALUMINUM TO BE STAINLESS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A307 AND ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, WITH MATCHING NUTS. ALL FASTENERS IN CONTACT WITH ALUMINUM TO BE TYPE 304 STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. ALL STRUCTURAL STEEL SHALL HAVE ONE COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE OR MASONRY. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT, COLOR BY OWNER. ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX ELECTRODES. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. \cJ��QED PROFF G I N ��/� 41 7252 'E tigh ►' eoN o JOSEPH MPS EXPIRES:12-31-2018 9570 SW Barbur Blvd Project Name Tigard Shopping Center Pylon Sign Project# 171085 Suite One Hundred 1 Portland,OR 97219 13727 SW Pacific Center, Tigard, Oregon Location g 9 Client Security Signs MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BAM9/8/17 4 of 4 www.miller-se.com By Ck'd Date Page ENGINEERS