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3153-3T Lateral Analysis Gravity Calcs 11132012 LATERAL ANALYSIS & GRAVITY CALCULATIONS � �� � ��� °� S�� � � �� �° �� 37172 ��� ��GIST Eg'�'����'�I r ���''t.� s�'ro.�AL ��� � � IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMTT SUBMITTAL. Project: Addendum for Plan 3153-3T For Garage Option November 13, 2012 2009 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B, K�= 1.00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D (IBC) D1/D2 (IRC) 3206 50th Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineer@centurytel.net �---�- �' �-�. L � i � i i � i �OMP05�T�ON ROOF�NG � � � � I1 I �10 � � I z 7 TRIM BD.ON � 5/4 X 8 BAFd'.aE BD.T1P. � � GONT.METAL C..�TTER OM � 5/a X 8 FASCIA BD.TYP. GAMP091tION RGOFING � � � � ( � 6"BEVEL SIDING 6"BEVEL SIDING I � � i 5/4 a 4 COf41ER BD.TTP. 5/d x 4 CORiER BD.T1'P. � �_ ' ` / � , � ' � � � �O�tT �L�Y�4TION OP7f ON ��R �L�Y�rIO�ll OPTION —A7TIC vENT TYP. GOt'IP051TION ROOFING �� I x 1 TRIM BD.ON 44 5/4 X 8 BARGE BD.T7P. CONT.METAL GU7TER ON 5/4 X 8 FASCIA BD.TTP. CORJER BD.TTP. 11 �4 " 5/4 z 10 BGND BD. 6'BEVEL SIDMG � �. ,t.�;.�� r r. ��� ��� i ���� V/ � �� ' ,�fr�O�R� , 6 7 � A mx mxo � 4�` n � a � 6 ����� 'I r----� � I I �OPTIONAL 36"I I�qNpIPYa I WM Wfdl. i �\ �i I R �� � ��� Oy � I � oPriava��a I ��� I I L I 2468 F��� �. J i � � � I� � _ Npu 2 � �� '_ � � 3 caR�At�ac� �3 4��. 6xbPCSr � �----------1 � I I -- ; I I �------------------ � I � I I � � I I � � � I I � � � I I � � � I I I � � I � � � I� I I I I I 8080 OHD Im50 Fx I I 5G. A 16080 O '''I J) �j � ,�-r'S �. � �.��� � '?'�' STr�01+i � s� r�o�H LsrrfO f6 2 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-8 PROJECT : Plan 3153/3T Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytei.net WALL A(Option): Story Shear due to Wind: V4�, =6532.541b Story Shear due to Seismic: VZE=9701.121b Bldg Width in direction of Load: L�:= 47•ft Distance between shear walls: �:= 23•ft Shear Wall Length: La�:= (6 + 7)ft �:_ (6 + 7)ft LaW= 13 ft Las= 13 ft 10•ft Max Opening Height= Oft-0in, Therefore C�.= 1.00 Percent full height sheathing: °�= C 10•ft) 100 %= 100 perAF&PA SDPWS Table 4.3.3.4 V4W j,l v2E Ll vaa•LaaN,+ •— E�Laas+ 0.7p• L • 2 Lt 2 t Wind Force: �a�.= La Seismic Force: �:= 1.0 �E„�;= Las w . E va=240.21 ft 1•lb C =240.21 ft 1•]b Ea=202.41 ft 1•lb Ca =202.41 ft 1•lb o ° P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 pif Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: �L�;.= 6•ft Plate Height: P�:= 9•ft W�:= 0.6(15•psf)•24•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)•9ft•La DL := WR•I-a DLRM=6804 ft•Ib 2 Overtuminca Moment: p�:= va•La Pt OTMW= 12971.6 ft•lb OM TN,M�:= Ea La Pt OTMS= 10930.15 ft•lb Holdown Force & Net Uplift: OTMS OTMW –DLRM –DLRM c ��;= CO + �IDFaaN, NI-ID��,= � La + HDFaas La HDFaW= 1444.951b HDFas= 836.121b Simpson LSTHD8RJ Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) 8�1-1/2" Plate Hem-Fir Z�:= 122•lb �,:= 1.6 �:= 860•Ib �;= 1.6 �:= AS•CD ZB = 13761b CD ZN C� Bp=0.81 ft Per Nail A�:= ZB a � As= 5.73 ft Per Bolt � va 16d @ 8" o.c. 518"AB. @ 6G' o.c. 3153-3T Exposure B.xmcd Mark Myers, PE 11/13/2012 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL B (Option): Story Shear due to Wind: V4�,y =6532.541b Story Shear due to Seismic: VZE=9701.121b Bldg Width in direction of Load: L�:= 47-ft Distance between shear walls: �:_ 24•ft Shear Wall Length: Lb�:= (2•2.75 + 2•1.875 + 1.333)ft �Lb�:= L2•2.75�95� + 2•1.875+ 1.333�ft LbN,= 10.5 8 ft Lbs= 8.44 ft Percent full height sheathing: %:_ 10•� 100 %= 100 Max Opening Height = Oft-0in, Therefore C�.= 1.00 '"^''- (10•ft) perAF&PA SDPWS Table 4.3.3.4 aw i V L vbb•Lbbw+ v •L Ebb•Lbbs+ 0.7p•?E•� t L 2 Wind Force: b:= Lb L 2 Seismic Force: �:- 1.0 �:= Lbs t W E vb =32129ft 1•lb C =321.29ft 1•]b Eb=335.83ft 1•Ib Co = 335.83ft 1•lb 0 Restraint Panel Height = 10ft Maximum P1�: 7/16" Sheathing w/ 8d nails @ 4" O.C. Restraint Panel Width = 1ft-4in Minimum Wind Capacity= 495 p�f Seismic Capacity= 353 plf Allowable Shear per Panel = 558 Ib �1.333ft•Eb� Shear per Panel: �:= VZ=447.671b 1 O.K. Dead Load Resistinq Overturninq: �:= 2.75•ft Plate Height: P�t:= 9•ft W�:= 0.6(15•psf)•2•ft•Lb+ 0.6•(10•psf)•2Pt•Lb+ 0.6•(lOpsf)•7ft•Lb D��_ WR.Lb DLRM=635.25 ft•lb 2 Overturninq Moment: 0�:= vb•Lb•Pt OTMW= 7951.81 ft•Ib ON�TM�,:= Eb•Lb•Pt OTMS= 8311.88 ft•Ib Holdown Force & Net Uplift: OTMW OTMS _DLRM -DLRM Co Co H���:= + HDFbb�,, H�DF,Nb�:= + HDFbbs Lb Lb HDFbW=3372.5 lb HDFbs =3172.531b Simpson STHD14RJ/STHD14 Base Plate Nail Saacinq (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E1 16d Common (0.162"x3.5") Nails�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8� 1-1/2" Plate Hem-Fir Z�:= 122•]b �= 1.6 A�,:= 860•lb �= 1.6 7�:= AS•CD ZB = 13761b Z C B '= CD ZN C� B =0.58 ft Per Nail As:= B � As=4.1 ft Per Bolt "^az` Eb P �„ Eb 16d � 6"o.c. 5/8"A.B. @ 48" o.c. 3153-3T Exposure B.xmcd Mark Myers, PE 11/13/2012 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL D (Option): Story Shear due to Wind: VZW= 7667.681b Story Shear due to Seismic: VZE=9701.121b Bidg Width in direction of Load: L�:- 55•ft Distance between shear walis: �:= 40•ft �:= 15ft Shear Wall Length: L�:= (6.67 + 6)ft NLd�.= (6.67 + 6)ft LdN,= 12.67 ft Lds= 12.67 ft 10•ft Max Opening Height= Oft-Oin, Therefore C�.= 1.00 Percent full height sheathing: °�= C 10�ft) 100 % = 100 perAF&PA SDPWS Table 4.3.3.4 u2W L� V2E I'1 vdd•LddW+ •— Eda•Ldds+ 0.7p• L • 2 Lt 2 t Wind Force: d:= L� Seismic Force: �:- 1.0 �:= L� E vd=452.87ft t•lb C =452.87ft 1•lb Ed=358.42ft 1•Ib Cd =358.42ft 1•lb o ° P1-3: 7116" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity= 638 plf Seismic Capacity= 456 plf Dead Load Resistinq Overturninca: �:= 6•ft Plate Height: Pt:= 9-ft W�:= 0.6 15• sf •2•ft•L + 0.6- 10• sf •2Pt•L + 0.6• 10 sf •lft•L L ( p ) d ( P ) d � P ) d D�w= WR.� DLRM=2376 ft•lb Overturninq Moment: OT := vd•Ld�Pt OTMW=24455.17ft•lb OT := Ed•Ld-Pt OTMS= ]9354.47ft•lb Holdown Force & Net Uplift: OTMW _DL� OTMS _DLRM C Co �14.'— o L, N�'= Ld d HDFd�,,=3679.861b HDFds=2829.751b Simpson STHD14RJ Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 518" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir Z�:= 122•lb �.- l.6 �:= 860•Ib �= 1.6 �:= As'Cp Zs = 13761b Cp•ZN•Co ZB•Co Per Bolt g�.- Bp=0.43 ft Per Nail A�= Vd As=3.04 ft vd 16d @ 4" o.c. 5/8"A.B. @ 36" o.c. 3153-3T Exposure B.xmcd Mark Myers, PE 11/13/2012 5 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL F: Story Shear due to Wind: VZ�, =7667.68 Ib Story Shear due to Seismic: VZE=9701.121b Bldg Width in direction of Load: L�:- 55•ft Distance between shear walis: �:= 15•ft Shear Wall Length: LfW:_ (24.33)ft Lfs:_ (24.33)ft LfW=24.33 ft Lfs=24.33 ft Percent full height sheathing: o�= 10•ft 100 % = 100 Max Opening Height = Oft-Oin, Therefore�= 1.00 C 10•ft) perAF&PA SDPWS Table 4.3.3.4 VZ�y, LI u2E Li 0.7p•—•— L 2 Wind Force: vf := Lt 2 Seismic Force: �:- 1.0 Ef:= t LfW Lfs E vf =42.98ft �•lb C =42.48ft �•lb Ef=38.06ft 1•]b o =38.06ft 1•Ib o C P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq OverturninQ: Lf:= 24.33•ft Plate Height: �:= 10•ft W�:= 0.6(15•psf)•2•ft•Lg+ 0.6•(10•psf)•2Pt•Lf+ 0.6•(lOpsf)•1R•Lf D��_ WR.Lf DLRM=4262032ft•lb 2 Overturninq Moment: O�T�M�:= vf•L�-Pt OTMW= 10455.93ft•lb O�T�M�:= Ef•Lg•Pt OTMS =9260.16ft•]b Holdown Force & Net Uplift: OTMW OTMS _DLRM - DLRM Co Co HDFfW:= L HDFfs:= f f L I-iDFfW=-1322.01 Ib HDFfs=-1371.i51b No Holdown Required Base Plate Nail Spacinca (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8 1-1/2" Plate Hem-Fir 5!8" Dia. Bolt(6" Embed)�1-1/2" Plate Hem-Fir Z�:= 122•lb �.= 1.6 �:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b C Z •C Z C �._ D' N o gp_4.54ft Per Nail A�s�.= B � As=32.02ft Per Bolt vf vf 16d @ 16" o.c. 518"A.B. @ 72" o.c. 3153-3T Exposure B.xmcd Mark Myers, PE 11/13/2012 6 � IPb TJI 2I0 SERIES FLR J5T BI6'ot. ��� � �I BL JO15T 4 �I� xb oF•i Posr 53 54 i DBL JOIST ��I �I� 66 \ �� S3 �I �I 62 3 �I�I II1h TJI il0 SERIES � � FLR JST alb"oc. � I�I 51 N 55 � � F EM TH R 5'�x" Ib "GL LO `D a 3�h II'g 5L — — — — — — — — � (BE F H) o[ � 5 3 �' X ti L TA7 57 L5TA74 S7RQP R D TAIL 3/5 � pER DETAIL H3/SO = NTS TO CT � GAN ILEV R 5T O ALL L ��4X@ x�m tq — — — — — LSTAIB TO GONNELT 5�e GLB CANT�LEVER JOIST ' TO WALL BELOW 62 �j �'GONTILEVER � 3 S3 64 3 �j��? �LOOR �i?�MI1�C� �'1.,4N MFR CATNEDR4L 1R155E5 e 74"O.G. AS PER MKs.SPEGS.T7P. � 4 RiDGE � �� g 4 _ � Q v � MFR CO�'R70N TRII.S5E5 e 74°OL. 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FOR 7 7 7! 5 � � DATE II� 1� • �1 JOB � BY � • ' Mark Myers,PE Title: Job# Myers Engineering LLC Engineer: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu tel,net F,�r�a�sr,ovzc�z.es��ti+ File:C:1UserslMarklDesktoplDrawmgs&CaIcslCascade Residentiai Design-l.evel Design4315313153-3tec6 WOOC� Beal'i'1 ENFRCALC,INC.t9832�t ti$tuk1:6.12!424,Ver.fi:12.424 �.��; Description: 19.2 Car poor Header at Option Material Properties Calculdtions per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasficity LoadCombination2Q091BC&ASCE7-05 Fb-Compr 1,850.Opsi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-�c 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against laterai-torsion buckling ___..................................._................................................._._...........__................................................__..................................._........._............................................_........................._...................._..........._..........._......................._............_........_........................................................, ' D(2.363)S(3.938) ' D 02463 L 0.31 S 0.05 ', D(0.5463) L(0.23)S{0.6) .. s a'tr �x"`y�' va,,1��. a 1�'' 6�,�*'��7 � ,,. �� : �. ��.* z�9� '��� `"a 3 3 , . -'� x 'S4 � 3 S '. �"2w '�` �u� ��`" � e^S�€ " �� u>�: ka.� 4q � � '.E _ � 3� , y . � 3 � a.� ?�v� a �._��� a� - � tz. w" �. ,g�'", �,.� z. � � '�� ra�v � � � � k�'� a'cr�. s . �r�. . . 3R�,o �� J��, ':3, � . NS!3. 3�3 '� ',� h�" „'u..r R �'�. �. . . _$�y"# ,y� 1�" 1i 'btwi; 3' F w ,'a`i� y,'!y� .(,�..�- .«,:���;^�-v� i�',�� �. .,w .R ... : y .�., ,., ...r A ,.�.. �`� .., ,„4.u. °�,,r�a:'! . �, � . ,« ..._ „ .... , ' � 5.5x15 ' Span= 16.0 ft " _ _ _.___ _ .....__.. .. _... ._ _......__. _ ....... - -- . ...... _. ...___...... ._ __.._. ._ _._: Applied Loads Service ioads entered.Load Factors wiil be app{ied for calcufations. Load for Span Number 1 Uniform Load: D=0.5463, L=0.230, S=0.60 k/ft,Extent=0.0-»4.50 ft, Tributary Width=1.0 ft Uniform Load: D=0.2463, L=0.310, S=0.050 k/ft,Extent=4.50-»16.0 ft, Tributary Width=1.0 ft Point Load: D=2.363, S=3.938 k(�a,4.50 ft __DFSIGN SUMMARY.. .._ . _. '' • 'Q�i�, ..._.._.... _..._. . _�.. ......_. _............ __.... ....... Maximum Bending Stress Ratio = 0.858 1 Maximum Shear Stress Ratio = 0.622 : 1 , ' Section used for this span 5.5x15 Section used for this span 5.5x15 ', fb:Actual = 2,053.60psi fv:Actual = 164.95 psi FB:Allowable - 2,394.77psi Fv:Allowabie = 265.00 psi ', ' Load Combination +D+0J50L+0.750S+H Load Combination +D+0.750L�-0J50S+H ' ' Location of maximum on span = 4.560ft Location of maximum on span = 0.000 ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection ' Max Downward L+Lr+S Deflection 0.398 in Ratio= 4$2 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 : Max Downward Total Deflection 0.654 in Ratio= 293 Max Upward Total Deflection 0.000 in Ratio= 0 Q40 ', _....................... _.......................................................__.............._......................................._.._...................................................................................................................................................._._...._...........................................................__......................................................................................._ Overall Maximum Defiections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.6544 7.600 0.0000 0.000 Vertical Reactions-Unfactored SuppoR notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 Overall MAXimum 12.357 7.110 D Only 4.829 2.825 L Only 2.171 2.429 S Only 5.357 1.856 L+S 7.528 4.285 D+L 7.000 5.254 D+S 10.186 4.680 D+L+S 12.357 7.110 �O Mark Myers,PE Title: Job# y ' - . Myers Engineering LLC Engineer: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu tel.net F�,reo �sr,evzc�z.s:as=r>+ Ftle:C:1UserslMarklDesktoplDrawings&CaIcslCaseade Residen6a6aesign-Level Designl3153131533tec6 wObd B@81'Y1 ENERGALC,It<iC:19i$3--201 f,BuiId6.12.4:24,Ver.6.12.4.24 I.ff• Description: 20.3rd Car poor Header at Option Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 20091BC&ASCE7-05 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-�c 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _..........................._........................................................ _................................................................................................................................................................................................... , D 0.2063 S 0.3438 � � � >�� � ���-�� � �,. � �„:� �„ ,.,�, °` ~�«� "�� r_ ��., � � 3f,�*N r>:1>x $ �S � � g ,�W � �t b 3�� 8 } �� t''�,�^; ''ta ' e'rt?" yq� �e�, ,'^..�... �. � 4x10 ' Span=8.0 ft �_ _.._.. _ _.. : _.. _... _ .. _.... ......._ ... _.__._..._... _.�.._._ _...._._ Applied L08d5 Service loads entered. Load Factors will be applied far calculations. Uniform Load: D=0.2063, S=0.3438, Tributary Width=1.0 ft _„DESlGN SUMMARY � � �� ....................... ................_ ......................_...._.._...._............_.............................................---........_.............. !Maximum Bending Stress Ratio 0.98tk 1 Maximum Shear Stress Ratio = 0.459 : 1 Section used for this span 4x10 Section used for this span 4x10 ' fb:Actual = 1,058.07psi fv:Actual = 82.58 psi , FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+g+H Load Combination _ +D+S+H Location of maximum on span = 4.00Oft Location of maximum on span - 7.240 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 , Maximum Deflection Ratio= 1110 ' Max Downward L+Lr+S Deflection 0.086 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 , Max Downward Total Deflection 0.138 in Ratio= 693 ' Max Upward Total Deflection 0.000 in Ratio= 0 <240 ' __ __._ _..._ __....... _.... . _....... __..._. Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p+S 1 0.1384 4.040 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.200 2.200 D Only 0.825 0.825 S Only 1.375 1.375 p+S 2.200 2.200 ' �