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Specifications (2) CJI\c �( '�t �� �•n C� OFFICE o RECEIVED JUL 11 2019 OF TIGARD TIGARD HIGH SCHOOL SF BUILDING DIVISION CULVER GLASS SUNSHADE ENGINEERING JA 5.16.19 JOB#2230 9000 SW DURHAM ROAD TIGARD, OR 97224 REVIEWED ❑ MAKE CORRECTIONS NOTED ❑ REJECTED ❑ REVISE AND RESUBMIT THIS REVIEW DOES NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS. THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATING THEIR WORK WITH ALL OTHER TRADES, AND PERFORMING THEIR WORK IN A SAFE AND SATISFACTORY MANNER. 06,1 . 2019 DAA �vCTUR DATE CATENA CONSULTING ENGINEERS BY BRED PROFFS�! '��c,1Ne % / I"Air 0• GON J 0 14/ ,�'LQ' 08, F4-•DA U00 CONTENTS: RENEWAL DATE: 12-31-2019 2230 CALCS 1-9 tru, ctu ra. I ngineering 113 W 7th ST.SUITE 205 PHONE:360433-9093 MDb .ct .'truura \ngineering mike{t@mdstructurai.com phone:360.433.9093 113 W.7th Street,Ste 205,Vancouver,WA 98660 Site Location: Tigard High School SF 9000 SW Durham Road Tigard, OR 97224 Design Code: 2014 OSSC Design Loads: Seismic: Seismic Design Category D Sds =0.71 Rp = 1.0 ap= 1.25 1 = 1.25 Wind Load: Basic Wind Speed: 130 MPH(3-sec gust) Building Ht: 30 feet Exposure C Risk Category Ill Internal Pressure Coefficient GCpi=±0.18 Kzt= 1.0 Snow Load: 27 psf Structural Narrative: The proposed project consists of the sunshades that will be attached to the storefront systems that will be installed at the building located at the above site address. MD Structural Engineering, Inc. has provided structural calculations and shop drawing review for the sunshades and there attachment to the storefront. These design calculations are to be accompanied by the stamped and signed shop drawings from Culver Glass. _. Project Name: TIGARD HIGH SCHOOL SF , ' Iua ' n g i n e e r i n g Job No:2230 Sheet No. ) 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKE@MDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA ' 110' 20Z ' t 0 ROUGH OPENING q,17241,is: (i -.1.::4-...______r_.;. -/H.--tiv: `r Z//� //Z.... 2• 2• , 2 w ,L -- h DO. I D.L.O. L/ / ; N 2•rim / a d ® 41 :LP's __._ _.--_- Am ' z- ; ' ' k cl N 0E1 0 Z N N 1 2 0 .r q ® O 3 a W m .-la• L , `� \ DPP. N 0 C7 N J 1 CX R N *Nqp J OPP. sr gi 9 2 9 . iii gi, . ,_ �m .t Ow _.�.__ \ \ 08 7cj -- -1 -14-- �53�" - - ) 22 1{ Ii }1 ARCH.REF.: S1C/A5.11 rf:1/40..-14 41A/0e s.' O .,...14-\. REVD: (1)THUS (-4;-C) ..)-C. 7s --7---,/fq12.,_)-%=z ,-,e. 1.- 4'---- ' 11 i S T E___-_ .i. Q, .s-w. +U iTs5' +- D I - ...... p5, 3-#._ _ _ , ..,......fta iAsie k' 72- '?.. %''''- la47 -7-1. /' c t,. i SI ) Fli I > ___Lii IA1 -2--0-,+-4----6-81-1 .1,m I L t_.l 1 I 1 TIGARD HIGH SCHOOL SF Cbeam R2 MD Structural Engineering 5/8/2019 17:10 File: M1 No Snow.cbm By: JA oo Deflection Results Max. Deflection = -0.5183" L/189 (Span 1, 8 49.25") dm- Stress Results Span M(in-lb) fb-m(ksi) 1 8 49.78" = 13751 13.751 Member Information Span Length(in) I(in"4) S(in"3) E(psi) 1 98.000 2.670 1.000 1.0e+7 � N 00 Distributed Load Information Span W1(#/in) W2(#/in) X1(in) X2(in) 1 11.100 11.100 0.000 98.000 Concentrated Moment Information _ Span Moment(lb-in) X(in) 1 845.000 98.000 Support Reactions Joint Pounds 0 1 553 2 535 ` 1 Driven by Cbeam®R2 TIGARD HIGH SCHOOL SF Cbeam E2 MD Structural Engineering 5/8/2019 17:10 File: M1 No Snow.cbm Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 9.80 19.60 29.40 39.20 49.00 58.80 68.60 78.40 88.20 98.00 Shear (lb) 552.52 443.74 334.96 226.18 117.40 8.62 -100.16 -208.94 -317.72 -426.50 -535.28 Moment (in-lb) -0.0 4881.7 8697.4 11447.0 13130.5 13748.0 13299.5 11785.0 9204.4 5557.7 845.0 Defl. (in) 0.0000 -0.1618 -0.3063 -0.4198 -0.4925 -0.5183 -0.4949 -0.4241 -0.3111 0,1654 0.0000 Stress-m(ksi) -0.000 4.882 8.697 11.447 13.131 13.748 13.300 11.785 9.204 5.558 0,845 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam 0 R2 TIGARD HIGH SCHOOL SF• `� Cbeam R2 MD Structural Engineering 5/8/2019 17:14 File: M1 Snow.cbm By: JA e • Deflection Results N ` MU Max. Deflection = -0.4708" L/208 (Span 1, @ 50.43") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 54.22" = 12239 12.239 Member Information Span Length(in) I(in'4) S0.103) E(psi) 1 98.000 2.670 1.000 1.0e+7 N oo Distributed Load Information Span W1(#/in) W2(#/in) Xl(in) X2(in) 1 8.325 8.325 0.000 98.000 Concentrated Moment Information Span Moment(lb-in) X(in) 1 4262.000 98.000 Support Reactions Joint Pounds ti 1 451 h M 2 364 °O 4:'- • 1 Driven by Cbeam 0 R2 TIGARD HIGH SCHOOL SF Cbeam R2 MD Structural Engineering 5/8/2019 17:14 File: M1 Snow.cbm Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 9.80 19.60 29.40 39.20 49.00 58.80 68.60 78.40 88.20 98.00 Shear (lb) 451.41 369.83 288.24 206.66 125.07 43.49 -38.10 -119.68 -201.27 -282.85 -364.44 Moment (in-lb) -0.0 4024.1 7248.7 9673.7 11299.2 12125.2 12151,6 11378.5 9805.9 7433.7 4262.0 Defl. (in) 0.0000 -0.1428 -0.2715 -0.3742 -0.4425 -0.4703 -0.4547 -0.3957 -0.2960 -0.1612 0.0000 Stress-m(ksi) -0.000 4.024 7.249 9.674 11.299 12.125 12.152 11.378 9.806 7.434 4.262 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam®R2 . Project Name: TIGARD HIGH SCHOOL SF . Du. . ' ngineenng Job No:2230 Sheet No. 6, 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKE@MDSTRUCT(JRALCOM Date: 11/15/2018 Engineer:JA (.._.) . IIIIIIIIIIIIIMil IIM---->- - --- . I - I ' I I I I I I I I I I Zi-t-'14"Jr. 6Prss - --- , J;AP Vi' l c,e)16-F 1-1 R- 1 . I 1 /---iriAli6) I , / IT, '---- 1 I, I 1 (1- ) / 1 1 ,------ - 1 1 1 1..„, 1 I I I lc,.4,:„./ .-/ ( ,, ) . S.,. 7.5" e ::,:ec, i• s 1 11 _ _ I , 'IL i 1 - -I -L-- -)(1 Nc4 3) z 2-40 1 i 1 I /14 3t-,tr:),-- 1 I I 1 1 I 1 i ! ! , \ 1 .--•'--- .7— ! ! - Jit-1- "e'-IL I I , ! i i---- 1415,1-,1___ 1 fAi - -777 c I >/.2;,-,s 1 tik 2,-) , t ' > i I 1 Project Name: TIGARD HIGH SCHOOL SF t ru. c t u r a. I ngineering Job No:2230 Sheet No. 7- 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKE@MDSTRUCTURAL.COM Date: 11/15/2018 Engineer:JA . . . . . ,• .:. , I . . , • ; , 1 1 1 , ! • , , ...... .. .. 0. — / --el I, 1 c -r--) Si i id '4-t---- iG)e Ha--- • . . . , I , . 1 , .0.L......_ , , . ...... __._ ......„. : , : . t 1 . , • ., .,i , i ! : / i I / 1 1 1 ! 1 I I i i, ,_ : _, _:„..........=.../...z 1 i,..„ 1„.......r..,____ .1_......._ _... I , s , 1 i 3 i 1 i I 1 1 , , . 1 1 ill 1 i , . i 1 1 I 1 1 gbiffol otx--t , ic9.r--4-ii14 #4,-Trc 1 tir) , 1 i I It 1 1 1 1 1 ! 1 i, 1 I ‘'s---1--- i ( V I 1 1 •_,,......----0. 1-- . , i 1 i 1 i . . i i I 1 1 1 1 I I I I I i i i ! , I I 1 I 1 1 1 I 1 t I 1 I I I 1 1 Iil 1 I i , I ! , . i .• . . I 1 I i I , i 1 1 , 1 , ' ' • INDUSTRIAL FASTENERS INSTITUTE 0 6363 Oak Tree Boulevard • Independence, Ohio 44131 USA, www.indfast.orq, Belt rooms ettength?--41fr Calculating Thread Strength 11111,� I.arglahot�waad Mating mamba al : eregegernent Walk strength An important fundamental of joint design is that,whenever possible,a joint should be designed so that the bolt or screw's breaking is the mode of failure. The reasoning behind this is if there is a product assembly error resulting in a failed joint a broken screw or bolt is obvious where as a stripped bolt or internal thread is not. An obvious broken screw or bolt can be replaced before the end product is put into service. When joint failure is by thread stripping that failure may not become obvious until the end product is put into service resulting in much greater problems and as- sociated cost of repair. One of the most frequently asked applications questions is,"What length of thread engagement is needed to avoid thread strip-out?"This is relatively easy to determine with a few facts and a little arithmetic. The facts that are needed are as follows: 1. Thread size 2. Bolt material tensile strength 3. The tensile stress area(Ag) 4. The bolt thread shear area per inch(ASB) 5. The internal thread shear area per inch(AS) 6. The shear strength of the material being tapped(tensile strength X 0.5) All of this information is in the IFI 7w Edition Inch Standards Book for inch products and in the IFI 3rd Edition Metric Standards Book for metric products. The chart below is an excerpt from the inch book. Bolt tensile Stress Bolt Thread Internal Thread Stripping SizeArea sq. in. Stripping Areas sq. in. Areas sq.in. per in.of per in.o Engagement Engagement 1/4-20 UNC 0.0318 0.368 0.539 5/16-18 UNC 0.0524 0.470 0.682 3/8-16 UNC 0.0775 0.576 0.828 7/16-14 UNC 0.106 0.677 1 1/2-13 UNC 0.142 0.779 1.12 } 9/16-12 UNC 0.182 Q:8J3 1:27 5/8-11 UNC 0.226 0.998 1.42 3/4-10 UNC 0.334 1.21 1.72 7/8-9 UNC 0.462 1.43 2.03 1-8 UNC 0.606 1.66 2.33 IFI IFI Technical Bulletine Calculating Thread Strength Page 1 of 2 Published and issued by the Industrial Fasteners Institute Issued:March,2009 of Independence,OH All standards and specifications are advisory only. Their use by anyone is entirely voluntary. Reliance thereon for any purpose by anyone is at the sole risk of that person or the user of the product,and the IFI is not responsible for any loss,claim,or damage arising therefrom. In formulating and approving standards and specifications,the IFI has not investigated and will not investigate patents which may apply to the subject matter. Prospective users of the standards and specifications are responsible for advising themselves of and protecting themselves against any patent infringement liability which may arise out of such use.0 INDUSTRIAL FASTENERS INSTITUTE 2009 INDUSTRIAL FASTENERS INSTITUTE 6363 Oak Tree Boulevard • Independence, Ohio 44131 USA,www.indfast.orq, Below is a sample calculation for an inch fastener application: 1. Thread size: %-10 2. Bolt material tensile strength in PSI:SAE Grade 5—120,000 PSI • 3. The tensile stress area per inch,A8: 0.334 sq. in. 4. The bolt thread shear area per inch,ASB: 1.21 sq. in. 5. The internal thread shear area per inch,ASP: 1.72 sq.in. 6. The tensile strength of the material being tapped:60,000 PSI Note: The shear strength of steel is 50%of its tensile strength. Steps Characteristic Formula %-10 Grade 5 bolt tensile strength = ABX bolt material tensile strength 1 (pounds) =0.334 X 120,000 PSI =40,080 pounds =AS.X bolt shear strength 2 Bolt thread shear strength per inch =1.21 X 60,000 =72,600 pounds per Inch 3 Length of engagement needed to avoid =bolt tensile strength+bolt thread shear strength per inch bolt thread stripping =40,080+72,600=0.552 inches =AS., X Internal thread shear strength 4 Internal thread shear strength per inch =1.72 X 30,000 PSI =51,600 pounds per inch 5 Length of engagement needed to avoid =bolt tensile strength+internal thread shear strength per inch internal thread stripping =40,080+51,600=0.777 inches Conclusion:What length of engagement Answer: 0.777 inches. 6 will assure the mode of failure in this To assure that thread stripping is NOT the failure mode select Joint will NOT be thread stripping? the longer of the two thread stripping calculations. In this case it was the length of engagement for the internal thread. The conclusion of this analysis should always be to establish a length of thread engagement in the application that is at least the length of the longer of the two thread shear area calculations. In no case should a length of engagement be longer than 1.5 times the diameter of the thread be used as a length of engagement. When a length of thread engagement longer than 1.5 D is used thread galling due to normal thread lead errors can occur. When this occurs the thread galling prohibits achieving proper clamping in the joint. Once a length of engagement is achieved that assures that bolt breaking will be the mode of failure in the joint ad- ditional length of engagement does NOT enhance joint safety or reliability. • 04 ftler;-Allinfoc atinn-ig klert in him is hoc lcIlAr_Jpresen 'on st 9s d an to hw Indict IFastat Institute believes to be reliable and accurate. Such information is intended for use by persons at their own discretion and risk. The information here in is based on industry standards and recognized practices. The Industrial Fasteners Institute and the representatives providing this material assume no responsibility for the content. IFI IFI Technical Bulletin® Calculating Thread Strength Page 2 of 2 Published and issued by the Industrial Fasteners Institute Issued: March, 2009 'of Independence,OH All standards and specifications are advisory only. Their use by anyone is entirely voluntary. Reliance thereon for any purpose by anyone is at the sole risk of that person or the user of the product,and the IFI Is not responsible for any loss,claim,or damage arising therefrom. In formulating and approving standards and specifications,the IFI has not investigated and will not investigate patents which may apply to the subject matter. Prospective users of the standards and specifications are responsible for advising themselves of and protecting themselves against any patent Infringement liability which may arise out of such use.©INDUSTRIAL FASTENERS INSTITUTE 2009