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Specifications AW1),07- /1'7r 4/ I I Cc i i o ,c(t) ii.)4 .A,c__ 0 MILLER CONSULTING ENGINEERS M STRUCTURAL CALCULATIONS Jiffy Lube Awning 15410 SW Pacific Highway, Tigard, Oregon Meyer Sign Company of Oregon June 2, 2017 Project No. 170701 7 pages Principal Checked: LPA ���D�PROFFssi 0 a_ti4/NG 72525'E -P A ohr9� ti� Q RFs , o a OSEPH M' EXPIRES:12-31-2018 *** 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 Scope of work is for the awning frame and its connection to the existing structure only. The existing structure is designed by others. WIND: ASCE7-10 120 mph, Exp. B Height of building(h)= 25 ft ASCE 7-10 Wind Design(3 second gust) (e)building roof angle= <3 deg. K1 = 0.00 K2= 1.00 Leeward Factor(GCp)= 0.9 K3= 1.00 Windward Factor(GCp)= -0.81 Kzt= 1.00 Uplift Factor(GCp)= -1.1 Kd= 0.85 Downward Factor(GCp)= 0.2 Kz= 0.70 qz= 21.9 psf (P=qz*GCp) Awning Geometry and Loading Summary: Awning Length,L= 36.75 ft , J W= 3.00 ft H= 4.50 ft 0.00 Ahodz.= 165.4 ft2 Avert.= 110.3 ft2 Dead= 4 ,psf Snow= 25 psf Ultimate Wind Loadin : Leeward,WL1= 19.7 psf =21.9*0.9 Windward,WL2= -17.7 psf =21.9*-0.81 Wind uplift= -24.1 psf =21.9*-1.1 See Following Pages for Ram Analysis and results Connection Results(from Ram Analysis): Upper: Tmax= -237 lb Dead + Snow Controls the V @Tmax= 218 lb Design of the awning and Vmax= 218 lb T @Vmax= -237 lb connections Lower: Tmax= -172 lb V @ Tmax= 91 lb Vmax= 218 lb T @ Vmax= 0 lb Upper Connection Check: T= 237 lb V= 218 lb Try 3/8"dia.Powers Power-Stud anchor Tallow= 400 >237 OK Veno,,,,= 650 >218 OK Comb.Cap.= 0.93 <1.00 OK Use 3/8"dia.Powers Power-Stud anchor(minimum) Check tube wall for bending: T= 237 lb span= 1.625 in(between walls) M= 48 in-lb =237*1.625/8 S= 0.018 in^3 =0.1875^2*3"/6 Mc= 211 in-lb =12000*0.017578125 48<211 OK Use 3/16"walled alum.tube Et 9570 SW Barbar Blvd )ect Name Jiffy Lube Awning 170701 Project Suite One Hundred Portland,OR 97219 15410 SW Pacific Highway, Tigard, Oregon Project# MbLocation Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 CJM I..-PT 6/2/17 1 of 7 www.miller-se.com By Ck'd Date Page ENGINEERS Vertical Member at Back of Awning Aluminum Tube Design: Section Properties: b= 2 in d= 2 in t= 0.19 in Scx= 0.752 in' Reactions from Ram Sty= 6.752in' A= 1.36 in' Analysis on following asy= 0.75 in =2.0.1875.2 an.= 0.75 in =2'0.1875'2 pages. rx= 0.744 in' =SORT(0.752/1.36) ry= 0.744 in' =SQRT(0.752/1.36) lx= 0.752 in' ly= 0.752 in° J= 1.504 in Material Properties: Aluminum Grade: 6061-T6 Weld Filler Alloy: 4043 reaction does occur within 1"from welded area E_ 10100 ksi Bs= 10.57 ksi Fcy= 15 ksi Ds= 0.03 Fly= 15 ksi Cs= 126.72 Weld shear cap.= 5897 psi(based on weld alloy strength) Bc= 16.22 ksi Dc= 0.07 ny= 1.65 Cc= 102.30 nu= 1.95 Bp= 18.25 ksi Cb= 1 op= 0.08 k1= 0.35 k2= 2.27 Bending: n4.= 246 ft-lb Compression In Beams,extreme fiber(3.4.14) Lb,= 54.00 in Slenderness Limitations: Slenderness,S= 76 =(54.0.752y(0.5*SORT(0.7521.504)) S1 S2 Fby= 9091 psi 139 4088 fb,= 3926 psi =246.12/0.752 Lb limit,(In)= 98 2891 43.19% Strong Axis: My= 0 ft-Ib Stresses,psi: Lb,,= 54.00 In S<S1 S1<S<S2 S2<S Slenderness,S= 76 =(54.0.752y(0.5'SORT(0.752.1.504)) 9091 N/A N/A Fby= 9091 psi Weak Axis: iby= 0 psi Stresses,psi: 0.00% S<S1 S1<S<S2 S2<S 9091 N/A N/A Compression: P= 302 lb Compression in Columns:(3.4.7) Lb= 54.00 in Slenderness Limitations:(kL/r) k= 1 S1 S2 Slendemess,kUr= 72.6 0 102 Fc= 5900 psi,from 3.4.7 Stresses, c kL/r<S1 S1<kL/r<S2 S2<kL/r b= 1.63 in N/A 5900 N/A Slenderness,bit= 8.7 Compression in Column Elements:(3.4.9) Fc= 8803 psi,from 3.4.9 Slenderness Limitations:(bit) 01 S2 4.7.4,effect of local buckling on column strength: 4.2 51.5 Fcr= 514449 psi =3.14^2'10100/(1.6`8.7)"2.1000 Stresses, c Fcr/nu= 263820 psi>8803,does not control b/t<S1 1oIsS1<b/t<S2 S2<b/t Frc= 87722 psi N/A I 8803 N/A Fc= 5900 psi,controlling capacity fc= 222 psi =302/1.36 3.76% Shear: v5= 176 lb Shear in Elements:(3.4.20) h= 1.63 in=2-2'0.1875 Slenderness Limitations:(hit) Slenderness,hit= 8.7 __.. - _. _. St S2 Fvy= 10400 psi 45 101 fvy= 235 psi =176/0.75 Strong Axis: 2.26% Stresses, is Vr= lb hit<S1 S1<h/t<S2 S2<htt h= 1.63 in=2-2'0.1875 10400 N/A N/A Slenderness,hit= 8.7 Weak Axis: Fv,= 10400 psi Stresses,psi: fv.= 0 psi hit<S1 S1<h/t<S2 S2<hft 0.00% 10400 N/A N/A Torsion= 0 ft-Ib Am= 3 inr =(2-0.1875)12-0.1875) W,= 0 psi Fv= 10400 psi 0.00% Combined Forces: 0.47 <1.00 0K lUse 6061-16 2x2x0.1875 aluminum tube Jiffy Lube Awning 170701 9570 SW Barbur Blvd Project Name Project# Suite One Hundred Portland,OR 97219 15410 SW Pacific Highway, Tigard, Oregon Location Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 CJM L PT 6/2/17 2 of 7 www.miller-se.com By Ck'd Date Page ENGINEERS Bentley Current Date:6/2/2017 4:14 PM Units system:English File name:\\miller-se\netdocs\Projects\2017\170701\Calculations\frame.etz\ Load condition: id4=DL+0.75SL+0.45WL1+0.45WL3 Awning Geometry L=3[1t] r 11 7.3 L» 45' u -J r it N 44 J L=3]R] Bentley' Current Date:6/2/2017 4:14 PM Units system:English File name:\\miller-se\netdocs\Projects\2017\170701\Calculations\frame.etz\ Load condition: idO=DL+SL Loads Controlling Awning Loading: D+S Shear force Global distributed-Members • Local distributed-Members 25psr5', SL • 4psf 5', DL -ales 4 of 7 nay, Bentley Current Date:6/2/2017 4:45 PM Units system:English File name:\\miller-se\netdocs\Projects\2017\170701\Calculations\frame.etz\ Load condition: idO=DL+SL Internal forces • Axial force Awning Axial Ax=0.06121Kip] Ax=0.0612(Kip] Ax=-0.3021Kip1 Ax=-0.133[KipJ ___ 016 Ax=-0.302[Kip] Ax=-0.084 i x Ax=0.133[Kie Ax=O..4 4 Ax=0.133(Kip] Ax=-0.133(KipI Ax=-0.0612[Kip] Ax=-0.0612[Kipj 5 of 7 .4.F*3 Bentley- Current Date:6/2/2017 4:45 PM Units system:English File name:\\miller-se\netdocs\Projects\2017\170701\Calculations\frame.etz\ Load condition:idO=DL+SL Internal forces NI Shear force Awning Shear `,, "V2=0.133[Kip) r ; rX rte-` 0612[Ktp] ,V2=-0.0612(Kip] 3 l if2-O.302[Kipj 1.....!,,i',.;,..,!...,,,,,.:',.,:,,,,..f,u.',„i„,;..,,,,.:1,..,..i',1 j a p 14'20.0612(Kip) �; 1 l t ]t £ i 714.„.'„:,,,,:i:'!;;;;;'''':[� > x _ 11111111111,111.111i 6 ' 33[KiP]g ;4(4 14141 V2 -0.16[K-f V2=0.0612[Kip] V2=O.0612[Kip] 6 of 7 n4.., Bentley Current Date:6/2/2017 4:45 PM Units system:English File name:\\miller-se\netdocs\Projects\2017\170701\Calculations\frame.etz\ Load condition: idO=DL+SL Internal forces MI Bending moment Awning Moment +M33.O.167 Kjp•ft] M33=0.106[Kip"ft] .„v.F._ ._�.... M33=0.146[Kip'ft] _M33=-0.106[K1p"ftl 33=-0.146[K ] M33=0.238[Kip"ft] M33=0.238[Kip'ft] 33=0.169[Kip"ttj i x M32461top.r4 1-114i0 3a2 � M33=0.2311K1p'ft] M33=0.169[Kip`Rj M33=-0.231[Kip'ft] 7of7 ' 36'-9" _ ANCHOR LOCATION,TYP. 5'-0" 6'-9" _ TYP. io (2) Alk 3/8"DIA. S.S. BOLTS AT 2x2x3/16 ALUM. Mr> TUBE,TYP. FRONT AND BACK OF AWNING TYP. re AT SPLICE LOCATIONS i 1 AWNING ELEVATION _ 3/16"=1'-0" 3'-0" NOTES: 1. SCOPE OF WORK IS FOR THE DESIGN OF THE SIGN / El SUPPORT ARMS AND THEIR (E)CMU —/% ° 114 > <TYP. CONNECTION TO THE WALL ' EXISTING STRUCTURE. /• / 1/4 / <TYP. 2. SEE FOLLOWING PAGES FOR 152- = 1/4 / STRUCTURAL NOTES. SPLICE BOLT PER • i ELEVATION,TYP. / 3/8"DIA.THROUGH (E)ROOF � i i BOLT WITH STD. FRAMING • / WASHERS,TYP. z >_ / 2 N ' / / ���D PRO1c j • / % % ‘'G 1 N F til 4 / 72525"El' Ali / /11 i /° ti, i�r / i 9 ti° / �� �\_ _0 �s o a�PQ`��Q� 3/8"DIA. POWERS POWER- �lSTUD OSEPH WITH 3"EMBED INTO SOLID EXPIRES:12-31-2018 GROUTED CMU (ALTERATIVE:THROUGH BOLT) 2 \ AWNING SECTION 9570 SW Barbur Blvd Project Name Jiffy Lube Awning Project# 170701 Suite One Hundred Portland,OR 97216 15410 SW Pacific Highway, Tigard, Oregon 11) Location 9 Y� 9 9 Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 CJM S1 of 3 www.miller-se.com By Ck'd �� 6/2/17 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. I (.`R&Dt PROFFss IV /o 72525'E ' A 11,5 t l, c;" ti o � 9P1F o a ti�Q2 s °SEPIA MP\ EXPIRES:12-31-2018 9570 SW Barbur Blvd Project Name Jiffy Lube Awning Project# 170701 Suite One Hundred at Portland,OR 97219 15410 SW Pacific Highway, Tigard, Ore on Ile Location 9 Y� 9 9 Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 CJ MPT 6/2/17 S2 of 3 www.miller-se.com By Ck'd Date Page ENGINEERS 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 POST-INSTALLED ANCHORS ANCHORAGE ANCHORS SHALL BE AS SPECIFIED ON THE DRAWINGS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT FOR THE ANCHOR.ANCHORS ARE NOT TO CUT THROUGH ANY EXISTING STEEL REINFORCING. ALUMINUM ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061-T6. ALL WELDS TO USE 4043 ALUMINUM FILLER ALLOY. A PROTECTIVE BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO PREVENT CORROSION.ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY(AWS)D1.2.WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE ALUMINUM DESIGN MANUAL. WELDING SHALL BE 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 TO RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. 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. P G Ii -F 4/ 72525'E4#4,/ A ,10 O~ OSEPH�` EXPIRES:12-31-2018 9570 SW Barbur Blvd Project Name Jiffy Lube Awning Project# 170701 gift Suite One Hundred Portland,OR 97219 15410 SW Pacific Highway, Tigard, Oregon Location 9 Y� 9 9 Client Meyer Sign Company of Oregon MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 CJM of 3 www.miller-se.com By Ck'd �� 6/2/17 Date Page ENGINEERS Jury Ld,of d:kj, Acine 1,4,dy , ---71644 ©t 97),..24 $r naltno,u ) Sidki 4i- A L4 I v v „I bi ik 0. \ V \ 9 I v 7 u I = ,, ,/ z ' S ( ZN9( $) (rioLLvJ1ir)g H2009) X271 b --Yn 1 g-vY91 /ffr1 »/ 2t *('1 S. p445/ 2w7 iuJ'[ ii q 15 ' A n A C Li1) il 1 Id \ II CO. NI 9 1 C v ,_. v7 :' S it (vvs) ( r9a-v✓`5"7 10 i) itoz°ib 70 'cr'`PiU____ /Pj?1 /J/ 1/ 0u' •p/ rs/ 201 &J/[ ,i/r1 i cif E /5;i1:70 ! Aci Fit- / , ---176446 , o 1;)z Pi - i) 5e-ALE= 1I4-`1 = IL 1 I111111 tl 0b �i p o r) > < i t Jig X I _djt tocIP° d 10) (701P;tb iZL p6ib � Vey �cai � 1 CPQ 6 . • • . b(ylii-ct.• 5c/b/J 3 CHANNEL LETTER - EXPOSED RACEWAY CORRUGATED METAL WALL C . PROVIDE ICE&WATER SHIELD C> 4" I 5" DOUGHNUTS ATALL BUILDING PENETRATIONS,USE MULTIPLE Cfs ] LAYERS TO ENSURE TIGHT SEAL OI TO BUILDING. p +FP 40 7 O ATTACHMENT TO BUILDING 1^�` STUD WITH SPACER v ] w TYPICAL FOR ALL SIGNS 1� w JUNCTION BOX ���' O O 1 Q 2/4"EMT(OR PVC) ( ] CONDUIT CUT TO LENGTH v TO MATCH DEPTH OF C> ] EXTERIOR FINISH.CONDUIT SPACER REQUIRED AT C R EACH BOLT CONNECTION ^ 0 C> 1/2" / 5/8" CORRUGATED METAL SIDING GYPSUM PLYWOOD BOARD WALL STUDS OA .080 ALUM.RACEWAY 5"X 8" 0E 1 1/2"X 1 1/2"X 1/4"ALUM.ANGLE O .063 ALUM.BACK 0 STANDARD 120 VOLT TRANSFORMER O 3/8"TOGGLE BOLT OJ .040 ALUM. LETTER RETURN © PORCELAIN INSULATOR BOLTED © WHITE TRANSLUCENT LEXAN OK 1"TRIM CAP TO RACEWAY LETTER FACE OD STANDARD L.E.D. O FACE LIT LED LIGHTS 0 LETTER TO BE ATTACHED TO FRONT WIRE OF RACEWAY WITH#8 TECH SCREWS MIN.4 PER LETTER