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Specifications /US � /1 S OUELLETTE ENGINEERING INC. 200 E 2nd Street, Suite 103 Newberg, OR 97132 (503) 537-7076 STRUCTURAL CALCULATIONS FOR SNODGRASS RESIDENCE NEW WINDOW OPENINGS AT LOWER LEVEL 11165 SW NOVARE PLACE TIGARD, OR 97223 Job No. 14-33A 10/7/14 Page 1 of 14,47 \t °`°' Oen n40 NI 7:7774----- THESE THESE CALCULATIONS ADDRESS NEW WINDOWS AT THE LOWER LEVEL OF THE EXISTING SUBJECT (3) STORY RESIDENCE. BASED ON THE FOLLOWING, THE NEW WINDOW OPENINGS ARE ACCEPTABLE AND MEET CODE REQUIREMENTS FOR VERTICAL AND LATERAL LOAD RESISTANCE. TgM MOM VWiMOb Pc OVAL G- ISIJJ bu INODU1 O?&J,144s 1)3s NOT C.44-&\J4 x /O H -DF2 s D.K 56e cALC LA o+J _tx10 4x00 WIND4Y) iite-No6a... 0,14, 4$10 ' RDA 06M-1/JC W — 33' -6(4- ►ve c. ,-r44 C K rte- L.. umls — v_K, S GAS 1,A-57a rfr). E f 1'toma2- PLAN) 1 1/if,-I I-0* 3 1,100 6,4115 reA41‘1360Cte.- 1tiL05-- sL,) Nbv "Pu 7G , OM Cr/ 2 3 0 •Project: , t>,pyvt , page Location:Uniformly Loaded Floor Beam 2 ,1/"39_ '1 Jay Ouellette 11,;;X:%tfl Ouellette Engineering, Inc. / Uniformly Loaded Floor Beam f/mac' ` = 33720 NE Kramien Rd. [2009 International Building Code(2005 NDS)] or Newberg,OR 97132 3.5 INx9.25INx7.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/7/2014 9:34:12 AM Section Adequate By: 1.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.08 IN L/1064 Dead Load 0.03 in Total Load 0.11 IN L/793 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1890 lb 1890 lb Dead Load 646 lb 646 lb Total Load 2536 lb 2536 lb Bearing Length 1.16 in 1.16 in oo.M. ... _. ., .,_ " �. .. ._,_ BEAM DATA Center n _ Span Length 7 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf 10 psf Base Values Adjusted Floor Tributary Width FTW= 8.5 ft 5 ft Bending Stress: Fb= 900 psi Fb'= 1080 psi Wall Load WALL= 0 plf Cd=1.00 CF=1.20 BEAM LOADING Shear Stress: Fv= 180 psi Fv'= 180 psi Beam Total Live Load: wL= 540 plf Cd=1.00 Beam Total Dead Load: wD= 178 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Self Weight: BSW= 7 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Total Maximum Load: wT= 725 plf Comp.J-to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Controlling Moment: 4438 ft-lb 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1978 lb At a distance d from support. Created by combining all dead and live loads. ►7�I Comparisons with required sections: Req'd Provided 11111M. Section Modulus: 49.31 in3 49.91 in3 Area(Shear): 16.48 in2 32.38 in2 '''---_____.. N&) Moment of Inertia(deflection): 78.13 in4 230.84 in4 i,Jt h.11pW Moment: 4438 ft-lb 4492 ft-lb Shear: -1978 lb 3885 lb Project: , 'page Jay Ouellette Location:NEW WINDOW HEADER ,# >,,, Ouellette Engineering,Inc. / Combination Roof And Floor Beam 33720 NE Kramien Rd. [2009 International Building Code(2005 NDS)] or Newberg,OR 97132 3.5 IN x 9.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/7/2014 9:31:40 AM Section Adequate By: 1.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U1523 Dead Load 0.01 in Total Load 0.05 IN U1073 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3195 lb 3195 lb Dead Load 1338 lb 1338 lb Total Load 4533 lb 4533 lb Bearing Length 2.07 in 2.07 in .,. � xM.. 4.5 ft BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Roof Pitch 6 :12 ROOF LOADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 20 psf 20 psf Notch Depth 0.00 Roof Dead Load RDL= 10 psf 10 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 14 ft 1 ft #2-Douglas-Fir-Larch Base Values Adiusted FLOOR LOADING Bending Stress: Fb= 900 psi Fb'= 1242 psi Side 1 Side 2 Cd=1.15 CF=1.20 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 Floor Tributary Width FTW= 14 ft 14 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi BEAM LOADING Comp.-I-to Grain: Fc--L= 625 psi Fc--L'= 625 psi Roof Uniform Live Load: wL-roof= 300 plf Roof Uniform Dead Load: wD-roof= 168 plf Controlling Moment: 5100 ft-lb Floor Uniform Live Load: wL-floor= 1120 plf 2.25 ft from left support Floor Uniform Dead Load: wD-floor= 420 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: -2992 lb Combined Uniform Live Load: wL= 1420 plf At a distance d from support. Combined Uniform Dead Load: wD= 595 plf Created by combining all dead and live loads. Combined Uniform Total Load: wT= 2015 plf Controlling Total Design Load: wT-cont= 2015 plf Comparisons with required sections: Rea'd Provided Section Modulus: 49.27 in3 49.91 in3 Area(Shear): 21.68 in2 32.38 in2 Moment of Inertia(deflection): 54.58 in4 230.84 in4 Moment: 5100 ft-lb 5166 ft-lb Shear: -2992 lb 4468 lb e OUELLETTE ENGINEERING, INC. (503) 537-7076 PROJECT: SEISMIC FORCES based on ASCE 7-10 Simplified Design Proceedure 12.14 Building subject to limitations of 12.14.1.1 Ss: 0.962 Assume Short Period Response Acceleration Sds governs. Lateral Force Resisting System: light-framed shearwalls Diaphragms are idealized as flexible per 12.3.1.1 Occupancy II (Residential) LIGHT FRAMED WALLS WITH WOOD STRUCTURAL PANELS: Site Class: D '('D' is assumed without geotechnical investigations) Ss: 0.962 NEHRP Seismic Design Provisions F: 1.20 short period site coefficient: 1.0 for one-story, 1.1 for two 1.2 for three stories, (12.14.8.1) 1.00 Importance Factor: (1.0 for occupancy catagory II (Tab. 11.5-1) Sds=2/3Sms: 0.77 g, Design Spectral Acceleration Parameter Seismic Design Catagory: D Sds > 0.50 (Tab. 11.6-1) R: 6.50 Response modification coefficient for light framed walls with wood structural panels rated for shear resistance. (Tab. 12.14-1) V=F*Sds*W/R 0.14 *W, Seismic Design Base Shear(eqn. 12.14-11) row 1.30 Redundancy factor(See 12.3.4) E=row*V/1.4 0.13 Earthquake force factored for ASD LIGHT FRAMED WALLS WITH SHEAR PANELS OF GYPSUM: Site Class: D '('D' is assumed without geotechnical investigations) Ss: 0.962 NEHRP Seismic Design Provisions F: 1.20 short period site coefficient: 1.0 for one-story, 1.1 for two 1.2 for three stories, (12.14.8.1) 1.00 Importance Factor: (1.0 for occupancy catagory II (Tab. 11.5-1) Sds=2/3Sms: 0.77 g, Design Spectral Acceleration Parameter Seismic Design Catagory: D Sds > 0.50 (Tab. 11.6-1) R: 2.00 Response modification coefficient for light framed walls with • shear panels of all other materials. (Tab. 12.14-1) V=F*Sds*W/R 0.46 *W, Seismic Design Base Shear(eqn. 12.14-11) row 1.30 Redundancy factor(See 12.3.4) E=row*V/1.4 0.43 Earthquake force factored for ASD tQot; riti `itA /Nrtcatt (^)M. - 10/6/2014 Design Maps Summary Report dilamum: Design Maps Summary Report User—Specified Input Report Title Snodgrass Residence Mon October 6, 20]4 22:31:31 UT0 Building Code Reference Document ASCE 7-10 Standard (which utilizes US hazard data available in 2008) Site Coordinates 45.4233°N, 122.79088°W - Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �p ,„:,•„.,.„...,,,,,..,,,„ :--- ' -�'et ZIIYI'� � E t3 C? +es " s`""`� ,' "' €1 �e ate'. lift 1 'm .� of € ''�' ��'- ,-„,,,,,,,,,,,.,,,„,.,,,,,,,,,,..,;,,,,..,,„.„,...„,„..'1,4 a., f ' -° r 5€R�f a i t 00 10 ti 9):ItV0 tt �'�� +�+€ �3ry � � � '� � � � h:�f� ��^�� .fit a � - '�, '�.* �� ;0„,,,,,7,,,,,0:; #-:-:-. � -W Fd. ,€€, �� "tilt ' ,&,,...:,,,,,,.,4.„0jt ', `, € r , y ilk x ,,,,,•..,,041400—.,0•0,,,,A.a ,v ii0'�v u,r ,': $ � a N,n.z�/ a u�'� $' i.` 'y mit`"a Y € F y 1 , -�k.� �' 'a' Z ` ' . f, e, ,, i ... Y3"$-� ` � ` �f � ,, `� ri. _� c 3 kms "��' � ��` v � ati- Eer , , h� ! f „,,,,,,f,,.,,,,..,_„,AAI,...,v;,..,,;:q**_,tkap,!2igomi,:,„,„ytA,„k,t,;n„,,,„lo, ,i.„, 'tom ”" '� � +' A�€1 '3p six, .�,� a 44,,,,. , ;, .e�'�"*.1.1„ ,N`�..,_ )%. -.e '$t.r x» ....>R. ,',A'�'3:maw' „,.. '140.4.4t04-61-,44 ,,,,' .'tfi?'.. �.,0201 :.., a ;.,. .3.` '.,• .. .' $e„u 3'. R USGS—Provided Output SS = 0.962 g SMS = 1.073 g Sos = 0.715 g S1 = 0.421 g SM1 = 0.665 g S01 = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. http://ehp1-earthquake.cr.usg s.g ovddesig nmaps/us/summary.php?template=minimal&latitude=45.42330205&1ong itude=-122.790879561669&siteclass=3&rislcateg or=08edition=asce-2010&van•ant=0&pe50=8 resulti... 1/2 10/6/2014 Design Maps Summary Report MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.93 0.64 0.22 0.55 0.77 0.49 .en 0.66 pi sn 0.55 iv O.dO ul 0.32 0.44 0.33 0.24 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.G0 1.90 2.00 0.00 0.20 0.40 0.G0 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sec) For PGA,,,, T4, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. http://ehp1-earthq uale.cr.usg s.g oVdesig nmaps/us/summary.php?template=minimal&latitude=45.42330205&long itude=-122.790879561669&siteclass=3&riskcateg or�0&edition=asce-2010&variant=0&pe50=&resulti... 2/2 N sV4 Wi o:or w S Nim-;: A( HALL SIT 0.042 ib t, Pitt. 14: r wb1s p. )1'2c.0 013 dam, ;... r /5 w\ LT J.. r .4 3'f . TrZA OcAllsAY tCi 64,44, (204' KP516.Usti zb:4414- .43) I v> / s S LS • S NODGi' s Date By `4 Project Job No. Sheet /UELLETTE ENGINEERING,INS. Ph (503) 537-7076 • t13.640 /' 3 f-C Pt,it- x_67,5-1 -.. ..... .35D 'SIG psi 1,ATC-ernt, IA)/ ?rm,J \/ v Smob�.s`�,�5 ��S Date By Project Job No. Sheet /aUELLETTE ENGINEERING,3N�, Ph (503) 537-7076