Loading...
Plans OFFICE COPY RECEt\JED FEB 112020 MILLER CITY OF TIGARD BUILDING DIVISION Approved Pan`' CONSULTING shall be on job site. ENGINEERS • STRUCTURAL CALCULATIONS Adamy Residence Kitchen Remodel VALIDITY OF PERMIT 9540 SW Elrose Street, Tigard, Oregon THE ISSUANCE OF A PERMIT SilverTree Builders BASED ON CONSTRUCTION DOCUMENTS AND OTHER November 8, 2019 DATA SHALL NOT PREVENT Project No. 191226 THE CODE OFFICIAL FROM REQUIRING THE CORRECTION 3 pages OF ERRORS. ORSC t05.4 Principal Checked: 01.1 CITY OF TIGARD REVIEWED FO ODE COMPLIANCS S.�RucruRq Approved: t ] p�G PROF 4 OTC: t t • ^��5���oIN �Fss�� l) Permit#: Er; 1821.�PE 37. Address: I ��"JI r Suite #: 'A OREGON B}: ter Date: ' . _!2� 09.gto: 4 a©;G'��� G. VA RENEWS: 6/30/2020 LIABILITY The City of Tigard and its employees shall not be responsible for discrepancies which may appear herein. *** 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 Building Code: 2019 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Lateral Sys: Element Floor Load Type Dead Basic Design Value(PSF) 15 Loads: Load Type Floor Live Value(PSF) 40 Deflection Criteria L/360 Lateral Design Parameters: Wind Design:N/A Wind Speed(3 sec Gust): MPH Exposure Importance Factors Iw= IE= = I;= Risk Cat: II (ice wl wind) (seismic) (snow) (ice) Seismic Design N/A Design Summary: The followina calculations are to check if the existina Poor foists can span a greater length from moving the bearing wall below. The existing Alternate Braced Panel was replaced by the new wall. at 9570 SW Barbur Blvd Project Name Adam/Residence Kitchen Remodel Project# 191226 Suite One Hundred Portland,OR 97219 Location 954o SW Elrose Street,Tigard.Oregon Client SilverTree Builders MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 MY2 11/8/19 1 of 3k www.miller-se.corn By Ck'd Date Page ENGINEERS Reference Plan: Design Loads: Dead=15 psf Live=40 psf UPPER FLOOR OVERNANO DEMO ® /-(N)WALL FRtEPIACE (E)2><12 FLOOR JOISTS j I AT Ur OC KITCHEN 1 • LIVING ROOM STAIRS DINING BEDROOM BATHROOM • - I GARAGE J I I L- 9570 SW BarburBlvd Project Name Adamy Residence Kitchen Remodel Project# 191226 Art Suite One Hundred Portland,OR 97219 Location 9540 SW Elrose Street,Tigard, Oregon MILLER Client SilverTree Builders Phone 503.246.1250 CONSULTING Fax 503.246.1395 MY2 11/8/19 2 of 3 A www.miller-se.com By Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reaction Boxing F. Sheer F. Searing F•, as E.. Re= 15.72 OK<50 Mark Existing Floor Joists (A I t,p"d•(.Material:OIMENSIONAL LUMBER Co 1.00 1,00 E'.,y,= 580,000 pal Grade:OFIL No.2 or Setter C, 1.00 1.00 1.00 1.00 Fes= 2818 psi Span 14.50 ft i„= 2.00 ft size=2 x 12 Cr 1.00 Fe'= 900 psi 41= 0.00 ft w1= 74 Ibs/t b= 1.500 k1 Cu 1.00 1.00 1.00 1.00 Fer1Fe= 3.13 42= 14.50 ft w2= 74 lbs/ft d= 11.250 In CI 1.00 1.00 1.00 1.00 Fe= 880 psi Xa= 0.00 ft Pe= 0 lbs A= 16.88 in' Cr 1.00 F„'= 180 psi Xb= 0.00 ft Pb= 0 lbs 5= 31,64 ins Co 1.000 F,.= 625 psi Xo= 0.00 ft Pc= 0 lbs 1= 177.98 es' Co 0.978 E'= 1,600,000 psi Rt= 537 lbs V= 467 lbs E'l. 284,766 kp-ri' C1v 1.00 R2= 637 lbs M= 1945 fl4bs F.= 900 psi LL deee=U 380 LL A= 0.16 Inchs F,= 180 psi Material DIMENSIONAL LUMBER Ti_de,aa=Li 240 TL A= 0.26 moths E= 1600 kW Grade DFA.No.2 or Barter %LL 82.5% f.= 4.12 ft En-.= 580 ksi load Duration,Co TEN YEARS 1.0 OCCUP LIVE FH=(rbXCE)(Cl9CF)(CM)(CiKCrXCL)(Cru)=880 pal F„= 825 psi Temperature Factor,C, DRY In=1001F FY=(FvXCd)(Ct)(CMKCi)=180 psi Approx.weight 4.10. lbs/ft Wet Service Factor,Ce MOISTURE CONT LESS THAN 19% E'=(EXCtXCMxCf)=1,600,000 psi RI Re fled Bearing wNth 1.00 in. incising Factor,C. MEMBER IS NOT INCISED Fci=(Fci)Ct)(CMXCI)=625 psi 112 Reek'Bearing Width 1.00 In. Repetitive Factor C, MEMBER IS NOT REPET TsIB lb=738 pal<Fb'=880 psi Bending Capedly=83.8% , M=1,945n-Ibs<Mmsx=2,32011-Ibs Member 2x12 fv=42ps1<FY=180ps1 Shear Capacity=23.1% Number of Plies 1 Ply V=487 lbs<Vmax=2,025 lbs Max LL Deft=0.162 inches=L/1,072 LL Defl.Capacity=33.6% (1 Ply) 2 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Dee=0.260 Inches=Lf 870 TL Deg.Capacity=35.8% Copyright 0 2019 Miler Consulting Engineers,Inc. --2,500 o.ow 2,000 - -0.050 _ 1,500 -------- f 1,000 1 F i 41150 > 500 s 0 0 -0.200 -0.250 -1,000 _.._ -0.300 o a a a a a a a a 'e a ," a i4 4 'e 'a A „ S R A . ., m A A A = S 2 a„ a _ 2 a•• ry a aria a a a a ,( M a ry W 44a 4 _M=ma Distance(ft) Mimeo(i0 Notes: ........._. w=(15+40)psf`16"/12=74pIf (E)Floor joists are OK for additional span Art 9570 SW Barbur Blvd Project Name Adamv Residence Kitchen Remodel Project# 191226 Suite One Hundred Portland,OR 97219 - Location 9540 SW Elrose Street,Tigard, Oregon Client SilverTree Builders MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 MY2 11/8/19 3 of 3' www.mtller-se.com By Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F. Swains Fe, E a e,., R.= 5.41 OK<50 Mark I %Art(J Q a,../ l+l rr,(1.-, atf_I Material:DIMENSIONAL LUMBER Co 1.00 1_00 E,„... 580,000 psi Grade:DF/L No.2 or Better Cr 1.00 1.00 1.00 1.00 Fes. 23786 psi Span 3.00 ft G,= 2.00 ft sloe=4x8 Cr 1.30 Fp= 1170 psi • x1= 0.00 ft w1= 800 Ibsln b a 3.500 in Cr. 1.00 1.00 1.00 1.00 F,./Fe= 20.33 x2= 3.00 ft W2= 800 lbs/ft d= 7.250 in Ca 1.00 1.00 1.00 1.00 Fe= 1167 psi )(a= 0.00 ft Pa. 0 lbs A= 25.38 Ina C, 1.00 - Ff= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 30.68 Ns Cy 1.000 F,y'e 625 psi Xc= 0.00 0 PF 0 lbs 1= 111.15 kin C, 0.697 E. 1,600,000 psi R1= 1200 lbs V= 717 lbs E'1= 177,836 kip-Ins Cy, 1.00 R2= 1200 lbs M= 900 ft.lbs Fe= 900 psi LL dyne=U 360 LL A,• 0.01 inch, F,= 180 psi Material DIMENSIONAL LUMBER Ti-N.1=U 240 TL A= 0.01 inchs E= 1600 kel Grade OFIL No.2 or Better %LL 82.5% G,a 4.12 ft Ean= 580 tel Load Duration,Ca TEN YEARS 1.0 Cirri IP UVE Fb'a(Fbi(Cd)(CU(CF)(CM)(CiXC,)(CL)(C(u)=1,187 psi F„= 625 psi Temperature Factor,C, DRY T 4=100'F FV=(Fv)(Cd)(C1)(CM)(CI)=180 pal Approx.weight 6.17 Ibsltt Wet Service Factor,C. MOISTURE CONT LESS THAN 19% E'=(EXCtI(CM)(Ci)=1.600,000 psi R1 Red Bearing Width 1.00 in. Incising Factor,CI MEMBER IS NOT INCISED Fel'=(Fcl)(CI)(CM)(CO=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=352 psi<Fb'=1,187 psi Bending Capacity=30.2% Me 900 ft.lbs 4Mrnax=2,982ft-lbs Member 4 x 8 fv=42psi<FV=1BOpsi Shear Capacity=23.5% Number of PlNs IPy V=717 Nis<Vmax=3045 lbs Max LL Deft=0.005 Inches=L/6,950 LL Deft.Capacity=5.2% (1 Ply) 4 x 8,DIMENSIONAL LUMBER DFIL No.2 or Better Max TL Deft=0.008 inches=L/4,344 TL Dell.Capacity•5.5% Copyright O 2020 Miner Consulting Engineers.Inc. 1,500 1 -�- 0.000 -0.001 1,000 1111 _ ---- .--- -0.002 _.. ___ 500 - -_. - 5 -0.003 - __ - •3.005 -500 --_. - .0.008-0.007 i -1,000 0.008 1 -1,500 a e a s -o e n n n ° a „2 - -0.009 'a®sine 3 e 3 = 3 3 2 w a . n < a n e µ a 0 a 3 3 A „ 3 iI -uaw,4 t o Distance(ft) ^ „ •• ^ Oblenu PO Notes: 19 (22.6 V 3A of 3