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3153-2 Lateral Analysis & Beam Calcs { � LATER.AL ANALY S I S & BEAM CALCULATIONS .� �,. � � GF SHI �� <�,� �� ti`�' O � � 37172 �j� ��'��"�GISTEg��' � ''�j/ "SI�NAL E� 2.�� IF THIS SIGNATURE IS NOT IN COLOR, , DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: Plan 3153/2 February 2,2012 � �' � �• 20091NTERNATIONAL BUILDING CODE (Beams originally done under the 2003 IBC have been reviewed and accepted for 2009 IBC) 85 MPH WIND, EXPOSURE B, K�=1.00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D 3206 SOth Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Fax: 253-858-3249 Email: myengineer@centurytel.net ��i x-_ _'�„--' h—J�_..�e a..l 'P , ,� � � , ��. 4 �� :_._. ___._ ..______ - Myers Engineering, LLC Phone: 2�`3-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net �DESIGN LOADS: ROOF DEAD LOADS 15 PSF Total ROOF LIVE LOADS 25 PSF (Snow) FLOOR DEAD LOADS 15 PSF Totai FLOOR LIVE LOADS 40 PSF (Reducible) STAIR LIVE LOADS 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X. HF#2 BEAMS OR HEADERS 4X -6X OR LARGER DF#2 LEDGERS AND TOP PLATES HF#2 STUDS 2X4 OR 2X6 HF Stud POSTS 4X4 HF#2 4X6 HF#2 6X6 DF#1 GLUED-LAMINATED (GLB) BEAM & HEADER. Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM {PSL)2.OE BEAM & HEADER. Fb=2,900 PSI, Fv=290 PSI, Fc (Perp)=750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PS1, E=1,900,000 PSI. TIMBERSTRAND(LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFES�ItONAL REGISTERED INTHE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY:1l\f�TH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEALAND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I-JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINEDAS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net LATERAL ANALYSIS : BASED ON 2009 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2009 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHTABOVE GRADE. Seismic Desian Data: —Soils Site Class D (Assumed) —Seismic Design Category D IE:= 1.0 For Seismic Use Group I occupancy(ASCE 7-05 Table 11.5-1) R:= 6.5 SZo:= 3.0 Cd:= 4 Light Framed Walls w/Wood Shear Panels (ASCE 7-05 Table 12.2-1) SS:= 1.25 Mapped Maximum Considered Earthquake Spectral ResponseAcceleration Short-Period S1 := 0.40 Mapped Maximum Considered Earthquake Spectral ResponseAcceleration 1-Second Period Fa:= 1.0 Site Coefficient based on Site Class & SS (ASCE 7-05 Table 11.4-1) F�:= 1.50 Site Coefficient based on Site Class & S� (ASCE 7-05 Table 11.4-2) W,�,X Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) EquBtion 16-37 Sms:= SS•Fa Sms = 1-25 Equatio� 16-39 SDg:= 3•Sms SDS =0.83 Equation 16-38 Sm� := Sl•F� Sm� =0.6 Equation 16�0 SDl := 3•Sm� SD1 =0.4 Roof SlopeAdjustment Factor. 1 S:_ ( 11 � co�atanl �J I � l S= 1.08 Plan Area for Each Level: Plan Perimeter for Each Level: A1 := 2069ft2•S P� := 2(40ft) +2(47ft) (Roof) (Upper Floor) AZ:= 1809ft2+ 508ft2•S Pz:= 2(SOft) + 2(47ft) (Upper Floor+ Lower Roof) (Main Floor) Lateral Loads transfered to foundation at Main Floor Level 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 � � 1 2�69 � 3�1 �F AREA SUMMARY MAIN FLOOR: 1344 SF. UPPER FLOOR: 1809 SF. TOTAL: 3155 SF. GARAGE(2 CAR): 468 SF. GARAGE(3 CPR): 711 SF. 1V=� � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Weight of Structure at Each Level: Story Weight at Upper Floor. Weight of floors include weight of floor wl := 15•psf•�Al� + 12•psf•4•ft•�Pl� framing, flooring material, insulation, and 5psf for miscellaneous partition walls. Story Weight at Main Floor: w2:= 15•psf•�Az� + 12•psf•�5•ft•�Pt� + 4.Sft•�P2�� Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building F=1.2 for three-story buitding F�:= 1.1 V �F�SDS�WI� VtE= 591931b Story Shear at Upper Floor tE�= R v �F SDS �W2�� V2E= 7940.591b Story Shear at Main Floor 2E�= R Total Base Shear: VE:_ �V�E+ VzE� VE= 13859.891b 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �� Myers Engineering, LLC Phone: 2�3-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-05 SECTION 6.5 ENCLOSED RIGID BUILDINGS (ALL HEIGHTS) WIND EXPOSURE = B h:= 30•ft Mean Roof Height as per Sec. 6.2 (not less than 30 ft for Exp B and not less than 15ft for Exp C) I:= 1.0 Important Factor(Table 6-1). �;= g5 Wind Speed Miles per Hour(Figure 6-1). zg:= 1200ft Per Table 6-2: zg = 1200ft & a = 7.0 for Exposure B ��_ 0.85 Wind Directionality Factor(Table 6-4). a:= 7.0 Z9 = 90� & a= 9.5 for Exposure C Ca) Kt,:= 2.01�h 1 K�,=0.7 Velocity Pressure Exposure Coefficient (Table 6-3). Zs� Topographic Factor(Kn) (Figure 6-4): 2-D Escarpment with building downwind of crest for Exposure B. x:= 1 ft Lh:= 1 ft �H,:= 1 ft z:= h 7:= 2.5 µ:= 4 (-^I•z) L Kl := 0.75 — Kl =0.75 K2:= 1 -- KZ=0.75 K3:= e h K3= O C L� C µLn 2 Therefore use: K�:_ �1 + K�•K2•K3� K�= 1 K�-.- 1.0 Intemal Pressure Coefficients (Figure 6-5) GCP;:_ .18 +�- Extemal Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 5/12 (23 degrees) Side to Side Taken from Figure 6-6 (w/ G=0.85 per Section 6.5.8.1) Front to Back: Side to Side: L L�:= 47ft B�,:= SOft L� =0.94 h =0.64 LSS:= SOft BSS:= 47ft SS = 1.06 h =0.6 B� L� Bss I-ss � g Windward Wall GCpS� :_ .8 Windward W�I pfl :_ . GCpQ:= 0_1 Windward Roof GCps2:= 0.1 Windward Roof �p�:- -,6 Leeward Roof �ps3:_ —.6 Leeward Roof �pf4�- —•5 Leeward Wall �ps4:_ —.S Leeward Wall Velocity Pressure (qh} Evaluated at Mean Roof Height (h) (Equation 6-15) qh:= 0.00256•Kh•Kn•I�•VZ•I qh= 11.01 Design Wind Pressures p= qGCp -q�(GCp�) (Equation 6-18)where q & q�will be conservatively taken as qh 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 5� . , , 32- TOP RATE 2 1 SF - m 38_ TOP PLATE � 0 � a � � , �_ fi�T ELEY�4tION �,T�� 5/4 X 4 VERT.WINDOW TRW'1 Tl'P. � 5i4 x 4 COI�IER BD.n'P. � \ 6°BEVEL SIDING 5/4 x 10 BdND BD. L ` � PF�vIDE RASFIING PEf2 DETAIL R�,4R �L�V�►tION 6 A771C VENT ttP. COMP051TION FL�OFMG p 1 x 1 TRR1 BD.ON a5 5/4 X 8 BARSE BD.T1'P. CONT.METAL GUTTER ON 5/4 X 8 FASGIA BD.TYP. ORJER BD.TYP. 5/4 x 10 BI+ND BD. � 6"BEVEL 51DIWs � PROVIDE R45FIING � PRONDE H.ASMING PER DETAIL� �� L�Yl'7�I V,1 PER DETAIL� Il 45 �� 19 � ,z 45 �� L�fT �L�Y,4tlO�l � • r COI'IP051TION ROOFING b'BEVEL 51DING 5/4 X B VERTICAL TRIFI BD.TYP. I z$Tf2�M BD.ON 12 12 5/4 x e BA�E BD.ttP. 10� 10� CONT.METAL GUiTER ON 5/4 X 8 WINDOW HEA TR1M 1YP. 5/4 X 8 FASGIA 6D.n'P. TOP PLGTE 5/4 X 4 VERT.W�NDO 5/6.4 CORNER BD.ttP. TPoM TYP. I'y X 2'y BEVELED SILL GN °D 5/4 X 6 SILL TRII'I TYP. �� 5/4 a 10 BM1D BD. TTP. IX1 BATTENS a 16"O.C. Rd R/5 PL7 SIDINfi `'�0� TOP PLATE \\ � _ A / SUB FL ' '/ APPROX.GRADE APP�X.GRADE ' WRAP P.T.6 x 6 36"HIGN R4ILING. POST TO I]"COLWM PROV�DE 5TEP5 PER I�. W/CAP�BASE DN.TO GRADE �tt ELEY�4TION OPTION 8 �z a� 6- TOP PLATE � �� i � � TA.STEFI fi�O�IT EL�Y,4TION 3rd C,4R OPTION � Myers Engineering, LLC Phone: 2�3-858-3248 3206 50th Street Ct NW, Ste 210-8 PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net The Intemal Pressures on Windward and Leeward Walls& RoaFs will c#fset each other for the lateral design of the overall building and will therefore be ignored for this application. Front to Back: Side to Side: Pfl �= 9n'�CTCpfl�•psf pfl = 8.81 ft 2.1b Windward W�I Pst �= qh'��pst�•Psf Psi = 8.81 fc Z.ib Windward W�I p�:= qh•�GCp��•psf p�= 1.1 ft 2•lb Windward Roof pS2:- qh•�GCpS2�•psf p52= 1.1 ft 2•lb Windward Roof p�:- qh•�GCp��•psf p�_-6.618 2•lb Leeward Roof ps3-- qh'�GCps3�'Psf P53=-6•61 ft 2•lb Leeward Roof Pf4�— qh'��pf4��Psf Pfa=-5.51 ft 2•lb Leeward Wall ps4:= ah-(GCpsq�•psf ps4=-5.51 ft 2•lb Leeward Wall Wind Pressure at Upqer Floor Wall & Roof (Front to Back}: V�w�_ �P�z—Pt3�322ft2+ �Pt7 —Pfa��251.ft2 Vl�, =6076.651b Wind Pressure at Main Floor Walls (Frorrt to Back): uzw�_ �P�z—Pt��'63ft2+ �pfl —Pfa�•435.ft2 V2W =6714391b Wind Pressure at Upper Floor Walls&Roof(Side to Side): V3w=_ �P52'Ps3��55ft2 + �ps� —psa�•419ft2 V3W =6423.61 lb Wind Pressure at Main Floor Walls (Side to Side): Vaw�_ �Psz—Ps3�'Oft2+ �psl —Psa�'471ft2 V4`,�, =6744.131b But not less than 10 psf over the projected vertical plane. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 I • ! / �o \�� a�� Xa � ,�,�Xo � 60"z 360 � � X 0 soac Tus � 1 MASIER B,4TH MA57ER SUITE TILE sitt� a�a � �7 \/\ CARFEi \ � L----------- vaurur� ,� � ------------------- � O I ----�=--- I �-7 I DESic I ��7�) �. I sm6aei-Pass j .�.(�hctEs� � .� ^�� ca�t I/ �I ��a .�7 I �_� � �/ �`C.�,�O,>> .pp L_�_______J J Nl O � �\ %�� s � ��2 0 � caa�T � �2 �R � M�' � �b �Nn W �' � �^uwN'n wa�� c� � � � ° ,� ��o, 0 60"z33" LY+ 3068 T/5 BI-FOLD -` �, u °� �� BI-GFOLD � LINEN —————_ N a O 1468 VINYL 2468 _ �__ IIOV 4068 BI•PA55 LINEN OSD '____�——— 66 4068 81-P 6068 BI-PA55 � b� �b• � �us rzoorv B�DRDOM 3 B�DRDOM 4 OP�710NAL B�DROOPIS �A� �� 3p40 5H 3040 SFI ECd2E55 / EGRE55 5050 XO ,�V 5050 XO �� !�8 � g� � � �3 � � . . "� PORCH LINE �`'7f1��6 �5�B �h ST�� UPF''ER fLOOR PL,4N �D Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL AA: Story Shear due to Wind: V3�,=6423.61 lb Story Shear due to Seismic: V1E= 591931b Bldg Width in direction of Load: Lt:= 47•ft Distance between shearwalls: L1 := 19•ft Shear Wall Length: Laaµ,:= (10.75 + 4.83 + 3.17)ft Laas:= I 10.75+ 4.83 + 3.17�6�83��ft L LaaN,= 18.75 ft Laas= 18.09 ft 18.75•ft Max Opening Height = Oft-0in, Therefore Co:= 1.00 Percent full height sheathing: °,�;��_ (33.75•ft) 10(%=55.56 perAF&PA SDPWS Table 4.3.3.4 V3w L� 0.7p•LiE. 2t Lt 2 t Wind Force: vaa:= Seismic Force: p:= 1.0 E�:= L LaaN, � - 1 E� =46.3 ft 1-lb vaa=69.25 ft I•lb C =69.25 ft 1-lb E�=463 ft •lb C o ° P1�: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinct Overtuminq: L�:= 3.17•ft Plate Height: Pt:= 8•ft W 0.6 15•psf)•23.5-ft•L + 0.6•(10•psf)•Pt•L�+ 0.6•(IOpsf)•Oft•L� L� R;_ ( � pLg�,�:= WR•— DLRM= 1303.84 ft•lb 2 Overtumina Moment: OTMW:= vaa•L�Pt OTMw= 1756.11 ft•lb OTMS:= E�L�Pt OTMS= 1174.21 ft•Ib Holdown Force& Net Uplift: OTMW _DL� OTMS _DLRM C Co o �F�;_ HDFaaN,:= L 1-aa aa HDFaaµ,= 142.671b HDFaas=-40.891b No Holdown Req'd Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Sqacing (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 5l8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir ZN:= 122•lb CD:= 1.6 A.S:= 860•lb �= 1.6 ZB:= AS•CD ZB = 13761b CD•ZN•Co Per Bolt BP:= Bp-2,g2 ft Per Nail As:= ZB � As= 19.87 ft v� V3a 16d @ 16" o.c. 5/8"AB. @ 72' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 /'1 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL BB: Story Shear due to Wind: V3�,=6423.61 lb Story Shear due to Seismic: VlE=5919.31b Bldg Width in direction of Load: L�:- 47•ft Distance between shear walls: �:= 28-ft Shear Wall Length: LbbW:_ (2•4+ 2•4.67+ 3)ft Lbbs:_ (2•4 + 2•4.67 + 3)ft LbbW=20.34ft Lbbs=20.34ft Percent full height sheathing: ��= g�ft 100 %=61.54 Max Opening Height= 5ft-0in, Therefore C�.= 0.71 C 13•ft) perAF&PA SDPWS Table 4.3.3.4 V3�,�, L� V1E Li 0.7p•—•2 Wind Force: vbb:= Lt 2 Seismic Force: �:= 1.0 Ebb�- � Lbb�,, Lbbs E vbb =94.07ft 1•lb Cb = 132.Sft 1•(b Ebb=60.68ft 1•lb bo = 85.47ft 1•lb o C P1-6: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Lbb;- g•ft Plate Height: P�t:= 8•ft W�:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft•Lbb D��._ WR.Lbb DLRM=2112ft•Ib 2 Ove�tuminq Moment: O�TM�:= vbb•Lbb�Pt OTMW=6020.58 ft•lb ��= Ebb'L'bb'� OTMS=3883.54 ft•Ib Holdown Force& Net Uplift: OTMW OTMS -DLRM -DLRM Co Co �IDFbbW:_ �IDFbbs:_ Lbb L'bb HDFbbW=795.96Ib HDFbbs=419.72Ib Simpson MSTC28 or LSTA18 or HTS20 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 5/8" Dia. Bolt(6" Embed)8�1-'f/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 �:= 860•Ib C��.= 1.6 Z�:= AS•CD ZB = 13761b B = CD ZN C� B = 1.47 ft Per Nail As:= ZB C� As= 10.39ft Per Bolt ^'"R^ vbb p '�""" vbb 16d @ 16"o.c. 5/8"AB. @ 77' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �Z Phone: 253-858-3248 Myers Engineering, LLC Fax: 253-858-3249 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL CC: Story Shear due to Wind: Vt�, =6076.651b Story Shear due to Seismic: VlE=5919.31b Bldg Width in direction of Load: L�:= 40•ft Distance between shear walls: �:= 40•ft Shear Wall Length: LccN,:= (16.67+ 6.33 + 12.17)ft Lccs:= (16.67+ 633 + 12.1"nft Lcc,w,=35.17 ft Lccs=35.17 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 utE L� Viw L� 0.7p•L•2 LL '2 s Wind Force: vcc:= Seismic Force: �:- 1.0 E��'— Lccs Lcc,,, vcc=8639ft 1•lb C� = 8639ft 1•lb Ecc= 58.91 ft 1•lb C� = 58.91 ft l�lb o ° P1-6: 7/16" Sheathing w/ 8d nails @ 6"O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminca: L��:= 6.33•ft Plate Height: PN:= 8•ft W 0.6(15•psf)•2•ft•L��+ 0.6•(10•psf)•Pt�L�+ 0.6•(lOpsf)•Oft•L�� Lc� DLRM= 1322.27 ft•lb ^n,v�i^'— ^��''_ WR 2 Overtuminq Moment: ��= vcc•L��•Pt OTMW=4374.77 ft-lb D,�T��,M,,,�„�= Ecc'Lcc'Pt OTMS=2983.05 ft•lb Holdown Force& Net Uqlift: OTMW —DLRM ��S —DLRM C Co � �IDFccs:_ HDFccN,:= I-cc I-cc HDFccN,=482.231b HDFccs=262.371b No Holdown Required 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 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�:= 122•lb �;= 1.6 �:= 860•lb �= 1.6 Z�:= AS•CD Zs = 13761b g •= CD ZN C� B =2.26 ft Per Nail A�:= ZB C� As= 15.93 ft Per Bolt ,�� P vCC VCC 16d @ 16" o.c. 5/8"AB. @ 72' o.c. Mark M ers, PE 2/2/2012 3153-2 Exposure B.xmcd Y 1�3 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL DD: Story Shear due to Wind: Vl�, =6076.651b Story Shear due to Seismic: V�E=5919.316 Bldg Width in direction of Load: I�, := 40•ft Distance between shear walls: �:= 40•ft Shear Wall Length: Lddw:_ (47)ft Ldds:_ (4�ft LddW=47 ft Ldds=47 ft Percent full height sheathing: o� :_ 10-ft 100 %= 100 Max Opening Height= Oft-0in, Therefore C�.= 1.00 ""�` (10•ft) perAF&PA SDPWS Table 4.3.3.4 V�w Lt ViE Li 0.7p• L • 2 Wind Force: vdd:= Lt 2 Seismic Force: �:= 1.0 Edd:= t LddW Ldds vdd =64.65ft 1-lb Cd =64.65ft 1•Ib Edd=44.08ft 1•lb Cao =44.08ft 1•lb 0 P1-G: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Ldd:= 47•ft Plate Height: �P�t:= 8•ft W�:= 0.6(15•psf)•2-ft•Ldd+ 0.6•(10-psf)•Pt•Ldd+ 0.6•(lOpsf)•Oft•Ldd ti�✓Lvv�'nn�w'— WR�L2d DLRM= 72897ft•Ib Overtuming Moment: ON��:= vdd•Ldd-Pt OTMW=24306.61 ft•16 �N�,T��= Edd'Ldd'� OTMS= 16574.05 ft•lb Holdown Force & Net Uplift: OTMK, ��Ms -DLRM -DLRM Co Co HDFddW:= HDFdds:_ Ldd Ldd HDFddW=-1033.841b HDFdds=-1198.361b No Holdown Required 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 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�y:= 122•lb �= 1.6 �:= 860-1b �= 1.6 Z�:= AS•CD ZB = 13761b CD'ZN'Co ZB'Co B =3.02 ft Per Nail A = As=21.29ft Per Bolt '�t" vdd p '""�" vdd 76d @ 16"o.c. 5/8"AB. a�72' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 !"l Phone: 253-858-�248 Myers Engineering, LLC Fax: 253-858-3249 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL EE: Story Shear due to Wind: V3�,�, =6423.61 Ib Story Shear due to Seismic: V1E=591931b Bldg Width in direction of Load: L�:= 47•ft Distance between shear walls: �:= 28•ft LZ:= 19ft Shear Wall Length: Lee�,,:_ (16+ 12)ft Lees:_ (16+ 12)ft LeeH,=28 ft Lees=28 ft 10•ft Max Opening Height= Oft-0in, Therefore�= 1.00 Percent full height sheathing: °,N/,�== C 10•ft) 100 %= 100 perAF&PA SDPWS Table 4.3.3.4 Vlg �L1 + L2� V3W �L1 + L2� 0.7p•L• 2 Lt Z — c Wind Force: vee= Seismic Force: �:= 1.0 Ece=— L�S Lee�, 1 Eee _�3.99 ft t•lb vee= 114.71 ft 1•lb Ce = 114.71 ft 1•lb E�=73.99ft •lb C o ° P1�: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistina Overtuminq: L�:= 12•ft Plate Height: P�t:= 8�ft W�:= 0.6(15•psf)•22.5•R•L�+ 0.6•(10-psf)•Pt•L�+ 0.6�(lOpsf)•Oft•Lce D�:_ �,R.L� DLRM= 18036 ft-lb 2 Ove�tuminq Moment: OTM —7103.17 ft-lb O�T^Myy�:= vee•L�Pt OTM�,= 11011.9 ft-lb ��,,��= Eee'I-ee'� S— Holdown Force& Net Uqlift: OTMW _DL� OTMS _DLRM C Co o HDFees:= L HDFeeN,:= L ce ee HDFee,,,_-585.341b HDFees=-911.071b No Holdown Req'd Base Plate Nail Spacina (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)8�7-1l2" Plate Hem-Fir Z�:= 122•Ib C�,- '.= 1.6 �:= 860•lb C�,'.= 1.6 Z�:= As•CD ZB = 13761b ZB'Co CD ZN C� B = 1.7ft Per Nail �:= As= 12ft Per Bolt �— P v0e vee 16d @ 16" o.c. 5/8"AB. @ 72' o.c. Mark M ers, PE 2/2/2012 3153-2 Exposure B.xmcd y f5 - � r �� D �l/1%��D P1�TI0 <�� 1 � � � 5� 0 X 6018 5C� 0 XO 0 X !_ , ��' // DMMCs RDOI"1 \ NARDWWD `G� CsREAT ROOM � CA�ET 0 9 m �i�o `�� o �"1 � � S� o � � � � — rc � KIT oW � WM RJFdJ. NGRDWOOD w lOPTIONAL) I R � PLA ___l �m F�— ;� i � I � �. �\ �o � � I cJN�A�A � o� _� R,�O , f c� 4•� ��.�e — � P�wr�r z.�a F�� (b. � --- — O AV � 4� ER aT �3� � �I,pN2 �/�A85 �,�"' SLATE TI E 1�8 I¢�1 N � __� _ e� �,��o�CG �� ` -- z caR GaRac� � z� <•� BI-FOLD 66 �-____________________, � � SLA TILE � I I � ��t�i�St � I � I I ca�r � I � I � tm5m Fx im5m Fx I I SG 5G 1608 OHD �660 XOX � GV'� �� C�-J S �' ,�,�5 � Z,ti 57r►4i y ■ ■ ■ S�rFD��R� M,41N �LOOR i°1.�t �6 �� y�r�A�6 �S��D�� , . �� ATIO 4°GGNC r� � � � � � 6060 XO 6018 SGD 0 5060 XO �� D pMMCs ROOM �.�w�o C;REAt ROOI'1 � �ARPET � 0 a FIREPLAC� nr�Tin�l d7 rzRF.4T RM � n � � ox � �� ST�►oivRs � a a � STr�,O�v�'S ��`' � ----, � � i�'��`�'�i WM R1Fd1 i 1� li � I I R A $1�8"�F I V � \� � pFfIONAL 3068 DOOR I I I � I z�a F � �1 I — � il $. i$ �� — �Q�QIa a°caaC. �� ydHZ W/ �� ►' �� A�G�f i a 5 �3 t�,y bxb�T � �- ---------� 3 GAR CsARAr� ; i i �-----------`•—`a±`_-- ----� � 'i , i i ii i � i ii i � i � i � ii i i i ii i � i i ii i � � i � � eoe�aao I�FX I � 5U 16080 OND I! � ��1� STr�DJy �,��' �7 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL A: Story Shear due to Wind: V4�,=6744.131b Story Shear due to Seismic: V2E=7940.591b Bldg Width in direction of Load: �:= 47•ft Distance between shear walls: �:= 19•ft Shear Wall Length: LaW:_ (6 + 7)ft Las:_ (6 + 7)ft LaW= 13 ft Las= 13 ft Percent full height sheathing: o�= 10•ft 100 %= l00 Max Opening Height= Oft-0in, Therefore�= 1.00 (10•ft) perAF&PA SDPWS Table 4.3.3.4 V L vaa•Laa�,,+ VLW•21 E�Laas+ 0.7p•�,Zl Wind Force: va:= t Seismic Force: �:= 1.0 Ea:= LaW Las va=204.74ft 1•lb va =204.74ft t•lb Ea= 150.85 ft 1•lb Ea = 150.85 ft �•lb Co Co P1�: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resisting Overtuminq: La:= 6•ft Plate Height: �P�t:= 9•ft W := 0.6(15•psf)•23.5•ft•L + 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)•9.Sft•La L tiw9w a DL := Wg•a DLRM=6777$•lb 2 Overtuminq Moment: O�TM��:= va•La Pt OTMN,= 11055.72ft•16 O�TM��:= Ea La Pt OTMS= 8145.81 ft•lb Holdown Force & Net Uplift: OTMW OTMS _DLRM —DLRM Co Ca I-IDFaW:_ + �IDFaaN, I-IDFas:_ + �IDFaas La La HDFaW= 855.791b HDFas= 187.241b No Holdown Req'd Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 A�,:= 860•lb �= 1.6 Z�,:= AS•CD ZB = 13761b D' N' o Z C �_ C Z C Bp=0.95 ft Per Nail �:= B � As=6.72 ft Per Bolt va va 16d @ 8"o.c. 5/8"AB. @ 72' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 � Phone: 2v3-858-3248 Myers Engineering, LLC Fax: 253-858-3249 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL A(Fireplace Oution): Story Shear due to Wind: V4W =6744.131b Story Shear due to Seismic: VZE=7940.591b Bldg Width in directian of Load: L�, := 47•ft Distance between shear walls: �:= 19•ft Shear Wall Length: L�:= (3 + 4 + 3)ft L�:= L4+ 2•3�9��ft LaW= 10 ft Las= 8 ft 10•ft Max Opening Height = Oft-0in, Therefore C�yy�.= 1.00 Percent full height sheathing: °�_ (10•�l 100 %= 100 perAF&PA SDPWS Table 4.3.3.4 � J V4W L1 V2E L1 vaa•Laa,�,+ •— E�Laas+ 0 7p L 2 Lt 2 t Wind Force: va:= Seismic Force: �:= 1.0 ,E�,;= La ,vwv La�, s va 1 I Ea -245.13 ft 1•lb va=266.16 ft 1•Ib — =266.16 ft •lb Ea=245.13 ft •lb C Co 0 P1-�: 7116" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity= 495 plf Seismic Capacity= 353 plf Dead Load Resistinq Overtuminq: �= 3•ft Plate Height: �:= 9•ft La ^W�:= 0.6(15•psf)•23.5•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)•1$�La D�;– WR.2 DLRM= 1464.75ft•lb Overtuminq Moment: 0��= va•La Pt OTMN,=7186.22 ft•lb �T,�:= Ea 1-a'Pt OTMS=6618.47 ft•lb Holdown Force& Net Uplift: OTMW _DL� OTMS _DLRM Co �;= C0 L + HDFaaN, �F' ,-= La + �IDFaas a HDFaW=2049.831b HDFas= 1677.O1 lb Simpson LSTHD8RJ Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1I2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�y:= 122•lb �- 1.6 A�:= 860•Ib �= 1.6 Z�:= �•CD ZB = 13761b B := CD ZN C� B =0.73 ft Per Nail �As�.= ZB C� As=5.17 ft Per Bolt ,� P va va 16d @ 8" o.c. 5/8"AB. @ 60" o.c. Mark M ers, PE 2/2/2012 3153-2 Exposure B.xmcd y f�� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL B: Story Shear due to Wind: V4�,�, =6744.131b Story Shear due to Seismic: VZE= 7940.591b Bldg Width in direction of Load: I�, :- 47•ft Distance between shear walls: �:= 28•ft Shear Wall Length: LbN,:= (2•2.75 + 2•1.875)ft Lbs:= L2•2.75�95� + 2•1.8751ft J Lb,�,=9.25ft Lbs=7.11ft Percent full height sheathing: o� :_ 10•ft 100 %— 100 Max Opening Height= Oft-0in, Therefore C�.= 1.00 ^"R`— (10•ft) perAF&PA SDPWS Table 4.3.3.4 aw i V L vbb•LbbW+ L -2 Ebb•Lbbs+ 0.7p•�•21 t Seismic Force: := I.0 E Wind Force: vb:= L� ,�, b�= L� vb=424.03 ft 1•lb Vb =424.03 ft 1•lb Eb=406.4 ft- 1•lb Eb =406.4 ft I•lb Co Co Restraint Panel Height = 10ft Maximum P1�: 7/16" Sheathing w/8d nails @ 3" O.C. Restraint Panel Width = 1ft-10 1/2in Minimum Wind Capacity= 638 plf Seismic Capacity= 456 plf Allowable Shear per Panel = 860 Ib Shear per Panel: uZ:_ (3.75ft•vb) VZ=795.061b 2 O.K. Dead Load ResistinA Overtuminq: Lb:= 2.75•ft Plate Height: NPt�:= 9•ft W�:= 0.6(15•psf)•2•ft-Lb+ 0.6•(10•psf)•2Pt•Lb+ 0.6-(lOpsf)•7ft-Lb DL := WR•Lb DLRM=635.25 ft•Ib 2 Overtuminq Moment: N(,�:= vb•Lb•Pt OTMW= 10494.81 ft•Ib O�TMw�,:= Eb•Lb•Pt OTMS= 10058.33 ft•lb Holdown Force& Net Uqlift: OTM OTMS W —DLRM —DLRM C HDFbW:= C� + HDFbbW HDFbs:_ � + HDFbbs Lb Lb HDFbW=4381.261b HDFbs=384631b . Simpson STHD14RJ Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)�1-1/2" Plate Hem-Fir 7�:= 122•Ib �= 1.6 A��:= 860•lb �= 1.6 7�:= AS•CD ZB = 1376Lb B�= CD ZN C� Bp=0.46 ft Per Nail �A�s:- ZB C� As=3.25 ft Per Bolt vb vb 16d @ 4"o.c. 5/8"AB. �35' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 � Phone: 253-858-3248 Myers Engineering, LLC Fax: 253-858-3249 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL C: Story Shear due to Wind: V2W =6714.391b Story Shear due to Seismic: V2E=7940.591b Bldg Width in di�ection of Load: �:= 50•ft Distance between shear walls: �:= 40-ft Shear Wall Length: Lc�,:_ (47)ft Lcs:_ (47)ft LcW=47 ft Lcs=47 ft 10•ft Max Opening Height = Oft-0in, Therefore�= 1.00 Percent full height sheathing: °�_ (10•��•100 %= 100 perAF&PA SDPWS Table 4.3.3.4 � V2W Lt v2E I'1 vcc•Lcc,�,+ •— E�•Lccs+ 0.7p• Lt • 2 Lt 2 Wind Force: vc:- Seismic Force: �:= 1.0 E�:_ - L�W Lcs vc= 121.79ft i•lb C = 121.79ft 1•lb E�=91.398 1•lb Cc =9139ft I•lb o ° P1-6:7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: L�:= 47•ft Plate Height: MPtM:= 9•ft W�:= 0.6(15•psf)•2•ft•L�+ 0.6-(10•psf)•2Pt•L�+ 0.6•(lOpsf)-lft•L� D��= WR.L� DLRM= 145794ft•lb 2 Overtumin4 Moment: 0��= vc•L�Pt OTMW= 51516.72ft•lb ��:= E�L�Pt OTMS=38656.1 ft•lb Holdown Force& Net Uplift: OTMW _DL� OTMS _DLRM Co HDFcW:= C� + �IDFccti,, �IDFcs:= L + HDFccs L� c HDFcW=–1523.671b HDFcs=–2017.161b No Holdown Required Base Plate Nail Spacins� (2005 NDS Tab1e11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 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•lb �- 1.6 �:= 860•lb �= 1.6 �:_ •��CD Za = 13761b ZB��O Per Bolt g = �D ZN C� B = 1.6 ft Per Nail A�:= As= 113 ft M�; P VC VC 16d @ 16" o.c. 5/8"AB. @ 77' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �1 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL D: Story Shear due to Wind: V2�,�,=6714.391b Story Shear due to Seismic: VzE=7940.591b Bldg Width in direction of Load: L�: 40•ft Distance between shear walls: �:= 40•ft Shear Wall Length: Ld (6.5+ 9.5+ 19.83)ft Lds:_ (6.5+ 9.5+ 19.83)ft w�_ LdW= 35.83 ft Lds= 35.83 ft 10•ft Max Opening Height= Oft-0in, Therefore�C�.= 1.00 Percent full height sheathing: °�_ (10•�1-100 %= 100 perAF&PA SDPWS Table 4.3.3.4 � J V2E Lt vdd•LddW+ LW•2� Edd•Ldds+ 0.7p•�-2 t Seismic Force: := 1.0 E Wind Force: vd:= Ld ,� d' Ld� w E vd= 178.Sft 1•]b C = 178.Sft t-lb Ed= 13539ft 1•lb a = 135.39ft 1-Ib o Co P1�: 7/16" Sheathing w! 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Ld:= 6.5•ft Plate Height: �P�t:= 9•ft W 0.6(15•psf)•2•ft•Ld+ 0.6�(10•psf)•2Pt•Ld+ 0.6•(lOpsf)•lft•Ld L �:_ ��:- WR•� DLRM=2788.5 ft•lb Overtuminq Moment: N�= vd•Ld•Pt OTMW= 10442.03 ft•lb ��- Ed'Ld'Pt OTMS= 7920.22 ft•ib Holdown Force & Net Uplift: OTMW OTMS _DLRM -DLRM C C� ° + HDFdd �-IDFd •- + �IDFddW �IDFds:= s w• Ld I,d HDFdW= 143.63 Ib HDFds=-408.871b No Holdown Required Base Plate Nail Spacinp (2005 NDS Tab1e11N1 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•!b �= 1.6 A�:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b D' N' o Z C Per Bolt �_ C Z C Bp= 1.09ft Per Nail NANsM-.= Bd � As=7.71 ft vd 16d @ 12" o.c. 5/8"A.B. @ 72' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �Z Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL D(3rd Car Optionl: Story Shear due to Wind: V2�, =6714391b Story Shear due to Seismic: VZE=7940.591b Bldg Width in direction of Load: I�, := 50•ft Distance between shear walls: �:= 40•ft �:= lOft Shear Wan Length: L�:- (6.5 + 6)ft L�d �._ (6.5 + 6)ft Ldw,= 12.5 ft Lds= 12.5 ft 10•ft Max Opening Height= Oft-0in, Therefore�= 1.00 Percent full height sheathing: °�_ (10-ft)�100 %= 100 perAF&PA SDPWS Table 4.3.3.4 ! l VZE �Lt + L2� vdd•LddW+ vLW•`L� 2 L2l Eaa'Ldds+ 0.7p•�• 2 t Seismic Force: .= 1.0 E Wind Force: d;— Ld ,�,�' „,,,�,� L� w E vd=511.64ft 1•16 C = 511.64ft 1•lb Ed=388.08ft 1-lb Cd = 388.08ft 1•Ib o ° P1-3:7I16" Sheathing w/8d nails @ 3" O.C. Wind Capacity= 638 plf Seismic Capacity= 456 plf Dead Load Resisting Overtuminq: �:= 6•ft Plate Height: P�t�:= 9•ft W 0.6(15•psf)-2•ft•Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.6•(lOpsf)•lft-Ld L �:= p��= WR•� DLRM=2376 ft•lb Overtuminca Moment: �(ry['�1 := vd•Ld•Pt OTMW=27628.64ft•lb O�TMw�:= Ed•Ld•Pt OTMS=20956.16ft•lb Holdown Force& Net Uplift: OTMW OTMS —DLRM —DLRM �F = C0 + HDFddw �IDF = C� L + �IDFdds Ld a HDFdW=3174.94 lb HDFds= 1898.331b Simpson STHD70RJ Base Plate Nail Spacinq (2005 NDS Table11N1 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)8�1-1/2" Plate Hem-Fir Z�:= 122-1b �= 1.6 �:= 860•lb �= 1.6 �:_ �•CD ZB = 13761b CD•ZN'Co Per Bolt �- Bp=0.38 ft Per Nail A�:= ZB d � As=2.69 ft vd 16d @ 4" o.c. 5/8"AB. @ 32' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL E: Story Shear due to Wind: V4�,=6744.131b Story Shear due to Seismic: V2E=7940.591b Bldg Width in direction of Load: I�:= 47•ft Distance between shear walls: �:= 28•ft �:= 19ft Shear Wall Length: LeW:_ (19.5 + 8.5)ft Les:_ (19.5 + 8.5)ft LeW=28 ft Les=28 ft 10•ft Max Opening Height = Oft-0in, Therefore�= 1.00 Percent full heignt sheathing: °�= r 10•�l•100 %= 100 PerAF8�PA SDPWS Table 4.3.3.4 � J V4"�, (L1 + L2� VzE \L� + L2/ vee•Lee�,,+ •� E�•Lees+ 0.7p•L• 2 Lt 2 L Wind Force: ve:= Seismic Force: �:= 1.0 Ee:_ LeW Les ve=235.14 ft 1•lb Ve =235.14 ft 1•lb Ee= 173.25 ft 1•lb Ce = 173.25 ft 1•lb Co 0 P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Le:= 8.5•ft Plate Height: P�t�:= 9•ft �:= 0.6(15•psf)•0•ft•L + 0.6•(10•psf)•Pt-Le+ 0.6-(lOpsf)-Sft•Le Le e DLRM:= WR-- DLRM=3034.5 ft•lb ^'"^""^^^' 2 OvertuminQ Moment: �,TwM�:= ve•Le Pt OTMH,= 17988.06ft•lb �TM��:= Ee Le Pt OTMS= 13253.52ft•lb Holdown Force & Net Uplift: OTMW OTMS _DLRM —DLRM C CO HDFe � + HDFees HI7FeW:_ + �IDFee,,, s�= L I,e e HDFeW= 1173.91b HDFes=291.171b Simpson HDU2 w/ PAB5(6" Embed)Ancho� 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �� Myers Engineering, LLC Phone: 253-858-�248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL E (Continued): Dead Load Resistinq Overtuminq: L�.= 19.5•ft Plate Height: �P�t:= 9•ft W := 0.6(15•psf)•22.5•ft•Le+ 0.6•(10•psf)•2Pt•Le+ 0.6•(]Opsf)•9ft•Le L ��,� D��= WR•2e DLRM=69300.56 ft�lb Overtuminct Mament: 0��:= ve•Le Pt OTMN,=41266.73ft•lb O�TM�:= Ee Le Pt OTMS= 30405.14ft-Ib Holdown Force& Net Uplift: ��W OTMS —DLRM —DLRM C �;— C0 + HDFeeN, F Fe :_ � L + HDFees L,e e HDFeW=—2022.971b HDFes=—2905.71 lb No Holdown Required Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Sqacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails�1-112" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�:= 122•Ib �= 1.6 �:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b D' N' o Z C Per Bolt �_ C Z C Bp=0.83 ft Per Nail MAs�.= B � As= 5.85 ft ve ve 1sa @ s" o.c. 5IS"aB. @ sG' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 2� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 315312 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL F: Story Shear due to Wind: VZ�,�,=6714.391b Story Shear due to Seismic: VZE= 7940.591b Bldg Width in direction of Load: �:= 50•ft Distance between shear walls: �:= 10•ft Shear Wall Length: LfW= (24)ft Lfs:_ (24)ft LfW=24 ft Lfs=24 ft 10•ft Max Opening Height = Oft-Oin, Therefore C�.= 1.00 Percent full height sheathing: °,��:_ (10•ft) 100 %= 100 perAF&PA SDPWS Table 4.3.3.4 �12W j,t v2E L'1 , 0.7p•—•2 � 2 Seismic Force: := 1.0 Ef:= � Wind Force: vf:= Lf ,�,� Lfs w E vf =27.98ft 1•Ib C =27.98ft �•lb Ef=23.168 1-lb f =23.16ft 1•lb o Co P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Lf:= 47•ft Plate Height: �P�t:= 9•ft W = 0.6(15•psf)•2•ft•Lf+ 0.6•(10•psf)•2Pt•L + 0.6•(lOpsf)•lft•L L �: f f j��= �1R•2f DLRM= 145794ft•lb Overtuming Moment: �Wf'�- vf•L�Pt OTMW= 11834.11 ft•lb O�TM�:= EfLfPt OTMS=9796.7ft•lb Holdown Force& Net Uplift: OTMW ��5 -DLRM -DLRM C �IDFfW:= C� �IDFfs:_ � L j,f f HDFfW=-2850.21 Ib HDFfs=-2893.561b No Holdown Required Base Plate Nail Spacinq (2005 NDS Tab1e11N) 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 �A�,:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b Z C $ = CD ZN C� B =6.98 ft Per Nail A�= B � As=49.18 ft Per Bolt ^"�A^ v f p vf 16d @ 16"o.c. 5/8"A.B. @ 72' o.c. 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT _ Plan 3153/2 Fax: 253-858-3249 Gig Harbor,WA 98335 Email: myengineer@centurytel.net Diapragm Shear Check: Assume 2x HF Roof Trusses, 7/16" Sheathing w/ 8d (0.131" x 2.5") nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Capacity= 214 plf Unblocked Diapraghm Case 2-6 Capacity = 158 plf Wa I I Li nes AA: Wa I I Li nes D D: Ldd vaa•L� =32.46 ft I•Ib E� 40 =20.94 ft 1•Ib vdd• 4a� =64.65 ft 1•lb Edd� 47ft —44.08 ft 1•Ib 40ft Wall Lines BB: Wall Lines EE: Lbbw _ 1 Lbbs _ 1 Lee,v _ 1 Lees 1 vbb• 40ft 47.84 ft •lb Ebb• 40ft 30.86 ft -lb vee• 40ft 803 ft •lb Ece 40� 51.79 ft •lb Wall Lines CC: Wall �nes F: Lcc vcc• 47ft —64.65 ft 1•Ib E�� 47ft —44.08 ft t•1b �f�24ft 27.98 ft 1•lb E� Lf S —23.16 ft 1•Ib 24ft Assume 2x HF Floor Joists, 15/32" Sheathing w/8d (0.131" x 2.5"} nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Capacity= 223 plf Unblocked Diapraghm Case 2� Capacity= 167 plf Wa I I Li nes A: �va•LaW—vaa•Laa�,,� =34.08 ft 1•Ib Ea Las—E�•Laas =28.09 ft 1•lb (40ft) 40ft Wall Lines B: �vb•Lb�,,—vbb•LbbW� _ � Eb•Lbs—Ebb'Lbbs 1 =50.22ft •lb =41.39ft •Ib (40ft) 40ft Wa I I Li nes C: �vc•LcW—vcc-Lcc�,,� _ 1 E�Lcs— E��•Lccs 1 = 57.14ft •lb =47.31 ft •lb (47ft) 47ft Wall Lines D: �vd•Ld�,,—vdd•LddW� _ 1 Ed•Lds—Edd�Ldds 1 =74.6 ft •lb =61.76 ft •lb (45ft) 45ft Wall �ne E: �ve•LeW—vee•Lee,�,� 1 Ee Les—Eee Lees _69.48ft I-lb =84.3 ft •Ib 40ft (40ft) 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 Z7 � a � � �;: , , •- , -..�..;. ;:::;:.-;...,:,: �n .. � � � � �� _ ,_ � ,. i _ � K `. ,{' -. . i ,� i; e��i p " � 1 � :, ;� ' O ` i � j; ' � �k i ' � :. 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E� � i i � i: '� ;� �; ;. � � �l i i �, v �}-X►� _ x. n. U ![_!i •--=.., �-i-=� � W �iP��? �L� �MINC� � 0 Q U (/i a U / � � � / >— �� Iltg TJI 110 SERIES 66 RR J5t slb'at 1 � BL JOIST I 3 X6 POST �, � DBL JOIST C�ILL �� I � I F� na 55 R 6 n4 ui nm sewe5 Z FLR J5T e1�•oc. e �5 B. B R ) x6 P09r s xe 6 S2 � — R 0 0 XI0 4�� 3�yxII1gLN. 4)3 POST 2'CMITILEVER UPP�R �LOOR �R�4MINC� PL,4N �Z am'-m• 8'-8' 23'-0' 8'-4' ��.6. — — — — — — — — — — — — — � I�4 I 4 � � SLAB oN GR,4DE � W�7 � °•� u I 4'CONC.SLAB ON I w VENT IS Rall D e� 9 S b� S I 4'GOFIP.FIIL TtP. � � WITHIN 3'-0'OF u� � EYERT COFdJER I I _ — — — _ — _ — — — — — — _ _ _ _ � I r — _ — — W I � 14' l° D RM I5T TS I Q o I I !91 a'D I I m ~� �� I II b� I � I I � I I X 4 I I 14 � Z4 `h 74 74 74 I I �0' b'-0' �6'-0' 6'-0' 6'-0' 6'-0' 4' ' I I � v I – I � ° I - - � ;;: C24WL SPAC� � '° � I I �' �s•niK wi 6 ni�e�aac I vAPOR BARRIER T7P. I I I �� I I4X10 � 4XI0 I �3� — — — — — — — — — — � I � I 74 5� 74 5-0 14 9'-0' 3'-b'i i � - - � � — _ - - � I 0 ALIGN W/POSi Y � ° I I '4BOVE � _ _ J I ' 0 S B r I I I I'-4'FiG. I I Y I I I � - - - - FOR h1ELLl. I � 4X10 4X10 I I I IPA 74 P4 \ I Y I I . I 5'-6' 0 I 5-6' S 6' 8 3' il-4' I I A:�/POST I I p I I I I r 9 4X�0 I 4XIO I �7L/�1�VI\li1�M{JC � � I 2a iJ as � J za ta a^canc.s�as on I ., �I 4°COMP.FILL T7P. � I r�q SLOPE 3116°/FT T041Afm D002"i r2p -I . I � g '0 5'-6' S'-6' S'-6' ]' I I I I I �o I I I 4X10 4XI0 I I � � I I I I4 5_6 34 5,�, 24 5��. 3'- I I I I , r I � � i � r e � _ - - J ( I � ,. � _�r.�T� - - - . w �— - - - - - �� — � W � — - - — — — — — 4„�, I � . �D 0 �I 4"COI-IP.FILL TTP. '-p _ 9 `9 m d � V I � I I 4 CONG.EDGE — — — 4 CONC.EDGE Q'-I' b'-69' I0 I ' 16'-3'RO. '-Im I!1 13'-0' b'-10' 20,_7• 40'-0' T{��I�� • , ^ •� �TN� 33 S2 — — — — W — — — — — — — — � � � � � oa �.• I I 51 � I 2 2 '4 � I Z ° I X 4X 74 74 24 I b'-0' b'-0' 6'-0' 1' ' I CRAWL SPACE I �e•niK wi b rn�va� I I Bl+RWER 7rP. I I 6 -13° - � Z J - - - - - - - - - - ''�'b�l � �J � � I 5TND0R1 2 m ALICN W ABV.BLOCK OI1T I � - - =� I FOR hEGFI. I I I'-4"FTCs I I ' � I I I � I 8�_�. ��._d. ��. 2 24"X 18'MIK I I I I P.CGESSSPAGE I � ( 19'-7 3/I6' 10'-3 Ci/I6• I - � � I I � '< �,< SLAB ON CsR.4DE L � Z I 4°CONC.5L4B ON bJfb POST I I I 4'COHP.FILL TrP. SLOPE 9/16"/FT TOWARD DWRS � I 51 � I I I I m � � ''' ' I — — J � r.rc�orir� a — — — — — � � — — — — e - caar.wonr� - — — — — — — — 36 � '-0 V! I6�_3• �_I0 8'-3'RD. I-4 70�.�. ��. �� Ll ;.��a �€°�� O�d �ie��6Gt6Qf� . , Same TII�joist series may not 40 PSF Live Load/10 PSF Dead Load 40 PSf live load/20 PSF Dead Load be available in your region. Depth TJI� �Z�o.c. 16"o.c. 19.2"o.c. 24"o_c. 12"o.c. 16"o.c. 19.2"o.c. 24°o.c. CorrtactyouriLevelrepEesenta6ve 110 16'-11" ' 15'-6" ; 14'-7" � 13'-7° 16'-11" ; 15'-6' ' 14'-3' ! 12'-9" � fnri�ormaSon. 9%z" 210 17'-9" i 16'-3" � 15'-4° i 14'-3" 17'-9" � 16'-3" 15'-4" i 14'-0" 230 18'-3" - ! 15'-9" 14'-8" 18'-3" - 15'-9" 14'-8" 110 20'-2° � - 17'-4" ` 15'-9"�I� 20'-2" - 16'-1'�I� ' 14'-4°�I� 1 �'j �1�" 210 21'-1" i. 19'-3° 18'-2° ; 16'-11" 21'-1" 19_-3" 17'-8" 15'-9"�>> I ��J�Ba 23U 21'-8" 18'-8" ' 11'-5" 21'-8" � ' 18'-7° � 16'-7"�i� � 360 22'-11" 20'-11" ' 19'-8' ' 18'-4' 22'-11° ? 20'-11" 19'-8" � 17'-10"��> 1'/a"-1� � 560 26'-1" ; 23'-8° 22'-4° i 20'-9' 26'-1" ' 23'-8° i 22'-4" 20'-9°�t� 110 22'-10" 20'-11" � 19'-2" 17'-2"�t� 22'-2" I 19'-2" 17'-6"�l� ; 15'-0"�i� 3/s" 9�� 210 23'-11° ! 21'-10" 20'-8" :, 18'-10"�� 23'-11" 21'-1" 19'-2"�� 16'-7"cli 14" 14" 230 24'-8" � 22'-6" 21'-2' � 19'-9"�i� 24'-8" � 22'-2" { 20'-3"�>> � 17'-6"�i� � 360 26'-0" 23'-8" 22'-4° ' 20'-9°�i� 26'-0" 23'-8" ; 22'-4"�I� ' 17'-10"�� 560 29'-6" 26'-10" 25'-4° 23'-6" 29'-6" 26'-10" 25'-4"�� 20'-11"�� 210 26'-fi" 24'-3" 22'-6'�» 19'-11"c» 26'-0" � 22'-6"ci> 20'-1"�t> � 16'-7'�i� ��;C �p' `��`� 16" 230 27'-3" ; 24'-10" 23'-6" I 21'-1"t» 27`-3" I 23'-9" I 21'-8"�t� i 11'-6"�i� 360 28'-9" 26'-3" 24'-8"�I> ' 21'-5"�i� 28'-9" 26'-3"�� 22'-4"�i� ! 17'-10"�i� 560 32'-8' � 29'-8" 28'-0" 25'-2"ti� 32'-8" 29'-8" 26'-3"t1� •: 20'-11"�I> L--1 �--z��6a .. �.f�� av¢ Lv�� e�i��t��t� (�i�imum C,:�eria per Code� 1 y"-l�a" � Depth Tll� 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/20 PSF Dead Load � 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16°o.c. 19.2"o.c. 24"o.c. il�� 110 18'-9" ' 17'-2" 15'-8" .': 14'-0" 18'-1" 15'-8" I 14'-3' ' 12'-9° �� 14" 9�/z" 210 19'-8" { 18'-0° 17'-0" j 15'-4" 19'-8° 17'-2" I 15'-8" 14'-0° 16" 230 20'-3" ' 18'-6° I 17'-5" I 16'-2" 10'-3" ' 18'-1" 16'-6" i 14'-9" � 110 22'-3" ' 19'-4" 17'-8" ! 15'-9"�i� 20'-5" 17'-8" � 16'-1"�� 14'-4"�� 210 23'-4° i 21'-2° 19'-4° ; 17'-3°�I� 11'-4" 19'-4" 17'-8" ! 15'-9"�l� ;-,;O <,;� 3�� 11�/e" 230 24'-0" 21'-11" 20'-5° � 18'-3" 23'-7" 20'-5' I 18'-7" i 16'-7"ci� `'�'' L' 360 25'-4° ' 23'-2" I 21'-10" � 20'-4°�i� 25'-4' 23=2' Zl'10°r» � 11'-10"�l� 560 28'-10" 26'-3" 24'-9" ! 23'-0" 28'10' 16'-3" 24'-9" ' 20'-11°�l� 1 --j �2�/ie" 110 24'-4" I 21'-0° 19-2" ; 17'-2"�i� 22'-2" 19'-2' I 17'-6"(1) ` 15'-0"�>> Z10 26'-6" 23'-1° 21'-1" ! 18'-10"�� 24'-4° 21'-1' 19'-2"(1) ; 16'-7"«� �_ � 14° 230 27'-3" ! 24'-4" I 22'2" ' 19'-10"�l� 25'-8° 22'-2" 20'-3"(1) � 17'-6"�i� � 1'h"-71-3/-a—" � 360 28'-9° I 26'-3" ' 24'-9"�I� ' 21'-5'�» 28'-g" 16'-3'rr� 22'-4"�i� 17'-10"�i� T 9�z" 560 32'-8" � 29'-9" 28'-0" ; 25'-2'�lt 32'-8" 29'-9" i 26'-3°(lJ ; 20'-11"tl� 11�" 210 28'-6° I 24'-8" ' 22'-6"tl� i 19'-1P�11 26'-0" 22'-6't�� 20'-7"�l� ! 16'-7"«� �� iq�� s„ 230 30`-1" i 26'-0° 23'-9" I 21'-P�l� 27'-5" 23'-9' ; 21'-8"�t� ' 17'-6"�» 16" 360 31'-10" � 29'-0° 26'-10"�» � 21'-5"�i� 31'10° 26=10'r» 22'-4"�l� i 17'-10°c» � 560 36'-1" i 32'-11" 31'-0"�i� I 25'-2"�l� 36'-1° 31'-6"�� 26'-3"�i� � 20'-11"�� (1)Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is/essthan 5�/" F��; �� and the span on either side of the intermediate bearing is greater than the following spans: T�� 40 PSF Lire Load/1D PSF Dead Load 40 PSF live Load/20 PSF Dead Load 12"o.c. 16"o.c. 19.2"o.c. 24°o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. L�-j �2%ie" 110 N.A. ' N.A. � N.A. � 15'-4" N.A. ' N.A. ' 16'-0" � 12'-9` � 210 N.A. � N.A. 21'_4° •' ll'-0` N.A. 21'-4" I 17'-9° 14'-2' i�� 230 N.A. � N.A. � N.A. � 19'-2" N.A. N.A. i 19'-11" � 15'-11" � � 360 N.A. N.A. 24'-5" 19'-6° N.A. 24'-5" ' 20'-4" I 16'-3" 11�° 560 N.A. N.A. � 29'-10" 23'-10" N.A. ` 29'-10" 24'-10" ' 19'-10° �S� 14� • Long-term deflection under dead load,which includes the effect of creep,has not been considered.BoJd italic spans reflect initial dead 16" load deflection exceeding 0.33'. � ��th! s� �S� 9�sSe TaDI� .,s �e�eral N�tes ;��J �� :s�s 1. Determine the appropriate live load deflection ■ Tables are based on: criteria. - Uniform loads. -y �3%z" 2. Identify the live and dead load condition. - More restrictive of simple or continuous span. - Clear distance between supports(13/a"minimum end bearing). i� 3. Select on-center spacing. ■ Assumed composite action with a single layer of 24"on-center �— � 4. Scan down the column until you meet or span-rated,glue-nailed floor panels for deflection only.Spans il%a" exceed the span of your application. shali be reduced 6"when floor panels are nailed only. �hb" 14" 5. Select TJI�joist and depth. ■ Spans generated from iLevel�software may exceed the spans 16" shown in these tables because software reflects actual design Y� � Live load deHection is noi the only factor conditions. � _�_u �� , s thataffects howa Baor wi7l pe�form: ■ For loading conditions not shown,refer to software or to the load ;,€ :,�� ,,�,� Tomoreacc�ratelypre�etfloorperfarmance, tableonpage5. use our�J-Pro'"RaSngs L� iLevel Trus Joist°TJI"Joist Specifier's Guide TJ-4000 February 2009 �� (� � �� 102 So�rh 26th St.-lacc�rnz,iliA 9840� ..�[iL 253.2&43 i 70• 253.284.3 I f 3�zx P.esidenti�!Qes;gr,Ire. ema�l:cascad��x.netcom.:�o-n I ' ' � � ; . ; ; ! � � j ; ; � ; � � : � � ; � i , i I�—�-Y � ; � 1 � !� I , � ! i � � � ; � ; , I I � —r--- ; ; � � -�-j--�--r—. �--�—= : ;— ; � ��— � , ; ; ; ;—I ' i ^ � •i � � i i � i � I �� I iI . 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TiUe: Job# Dsgnr: Date: 10_55AM, 26 SEP 06 Description: Scope: ; a�-sa000a Page 1 IUser.KW-0605873,Ver5.8.0,,-�2�3 Generai Timber Beam (e)1983-2003 ENERCALC Engineering Software 3153-2.ecw:Calculations � Description 1.Window header at M-bedroom � Ge en ral Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowables are user defined � � Section Name 4x10 Center Span 5.00 ft .. . ..Lu 0.00 ft. Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � Center DL 360.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.585 : � Maximum Moment 3.o k-ft Maximum Shear" 1.5 2.5 k Allowable 5.2 k-ft Allowable 6.� k Max.Positive Moment 3.02 k-ft at 2.500 ft Shear: @ Left 2.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.021 in Max.M allow 5.17 @ Right 0.000 in Reactions... fb 726.77 psi fv 77.98 psi Left DL 0.92 k Max 2.42 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.92 k Mau 2.42 k Deflections Cente�Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.037 in Defledion 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,290.5 1,629.17 Right Cantilever... Camber(using 1.5"D.L.Defl).._ Deflection 0.000 in 0.000 in @ Center 0.021 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �jd Title: Job# • Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: I Rev: 580004 u5�:icw-ososa�a,v�s.a.o,�-o�-zooa General Timber Beam Page � � I (c)198�2003 ENERCAIC Engineering SoRware 3153-2.e�wCalculations Description 2.Window header bedrm#4 Gelt@r'dl InfOITitBtiOn Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowables are user defined � Section Name 4x10 Center Span 3.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .. ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. ...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � Center DL 360.00#/ft LL 600.00 #/ft left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0-21� : 1 Maximum Moment �.� k-� Maximum Shear" 1_5 1.1 k Allowable 5•2 k-ft Allowable s.� k Max.Positive Moment 1.09 k-ft at 1.500 ft Shear: @ Left 1.45 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.45 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 5.17 @ Right 0.000 in Readions... fb 261.64 psi fv 32.81 psi Left DL 0.55 k Max 1.45 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.55 k Max 1.45 k I Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.005 in Defledion 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 19,863.2 7.542.48 Right Cantilever... Camber(using 1.5"D.L.Defl)... Defledion 0.000 in 0_000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� . , TiUe: Job# Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: Re�': se°°°° Page 1 User.KW-0605873,Ver5.8.0,,-�.z� General Timber Beam (c)1983-2003 ENERCALC Engineering Software 3153-2.ecw:Calarlations � Description 3. Porch beam �-_ .-- �General Information Code Refi 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 4x10 Center Span 12.00 ft ... ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. ...Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur.Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Wood Density 32.500pcf E 1,300_Oksi ; Futl Length Uniform Loads � Center DL 60.00#/ft LL 100.00 #fft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=72.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o.s�z : � Maximum Moment 3.0 k-ft Maximum Shear* 1.5 1.3 k Allowable 4.9 k-ft Allowable 5.6 k Max.Positive Moment 3.01 k-ft at 6.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Cente� 0.157 in Max.M allow 4.88 @ Right O.00Oin Readions... fb 724.05 psi fv 40.56 psi Left DL 0.40 k Max 1.00 k Fb 1,173.00 psi Fv 172.50 psi Right DL 0.40 k Max 1.00 k i Deflections � Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.260 in Defledion 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,376.1 553.62 RightCantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.157 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �Y � Title: Job# � . Dsgnr Date: 10:55AM, 26 SEP 06 Description: Scope: I-Rev:ss000a- _.. ._ Page 1 � I ��w-��3,��5.$.0,,-��2�3 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 315�2.ecw:Calculffiions Description 4. 3rd cars garage door header �G@11e�"dl II1fOr1118t10� Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 4x12 Center Span 8.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 7.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcF E 1,600.0 ksi - -- -- ___ _ � j_Ful LI ength Uniform Loads � Center DL 203.00#/ft LL 338.00 #/ft Left Cantilever DL #/ft LL #fft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0�628 : 1 Maximum Moment 4.4 k-ft Maximum Shear'' 1.5 2.5 k Allowable ��o k-� Allowable $.2 k Max.Positive Moment 4.40 k-ft at 4.000 ft Shear. @ Left 2.20 k Max.Negative Moment 0.00 k-ft at 8.000 ft @ Right 2.20 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.044 in Ma�c.M allow 7.00 @ Right O.00Oin Reactions... fb 715.03 psi fv 64.35 psi Left DL 0.85 k Max 220 k Fb 1,138.50 psi Fv 207.00 psi Right DL 0.85 k Max 2.20 k j Deflections � Cerrter Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.029 in -0.076 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,266.6 1,258.73 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.044 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� . , Title: Job# dsgnr: Date: 5:18PM, 10 OCT 06 Description: Scope: Rev: ss000a Page 1 User:KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam 3153-2.2Cw:CalCUlatioti5 fc)1983-2003 ENERCALC Engineering Software Description 5. Rear deck beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 5.125x13.5 Center Span 22.00 ft .....�u 0_00 ft Beam Width 5.125 in Left Cantilever ft ._...Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 1,800.Oksi Fult Length Uniform Loads Center DL 60.00#/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=22.00ft,Beam Width=5.125in x Depth=13.5in,Ends are Pin-Pin Max Stress Ratio 0.473 : � Maximum Moment 16.7 k-ft Maximum Shear" 1.5 4.1 k Allowable 35.2 k-ft Allowable 19.1 k Max.Positive Moment 16.67 k-ft at 11.000 ft Shear: @ Left 3.03 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.03 k Max @ Left Support 0.00 k-ft Camber: @ Left - O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.316in Max.M allow 35.22 @ Right O.00Oin Reactions... fb 1,285.37 psi fv 59.42 psi Left DL 0.83 k Max 3.03k Fb 2,715.02 psi Fv 276.00 psi Right DL 0.83 k Max 3.03 k Deflections Center Span_.. Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.211 in -0.768 in Deflection 0.000 in 0.000 in ...Location 11.000 ft 11.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,252.9 343.74 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.316 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Title: Job# • • Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: � Us�er.K�5873.Ver5.8.0,1-Dea2003 -.-_+ •Page 1 � � (c)1983-2003 ENERCAIC Eng'meering SoRware GP.nP.re�I TIIY�I�e� BeaCI�I 3153-2.ec.w:Calculations Description 6. Deck Joists �Gen@r'dl It1fOrR'18tI0I1 Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base aliowables are user defined � Section Name 2x10 Center Span 10.00 ft .. ...Lu 0.00 ft Beam Width 1_500 in Left Cantilever ft .._..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm VYt.Added to Loads Fb Base Allow 850.0 psi Load Dur.Factor 1.150 Fv Allow 150.0 psi Beam End Focity Pin-Pin Fc Allow 405.0 psi Wood[�ensity 32.500pcf E 1,3��.0 ksi j IFu 1 Length Uniform Loads � Center DL 16.00#/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o.a�o : � Maximum Moment o.s k-�t Maximum Shear* 1.5 0.5 k Allowable 1.9 k-ft Allowable 2.4 k Max.Positive Moment 0.90 k-ft at 5.000 ft Shear. @ Left 0.36 k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 0.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.050 in Max.M allow 1.92 @ Right 0.000 in Readions... tb 505.82 psi fv 33.06 psi Left DL 0.10 k Max 0.36 k Fb 1,075.25 psi Fv 172.50 psi Right DL 0.10 k Max 0.36 k Deflections Cerrter Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.126 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,585.4 950.96 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Cente� 0.050 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in _(�- � � Title: Job# Dsgnr. Date: 10:55AM, 26 SEP 06 Description: Scope: e�: sa000a --- Page 1 � I ��,.�3,Ver5.8.0,,-0�-z� General Timber Beam (c)19832003 ENERCALC F.ngineering Soflware 3153-2.ecw:Calwla6ons Description 7.Window header of Family rm I G@Il@�81 (f1f0�118tiOn Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 3.125x10.5 Center Span 6.00 ft .... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft ... ..Lu 0.00 ft Member Type GluLam Dougias Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi __ _. _ ,Trapezoidal Loads ` � #1 DL @ Left 168.00 #/ft LL @ Left 560.00 #/ft Start Loc 0.000 ft DL @ Right 168.00 #fft LL @ Right 560.00 #/ft End Loc 4.000 ft #2 DL @ Left 554.00 #/ft LL @ Left 980.00 #/ft Start Loc 4.000 ft DL @ Right 554.00 #/ft LL @ Right 980.00 #/ft End Loc 6.000 ft � Point Loads _ _ _ _ _._ _----- � Dead Load 3,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=6.00ft, Beam Width=3.125in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio o��s� : 1 Maximum Moment 9.1 k-ft Maximum Shear* 1.5 7.1 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.07 k-ft at 3.984 ft Shear: @ Left 3.74 k Max.Negative Moment -0.00 k-ft at 6.000 ft @ Right 6.08 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.092 in Max.M allow 13.21 @ Right O.00Oin Readions... fb 1,895.46 psi fv 217.19 psi Left DL 1.92 k Max 3_74 k Fb 2,760.00 psi Fv 276.00 psi Right DL 3.70 k Max 6.08 k i Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.097 in Deflection 0.000 in 0.000 in ...location 3.240 ft 3.168 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,172.9 742.50 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.092 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �(� Title: Job# . � Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: i�Rev: 580004 Page 1 � ��,�,��3,Ver5.8.0,7-Dec-2003 Generai Timber Beam �(c)19832003 ENERCALC Engineering Software 3153-2.ecw:Calculations � Description 8. Door header off Dining rm i Ge�eral Information Code Ref. 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 6x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..._.Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No_2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Attow 625.0 psi Wood Density 32.500 pcf E 1,300.0 ksi r - I Full Length Uniform Loads � � Center DL 506.00#/ft LL 820.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=5.500in x Depth=9.5in,Ends are Pin-Pin Max Stress Ratio 0�998 : 1 Maximum Moment s.o k-� Maximum Shear'` 1.5 4.5 k Allowable 6.0 k-ft Allowable 8�9 k Max.Positive Moment 6.02 k-ft at 3.000 ft Shear. @ Left 4.01 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.01 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.044in Max.M allow 6.03 @ Right 0.000 in Reactions... fb 873.22 psi fv 85.72 psi Left DL 1.55 k Max 4.01 k Fb 875.00 psi Fv 170.00 psi Right DL 1.55 k Max 4.01 k I Deflections � Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.030 in -0.076 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,436.1 942.89 Right Cantilever... Camber(using 1.5'D_L_Defl)... Deflection 0.000 in 0.000 in @ Center 0.044 in ...Length/Defl 0.0 . 0.0 @ Left 0.000 in @ Right 0.000 in �� , , Trtle: Job# Dsgnr: Date: 520PM, 10 OCT 06 Description: Scope: Rev: ss000a Page 1 user:icw-ososa�a,ver s.s.o,�-cec-zoo3 General Timber Beam fc)�983-2003 ENERCAIC Engineering SOftware 3'153-2.eCw:C2lGUlation5 Description 9. Floor beam Dining/Family RM General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name Prllm:5.25x11.875 Center Span 18.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Can6lever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist-MacMillan,Parallam 2.OE Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor �.�00 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 108.00#/ft LL 360.00 #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=18_OOft,Beam Width=5250in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.655 : � Maximum Moment 19.5 k-ft Maximum Shear'1.5 5.8 k Allowable Z9•$ k-ft Allowable 18.1 k Max.Positive Moment 19.52 k-ft at 9.000 ft Shear: @ Left 4.34 k Max.Negative Moment 0.00 k-ft at 18.000 ft @ Right 4.34 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.295 in Max.M allow 29.82 @ Right 0.000 in Reactions... tb 1,898.77 psi fv 93.53 psi Left DL 1.10 k Max 4.34 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.10 k Max 4.34 k Deffections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.197 in -0.777 in Deflection 0.000 in 0_000 in ...Location 9.000 ft 9.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,097.7 277.97 Right Cantilever... Camber(using 7.5�D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.295 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in • . @ Right OA00 in f� TiUe: Job# • ` Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: iRev. sa000a Page 7 ��:��3,��s.8.o,,-��-2� General Timber Beam , (c)7983-2003 ENERCALC Engineering Software 3153-2.ec.wCalculations � Description 10. Floor beam over Foyer �Gellerd) 111fOrIYlBtIOn Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name MicroLam:3.5x11_875 CenterSpan 8.00ft .... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .... .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . ...Lu 0_00 ft Member Type Manuf/So.Pine Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Allow 2,600.0 psi Load Dur.Fador 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi WoodDensity 32.500pcf E 1,900.Oksi �Trapezoidal Loads � #1 DL @ Left 60.00 #/ft LL @ Left 200.00 #/ft Start Loc 0.000 ft DL @ Right 60.00 #/ft LL @ Right 200.00 #/ft End Loc 5_0�0 ft #2 DL @ Left 120.00 #/ft LL @ Left 400.00 #/ft Start Loc 5.000 ft DL @ Right 120.00 #/ft LL @ Right 400.00 #/ft End Loc 8.000 ft _ . - --. _. _.... _. _. . , Poi� nt Loads � Dead Load 3,300.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft O.00Oft Summary Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.501 : � Maximum Moment s.s k-� Maximum Shear* 1.5 4.9 k Allowable ��$ k-� Allowable 11.8 k Max.Positive Moment 8.93 k-ft at 4.992 ft Shear. @ Left 2.46 k Max.Negative Moment -0.00 k-ft at 8.000 ft @ Right 3.77 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.103 in Max.M allow 17.g2 @ Right O.00Oin Reactions... fb 1,302.74 psi fv 117.86 psi left DL 1.55 k Max 2.46 k Fb 2,600.00 psi Fv 285.00 psi Right DL 2.49 k Max 3.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.069 in -0.095 in Deflection 0.000 in 0.000 in ...Location 4.256 ft 4.224 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,391.5 1,011.42 RightCan6lever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.103 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� - Titie: Job# Dsgnr: Date: 10:SSAM, 26 SEP 06 Description: Scope: � ue�:�-ososa�s,v�s.a.o,,-�2� General Timber Beam Pa9e � � i (c)1983-2W3 ENERCALC Engineering Software 3�53-2'ecwCa�alaG°ns Description 11. Floor beam over garage �G@Iler'dl 111fOni18t10� Code Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base aliowables are user defined � Sedion Name 5.125x15 Center Span 19.00 ft .. ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft ._. . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi Trapezoidal Loads �� #1 DL @ left 132.00 #/ft LL @ Left 440.00 #/ft Start Loc 0.000 ft DL @ Right 132.00 #/ft LL @ Right 440.00 #/ft End Loc 9.000 ft #2 DL @ Left 156.00 #/ft LL @ Left 520.00 #/ft Start Loc 9.000 ft DL @ Right 156.00 #/ft LL @ Right 520.00 #/ft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5.125in x Depth=15.in, Ends are Pin-Pin Max Stress Ratio 0�770 : 1 Maximum Moment 29.2 k-ft Maximum Shear" 1.5 8.3 k Allowable 38.0 k-ft Allowable 18.5 k Max.Positive Moment 29.22 k-ft at 9.804 ft Shear. @ Left 5.87 k Max.Negative Moment -0.00 k-ft at 19.000 ft @ Right 6.37 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.275 in Max.M allow 37.97 @ Right O.00Oin Reactions... tb 1,824.26 psi fv 107.75 psi Left DL 1.48 k Max 5.87k Fb 2,370.65 psi Fv 240.00 psi Right DL 1.60 k Max 6.37 k ! Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.183 in -0.730 in Deflection 0.000 in 0.000 in ...Location 9.576 ft 9.576 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,242.6 312.42 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.275 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in /� , Title: Job# - • Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: Re�: Se000a Page 1 ��3,�e�s.8.o.,-�� Generai Timber Beam (c)1983-2003 ENERCALC Engineering Soflware 315�2.ecw:Calculations � Description 12. window header at Den/Guest rm Gell@I"dl ItlfOnilatiOtl Code Ref: 1997/2001 NDS,2000/200316C,2003 NFPA 5000.Base allowables are user defined � Section Name 4x10 Center Span 8.00 ft .. ...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .... .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .... .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 _ Bm WL Added to Loads Fb Base AIIow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fix'ity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi - -- ... Full Length Uniform Loads _ _� Center DL 144.00#/ft LL 380.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o��s : 1 Maximum Moment a.3 k-flt Maximum Shear* 1.5 2.s k Allowable 4.5 k-ft Allowable 5.8 k Max.Positive Moment 4.25 k-ft at 4.000 ft Shear: @ Left 2.13 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.13 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.057 in Max.M allow 4.49 @ Right 0.000 in Reactions... fb 7,021.92 psi fv 79.56 psi Left DL 0.61 k Max 2.13k Fb 1,080.00 psi Fv 180.00 psi Right DL 0.61 k Max 2.13 k Deflections Cerrter Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.133 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,542.8 724.15 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.057 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� . , Titie: Job# � Dsgnr_ Date: 10:55AM, 26 SEP 06 Description: Scope: ( ReY: se000a Page 1 IUser.KW-06058�3,Ver5.8.0,,-0�-2� General Timber Beam 3153-2_e�w:Cakulations � � (c)1983-2003 ENERCALC Engineering Software Description 13. Garage door header �General Information Code Refi 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 5.725x16.5 Center Span 16.00ft ... ..Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .... .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 32.500 pcf E 1,800.0 ksi j Trapezoidal Loads � � #1 DL @ Left 512.00 #/ft LL @ Left 840.00 #/ft Start Loc 0.000 ft DL @ Right 512.00 #/ft LL @ Right 840.00 #/ft End Loc 4.000 ft #2 DL @ Left 206.00 #/ft LL @ Left 370.00 #/ft Start Loc 4.000 ft DL @ Right 206.00 #!ft LL @ Right 370.00 #Jft End Loc 16.000 ft � Point Loads Dead Load 6,700.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft O.00Oft Summary Beam Design OK Span=76.00ft,Beam Width=5.125in x Depth=16.5in,Ends are Pin-Pin Max Stress Ratio 0��5 : 1 Maximum Moment 39.1 k-ft Maximum Shear* 1.5 16.0 k Allowable 46.3 k-ft Allowable 20.3 k Max.Positive Moment 39.12 k-ft at 4.544 ft Shear. @ Left 12.50 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.82 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.471 in Max.M allow 46.29 @ Right 0.000 in Reactions... fb 2,018.85 psi fv 189.07 psi Left DL 7.90 k Max 12.50 k Fb 2,388.86 psi Fv 240.00 psi Right DL 3.63 k Max 6.82 k j Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.314 in -0.500 in Deflection 0.000 in 0.000 in ...Location 7.360 ft 7.552 ft ...Length/Defl 0.0 0.0 ...Length/Defl 611.4 383.67 Right Cantilever... Camber(using 1.5�D.L.Defl)_.. Deflection 0.000 in 0.000 in @ Center 0.471 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in � SZ Title: Job# - • Dsgnr: Date: 10:55AM, 26 SEP 06 Description: Scope: Re�: sa°°oa Page 1^ ��-�.��,��5.8.o.,-�z�3 General Timber Beam (c)1983-2Ll03 ENERCALC Engineering Software 315�2.ec.w:Calculations � Description 14. crawl space girder w/bearing wail above G@�@fdl II1fOrR'18t1011 Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined � Section Name 4x70 Center Span 4.50 ft ... ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 - Bm Wt.Added to Loads Fb Base Ailow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam.End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi , Ful L ngth Uniform Loads � Center DL 284.00#/ft LL 680.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0��7 : 1 Maximum Moment 2.5 k-ft Maximum Shear* 1_5 2.2 k Allowable 4.5 k-ft Allowable 5.8 k Max.Positive Moment 2.46 k-ft at 2.250 ft Shear. @ Left 2.19 k Ma�c.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.19 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.011 in Max.M allow 4.49 @ Right O.00Oin Reactions... fb 591.72 psi fv 67.23 psi Left DL 0.66 k Max 2.19 k Fb 1,080.00 psi Fv 180.00 psi Right DL 0.66 k Max 2.19 k � Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.007 in -0.024 in Defledion 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 7,420.9 2,225.60 Right Cantilever... Camber(using 1.5•D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.011 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 53 , „ _ Title: Job# Dsgnr Date: 10:55AM, 26 SEP 06 Description: Scope: u�c KW-0605873,Ver5.8.0,,-��2� --- General Timber Beam . ---------- --- Pa9e � (c)1983-2003 ENERCALC Engineering Software 3153-2.ecw:Calalations � Description 15. crawl space girder w/out bearing wall above Gell@f11 I�fOIT118t1Of1 Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined � Section Name 4x10 Center Span 6.00 ft ._...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � Center DL 108.00#/ft LL 360.00 #fft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio o.4�s ; � Maximum Moment 2.� k-� Maximum Shear* 1.5 �.s k Allowable 4.5 k-� AllOwable 5.8 k Max.Positive Moment 2.14 k-ft at 3.000 ft Shear: @ Left 7.43 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.43 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.014 in Max.M allow 4.49 @ Right 0.000 in Reactions... fb 514.24 psi fv 49.15 psi Left DL 0.35 k Max 1.43 k Fb 1,080.00 psi Fv 180.00 psi Right DL 0.35 k Max 1.43 k � Deflections Center Span... Dead Load Total Load Left Cantilever... Dead load Total Load Deflection -0.009 in -0.038 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 7,909.2 1,918.73 RightCantilever... Camber(using 1.5*D.L.Defl)... Defledion 0.000 in 0.000 in @ Center 0.014 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SL� Title: Job# � ^ ` Dsgnr: Date: 10:55AM; 26 SEP 06 Description: Scope: Rev: 580004 -- .. u�icw-osose�s,ve�s.e.o,�-o�2oos Generai Timber Beam Page � � (c)1983-2003 ENERCALC Engineering Soflware 31532.e�w:Calculations Description 16. Crawi space joists General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined � Section Name 2x10 Center Span 9.00ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft . ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Alk�w 85Q.0 psi Load Dur.Fador 1.000 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Wood Density 32.500pcf E 1,300.Oksi LFull Length Uniform Loads � Center DL 16.00#/ft LL 53:00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.438 : � Maximum Moment o.�k-ft Maximum Shear* 1.5 o.a k Allowable 1.7 k-ft Allowable 2.� k Max.Positive Moment 0.73 k-ft at 4.500 ft Shear. @ Left 0.32 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.32 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.033 in Max.M allow 1,67 @ Right 0_OOOin Reactions... fb 409.71 psi fv 2920 psi Left DL 0.09 k Max 0.32 k Fb 935.00 psi Fv 150.00 psi Right DL 0.09 k Max 0.32 k Deflections Cerrter Span_._ Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.022 in -0.083 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,918.3 1,304.48 RightCantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.033 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Myers �ngineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 6x6 DF#1 Wood Post �sf�:= P—S�' �,:= psf•ft l�br-.= plf•ft I-�:= 9•ft F�:= 1000•psi �C�'.= 1 CFb:= 1 CM:= 1 Ct:= 1 CL:= 1 Cg�:= 1 E':= 1600000•psi 6x6 Wood Post Properties F'�c�= Fc'CD'CPc p��c- 1000•psi Kf== 1 �'�f=0.6 for unbraced nailed Axial Load Capacity buitt up posts-0.75 for bofted) Slendemess Ratio (SL) �:= 5.5•in t:= 5.5•in SL:= h �C,�:= 0.8 I{�E:= 0.3 2 A:= t•h A= 30.2•in KcE'E' n�w FcE== 2 FcE= 1245•psi t.h3 4 SL ,I,= — I=.763•in 12 2 1 + FCE 1 + FCE FCE I�2 S=27.7•in3 F�� F�� F�, �' h C := c — c — c K p 2•C 2•C C f Cp=0.76 F'�:= Cp F"� F'�= 761-psi Pm�:= F'�A Pm�=23015•ib (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post s�f:= pS1 l�f := psf•ft ll��.= plf•ft -�I:= 9•ft 144 F�:= 460•psi �= 1 �= 1 �= 1 C�,'.= 1 C�:= 1 �:= 1 ME�'�-.= 1045000•psi FN'�.= F�CD•Cp� F"�=460•psi 6x6 Treated Wood Post Properties K�:= 1.0 ��=0.6 for unbraced nailed Axial Load Capacity buift up posts-0.75 for bofted) Slendemess Ratio (SL) ,1�.= 5.5�in H �= 5.5•in �S,�L�.= h �,:= 0.8 K�= 03 2 A:= t•h A=30.2•in nNv E' �= E2 F�E = 813•psi �— t-h3 I= 76.3•in4 SL 12 FCE FCE 2 Fcs �:= I-2 S=27.7•in3 1 + — 1 + — — h F"� F"� F"� '"R"— 2,C 2.0 C Kf Cp=0.85 F�:= Cp F"� F'�=389•psi P�= F'�A Pm�= 11760•ib (Maximum post Capacity) 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 7� Myers Engineering, LLC Phone: 253-858�3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 3-2x6 HF Stud Built up Wood Post s�f:- ps� i�f:= psf•ft �= plf•ft �H:= 9•ft 144 �:= 800-psi �= 1 �= 1 �= 1 �= 1 C�:= 1 C�:- 1.1 �E�:= 1200000•psi F,,,�,;•= Fc'CD'CFc F"�= 880•Psi 3-2x6 Built Up Post Properties K�:= 1.0 �K{=0.6 for unbraced nailed Axial Load Capacity b��u p posts-0.75 for bofted) Slenderness Ratio (SL) ,h�:= (5.5)•in H �= 3-(1.5)•in ,�n:= h ,C,,:= 0.8 K��.= 0.3 2 E, �A:= t•h A=24.8•in tirGFw- KcE2 p�E °934•psi t.h3 . 4 SL �= i2 I=62.4•m 2 1 + �CE 1 + FcE FCE S._ I_2 S=22.7•in3 F"c F"� F^� ^^^ h "�" 2'C 2•C C Kf Cp=0.71 F�:= Cp F"� F'�=626•psi ��= F'�A Pm�= 15486•lb (Maximum post Capacity) Maximum Load For 2-2x6 HF Stud Built up Wood Post s�f:_ p� l�f:- psf•ft l�b`.�= plf-ft H:= 9-ft �:= 800•psi �= 1 �= 1 �= 1 �= 1 C�:= 1 C�:= 1.1 E�:= 1200000•psi F�:= F�CD-Cp� F"�=880•psi 2-2x6 Built Up Post Properties Axial Load Capacity ��— 1�0 ��=0.6 forunbraced nailed built up posts-0.75 for bofted) Slendemess Ratio (SL) ,h�:= 5.5•in H �t�,'.= (2)•1.5•in N:= h �,:= 0.8 �_ �-3 2 �:= t•h A= 16.5•in E' ,F,�,,;= E FCg =934•psi t•h3 4 SLZ ,�I„` 12 I=41.6•in 2 1 + �CE 1 + FCE FcE S^:= I� S= 15.1•in3 F"� F"� p�� '�" 2'C 2•C C Kf Cp=OJ1 MF'�:= Cp•F�� F'�=626•psi �= F'�A Pm�= 10324-1b (Maximum post Capacity) 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 �7 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/2 Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel_net Maximum Load For 4x4 HF#2 Treated Post sf:- psl lf:= psf•ft �= plf•ft �H,:= 4•ft 'R"�'" 144 '�2""" F�:= 1040•psi �= 1 �= 1 �= 1 �= 1 �:= 1 C�:= 1 NE�'�.= 1235000•psi F�.= F�CD•Cp� F"�= 1040•psi 4x4 Treated Wood Post Properties K�:= 1.0 ��=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for boRed) Slendemess Ratio (SL) ,1�:= 3.5•in H �= 3.5-in S�L,:= h �:= 0.8 K��.= 0.3 2 A:= t•h A= 12.2•in � E' F��= E F�E= 1970•psi t•h3 4 2 �_ — I= 12.S�in SL 12 2 I•2 3 FcE FCE FCE �:_ — S=7.1•in 1 + — 1 + — — h F° F" F" c c c �" 2.0 2.0 C �Kf Cp=0.86 F�:= Cp F"� F'�= 892•psi �= F'�A Pm�= 10930•lb (Maximum post Capacity) 3153-2 Exposure B.xmcd Mark Myers, PE 2/2/2012 ��