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Plans , 0 Exterior I Relocate Pylon Display Y P Y SECURITY '-i r - "t, Ve - SIGNS •, ..�•.K:.w , - • 2424SE HOlgdefkna nord OOP A l _Ty 1, �}1.... I Pal and Orayon93202 ��0 t ' }', lif` yy��! 4/ a'-4 a 503 3324172 laa.50 23511541 ,eirnmi raw cum IiSI P.:.1. l. C.1- .. 'y' Qr��i.� (� ;e' 6 . • � PROJECT MANAGER }�1111, i ' •2,� 00 113.9 Chile! •n s R Dylan Martin 1 Ole AT 'f A* ✓Air A /8 ` Sh - } 73�r2 --- PLAZA NAIR CARE DESIGNER .3l •. ... ' . �. ,.r\Y' 'y ,rj�l ,. ASABACHE .. a DESIGNER ,,1 ,e��Osrt./f3$$$$$$ :; _ MEXICAN RESTAURANT o a * Baby Me ►• r J , r _ AVAILABLE_ __.._ PR ME ,„ - O,i tity CI .<s1'n s kc�'.1' II - ��� - • _ ? ; PLAZA HAIR CARE pti4 .�D_ NUT a NUT UT 0 v =ry f�' ASABACHE bi* .. " b � II'' ;�I I. MEXICAN RESTAURANT . , • .r j jNOPf`LL .7-Pizza •� 3 �, AVAILABLE ,.$14, 1 �R •��_ T ..� !!AILS ;+ �- � rel'L! p -.15157!'.. it D., NUT w 0 NU r,l►-D -.,NUT''! F�' r Ma R BLOCK # .---►-"`�."° . - ■�a�rq """` - PAGE DESCRIPTION tl ii' t- n •• _ c "el:" ' 'N1?rH�� ` Ij'� : P' � Multi Tenant Pylon I r I � _j w �. :. e- PIzza , Relocate# le 1 - '+'►^ r�+t`r .1 _. _.__,,,.. ,'�, .. .:w REVISIONS a � .. -, - O NA .awair•A \•w. -...k EXISTING ELEVATION Maildalloorand danay r. amen O and a.okw ac, 5.1 du.... .� a rer,oft. i ,,:aou cr, A 15'-0' n �:.r CITY OF TIGARD O NEW LOCATION ELEVATION d eon APPROVALS Signature Scale.nt REVIEWED FOR CODE COMPLIANCE C0 o 5, a •P R Landlord Signature 1� P�IonDisplay Approved: [ -_ Illuminated OTC: _ 1 l DATE:05/20/14 Scope:remove existing pylon and relocate permit#: ii i op I •#2 OFFICE COPY PAGER: 1 OF 2 to new location on same property r[IU ►! Address: �j I �ij�, - DRAWING Address: 14-JF238P Suite#: By: Data f4_ • Site Plan e0 SECURITY SIGNS a '' i O © 2424 SE HW,gn•B.o s 4 vw (C) A'4 rd rae„.d,a.gownm i A 7.IR x PM OS[UM a iRr maP n[fUUha Y•...119 W. x v rd? `P _ r 247rt 2w \ t -eh 0 . \Vl��t]`' ,y�� 77a / / \ .T Ii MraaUta�a.san - -41.1111.0111 .11A: I_ '__ rti �a n,- �P -= • PROJECT MANAGER pppR�_ Dylan Martin •: WC moor // // 4' - I2 DESIGNER 143.24 # « -....... A Line O�/ J.Fond API.S I 'e, 'dN" / / PROJECT NAME • VISION CLEARANCE �/ W =N _ , / 30,_0„ / © 4 ,O s Q Oa0 owe cum T•rT—a r a �•r.--r.�r� _..�.— 41 a'' CM IC OCATION oat --_-- ------d ft — . m '^i- ct 1 _ f,eve te rearic NO rYpT:a tta A `!i / O I i o Q__ \ y PAGE DESCRIPTION S AYM110"[ TJ • �P' ���� r _ —____ She Plan air Y4 b ��i, 'co .t '�' r a xu 12 „� �� Dotal' H "" 0 REVISIONS Fly w+ y WE t a renr �N J re sou,r.S •NA • ' °1p wair f ��r�/ \ }�� w NEW LOCATION QIaY 0.•I) l G~ v YK liPw�K ! « 1, Tract. 8 WM)ACJ!SN ` • !' s Zr4y44rt Pia.PP AIM ua+ ODI♦fw•.. RA' 4 2.QP' it aNp VW g011110N OWJ AOI '. is....„.....47.zzztx k:, tJ1 e�y.rwa...4ar.r ti'007 is.�o' ♦ ►• // i, „a. . •• ? ^) u.w,..yeNM` ..w> a 7A'ti Y lK7r i� v+ N r Mr a.°V.m .. `�i .+H momm1 tn.w ur c.Nwya t 17 r f a • ormirt ti M- M P'• APPROVALS _Y'- PIWOPP� aaAPt.arN �� JT/,A!-, _', • a� client Signature Iv NPs 11110111610 MIS MOMOP war n.a.. tie••1 :..• a "1 Landlord Signature SCALE:1'-72'-0' SCALE:1'=39'-0' DATE:05/20/14 PAGE*:2 OF 2 DRAWING P, 14-JF238P ,r y s-< Q PRD P. r 725 5P* C- ..aN - og 4 1"11 O8.?cl # t EXPIRES: 12-31-201'/l © ../ oc wowc s FOR TIE DESIGN of ,,,Elk IRE SIGN PU.ES YA 04 PtA,E AND FOUNDATION. 2. SEE FOLLONINC PACES FOR STRUCTURAL Noss. ASS s•a•r/•. TW $ -i-'1-"N'* . # ... ,-/g/z..;!- .....,-,4,. 1. .rl. • ` WO �li` • ( ° •f;• !t a O• • , If I i r ,. .. ,; 1 . I I • f a • '14 1 •• j 41 I• . 1 ° k • o 1 4 i a • 1 r I . q ' , • d o O, 6 cCRETE i 3/4-PLATE/1 I / • -__•I . - • • Q J . 6 L s d el ' d i •a • i $-0"S0. J 3"-c-SC. ! Aft SIGN ELEVATION � , MATCH PLATE 0 O ‘A40 9570 SW Barr 9!rd Gaarde Pacific Pylon Sign 140758 Project Name Project # Suite One Hundred MbPortland. OR 97219-5412 Location 13815 SW Pacific Highway, Tigard, Oregon MILLER Client Security Signs CONSULTING (503)246-1250 E N G I N E E R S Fax: 246-1395 By CJM Ck'd N■J Date 9/5/14 Page S ' Of 3 1 GENERAL ti i , 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. 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. CONCRETE MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE. ACI 318 AND IBC CHAPTER 19. CONCRETE SHALL BE 2500 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. PRac Co ��GINEk.: �`�� 4.i0 rr 72- 5P' til s9�1 8 _ � ..JP�o Jo EP 4 10R I EXPIRES: 12-31-201f I B s SW ,ju,,�, t Project Name Gaarde Pacific Pylon Sign Project # 140758 la A Su}te Ore u^d*ed ?c t a-d. s say s.sa1z Location 13815 SW Pacific Highway, Tigard, Oregon MILLER Ciient Security Signs "o\S;-,`NG (503)245-1250 eyG tiae;S Fax: 246-1395 By CJM Ck'd ' Date 9/5/14 Page ��' of 3 DESIGN LOADS , oso PROpA. TH.E FOLLOWING ARE THE DESIGN REQUIREMENTS: co k'. G1NFF, c/4, STRUCTURAL DESIGN CRITERIA a 7 •25- '' RISK CATEGORY 0 WIND DESIGN DATA (3 J �q~ • BASIC WIND SPEED(3 SEC GUST) 120 MPH 4�fF ll�y P4 MAO�p EXPOSURE B FOOTINGS EXPIRES: 12-31-2014(1 FOUNDATION CRITERIA CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND MATERIALS. ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT(PSF). 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 5, 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 ALUMNIUM 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. 04 9570 SW 9a•bu* 9'v? Project Name Gaarde Pacific Pylon Sign Project 140758 Suite 0, U.need p0"•'e',d. OR 97249-54.2 Location 13815 SW Pacific Highway, Tigard, Oregon MILLER C'ient Security Signs cos ' (503)246-1250 E s∎s Fax: 246-1395 By CJM Ck'd j_Date 9/5/14 Page s - of Aft , 2'. 4 MI MILLER . CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Gaarde Pacific Pylon Sign 13815 SW Pacific Highway, Tigard, Oregon Security Signs September 5, 2014 Project No. 140758 2 pages Principal Checked p PRO,c e.:?',GINE,I4 cr4i 7 c, ' A. '' : C8. '. JOSEP 1 MAYO EXPIRES: 12-31-20 *** 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 Precticel, Diverse, Structure! Solutions Since 1878 9570 SW Barbur B vd , Sue 100 PortVand, Oregon 97219-5412 Pone {503" 246-*250 Fan (5031 245.11395 www.rnWer-secorn Scope of work is for the design of the sign poles splice plate and foundation. r LOADING: o DESIGN PER 2012 INTERNATIONAL BUILDING CODE IBC) WIND: ASCE7-1 r 120 MPH,EXP B MAXIMUM HEIGHT(h)= 15.83 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"Cf'0.6:(allowable) K3= 1.00 (ASCE 7-10 Figure 26.8-1) Kz qz F(psf) h Kzt= 1.00 (ASCE Eqn.26.8-1) 0.57 17.86 = 15.4 0-15 ft Kd= 0.85 (ASCE 7-10 Table 26.6-1) 0.58 18.12 = 15.6 15-16 ft Cf= 1.69 (ASCE 7-10 Figure 29.5) s= 10.33 ft sin= 0.65 , B= 8.33 ft B/s=, 0.81 , 8"-4- 02'6= 1.67 ft •• Dist.brwn,poles= 7.83 ft(ctr to ctr) Fl= 71% percentage of load to single pole based on 20%offset Splice location(s): Splice: 5.50 ft FORCES: Width Height to Height to Area Wind load Force Height to Moment 6 Moment bottom VI) top(ft) (sq.ft.) (psf) (It's) center(ft) Mb) (ft-lb) c 8.33 15.00 15.83 6.91 15.4 106 15.42 1639 10 1054 8.33 5.50 15.00 79.14 15.4 1217 10.25 12475 5 5781 1.00 0.00 5.50 5.50 15.4 85 2.75 233 0.00 0.00 0.00 0.00 15.4 0 0.00 0 0.00 0.00 0.00 0.00 15.4 0 0.00 0 ' 0.00 0.00 0.00 0.00 15.4 0 0.00 0 . - j Total Reactions: E= 1408 E= 14347 6838 HSS 4.x410/4 } at base at splice `r', ` (WV). TY . SIGN POLE: Double Staged(Single Pole) !!!, Base Post -.%'. , 14 Z= 4.69 in3 o -.•. i} • 1 i• .., I 1. > M= 10186 ft-lb =14347.0.71 ; 1 I Fy= 46000 psi }. . , Mc= 10765 ft-lb =46000•4.6911.67/12 r 1 t. ''. ,. t • -'' "( 10765>10186 OK ' Use a HSS4X4X1/4 sign pole for Base Post 3-�' , 3 FOUNDATION DESIGN(EMBEDDED POLE): SD S r. Mnet= 9.48 k-ft Applied moment from sign minus M, . Ci GN `L _VA'-i C\ r P= 1.408 k Applied lateral force.kips NTS h 00,,,,.)= 6.73 ft distance from ground surface to P,ft q= 300 psf/ft allowable sod-brg,psf/ft q=2(150)=300' Footing shape: ---- •utar b= 4.24 ft diagonal dimension of a sq.footing d(.0„e„5= 4.50 ft ESTIMATED embedment.ft 4.50 for pressure • Allowable wl 1/2"movement at groundtine Unconstrained Condition volume of concrete=1 1.5 yd S_1= 450 �psf q-d est/3 footing wt= 6.1 k A= 1.73 ft 2.34"P"10001(S_1")) sign wt= 1.29 k d= 4.53 ft AR•(1+(1.4.36"h1A)A.5) Total wt(DL)= 7.37 k 4.53 within 5%of 4.5'OK eccentricity of load to reaction(e)= 0.66 ft=4.87/7.37 maximum resistive moment available based on soil bearing.M..,,= 4.87 ft-k Use 3'-0"square x 4'-6-deep Embed the post 4'-0"into 2500 Psi embedment footing concrete. 1 I Art =='� SW Ba• :, 5'v. Project Name Gaarde Pacific Pylon Sign Project # 140758 Sete C-e Hund,ed e _ r:•t a^d. OR 972'9.54,2 Location 13815 SW Pacific Highway, Tigard, Oregon MILLER Client Security Signs coNSocriNG (503)246-1250 E N G E E S Fax: 246-1395 By CJM Ck'daW Date 9/5/14 Page I of Weld Check at Base of Upper Pole: Vy= 940 lb(asd) Mx= 4854 ft-lb(asd) - Weld size(w)= 0.3125 in = 5/16'weld Width(b1)= 4 in Width of hss member Depth(df)= 4 in Depth of hss member b= 4.44 in Outer width of weld �.. d= 4.44 in Outer depth of weld -.. Atotal= 3.71 in2 =4.44.4.44-4'4 Ay= 1.76 in2 lx= 10 in` Sx= 5 in3 F= 21000 psi Vcy= 36960 lb =21000"1.76 Mcx= 8243 ft-lb =21000'4.71112 Capacity= 0.61 <1.00 OK Use 0.3125"fillet weld Upper Match Plate Bolt Check: Steel Bolt/Rod Design-AISC 13th Addition Type: Bolt Grade: A307 Threads are included in the shear plane Diameter: 0.5 in Loading: ASD dist b/w bolts= 8.00 in T= 3.64 k,tension=4854/(8/12)/2 V= 024 k,shear=940/4 A= 0.196 in2 dr= 0.417 in R= 18.6 lksi=3.64/0.196 fv= 1.2 lksi=02410.196 Solt Ca.<..'. Summary: Fnt= 45 ksi,Table J3.2 Fnv= 24 ksi.Table J32 Tc= 4.41 k=45'0.196•0.5 Vc= 2.35 k=24'0.196'0.5 fU(FnrO.5)= 0.83 fv/(Fnv'0.5 =! 0.10 <20%.ef`ects of combined stresses need not be investigated Combined effects are not applicable_ F'nt= N/A ksi,Eq.J3-3,page 16.1-109 fU(F'nr).5)= N/A Combined Capacities:(pages 16.1-345 and 16.1-346) 0.70 E<1.0 OK =(0.1^20.83^2) lUse 0.5"diameter A307 bolt(min.) Match Plate Check: arm=MEMO in t= 0.75 in b= 5.5 in Moment= 14560 in-lb =3.64k'2"(2 boits)'1000 Z= 0.77 in3 =0.75"42'5.574 Mc= 16599 in-lb 14560 <16599 OK Use 0.75"thick plate °- = = Gaarde Pacific Pylon Sign L Art Project Name Project # 140758 Suite Ore ll r6'ed P.'Irt'5 d. CA 972.2-5412 Location 13815 SW Pacific Highway, Tigard. Oregon MILLER Client Security Signs cc's. _' nG (503)246-1250 __k s E s Fax: 246-1395 By CJM Ck'dC Date 9/5/14 Page ` of