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2799 Structural Calcs LATERAL ANALY S I S & GRAVITY CALCULATIONS � �� � ��� a� 5���. � � �� ��� � 37172 fi�j� ���,��GISTEg��.���' ���I'`� '���NAL �� v IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: Plan 2799/2 w/ 3rd Car Garage Option February 13, 2013 20091NTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B, K�= 1.00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D (IBC) Dt/DZ (IRC) 3206 SOth Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineer@centurytel.net Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/Z Email: myengineer@centurytel.net Gig Harbor, WA 98335 � DESIGN LOADS: ROOF DEAD LOADS 15 PSF Total ROOF LIVE LOADS 25 PSF (Snow) FLOOR DEAD LOADS 15 PSF Total FLOOR LIVE LOADS 40 PSF (Reducible) STAlR 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---_____�-----------��____------�__�_�_----------H F#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 PSi, 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 PROFESSIONAL REGISTERED INTHE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH 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 BEAVAILABLE 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. 2799-2.xmcd Mark Myers, PE 2/12/2013 f Phone: 253-858-3248 Myers Engine�ring, LLC Email: m en ineer centu tel.net 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Y g @ ry Gig Harbor, WA 98335 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 Iateral loads. Roof and Fioor 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 �E:= l.p For Seismic Use Group i occupancy (ASCE 7-05 Tab�e 11.5-1) R:= 6.5 Sto:= 3.0 Cd:= 4 Light Framed Walis w/Wood Shear Panels (ASCE 7-05 Table 12.2-1) SS:= 1.42 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short-Period S� := 0.49 Mapped Maximum Considered Earthquake Spectrai ResponseAcceleration 1-Second Period Fa:= 1.00 Site Coefficient based on Site Class & SS (ASCE 7-05 Table 11.4-1) F�:= 1.51 Site Coefficient based on Site Ciass & S1 (ASCE 7-05 Table 11.4-2) W �,X Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) 2 0.95 Equatior► 16-37 Sms:= SS•Fa Sms = 1•42 Equation 16-39 SDg := 3•Sms SDS = 2 Equation 16-38 Sm� := S1•F� Sm� = 0.74 Equation 16-40 SD� := 3•Sml SDt =�•49 Roof SlopeAdjustment Factor: 1 S:_ r � cosl atan���� � � S = 1.08 Plan Area for Each Level: Plan Perimeter for Each Level: A� := 1802ft2•S Pl := 2(36ft) + 2(58ft) (Main Roof) (Upper Floor) p2:= 2(48ft) + 2(56ft) AZ:= 1513ft2+ 951ft2•S (Main Floor) (Upper Floor& Lower Roof} Lateral Loads transfered to foundation at Main Floor Level 2799-2.xmcd Mark Myers, PE 2/12/2013 Z 238 SF 1 SF AREA SUMMARY MAIN FLOOR: 126B $F. UPPER FLOOR: 1513 SF. TOTqL: 2I81 SF. GdRCGE�. 529 Sf. 1802 SF 358 SF 698 SF � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 Weight of Structure at Each Level: Story Weight at Upper Floor: Weight of floors include weight of fioor wl := 15•psf•A1 + 12•psf•4•ft•Pl framing, flooring material, insulation, and 5psf for miscellaneous partition walis. Story Weight at Main Floor: w2:= 15•psf•AZ + 12•psf•�S�ft•P� + 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 building F:= 1.1 � �F•SDS'�'i� V�E;= V�E= 6136.91b Story Shear at Upper Floor R v �F SDS �W2�� VZE= 9718.16 ib Story Shear at Main Floor 2E�= R Total Base Shear: �/E;_ (�Il E {- �/ZE� VE_ ]5855.06 Ib 2799-2.xmcd Mark Myers, PE 2/12/2013 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-05 SECTION 6.5 ENCLOSED RIGID BUtLDiNGS (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). V:= 85 Wind Speed Miles per Hour(Figure 6-1). zg:= 1200ft Per Table 6-2: zg = 1200ft & a = 7.0 for Exposure B I�:= 0.85 Wind Directionality Factor(Table 6-4). a;_ �.p z9 = 900ft & a = 9.5 for Exposure C Ca) Kh:= 2.01�h 1 Kh=0.7 Velocity Pressure Exposure Coefficient (Tabie 6-3). Zs� Topographic Factor(KZt} (Figure 6-4): 2-D Escarpment with building downwind of crest for Exposure B. x:= 1 ft H:= 1 ft Lh:= 1 ft z:= h �y:= 2.5 µ:= 4 (-'Y•z) K� := 0.75�L 1 K� =0.75 KZ:_ �1 - µLh 1 KZ=0.75 K3:= e Lh K3 =0 � � K�:= �1 + K��KZ•K3�2 K�= 1 Internal Pressure Coefficients (Figure 6-5) GCp;:_ .18 +/- External Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 7/12 (30 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�,:= 56ft S�,:= 48ft L� = l.17 h = 0.54 Lss:= 48ft BSS:= 56ft Lss = 0.86 h =0.63 B� L� Bss Lss GCpfl :_ .8 Windward Wall GCpsl :_ .8 Windward Wall GCp�:= 0.1 Windward Roof GCpsZ:= 0.2 Windward Roof GCp�:_ -.6 Leeward Roof GCps3:_ -.6 Leeward Roof GCpf4:= -.47 Leeward Wall GCps4:= -.5 Leeward Wall Velocity Pressure ( qh ) Evaluated at Mean Roof Height (h) (Equation 6-15) qh:= 0.00256�Kh�K�•I{d•V2•I qh = 11.01 Design Wind Pressures p = qGCp -q�(GCp�) (Equation 6-18)where q & q�will be conservatively taken as qh 2799-2.xmcd Mark Myers, PE 2/12/2013 � /� �� . � f// ( i A S . � � rA � ao - � oa 00 PR�vIDE S1EP5 FRONT ELEVATION �n���� . e 5/4 X�VEftf.W :fran irP. ' •BEVEL SiD� ttP. REAR ELEVATION � � 2�SF // � � � r // / / � / `h 2 w ' � 99 5 ' \ . i r � . � oa 00 0� � -- FRONDE SiEPS FRONT ELEV"A'1�t�N �z � RIGHT ELEVATION 7 / , „ ; �/ � � , � ; SF � A , 3 SF � , , e � � � �e�� RIGHT ELEVATION �� � � 5/�n�B�WD B0. I] I1 � � �I LEFf ELEVATION � Myers Engineering, LLC Phone: 253-858=3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 The Internal Pressures on Windward and Leeward Walls& Roofs will oFfset 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 �— gh'(GCPfl�•psf p� = 8.81 ft 2�ib Windward Wall Ps� = qn'�GCpst�•Psf PSl = 8.81 ft 2•Ib Windward Wall p�:= qh•�GCp��•psf p�= 1.1 ft 2-lb Windward Roof ps2:- qh.�GCPsz��psf ps2 =2.2ft 2•lb Windward Roof p�;:= qh•�GCp���psf p�_-6.61 ft Z•lb Leeward Roof ps�;= qh•(GCps3�•psf ps3 =-6.61 ft 2•Ib Leeward Roof Pf4�— 9h'�GCpf4��Psf Pfa=-5.18 ft 2•lb Leeward Wall psa�= 9n'�GCpsa��Psf ps4=-5.51 ft 2•lb Leeward Wall Wind Pressure at Upper Roof(Front to Back): V��, :_ �p�—p��244ft2 + �pfl — Pt'a��234•ft2 V», =5154.53 Ib Wind Pressure at Upper Floor(Front to Back): V2�, :_ �p� —p��55ft2+ �pfl — Pfa��399•ft2 Vz�, = 6005.391b Wind Pressure at Upper Roof (Side to Side): V3w �_ �Ps2 -P53��96ft2 + �Ps� -ps4��377ft2 V3�, = 6244.071b Wind Pressure at Upper Floor(Side to Side): V4w= �Psz — Ps3�'�ft2 + �Psl —Ps4��523ft2 V4�, = 7488.71b But not less than 10 psf over the projected vertical plane. 2799-2.xmcd Mark Myers, PE 2/12/2013 S � �� ��, � � � eosm xox y zmam xo EGRE55 3668 EG�55 ^ I I 7� N I � � d I I m I'�' �'I W.�. . N•�� !,� � � � cnrzr�r \�1 a � I �DROOM 3 ' ' a �i. �q�r ' `_�__ MAST�R S�DROOM � � CARPEI � � m 0 s 3068 .:... � ATTIC��� �� � ACCE55 a � 2m0 m n� m I �I R O m la I �I a ^^� o I B���WI I � � I O N � GARPET 0 � � � � �, Q 60"x 36" 0 � q soac rue a v 3�B 0 ��� � �o �� I-IALL � � � � carz�eT � � LL �I I� oN i6R al ���p ����� I a ^�'`!' I ��3 ` ca�er � � ws � I � r---/�- z \ � �, ml W.�.V z �--�---J � ` LL4 \?.�° a� c4 �� CEILING LINE _ '� � v� I _� _ _ _ � 3 .o� O� R,�b � �� m N � 3 K LL - �VINYL z 'ZJ Z °� a= UTI IT1'/ C T OOM �4m F" , "°5� �DROOM 2 p/9/A� CARPET Z���� $ �w.q v EGRE55 �S�yd s6 0 XO � r d G 55 .;. � /�0 (� �3g � � smam xo i � 3� y.• � 02. o� I� ml� ' �m � �� � � I � s �� ��r�� i mi m i L- BLDG LINE BELOW ------� I �6 UPPER FLOOR PLAN 1D Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL AA: Story Shear due to Wind: V3�, = 6244.071b Story Shear due to Seismic: ViE= 6136.91b Bldg Width in direction of Load: Lt:= 48•ft Distance between shear walls: L� := 48•ft Shear Wall Length: Laa,�,:= (2•4 + 15)ft Laa�:= (2•4 + 15)ft Laa,T,=23 ft Laas=23 ft Percent full height sheathing: a/o:- ���ft 100 % - 100 Max Opening Height= Oft-Oin, Therefore Co:= 1.00 """`'- (10�ft perAF&PA SDPWS Table 4.3.3.4 usw Lt V�E Li L •2 0.7p.L.2 Wind Force: vaa:= ia Seismic Force: p:- 1.0 E�:= La t aw as E vaa= 135.74ft �•Ib vaa = 135.74ft �•lb Eaa= 93.39ft 1•lb � = 93.39ft 1•lb Co Co P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 pif Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: L�:= 4•ft Piate Height: Pt:= 8•ft WR:= 0.6(15•psf)•21.5•ft•Laa+ 0.6•(10•psf)•Pt•Laa+ 0.6•(lOpsf)•Oft•L� r-aa DLRM:= WR•— DLRM= 1932 ft•lb 2 Overturnin� Moment: OTMN,:= vaa•Laa�Pt OTMH,=4343.7ft•Ib OTMS:= Eaa•L�•Pt OTMS =2988.4ft•Ib Holdown Force & Net Uplift: OTMW OTMS – DLRM –DLRM Co Co E�DFaaN,:= HDFaas:_ Laa L'aa HDFaa,�,=602.93 lb HDFaas=264.1 lb No Holdown Required Base Plate Nail Spacin,�(2005 NDS Table11N) Anchor Bolt Spacinq (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 ZN:= 122•lb CD:= 1.6 AS:= 860•lb �= 1.6 ZB:= AS•CD ZB = 13761b Bp:= CD ZN C� Bp= 1.44 ft Per Nail As:= Z$ C� As= 10.14 ft Per Bolt vaa vaa 16d ae 16" o.c. 5/8"A.B. @ 77' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 11 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL BB: Story Shear due to Wind: V3W = 6244.071b Story Shear due to Seismic: V�E=6136.91b Bldg Width in direction of Load: L�:- 48•ft Distance between shearwalls: I�,:- 48•ft Shear Wall Length: LbbW:_ (2�2.5 + 5.25)ft Lbbs:= L2•2.5�8� + 5.25�ft LbbW= 10.25 ft Lbbs= 8.38 ft Percent full height sheathing: o�o:_ 10•ft 100 %_ ]00 Max Opening Height = 9ft-Oin, Therefore�C�.= 1.00 "`^^— (t0•ft) perAF&PA SDPWS Table 4.3.3.4 3W I V L V L ��P �?E 21 Lt 2 t Wind Force: vbb :— Seismic Force: �:= 1.0 Ebb�- LbbS LbbW vbb =304.59 ft l.�b vbb = 304.59 ft t•Ib Ebb= 256.47 ft 1•lb Ebb =256.47 ft �•lb Co Co P1-4: 7/16" Sheathing w! 8d nails @ 4" O.C. Wind Capacity= 495 plf Seismic Capacity= 353 plf Dead Load Resistinq Overturninq: Lbb:= 2.5•ft Plate Height: Pt,:= 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—206.25ft•lb 2 Overturninq Moment: O�TM�:= vbb•Lbb•Pt OTMW= 6091.78 ft�lb D�TM,s��= Ebb'L'bb'Pt OTMS = 5129.35 ft•lb Holdown Force & Net Uplift: OTMW OTMS _DLRM —DLRM C CO �IDFbb •— � HDFbbW:= L 5 1-bb bb HDFbbW=2354.21 lb HDFbbs = 1969.24 Ib Simpson MST48 Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinp (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�1b �.= 1.6 AM,,�,:= 860•lb �.= 1.6 �:= AS•CD ZB = 13761b Z C $ •= CD ZN C� B = 0.64 ft Per Nail A�:= B � As=4.52 ft Per Bolt "'"R" vbb p vbb 16d @ 6" o.c. 5/8"A.B. @ 54' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 {Z Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL CC: Story Shear due to Wind: V,�, = 5154.53 Ib Story Shear due to Seismic: V�E=6136.91b Bidg Width in direction of Load: L�:= 36�ft Distance between shear walls: �:_ 36•ft Shear Wall Length: LccW:_ (15.67+ 4)ft Lccs:_ (15.67+ 4)ft LccW= 19.67 ft Lccs= 19.67 ft Percent full height sheathing: f/�:- i��ft 100 /o = 100 Max Opening Height = Oft-Oin, Therefore C •= 1.00 0 o n�vSk 10�ft perAF&PA SDPWS Table 4.3.3.4 v�W.L� 0.7p•ViE Lt Lt 2 Seismic Force: �:_ 1.0 E � LI 2 Wind Force: vcc:= c�•_ Lcc�,, Lccs E vcc = 131.03 ft 1•Ib vcc _ �31.03 ft I�Ib E�� = 109.2 ft �•lb �� = 109.2 ft 1•lb Co Co P1-6: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 pif Dead Load Resisting Overturninq: L��:= 4•ft Plate Height: PM:= 8•ft W := 0.6(15-psf)•2•ft•L�� + 0.6•(10•psf)•Pt•L��+ 0.6•(lOpsf)•Oft•L�� Lcc � D�L,RM:= WR•— DLRM= 528 ft•lb 2 Overturninq Moment: OmTM��:= vcc•L��•Pt OTMW=4192.8 ft•lb 0��,�= Ecc'Lcc'Pt OTMS=349432 ft•lb Holdown Force & Net Uplift: OTMW OTMS - DLRM -DLRM HDFccW:= c� �IDFccs:= C� j-�� Lcc I-IDFccW= 916.21b HDFccs = 741.581b No Holdown Required Base Plate Nail Spacinq (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)&1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 A�:= 860•]b �.= 1.6 Z�:= AS•CD ZB = 13761b rBN�.'= CD ZN C� Bp= 1.49 ft Per Nail �= ZB C0 As= 10.5 ft Per Bolt VCC VCC 16d @ 16" o.c. 5/8"A.B. @ 77' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 J3 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL DD: Story Shear due to Wind: vl�, = 5154.53 lb Story Shear due to Seismic: V�E= 6136.91b Bldg Width in direction of Load: L�:= 36•ft Distance between shear walls: �:_ 36•ft Shear Wall Length: LddW:_ (4.67 + 8.5 + 23)ft Ldds:_ (4.67 + 8.5 + 23)ft LddW= 36.17ft Ldds= 36.17ft Percent full height sheathing: o�= 10•ft �p0 %_ ]00 Max Opening Height = Oft-Oin, Therefore C�.= 1.00 C 10•ft) perAF&PA SDPWS Table 4.3.3.4 `/�W j,� VtE 1-'1 0.7p- L • 2 Wind Force: vdd := Lt 2 Seismic Force: �:= 1.0 Edd:= t LddW Ldds vdd = 71.25ft ��lb �dd = 7125ft �•lb Eda= 59.38ft t•lb Eaa = 59.38ft I•lb Co co P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 pif Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: Lad:= 4.67•ft Plate Height: PM:= 8•ft W�:= 0.6(15•psf)•2•ft•Ldd+ 0.6•(10•psf)•Pt•Ldd+ 0.6•(lOpsf)•Oft•Ldd D��_ WR,Laa DLRM= 719.69ft•]b 2 Overturninci Moment: 0�:= vdd�Lad•Pt OTMW=2662.06 ft•lb 0���,�= Edd'Ldd'� OTMS =2218.58 R•lb Holdown Force& Net Uplift: OTMW OTMS _DLRM —DLRM C HDFddW:= C� �IDFdds:= o [,dd Ldd HDFddW=415.921b HDFdds=320.961b No Holdown Required Base Plate Nail Spacinct t2005 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� 1-112" Plate Hem-Fir Z�:= 122•lb �.= 1.6 A�:= 860•lb C�.-= 1.6 Z�:= AS•CD ZB = 13761b Z C $ = CD ZN C� B =3.29ft Per Nail A�:= B � As=23.17ft Per Bolt � Edd p Edd 16d @ 16" o.c. 5/8"AB. @ 72" o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �� � � ��. � �� � � �Z „ _ . �_,____..�__ ---_.____----.----_____ � ��_.-_�.� y�'�d I� � �- `��� �s s .��� -F- ! �.� .� 4���{�g}�P� � 6060 SGD 5060 XO � � ��o p^ 6050 XO bm50 XO � � � SCs 5Cs � ��� �..�.. , ' �, . ... o I I g�. I I II `:� I I II �, I I uQQK � 0 I I VINYL � 0 ' � � � � � I>I �3� � FAMfLY ROOM i�i .Z� � � C4RPET I I RQISED BAR �'p��9�p � � �� � � UU� a e I I 51NK pW 5 � /� ' 0 � I I KI7GHEN � � � � � vwr� /' � � ��. a / g �./��-'"� 36"HIGH'yWGLL 36"NIGN'��WALL SOFFIT �. ----- ., ..,..�L._. ,,. ... . . 6v COFPER CEILING___ ...� ..�... 00� O j7���r"1 ., I_ —_� v ^1d68. .d... ,,, F�Af��1D"G O � 2468 (a� � � '� .> � lil � �D NI1�lCs � � �� � I��e I`�I � carz�Er � la� I I ��.ryI = LL ��e'G�p' I I � 2%6 WAL� �I�y�.L � y. 3 G ' I I � � � - � L_ COFFER GEILING______J . �j� �� 36"HIGH'��WALL ` � ((�}��I _ . QI 4' Y:�`JJ'iE'4 " ..e"� '.:�wz.:. .....:�'. JI � URN. W/H .. � ..�� � �I � ml VA�LiED � O �j ,,�,� ENTRY ��1n��- �o�WOOO d�' h.i�' LL �6R �� a i i� "� _�� e_S��D� � I m a ' 1630 FX �'�� 51. 6010 TRPN � � ^�� `�' � `.x ABV,SG I r I ��o� � cvn Po�c�+ ` ; F , 4"CONC q� � r_—___—'_____—� V s��Y's.$�a�<Q Y ----� I I r BLDG LINE ABOVE I I e I —,F---'__---__.r_'______, I I I BLDG LINc ABOVE I I � �hD�+�6 t��l�61�os�' � � caR�,a�ac� � i w z�L ' i 4,�. i 2 G,4 Cs� i � � i 4„��� i i i i i i i i i I I 10080 OHD I I �-��� 1608PJOHD. � � ��"`��---�'°�•��� �' Z.�s�S � 3 CAR GARAGE OPTION 1� � - P � � , ���% , _...�---__._._..__--__�____.___-�.--- - _ ` 6�� .eaT►o S�,�O��R� , �a� �5�����R� � < �� � y5 �`�% � ,� � , � �a ' 6068 SGD 5060 XO � �,� 6050 XO 6050 XO `� `''�' �°^• �.:�z -. ..:. � II pro� ��' � � 5�� � a/ � � � � � _ � � uooK N 0 I I vIN7L 0 � � � � Irl �3� ��� � FAMILY ROOM �`� �,.�' i CARPET I � R415ED BAR �,,= I I � � �i s n q � � �� siwc � 0 K��C� � � �� II � I I �F viNrL ��� 36"HIGH�ry WALL • ------ y 36"HIGH'�i WALL �r _ ......�. ._ ............. 5/�A�� a¢ � � O Qy COFFER CEILINu___ __ � � p ei Bg: r � 'D 3a68 a p � p .:....,..��..... B� �O I � . � I'al � I Ixl �D NINCs I � �do'4 � I Izaes ��I � Ca�r � z LL ��a � I � � � � �1'� u q � � 2X6 WALF vlNS � � ' I o. �1� k Q/ � COFFER CEILING______J �------ � w� 36"NIGH 4�WAL� �� � �i � �� � URN. WM .s .� pl Y_ � ml v4UL�TEp0 O I� NARpWppp 1� �� x � ii 6R 0 I 9�7' 7630FX 05L. 6m10 iRAN � ��T�d��� w��� `�+ SG aBV.SG �/ ��� � , _�Y�e GVD PORGN A � � ,,,��� ^ , r BLWs LINE ABOVE '/ � � I � -----------r--------, -�---------- I BLDG LINE ABOVE � �S��D�'�� � � � � � 2 caR�ARac� '� 4"CANC. I � � � � � � 16080 O.HD. 4� � ��t�'��! 'L,�!� NO��d.yx�P.st w/�5�'�x5�y MAIN FLOOR PLAN �� Myers Engineering, LLC Phone: �53-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL A: Story Shear due to Wind: V4�, = 7488.71b Story Shear due to Seismic: V2�=9718.161b Bldg Width in direction of Load: L�:- 56�ft Distance between shear walls: L�:- 36•ft Shear Wall Length: LaW:_ (2�4.5 + 3.25)ft Las:= L2•4.25�95� + 3.25�951�ft J LaW= 12.25 ft Las= 10.38 ft Percent full height sheathing: o�_ 10�ft 100 % - 100 Max Opening Height= Oft-Oin, Therefore�= 1.00 10•ft perAF&PA SDPWS Table 4.3.3.4 vaa•Laa,�,+ v4W•I-1 Eaa•Laas+ 0.7p�V2E Lt Lt 2 Lt 2 Wind Force: va:= Seismic Force: �:- 1.0 Ea:= LaW Las E va= 451.36ft �•lb �a = 451.36ft �•lb Ea=417.78ft 1•lb a =417.78ft I•ib Co Co P1-3: 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity= 638 plf Seismic Capacity = 456 plf Dead Load Resistinq Overturning La:= 3.25•ft Plate Height: P�:= 9•ft W := 0.6(]5•psf)•21.5•ft•La+ 0.6•(]0-psf)�2Pt�La+ 0.6•(lOpsf)•IOft•La L'a � D�w= WR•— DLRM= 1909.17 ft�lb 2 Overturninq Moment: OT�M := va•La Pt OTM W= 13202.18 ft•lb O�TM��:= Ea La Pt OTMS= 12220.16 ft•lb Holdown Force & Net Uplift: OTMW OTMS - DLRM -DLRM HDFaw.:= C� + HDFaa,,, EIDFas:= C� + I-IDFaas La I�a HDFaW=4077.71b HDFas =3436.71 lb Simpson STHD14RJ Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails & 1-'!/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) & 1-1/2" Plate Hem-Fir Z�:= 122•]b C�,�.= 1.6 A�,:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b B�= CD ZN C� Bp= 0.43 ft Per Nail A,�,s�:= ZB C� As= 3.05 ft Per Bolt va va 16d @ 4" o.c. 5/8"A.B. @ 36" o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 � ? Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL B: Story Shear due to Wind: Vq�, = 7488.71b Story Shear due to Seismic: VZE=9718.161b Bidg Width in direction of Load: L�:= S6•ft Distance between shear walls: �:= 20•ft r 5.75 Shear Wal! Length: LbW:_ (2•2.875)ft LbW= 5.75 ft Lbs:= L2•2.875(9� ft Lbs= 3.67 ft � 10�ft Max Opening Height= Oft-Oin, Therefore C�.= 1.00 Percent full height sheathing: °�/�:_ ��0.ft� 100 % = 100 per AF&PA SDPWS Table 4.3.3.4 V4W L� V2E I'l 0.5(vbb•Sft) + �— O.S�Ebb•Sft) + 0.7p•�•2 Lt Z t Wind Force: vb:- Lb Seismic Force: �:= l.0 Eb�= Lbs W E vb= 365 ft �•(b C = 365 fc l•lb Eb= 505.21 ft 1•lb Cb = 505.21 ft t•lb o ° P1-2: 7/16" Sheathing w/ 8d nails @ 2" O.C. Wind Capacity= 833 plf Seismic Capacity= 595 plf Dead Load Resistinq Overturninq: Lb:= 2.875•ft Plate Height: P�:= 9•ft W�:= 0.6(15•psf)•6.5•ft�Lb+ 0.6•(10•psf)•Pt�Lb+ 0.6•(lOpsf)•Oft�Lb D��_ WR,2b DLRM=464.94ft•lb Overturninq Moment: OTM�,:= vb�Lb�Pt OTMW= 944433 ft•16 O�M�:= Eb•Lb•Pt OTMS= 13072.26 ft•lb Holdown Force & Net Uplift: OTMW OTMS - DLRM - DLRM Co HDFbW:= C� + HDFbbW HDFbs:= L + HDFbbs Lb b HDFbW= 5477.48 lb HDFbs = 6354.391b Simpson HDU8 at 4x6 post w/ SST628L Achor Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common {0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5I8" Dia. Bolt(6" Embed) 8�2-1/2" Plate Hem-Fir Z�:= 122•lb �:= 1.6 �:= 1070•lb �.= 1.6 Z�:= AS'CD ZB = 17121b $ = C�ZN C� B = 0.39ft Per Nail AM= ZB C� As=339ft Per Bolt ,w3L,' E p Eb b 16d @ 4" o.c. 5/8"AB. @ 36" o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Myers Engineering, LLC Phone: �53-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL C: Story Shear due to Wind: V2V1 = 6005.391b Story Shear due to Seismic: VZE= 9718.161b Bidg Width in direction of Load: L�:= 36�ft Distance between shear walls: L�:- 36•ft Shear Wail Length: LcW:_ (12.83 + 6 + 4.75)ft Lcs:_ (12.83 + 6 + 4.75)ft LcW= 23.58ft Lcs=23.58ft 18.83•ft Max Opening Height = 3ft-Oin, Therefore C = 1.00 Percent fuli height sheathing: ��- •100 % =90.4 ""�'� 20.83•ft perAF&PA SDPWS Table 4.3.3.4 vcc•Lcc,N,+ vZW•L� Ecc'Lccs+ O.7P•VZE LI Lt 2 Lt 2 Wind Force: ��:- Seismic Force: �:= 1.0 E�:= LcW Lcs E vc= 236.64 ft 1•lb �� =236.64 ft �•lb E�=235.34 ft 1•Ib c =235.34 ft 1•lb Co Co P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capaci#y= 242 plf Dead Load Resistinq Overtuming L�:= 4.75•ft Plate Height: �Pt�:= 9•ft W := 0.6(]5•psf)•2•ft•L�+ 0.6•(]0•psf)•2Pt•L�+ 0.6•(lOpsf)•lft•L� L� � D��= WR•— DLRM= 1489.12 ft•lb 2 Overturninq Moment: 0�:= vc•L�•Pt OTMW= 101 1633 ft�lb O�TMM�:= E�L�Pt OTMS = 10060.7ft•lb Holdown Force& Net Uplift: OTMW OTMS - DLRM - DLRM HDFcW:= c� + HDFccW HDFcs:= C� + HDFccS L� I-c HDFcW=2732.451b HDFcs=2546.121b Simpson STHD10RJ Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Comrnon (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�1b C��.= 1.6 Z�:= AS•CD ZB = 13761b Cp�ZN•Co ZB'Co B = B = 0.82 ft Per Nail As:= As= 5.81 ft Per Bolt � vC p ~� VC 16d @ 8" o.c. 508"AB. @ 65' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL D: Story Shear due to Wind: VZW = 6005.391b Story Shear due to Seismic: VzE=9718.161b Bldg Width in direction of Load: L,�:- 36•ft Distance between shear walls: �:= 36•8 Shear Wall Length: LdW:_ (26.25)ft Lds:_ (26.25)ft LdW= 26.25 ft LdS=26.25 ft 10�ft Max Opening Height = Oft-Oin, Therefore C�.= 1.00 Percenfi full height sheathing: ��- ��� ft1�100 % = 100 perAF&PA SDPWS Table 4.3.3.4 l u2W Ll V2E L� vdd�LddW+ �— Eaa'Ldds+ 0.7p•L• 2 Lt 2 t Wind Force: vd:= Ld Seismic Force: �:= 1.0 Ea�= Lds w E vd = 212.57ft �•lb C =212.57ft ��Ib Ed=211.4ft �•lb Ca =211.4ft �•lb o ° P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 pif Dead Load Resistinq Overturninq: Ld:= 26.25•ft Plate Height: PM:= 9•ft W�:= 0.6(15•psf)•2•ft•Ld+ 0.6•(10•psf)•2Pt•Ld + 0.6•(lOpsf)•ift•Ld L p�N= WR.� DLRM=45478.13 ft•lb Overtuming Moment: p��:= vd•Ld•Pt OTMW= 50219.61 ft•]b 0�:= Ed•Ld•Pt OTMS = 49943.44ft•lb Holdown Force & Net Uplift: OTMS OTMW _ DLRM C -DLRM 0 HDFdW:= � + HDFdd�,, HDFds:= L + HDFdds Ld d HDFdW= 596.SS Ib HDFds =491.071b No Holdown Required Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq (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•lb �- 1.6 �:= 860•Ib �= 1.6 Z�. := AS•CD ZB = 13761b $�= cD ZN C� Bp=0.92 ft Per Nail A,s�:= ZB C� As=6.47 ft Per Bolt vd vd 16d @ 8" o.c. 5/8"AB. @ 77' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Myers Engineering, LLC Phone: �53-858=3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL E: Story Shear due to Wind: V4�, = 7488.71b Story Shear due to Seismic: VZE=9718.161b Bldg Width in direction of Load: L�:- 56�ft Distance between shear walls: �:_ 36•ft LZ:= 20ft Shear Wall Length: LeW:_ (2•4.25 + 11.5)ft Les:= I 2-4.25�g=51 + 11.S�ft L 9J LeW=20 ft Les = 19.53 ft Percent full height sheathing: �_ 10•ft 100 /o— 100 Max Opening Height = Oft-0in, Therefore C •= 1.00 o _ o .�+ 10�ft perAF&PA SDPWS Table 4.3.3.4 vbb•7.75ft+ vaw �L� + L2� Ebb-7.75ft+ 0.7p•v2E•`Ll + LZ" LI 2 Lt 2 Wind Force: ve:= Seismic Force: �:- 1.0 Ee:= LeW Les E ve= 305.25 ft �•lb Ve =305.25 ft l�lb Ee=275.96ft 1•lb e =275.96ft 1•lb Co Co P1-4: 7/16°' Sheathing wi 8d nails @ 4" O.C. Wind Capacity= 495 plf Seismic Capacity= 353 plf Dead Load Resistinq �verturninq: Le:= 4.25�ft Plate Height: Pt:= 9•ft W�:= 0.6(15•psf)�O�ft�Le+ 0.6•(IO�psf)Pt�Le+ 0.6•(lOpsf)�13ft•Le D�N_ WR,Le DLRM— 1192.13ft•]b — Z — Overturning Moment: ON�TM�y�= ve�Le Pt OTMN,= 11675.65 ft�lb 0�:= Ee Le Pt OTMS= 10555.65 ft•Ib Holdown Force & Net Upiift: OTMW OTMS — DLRM —DLRM o C HDFeW:= C HDFes:= o Le I-e HDFeW=2466.71 lb HDFes = 2203.181b Simpson LSTHD8RJ Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS 7able 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 A�,:= 860•Ib �.= 1.6 Z�:= AS•CD ZB = 13761b B�:= CD ZN C� Bp= 0.64 ft Per Nail As�= ZB C� As=4.51 ft Per Bolt ve ve 16d @ 6 518"A.B. @ 54" o.c. 8" o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �f Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan_2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 WALL F: Story Shear due to Wind: V4W = 7488.71b Story Shear due to Seismic: VZE=9718.161b Bldg Width in direction of Load: L,�:- 48•ft Distance between shearwalls: I�:= 12•ft Shear Wall Length: LfW:_ (23.67)ft Lfs:_ (23.6'�ft Lf 23.67 ft Lfs =23.67 ft w= 10�ft Max Opening Height = Oft-Oin, Therefore�= 1.00 Percent full height sheathing: °�_ (10�ft)�100 % = 100 perAF&PA SDPWS Table 4.3.3.4 VqW \L'll 0.7P•L2E l�11 Lt 2 t Wind Force: vf:= Lf Seismic Force: �:- 1.0 Ef�= LfS w vf = 39.SSft �•Ib C =39.SSft ��lb Ef= 35.92ft l�lb Cf =35.92ft �•lb o ° P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity = 242 plf Dead Load Resistinq Overturninq: Lf:= 23.67�ft Plate Height: P�:= 10•fr L W,�:= 0.6(t5•psf)•2�ft•Lf+ 0.6•(10•psf)Pt•Lf+ 0.6•(lOpsf)•Oft•Lf D��.= WR.2f DLRM=21850.49ft•lb Overturninq Moment: ONNT��= vf•Lf•Pt OTMW=9360.87ft•lb OM,�:= Ef•Lf•Pt OTMS = 8503.39ft•lb Holdown Force& Net Uplift: OTM W OTMS - DLRM -DLRM c Co HDFfW:_ � HDFfs:_ Lf Lf FIDFfW=-527.661b HDFfs=-563.881b 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� 1-112" Plate Hem-Fir Z�:= 122•lb �.- 1.6 A�,:= 860•lb �= 1.6 �:= AS•CD ZB = 13761b $ •_ CD ZN C� B =4.94 ft Per Nail A�:= ZB C� As=34.79ft Per Bolt ^"�R^ v f p vf 16d ca 16" o.c. 5/8"A.B. @ 77' o.c. 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Myers Engineering, LLC Phone: 2�3-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 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 Wind Capacity= 300 plf& Seismic Capacity = 214 plf Unblocked Diapraghm Case 2-6 Wind Capacity= 221 plf& Seismic Capacity= 158 pif Wa I I Li nes AA: Wa I I Li nes D D: Ldd Ldd vaa�La� = 86.72ft ��Ib Eaa�La� = 59.66ft �•Ib vdd• W = 53.69ft 1•Ib Edd• 5 =44.75ft l�lb 36ft 36ft 48ft 48ft Wall Lines BB: Wall Lines B: Lbb�, _ � Lbbs - 1 vbb� = 86.72ft •lb Ebb� ^ = 59.66ft �Ib vb•LbW =95.4ft 1•lb Eb. Lbs = 84.36ft �•lb 36ft �6ft 22ft 22ft Wall Lines CC: Wall Lines F: LccW _ � LccS _ � vcc =64.43ft �lb E���— = 53.7ft �lb Vf_ Lf"' _ 39ft 1•lb Ef Lfs = 35.43ft 1•lb 40ft 40ft 24ft 24ft Wa I I Li nes A: �va�LaW-vaa•Laa�,,� _ � Ea Las - Eaa•LaaS - 1 = 66.86ft �Ib = 60.74ft •Ib (36ft) 36ft Wall Lines C: �vc•LcW— vcc•LccW� _ � E�Lcs — E��•Lccs — 1 = 120.11 ft �lb 25� _ ]36.OSft �lb (25ft) Wa I I Li nes D: �vd•LdW— vdd•LddW� _ � Ed•Lds — Edd•Ldds _ � =66.73ft •lb = 75.59ft �lb (45ft) 45ft Wall Line E: �ve•LeW—vbb•4.25ft� — 1 Ee Les — Ebb�4.25ft — 1 = 160.35 ft �lb = 143.3 ft �lb (30ft) 30ft 2799-2.xmcd Mark Myers, PE 2/12/2013 fr� X � ——' -- — � -- --- � �'_. � -- �, , � i i ix i C TRU ES m "O.C. � A PER .SPE .iTP. 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II II II II II II ° I fqMMON Lp155 -Q 1J2 ��.17 a RIDGE �NO TR1155E5 a 14"OL. :MFG.SPECS. _c ; e GOHMGrJ i1dJ55 a�"�� � ----- � __ '2..r � � _ __ — PARTIAL GABLE `9 —_ —— � i'�" C9 l:R `� l:l]C� � -_ ' _ __ . . _ � �� G LE ENl TRJ55 � I'-0' I A5 PER MFCs.SPE _ � 1 I � 1'1FR.MONO TRUSSES a 74"O.G. AS PER nFG.5PEC5. � ,' - -- - � - -- -- � = 6 -- = � � __ —_ — �_ - -- -- ,,_m�. ,,.m,� 3 CAR GARAGE OPTION — '4 .I� �� � j , III t I . �'� I I — __ ,: � in.1••:v.,. . <. . .... . 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Z�/�r/F��Q IL 0.�. �_� o, � �� ; �� � ��,����� ���.� �� o� ����,��� �� � ��-� �����`,��,�� �: ������� � � � � ���-1 v ��� � � _ _ �'��� ���� !�; �. p ���������a� � �-'�� �- ,� �— ��?,5 �� _.. _ _� � . ; �. a ,�� ��'��'� � . . e ,r �:a m . ���� ��°��� � ��`�.��''"" `����,.��� s_ ,����1�, __ �J�fO ����� FOR �������_ DATE �"/Z—I�7 x JOB � � BY �I� Project Title: Proiect ID: Mark Myers,PE Engineer: Myers EngineePing LLC Project Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 ?rntea.'2FEB2Q13,3'19?M E-mail:m en ineer centu el.net �;ie=c�YUsersiMa�lDesjcfaplORRWU�t°t�CASeAD"91��2799-2.� ' = < ' `; I ' i'".EI�tE#�C�[L�,R�i�:'F�3-2d12.'��i�$.1242.7,1y8G:Cr�421'�.7 � Wo�d-Bean�, �: >. ..> . � �.��: __ Description: 1.Header at Master CODEREFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Fb-Tension 875 psi E:Modulus of Elasticify 1300 ksi Analysis Method: Aliowabie Stress Design Fb-Compr 875 psi Ebend-xx Load Combination 20091BC&ASCE7-05 Fc-Prll 600 psi Eminbend-x�c 470ksi Fc-Perp 625 psi Wood Species : Douglas Fir-Larch F� 170 psi Wood Grade : No•2 Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ......................_.., _..._.......__._.....__.._�.._......_._.......---........_._._......_.._.._.__._.__..__ D 0.3225 S Q.5375--_....�---... ; , _� � �,» . :,,.. . ._ .,, �zy , �� ��, = Lk� "u ':, 9` .e: 'ss3 .� .w_,� :s „ , . w.,.:..._�« � .���,... ,*j, i... �3�,,.w I' .#, •.,9� ,.� 6x12 , : ; Span = 8.0 ft --...-------_____.__. ;...._......_______..__._..___.—.._.__.—_.___..—___----____.__._._..___�_-.-_.--......_._..._..-_---.---..-____.__----Service loads entered.Load Factors will be applied for calculations. Applied Loads Uniform Load; D=0.3225, S=0.5375, Tributary Width=1.0 ft �����r�� ___ _..... __ . ---__._._ ,_ DESIGN SUMMARY ----- -- ---. ._......_ _. ..._.�_------- 0.368 : � ;Maximum Bending Stress Ratio� - � 0.778 1 Maximum Shear Stress Ratio - 6x12 Section used for this span 6x12 Section used for this span _ 62.53 psi fb:Actual = 6$1.02psi fv:Actual _ 875.00 si Fv:Allowable _ 170.00 psi FB:Allowable = P +D+S+H Load Combination +D+S+H Load Combination _ 7.066ft Location of maximum on span = 4.00Oft Location of maximum on span _ S an#1 S an#1 Span#where maximum occurs p Span#where maximum occurs = P Maximum Deflection Ratio= 1745 Max Downward L+Lr+S Deflection 0.055 �� Ratio= 0 <360 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.088 in Ratio= 1091 Max Upward Total Deflection 0.000 in Ratio= 0 <240 __ _.... ...._.� Overall Max�mum De#lec�ions Unfaetored Laads M�,^+^Defl Location in Span Load CombinaUon Span Max.""Defl Location in Span Load Combination 0.0000 0.000 p+s 1 0.0880 4.029 Vertical Reaetians-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.440 3.440 D Only 1.290 1.290 S Only 2.150 2.150 p+s 3.440 3,440 '2 �' 7 Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Prolect ID: 3206 50th St Ct NW,Ste 210-B Pro�ect Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-mail:m en ineer C211tU tei.net Prntec:92FE82G13 3:19Pb1 . �r� c�u��r��k�ra��urrt-�axcASeao t��ss�z�ss-z�s �� Woad Bearn ` ..��c��c;i���,$���s.�z��:?�r-�s�z:�z� ��:o�: Description: 2.Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Ailowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasficify Load Combination 20091BC&ASCE7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ,........�.............................._._....__...__.......__......---.__......_._........_.....----.._................._.__....._.._........._.._...________...---......—�_.�_..------......_..�--.�......---._..._._.._.._....._________.— D(0.3225) S(0.5375) i W �, ��.�. ��, � , ; . . : �,.� � �r �; � �� �� � ; 6x10 S an = 6.Oft �---____._._..._..__---_..._..___.�._---...------_______---------------------------p---...------__..�._.___�_-______—_______.__.._.__---__—._-------.-..: Appkl2d L02dS Service loads entered.Load Factors will be appfied for calcuiations. Uniform Load: D=0.3225, S=0.5375, Tributary Width=1.0 ft _DESIGN SUMMARY ------...___----...__....^----- --_________-----.�:I�I��_ _�..._wY.�_:._ m.._�.�_....�____---- — Maximum Bending Stress Ratio - 0.642 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 6x10 Section used for this span 6X10 ; fb:Actual = 561.35psi fv:Actual = 54.60 psi ; FB:Allowable = 875.00psi Fv:Allowable = 170.00 pSi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.00Oft 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 0.031 in Ratio= 2333 Max Upward L+Lr+S Deflection 0.000 in Ratio= Q<360 Max Downward Total Deflection 0.049 in Ratio= 1458 Max Upward Total Deflection 0.000 in Ratio= 0<240 _....._ ....... ........ ..�_._. Overail Maximum Deflections l}nfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p� . 1 0.0494 3.022 0.0000 0.000 VerEical Reactions=U11f8CtOCed ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.580 2.580 D Only 0.968 0.968 S Only 1.613 1.613 p+S 2.580 2.580 /� Project Title: Project ID: Mark Myers,PE Engineer: Myers Enginee�ing LLC Project Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 ?rotea.2 FEB 2C13,3'20?61 E-mail:m en ineer centu el.net _. > �ite=.c:tusersw�rCc�o?sktaptF��M�t"''�1CASCpD"3�7�?��-��6 ; EE1EliCAk..0 1�EC:T5E32Q12.Build:6�12.92.7�/er:6:12;42.7 1NO�d �e�r� , : � ��' , . �� � � : _ _ �:�,: DesCription: 2a.Header CODE REFEREMCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Fb-Tension 875.0 psi E:Modulus of Elasticity1,300.Oksi Analysis Method: Aliowable Stress Design Fb-Compr 875.0 psi Ebend-xx Load Combination 20091BC&ASCE7-05 Fc-Prll 600.0 psi Eminbend-x�c 470.Oksi Fc-Perp 625.0 psi Wood Species : Douglas Fir-Larch F� 170.0 psi Wood Grade :No•2 Ft 425.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ._____...__`___..___.._.__..._...._._...._._._._....___........_. _...._..__.._._....__..__..___......._._--------...__.._........�-------...._.__._......__._.__... , ........................................................_..........._....___...._._.__.�_....___....--- - -- - , D 0.3225 S 0.537 , � ° _ �, -�"� r � s��;-�+�,. � y A,� fA,� �� � '.�, �� �'�� 6x8 Span = 5.833 ft ;__._..._- -------------_--------....__------..._------.....___--_....______-_—___-----.._....._..__---_--------- _. _ ... Service loads entered.load Factors will be applisd far calcu(ations. App[iedloads ; , , , Uniform Load: Q=0.3225, S=0.5375, Tributary Width=1.0 ft ������.u� .- . • DESIGN:Sf111t4MARY ��_��.-__.__.___._ ._._ ._�_------.__...___._ -.--- -..-- -_..__....____ 0.423 : 1 Maximum Bending Stress Ratio = 0.973 1 Maximum Shear Stress Ratio - 6x8 6x8 Section used for this span 71.90 psi Section used for this span {y;qctual = fb:Actual = 851.22psi _ 170.00 psi 875.00psi Fv:Allowable FB:Altowable = +p+$+H Load Combination +D+S+H Load Combination _ O.00Oft Location of maximum on span = 2.917ft Location of maximum on span _ Span#1 Span#where maximum occurs = Span#1 Span#where maximum occurs i. Maximum Deflection Ratio= 1249 Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection p.090 in Ratio= 780 Max Downward Total Deflection 0.000 in Ratio= 0 <240 Max Upward Total Deflection �.... _..._ �._...._ .... .. Overall Max�mum Deflectfons-Unfactored Loads Max."+"Defl Location in Span Load Combinat�on Span Max.="Defl Location in Span Load Combination 0.000 p+S � 0.0896 2.938 0.0000 Support notation:Far left is#1 Values in KIPS Verticat Reactions-Unfactored Load Combination Support 1 Support 2 Overall MAXimum 2.508 2.508 D Only 0.941 0.941 S Only 1.568 1.568 p,S 2.508 2.508 3`I Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Prolect ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-maii:m en ineer centu tei.net °rntec 12FE82C13,321P�.1 F(e c;ttlserstN�atklDesktoPVQRFGGY(i�^�1LEASG'�1D�112�9�9-2�2799-�:ee6 : �OOC�-Q4a1� . ENERCAY.C.ti�.'��3?At7;B€a'id-'612.12.Z.VeP6:1217,7 �.��: Description: 3.2 Car Garage Door Header COD�REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E;Modulus of Elasticity 1300ksi Load Combination 20091BC&ASCE7-05 Fb-Compr 875 psi Ebend-�oc Fc-Prll 600 psi Eminbend-�oc 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 3221 pcf Beam Bracing : Beam is Fuliy Braced against lateral-torsion buckling D 0.0975 S 0.1625 . . �.� � ��-�; f�., �A, y. _ . _ � f . � . � . �� e w:�:���„�„ �, ���m,,. ��,�� �� ��. ,��.�.. ��, � � �� _ , �: �.. . . 6x12 Span = 16.0 ft __.�.._ ____----- -------_.__�__...___.. _.__...�____._..__..-- -.-.---_...---.--__.__ Appll@d L01dS Service loads entered.Load Factors will be applied for calcuiatians. Uniform Load: D=0.09750, S=0.1625, Tributary Width=1.0 ft DESlGN St1MMARY � � � ____ ___.._.._------_------------ ____ Maximum Bending Stress Ratio = 0.949: 1 Maximum Shear Stress Ratio = 0.256 : 1 Section used for this span 6x12 Section used for this span 6x12 i fb:Actual = 823.56psi fv:Actual = 43.57 psi FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination _ +D+S+H Location of maximum on span = 8.00Oft Location of maximum on span - 15.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.266 in Ratio= 721 Max Upward L+Lr+S Deflection 0.000 in Ratio= Q<360 ' Max Downward Total Deflection 0.426 in Ratio= 451 ; Max Upward Total Deflection 0.000 in Ratio= 0<240 ' ; � �......._ �... _........ _._.. ...___ _ Overall M�irnum Deflectians-Unfactored Laads ' Load Combma6on Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p+g 1 0.4255 8.058 0.0000 0.000 Vel�iCal R@8Ct10[1S-Uitf8Cfi0�2d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.080 2.080 D Only 0.780 0.780 S Only 1.300 1.300 p+S 2.080 2.080 �� Mark Myers,PE Project Title: Prolect ID: M ePs En inee�in LLC Engineer: y 9 9 Project Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253$58-3248 ?r;nted:i2FE82Gt3,32flPM E-maii:m en ineer centu el,net _ Fie=G:l�se�sU�a�C�►�op�tq��t�-�leaseAD=�1121s9-�2zs9-2.ec6 ' �OOd B�e�� ; `; ,... ... , . - _ ; :E���e.�n�e:�,��zn�z.e�i�s.t�:�2,x�te�:�2:�.� _, .., ,... ,,, �:r,. DesCription: 4.Poroh Header COUE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasficity Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Load Combination 20091BC&ASCE7-05 Fc-Prll 600.0 psi Eminbend-xx 470.Oksi Fc-Perp 625.0 psi Wood Species : Douglas Fir-Larch F� 170.0 psi Wood Grade :No•2 Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ___....__.._.....__._._._. _._-.-.-_ -.-.-------._..._..____...__.._-.-._..__....__.._.___.__....___; ........................................._............_..._..........._......_..._.........__..._---.._...__.......---..._......._...._._ D 0.0675 S 0.1125 ..�.... 4N., . . .. ... r . �_ �.. ; . �, �� ,�.. , �U� ;�� ,.,�. � . � � � � �� � � ��.,R�. ;� � � ,a> �� ...., ��� ,.. 6x10 Span = 13.50 ft ' ------- -- --------------____...---- -- ----...- --._..__. ` Appfl2d LoadS � � � Service loads entered.Load Factors will be appiied for calculations. Uniform Load: D=0.06750, S=0.1125, Tributary Width=1.0 ft r_DESlGN SUMMARY _ _ _- ------ ------—.��.'�TiI��. _-----.. ._.�------ ------- -- 0.181 : 1 Maximum Bending Stress Ratio = � 0.680: 1 Maximum Shear Stress Ratio - 6x10 Section used for this span 6x10 Section used for this span _ 594.80 si fv:Actual _ 30.81 psi tb:Actual = P _ 170.00 psi FB:Allowable = 875.00psi Fv:Allowable - +D+S+H Load Combination +D+S+H Loatl Combination 6.750ft Location of maximum on span = 0.000 ft Location of maximum on span = Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Ratio= 978 ' Max Downward L+Lr+S Deflection 0.166 �n Ratio= 0<360 ' Max Upward L+Lr+S Deflection 0.000 in Ratio= 611 Max Downward Total Deflection 0.265 in Ratio= 0<240 Max Upward Total Deflection 0.000 in ..... _. .... ...... .. _...... �..._ Overail IVfaximum Deflections Unfactored'Loads MaX.^+^Defl Location in Span Load Combinat�on Span Max.""Defl Location in Span Load Combination D+S 1 0.2649 6.799 0.0000 0.000 V2rtIC81 R28CtI0t1S•Ut1flCtOfed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.215 1.215 D Only 0.456 0.456 S Only 0.759 0.759 p+s 1.215 1.215 �6 Mark Myers,PE Project Title: Project ID: Myers Engineering LLC Engmeer: 3206 50th St Ct NW,Ste 210-B Pro�ect Descr: Gig Harbor,WA 98335 ph;253-858-3248 �r:ntec:�2 FEB 2C13.3:29°M E-mail:m en ineer centu el.net : Eile=c;lltserslMarklDesktcrplDRtr�lN-1tCASGAD-'�t2799-212799-2,ec6 WOOC� Bealll EI�1E#�Glt�G IN�:'[963�J12r6!alcf6f2:12.7'Uec6;t2.12.7 __. :.te. Description: 5.Patio Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 200916C&ASCE7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbentl-xx 470.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against laterai-torsion buckling D 0.1125 S 0.1875 .��.m q�.,t`�,g ��,��r k. ,�f�;,\ u'''�r tT" ��f k� �+�',^'?,> .;�,� .,y,. w ..,,F n: j � .. , ., � �> ,+,_ . ,. e� 'a.'� re�,�,, �y ��,� ,��; � q, ' , � . _ � � � .. . , , . ?x",� k n. ,t,.., , ;..,,. .. ,. . � : ' �r.. „,.., .�..m- , da'.... .,_,.ar' .�. er .a..k n;'i:.-,. _ ., . ' 6x12 Span = 15.0 ft _.. _-- ------ ....___ _ ______ -- ------_- --___ _._...___ __-- -- ---- -- AppliBd L08dS Service loads entered. Load Factors wii0 be appiied for calcu{ations. Uniform Load: D=0.1125, S=0.1875, Tributary Width=1.0 ft ����■� _DESIGN$UMMARX�.__.._ --- -_ ___---------- — -- -._ __ .. __.... Maximum Bending Stress Ratio u-^�� � 0.955 1 Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 6x12 Section used for this span 6x12 ; fb:Actual = 835.20psi iv:Actual = 46.74 psi � FB:Allowable = 875.00psi Fv:Ailowable = 170.00 psi ' Load Combination +p+S+H Load Combination _ +D+S+H Location of maximum on span = 7,500ft Location of maximum on span - 14.069ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.237 in Ratio= 759 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Defiection 0.379 in Ratio= 474 Max Upward Total Deflection 0.000 Ift Ratio= d<240 _ _ ... _. _._..... --..- Overalt Maximum Deftections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p+S 1 0.3793 7.555 0.0000 0.000 Vet�ICdl R28Ct10(1S-UI1f2Ct0Y2d Support notation:Far left is#1 Values in KIPS Loatl Combination Support 1 Support 2 Overall MAXimum 2.250 2.250 D Only 0.844 0.844 S Only 1.406 1.406 p+g 2.250 2.250 �� FLAOR SPAN TABLES L/480 Live Load Deflection O - - -: ;. .. __ , _ _ ._ . �...._ ._.� ��. � --.-� .___ _ _ So►ne�ll�'�ors�ser�esmayvrof': _. _ _.- � be.�arf���'e�,y�r4�Fe,��vn �. ._ a - . _ _ _ . Car�ctyodcaLei%e�epr�ser�ve : 16'-11 15-6" 14'-7" 13 1" 16-11" 15 6' 14 3 12 9 ` �`or�r�`ornn�a� a II'-9° . i6'-3° 15'-4° 14-3" 11'-9° 16,_3" 15�_4" 14'-0" 18'-3" '- " 15'-9" 14'-8" 18'-3" ° 15'-9" 14'-8" . 20'-2" 18'-5" 17'-4" 15'-9`�v 20'-2" 17'-8" 16'-Pci� 14'-4"c'� 21'-1" 18'-2" 16'-11" 21'-1" '- " 17'-8" 15�_y���i� . � �1� ` - � 21'-8" 19'-10" 18'-8° 17'-5" 21'-8° 19'-10" 18'-7° 16,_7"�l� 22'-il" 20'-11" 19'-8" 18'-4" 22'-11" 19'-8" 17'-10"tl� 1�"-13/s° � -� - '"`- 26'-1" 23'-8" 22'-4" 20'-9" 26'-1" 23'-8° 22'-4" 20'-9°�i> � 22'-10" 20'-11" 19'-2" 17'-2"�l� 22'-2" 19'-2" 17'-6"�'� 15'-0"�i� 9'�" . . . 23'-11" 21'-10" 20'-8" 18'-10"�i� 23'-11" 21'-1° 19'-2"�I� 16'-7"�l� 3/s" I1%s" : 14" _ 24'-8" 22'-6" 21'-2" 19'-9°�'> 24'-8" 22'-2" 20'-3"�t� 17'-6"ct� 26'-0" 23'-8" 22'-4" . 20'-9"nJ 26'-0" 23'-8" 22'-4"�l) 17'.1Q^c�) � 29'-6° 26'-10" Z5'-4" 23'-6" 29'-6" 26'-f0" 25'-4"cl� 20'-11"�'� . . 26'-6" 24'-3" 22'-6"a� 19'-11°cii 26'-0" 22'-6°ni 20'-7"�u 16'-7°ro _ _ 4M TJI� 1101oists zr-s° za�-io° 2a�-s° zi�-i°«, 2r-3� 23�-s° 2i�-a°«, ir-s°«, .;: , 28'-9" 26'-3" 24'-8°n� 21'-5"w y8'.g" 26'-3"cn 22'-4"cn 17'-10"m . , _.. • � - 32'-8" 29'-8" 28'-0" 25'-2"cu 31'-8" pg,�8„ 26'-3°w 20'-11°�n �.� �z��b� L/360 Live Load DefleCtion (Minimum Criteria per Code) i�°_i3�° _ .µ = - � �� ` _ � .: .�. - - .. : _: � : � __ : . , � �° 18'-9° 17-2" 15'-8" 14'-0" 18'-1" 15'-8" 14 3 12 9 ' �8u 117/a" 19'-8° 18'-0" 17'-0" 15'-4" 19'-8" 17'-2" 15'-8" 14'-0" 14" 20'-3" 18'-6" 11'-5" 16'-2" 10,_3" 18'-1" 16'-6" 14'-9" 16" - 22'-3" 19'-4" 17'-8" 15'-9"cl� 20'-5" 11'-8° 16'-1"�l� 14'-4°ci� � - 23'_4" 21'-2" 19'-4" 17'-3"c'� 12'-4" 19'-4" 17'-8" 15'-9"cl� 24'-0" 21'-11" 20'-5" 18'-3" 23'-7". 20'-5" 18'-7" 16'-7"�l� �(��� 2�� �OIStS 25'-4" 23'-2" 21'-10" 20'-4"�i� 15'-4" 13'-2" 21'-10"rr� 17'-10"�l� 28'-10" 26'-3" 24'-9° 23'-0" ZB'-10" 26'-3° 24'-9" 20'-11"�I� 24'-4" 21'-0" 19'-2" 17'-2"cl� 22'-2" 19'-2" 17'-6"(1) 15'-0"�l� 2�/ie" 26'-6"_. 23'-1" 21'-1° 18'-10"cn 24'_4" 21'-1" 19'-2°(1) 16'-7"c'� 1 � � 27'-3" 24'-4" 22'-2" 19'-10"�l> 25'-8" 22'-2" 20'-3"(1) 17'-6`�'� �` -1— 28'-9" 26'-3" 24'-9"u� 21'-5"ci� 28'-9° 26'-3"ru 22'-4°n� 17'-10"�l� 1�/"-l� � _ - 32'-8" 29'-9" 28'-0° 25'-2°�I� 31'-8" 29'-9" 26'-3°ni 20'-11"��� 9'h° ,. -"� 28'-6" 24'-8" 22'-6"u� 19'-11"a� Z6'-0" 22'-6°«� 20'-7°u� 16'-7"�i� �� 11�/a" . 30'-1" p6�_�" 23'-9" 21'-1"ci� 27'-5" 23'-9" 21'-8"c» 17'-6"�l� 14" 31'-10" 29'-0" 26'-10"�l� 21'-5°ci� 31'-f0" 26'-10°n� 22'-4°�l� 17'-10"�l� 16" . _ �� 36'-1" 32'-11" 31'-0"�'� 25'-2"�l� 36'-1° 31'-6"r�� 26'-3"cl� 20'-11"c�� � (1)Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is lessthan 5�/" T11� 230 Joists and the span on either side of the intermediate bearing is greater than the following spans: _. . _. . - .. �. ,� �- ,;. ,V . . �. , _ . _ __ _ .. � n�"''�:; �� �_ . _ _ _ _ 2�i6' ,��. - N,A N A. M A. 15'-4 N A. N.A. 16'-0" 12'-9" i N.A. N.A. 2'.l'-4" 17'-0" N.li. 21'-4" 17'-9" 14'-2" !____� � Y N.A. N.A. P�.A. 19'-2" N.A. N.A. 19'-11" 15'-11" ' � ,�, 1� � : �_ N.A. N.A. 2�i'-5" 19'-6" N.A. 24'-5" 2p�;4" 16'-3" " �.' N.A. N.A. 29'-10" 23'-10" N.A. 29'-10° 24'-10" 19'-10" 11%a" _....... .. a��� 14" • Long-term deflection under dead load,which includes the effect of creep,has not been considered.Bold italic spans reflect initial dead 16" load deflection exceeding 0.33". � How to Use These Tables General Notes , TJ1� 3601oists 1. Determine the appropriate live load deflection ■ Tables are based on: criteria. — Uniform loads. — More restrictive of simple or continuous span. � �3��2° 2. Identify the live and dead load condition. — Clear distance between supports(1�/a"minimum end bearing). L 3. Select on-cente�spacing. ■ Assumed composite action with a single layer of 24"on-center 1�° � 4. Scan down the column until you meet or span-rated,glue-nailed floor panels for deflection only.Spans � exceed the span of your application. shall be reduced 6"when floor panels are nailed only. 11�" �/�e" 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 = � - conditions. LyeJoad deilectma►snot the anty;factor, ` 3hat'atfecis;hawa-�i'eorwillpe�Dr�nt ■ for loading conditions not shown,referto software or to the load TamoreacourafelyFre�'icf�loarperfoxmar�ce;°. tableonpage5. T11� 560 JOists .�s'eourTlpcn'"'Aabngs: '" - : _. . �� �i A�ol Trus Joist�TJI°Joist Specifier's Guide TJ-4000 February 2009 Mark Myers,PE Project Title: Engineer: Proiect ID: Myers Engineering LLC Project Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 Pnotec:72 FEB 2613,3:JiPhA E-mail:m en ineer centu el.net File=c:liisersUrtarklDesk,t�pll?RHVUIN-4�CASGR�C279��12799-2.ec6 '. �OOC� B�t�C�1 ENER��G(�C:'�E.�3�2B42,6€pid,612;12,7,V,eE:6:12:12.7 ; , , _.. . t.es: . . Description: 7.Header CODE REFERFNCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasficity . Load Combination 200916C&ASCE7-05 Fb-Compr 875 psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wootl Grade : No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _.. ___................__._............_............_......_._................_.._...._..........._. _._. ......._....._....._....................._........._...._.............._......__...------__--_._....__...._...__._._.........._...._........_.�.............�. ; , D 0.6625 L 0.4 S 0.6875 � 6 �_ y�y t ��.�� � � ,w:'�' a il � � ' � ��'., �y �'��. . x b7A� ,� �,��. �� ?,��' "`��"t� "��3 �t� 6x12 ; Span =6.0 ft ' _._...__. _... ____._.. � .______ __...._ ^.------...... _..--------.._..... --- —..._. .-----..._ ..._..._.__.___ A�1p112d LO&dS Service loads entered.Load Factors will be appiied for calcufations. Uniform Load. D=0.6625, L 0.40, S-0.6875, Tributary Width=1.0 ft �- . • ,..DESIGN SUMMARY ._._�: _.._—._ � -_---_—_--_-�._._.�.__T._�----..._.__...------------- ----------... ._ 0.424 : 1 ; Maximum Bending Stress Ratio = 0.752 1 MaximuSect on usedrfor thsaspan 6x12 Section used for this span 6x12 72.16 si fb:Actual = 658.41 psi fv:Actual = p FB:Allowable = 875.00psi Fv:Aliowable = 170.00 psi Load Combination +D+0.750L+0.750S+H Load Combination _ +D+0.750L+0.750S+H Location of maximum on span = 3,OOOft Location of maximum on span _ 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Span#1 Maximum Deflection Ratio= 2Q45 Max Downward L+Lr+S Deflection 0.035 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.057 in Ratio= 1271 Max Upward Total Deflection 0.000 in Ratio= 0 <360 ;....._......................................................._.................................................................�..........._............................_.............................._......_.................................._............_ Overalt Maximum Defiecfions-UnfacEared Loads Max."+"�efl Location in Span Load Combination Span Max.""Defl Location in Span Load Combination p.,-�+g 1 0.0566 3.022 0.0000 0.000 VBt�ICal ReaCti0t1S-Ut1faC�OPed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.250 5.250 D Only 1.988 1.988 L Only 1.200 1.200 S Only 2.063 2.063 �+g 3.263 3263 p.,� 3.188 3.188 p+s 4.050 4.050 p+�+s 5.250 5.250 31 Mark Myers,PE Project Title: Proiect ID: Engineer: Myers Enginee7ng LLC F�roject Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 ?r:nted:S2 F6B 2013,3:32PM E-mail:m en ineer C2ntu el.net Fte=c:\L(sers1MarlF�esktop�Dl�AWI�i-11CASGA�"'112�99'2�2799'2.ec6 WO"OE�"�@i�111 �� � ' ' � E�IERC�I.0 1���83-7Al2.BEaItk612.1.2.T�Vsr,612.t�27.�' _.. _. _ �.��: Description: 7.Header CODE REFERENCFS Caiculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:200916C&ASCE7-05 Material Properties Fb��Tension 2400 psi E:Modulus of Elasticity 1800 ksi Analysis Method: Allowable Stress Design Fb�-Compr 1850 psi Ebend-xx Load Combination 20091BC&ASCE7-05 Fc��Prll 1650 psi Eminbend-�c 930ksi Fc��Perp 650 psi Ebend-yy 1600 ksi Wood Species : DF/DF F� 265 psi Eminbend-yy 830ksi Wood Grade :24F-V4 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _—....__........_._...� ; ,_..-------._......_....--...._..._...�.__...___--..._.___.._._._____._..----_..._....._�.---D�0.6625) L 0.4_S�0.6875) ' ; � � � , . .. � , �. � ��, � �;: � ��. �;�r,K � ",� 5.5x7.fi ; Span =6.0 ft , --------.� � Appl42d LOadS � � ! ` ^ Service loads entered.Load Factors wi31 be applied for calcukations. Uniform Load: D=0.6625, L=0.40, S=0.6875, Tributary Width=1.0 ft . � � ��' DEStGN SUMMARY - -----. -...__---------______..—_._._.—_�..__._..._._. -.--- 0.484 : 1 Maximum Bending Stress Ratio = 0.64a 1 Maximum Shear Stress Ratio = Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 {�;Actual = 128.29 psi fb:Actual = 1,548.00psi _ 265.00 si FB:Allowable = 2,400.00psi Fv:Allowable - p +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Load Combination 3.00Oft Location of maximum on span = O.00Oft Location of maximum on span = S an#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 P Maximum Deflection Ratio= 785 Max Downward L+Lr+S Deflection 0.092 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 , Max Downward Total Deflection 0.147 in Ratio= 4$8 Max Upward Total Deflection 0.000 in Ratio= 0<360 _.�__. .... _ _.._......._ Overall Maximum Deflections-Unfactored Loads M�,^+^�efl Location in Span Load CombinaLon Span Max."=Defl Location in Span Load Combination p.�+g 1 0.1475 3.022 0.0000 0.000 Vertical Reactions-llIlflCtOC@d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.250 5.250 D Only 1.988 1.988 L Only 1.200 1.200 S Only 2.063 2.063 �+S 3.263 3.263 D� 3.188 3.188 �+S 4.050 4.050 D.,.�+S 5.250 5.250 �D Mark Myers,PE Project Title: Project ID: Myers Engineering LLC En�ineer: 3206 50th St Ct NW,Ste 210-B Pro�ect Descr: Gig Narbor,WA 98335 ph:253-858-3248 E-mail:m en ineer centu ei.net ��n�� :zFes�c��,a��n+ Fae=�:1UserslivtackiDesktvp4E}R�44V(i�t-�1lCA.SGRD-3127�9 2F2799-xee6 WOOC� Bec"itYt E�IERGRLC;It3C:;i9$3�20'�7,Buil�:fi12.92T�ter.6:'42'T2.7 <. _. . . �.�i: Description: 7A•Header CODE RE�ERENCFS Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Materiai Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 20091BC&ASCE7-05 Fb-Compr 875.0 psi Ebend-�oc 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fuliy Braced against lateral-torsion buckling ...................�._..._......_...__......._. _.....__......................._._..............._......_..._.._._.............__...__..._._...._........._..__..---------.___.�.---_-----._._...---------_____ ; D(0.6625} L(0.4) S(0.6875) � . : � , , ; �p. . '" ,.� . : .:�.i 'N.;., ntie.... .-. ...� .�.. . ; �.— 6x10 ' Span = 5.667 ft _ ___---------- ---..._.__�._._._.. __.... _ _....._ . _...--- _—_�.___.. --- - ---- -- -- Appli2d L03ds Ser�ice loads entered. Load Facfiors will be appiied for calculations. Uniform Load. D=0.6625, L-0.40, S=0.6875, Tributary Width=1.0 ft .- . � DESIGN SUMMARY --------- -------- _-- -- ----------------- Maximum Bending Stress Ratio = 0.984 1 Maximum Shear Stress Ratio = 0.511 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 860.70psi fv:Actual = 86.89 psi FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+0.750L+0,750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2,834ft Location of maximum on span = 4.881 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Ratio= 1368 Max Downward L+Lr+S Deflection 0.050 in Max Upward L+Lr+S Deflection 0.000 in Ratio= Q<480 Max Downward Total Deflection 0.080 in Ratio= 850 Max Upward Total Deflection 0.000 in Ratio= 0<360 _...._............................_..........._........................_.........................._................�.._......_.............._.........._.......�...................._............................................... Overatl Maximum Deflectians-Unfacfored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p.,�+s 1 0.0800 2.854 0.0000 0.000 V2PtIC81 R28CtI0t1S-U11faCt01'0d SuppoR notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.959 4.959 D Only 1.877 1.877 L Only 1.133 1.133 S Only 1.948 1.948 �+S 3.081 3.081 p�{ 3.011 3.011 p+S 3.825 3.825 p+�+g 4.959 4.959 � ' F'roject Title: Project ID: Mark Myers,PE E:ngineer: Myers Engineerng LLC F'roject Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 ?rnte�:?2 FE�2G13,3:35?M11 E-mail:m en ineer centu el.net �;ie=�:��rs�a�k�pESktop��t�awt�;�C�sea�-3�?9��z��-Z�ecs Woad Beam E��c,�c t�-��.Build:6.12.42.7;v��:s.,2,z� : : �':��: DesCription: 8.Hail Header CODEREFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:200916C&ASCE7-05 Material Properties Fb-Tension 900.0 psi E:Modulus of Elasticity1,600.0 ksi Analysis Method: Allowable Stress Design Fb��Compr 900.0 psi Ebend-�oc Load Combination 20091BC&ASCE7-05 Fc-•Prll 1,350.0 psi Eminbentl-xx 580.Oksi Fc��Perp 625.0 psi Wood Species : Douglas Fir-Larch F� 180.0 psi Wood Grade :No.2 Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against laterat-torsion buckling _____..____.__.__._____._.________._. _... _...__.__....__------------�-------._._._....__..___--D Q.21 L U.56__.._..----___ ' � ,r: � � � ,:���- P�� � �_ . > , ; .�; � 4x10 ; i ; Span = 6.50ft _ _. _.......---__--_ __ _-------- -------- ___._. __._.__- - ----------- - ----------_�... ._�._�_._ lied for calcuEations. Service loads entered.load Factors will be app' Apptied Loads Uniform Load: D=0.210, L=0.560, Tributary Width=1.0 ft �_ � r _.._ ___._. ; AESIGN SUMMARY _.:.._:._._.__ —_.----- - ._.....__._. -------------__-------- --. .. 0.494 : 1 Maximum Bending Stress Ratio ^- 0.90�: 1 Maximum Shear Stress Ratio - 4x10 Section used for this span 4x10 Section used for this span _ gg.g6 psi fb:Actual = 977.71 psi fv:Actual _ ' 1,080.00 si Fv:Allowable - 180.00 psi �. FB:Allowable = p +D+L+H Load Combination +D+L+H Load Combination _ 5.741 ft Location of maximum on span = 3.250ft Location of maximum on span _ Span#1 S an#1 Span#where maximum occurs Span#where maximum occurs = P ; Maximum Deflection Ratio= 1273 Max Downward L+Lr+S Deflection 0.061 �n Ratio= 0<480 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.084 in Ratio= 926 Max Upward Total Deflection 0.000 in Ratio= 0<360 ..._ �.._ ... ......._. .... �.._ _.......... Overall Maximum Defiections Unfactored Loads Max."+'�efl Location in Span Load CombinaUon Span Max.""Defl Location in Span Load Combination 0.000 D+L � 0.0842 3.274 0.0000 Vert'rcal Reactions-llnfactored suppon:notation:Far ieft is#� Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.503 2.503 D Only 0.683 0.683 L Only 1.820 1.820 p.,{ 2.503 2.503 �Z Mark Myers,PE Project Title: Myers Engineering LLC En�ineer: Project ID: 3206 50th St Ct NW,Ste 210-B Pro�ect Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-maii:m en ineer centu tel.net �rnTec':2 FEB 2C13 3'3s�a+ _ �ile=c:tilserslMarMDesktoplQ,f��li�fY�tCASf,X�ti�-'�1279�2127��2ee6 ; Wood Beam ': ��.e��c������z.B����s:,z,z:�u�:s,r�z� , _ e:��: , . ._ _ Description: 9.Header at Dining CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Analysis Method; Allowable Stress Design Fb-Tension $75 psi E:Modulus of Elasficify 1300 ksi Load Combination 20091 BC&ASCE7-05 Fb-Compr 875 psi Ebend-xx Fc-Pril 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _....... _._.__._ _ _........... .._.�.�_-------------._. .....----- _--- D(0.487i) L(1.3) D 0.02 L O.Q5333 � , �� � > �. � � � � ��,�� � '�. .� ..,.� ,.��?.� ..�..:�.�.;�� .,_.-d �A�. ....��.�.., e ,..���'«,_� .�,., . �be.0 ,,� .��:�„«.���'a �s'�'� ���,,. .. ':�;�,"�� 6x10 Span = 11.0 ft --_— ----- -....._ ---___ .--- _...---------- ---- -- .._.._.._. _._.__.__ App112d LOadS Service loads enfered. Lnad Factors will be applied for calcufations. Uniform Load: D=0.020, L=0.05333, Tributary Width=1.0 ft Point Load: D=0.4875, L=1.30 k a(�,3.0 ft DESIGN_SUMMARY......:..............................................:...... �• • • �_ ,Maximum Bending Stress Ratio - . p.792 1 Maximum Shear Stress Ratio _ - 0.278 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 692.86 psi fv:Actual = 47.29 psi FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination _ +D+L+H Location of maximum on span = 3.011 ft 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 0.126 in Ratio= 1 Q47 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.173 in Ratio= 761 Max Upward Total Deflection 0.000 In Ratio= 0 <360 _....__._.._............................._........._.........................._........._...................._.........._.__...__..._._............._............._.............._..................._........._................................._............._.............._.__................................................ Overall Maximum Deffections•Untactared toads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Loca6on in Span p�{ 1 0.1733 5.058 0.0000 0.000 Vertical Reactions-U(1faCtOt'ed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overali MAXimum 1.703 0.891 D Only 0.465 0.243 L Only 1.239 0.648 p+� 1.703 0.891 �3 Mark Myers,PE f'roject Title: Project ID: Engineer: Myers Enginee�ing LLC f'roject Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 ?rnted:.2 FEB 2013,3:5'LPM11 E-mail:m en ineer centu el.net Fie=c:tusers�vra�cwes�toP�oRAwirt�.ttcASCPYo���279��z�-�?� Woad Bearn � �� ! �:. �' �� .., ,. ,. ��; ' �� `v�c�' < 'E °E,-It�t�.'►�$3-�Af2,Bi�td6.12.42.'F;.Ver.6.12ti2.7 : ., t.tt: . Description: 10.Beam over Garage CODE:REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:200916C&ASCE7-05 Material Properties Fb-Tension 2,400.0 psi E:Modulus of Elasticity Analysis Method: Allowable Stress Design 1,800.Oksi Load Combination 200916C&ASCE7-05 Fb-Compr 1,850.0 Psi Ebend-�c g30.Oksi Fc-Prll 1,650.0 si Eminbend-xx 1,600.0 ksi Fc-Perp 650.0 psi Ebend-yy Wood Species : DF/DF F� 265.0 psi Eminbend-yy 830.Oksi Wood Grade :24F-V4 Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against laterai-torsion buckling _.._.,.__.___......_.._......._.__.___ D0.31 L0.36 SQ.175 :�o.. .., �. ... �� .. : . ; � .. . � , ,�, �,� � ., �� � � �� � � ���. �,�" . ,� t�r �"���.�m��� �,�,,.,.�� r�.� d � � �'�n^ fg� � � �3�>>' Ft�x „`�„ . � �y�� �. „-, x � � ' ^ " , � _ � ,� i �, ,x,� �..�. �.., ..,, � ., .�. ,...�,-� , - 5.5x1 G.5 Span = 21.0 ft ` -------_._.__._..___..--_______---...-------._...._.--___-------___--- �---_-- _—.--___._._�__ ..____-.-.----.- lied for caiculations. Appll2d L01dS Service loads entered.load Factors will be app' Uniform Load; D=0,310, L=0.360, S=0.1750, Tributary Width=1.0 ft � � � ,,DESIGN SUMMARY _._..___ . .....__._._._._------__-_----___...----____-_ __ __ 0.334 : 1 Maximum Bending Stress Ratio� _ � � 0•59s 1 Maximum Shear Stress Ratio - 5.5x19.5 Section used for this span 5.5x19.5 Section used for this span _ fb:Actual = 1,349.81 psi fv:Actual _ 88.44 psi Fv:Allowable - 265.00 psi FB:Allowable = 2,270.17psi +D+0.750L-�.750S+H Load Combination +D+0.750L+0.750S+H Load Combination _ O.00Oft Location of maximum on span = 10.500ft Location of maximum on span _ Span#1 Span#where maximum occurs = Span#1 Span#where maximum occurs ' Maximum Deflection Max Downward L+Lr+S Deflection 0.385 in Ratio= 654 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 - Max Downward Total Deflection 0.608 in Ratio= 414 Max Upward Total Defiection 0.000 in Ratio= 0<360 __...._..... _... _ . _.... _....._ ....... Overall Maximum Deflections Unfactored Loads Max.^+^Defl Location in Span Load Combinat�on Span Max.""Defl Location in Span Load Combination D�+S 1 0.6080 10.577 0.0000 0.000 Vertical Reactions-UI1f8CtOfeLl Support notation:Far left is#1 Values in KIPS Loatl Combination Support 1 SuppoR 2 Overall MAXimum 8.873 8.873 D Only 3.255 3.255 L Only 3.780 3.780 S Only 1.838 1.838 �+S 5.618 5.618 p.,� 7.035 7.035 p+S 5.093 5.093 D.,.�+S 8.873 8.873 �� Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Prolect ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-mail:m en ineer centu el.net °rntea:72FEB2L13,3MiPM Wood Beam ���-�:�u��tinrt��w�ktopEC�w�,icasena�l��ss-z�ssz�s ��R�a.�c,Fr�c:.tss�-xo��s�,i�.s.t2:�2:�ue�:s.�2.az.7 , . .. - - _ _ �.f�. Description; 11.3rd Car poor Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:200916C&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension $75 psi E:Modulus of Elasticity LoadCombination20091BC&ASCE7-05 Fb-Compr 875psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ........................................................_........_...............__..__._�...-------..._..---_______.._..._________.._._.�.--._...------------------------------------- D 0.2025 S 0.3375 ;. �. �-, �y x,p� r��% � �.a���a�ya� „``'� �m ,:,�. '�' � ' ��''o x;; v*u�' �, F.�,: �: 1�" �, "^Y �.,,�° ;, ,, � �, , . � " : „. " ' . , ry�. .,•.f� .. .. . , � us . � r .,.wM §. �.;-..: . r�... .� , ro,.� . �.,.�. - . ,;,:. r„�. ..'.... �... - . . �` : 6x12 Span = 9.50 ft ` _.._._...._.._.._._...._.. _- - ----........___— _ Appll2d LOadS � � � ' Service laads entered.Load Factors will be appiied for calculations. Uniform Load: D=0.2025, S 0 3375, Tributary Width=1.0 ft _DESIGN SUMMARY�._�_ _�-_---- --._.__..._ -.- ----- __._.._,_.. ..__.__.._.. __...---�.� •- '• s�"�� Maximum Bending Stress Ratio �_�� � 0.689� 1 Maximum Shear Stress Ratio = 0.287 : 1 ' Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 603.01 psi fv:Actual = 48.84 psi FB:Aliowable = 875.00 psi Fv:Allowable = 170.00 pSl Load Combination +D+S+H Load Combination _ +D+S+H Location of maximum on span = 4.750ft Location of maximum on span - 8.564ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.069 in Ratio= 1660 Max Upward L+Lr+S Deflection �.000 in Ratio= 0<360 Max Downward Total Deflection 0.110 in Ratio= 1037 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.,,g 1 0.1098 4.785 0.0000 0.000 VGrtiCal R21Cti0flS-Unfactored Support notation:Far ieft is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.565 2.565 D Only 0.962 0.962 S Only 1.603 1.603 p+s 2.565 2.565 9 / F'roject Title: Project ID: Mark Myers,PE Engineer: Myers Enginee�ing LLC Project Descr. 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 Prntec'2 FE8 2013,3 50PA1 E-mail:m en ineer centu ei.net F�=�;tusers��nart�uie,sk�op����tCASe�,�•9t2�sg-2�?799-�.ecs > �ObC�,Beall'1 EME#�CA[.C�fPtC:E983-20S7,;Siald.6'�2.12.7;Wee.fi.'f21T.7 .. �.��• DeSCription: 12.Beam over Garage at 3rd Car Option GODE REFERENGES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Fb-Tension 2400 psi E:Modulus of Elasficity 1800 ksi Analysis Method: Ailowable Stress Design Fb��Compr 1850 psi Ebend-�cx Load Combination 20091BC&ASCE7-05 Fc• Prll 1650 psi Eminbend-xx 930ksi Fc��Perp 650 psi Ebend-yy 1600 ksi Wood Species : DF/DF F� 265 psi Eminbend-yy 830ksi Wood Grade :24F-V4 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling ..........................................._..............__.......___.._._..._......_..._....- -�---.._...__------....-------...------...._.._.._......_....__.____...____---________.._.�—........._---....-- D(3.255) L(3.78) S(1.838) D(3.3) S( . �j.145 L 0.04 S 0.05 D( .3025 L 0.04 S 0.31 5) ; _ , ,�: �, ���. . .�.. .� , :. �° ;: � - ��� � � � � , � ���� �s�a.� �"m:�s�,. ,:, , �- � ,���� ���� � _'�`a �� �r rv., .,M �„ �,� a o, �' � � e�; w�� _ 5.5x22:.5 ; Span = 22.50 ft P -------_.___ ______�_...__.�.----...._ __—___ ---_-._ __...__._�--_-___---.�. ___..__.____.. ---—� '- � m� Service loads entered.Load Factors will be a plied for calculations. App�ied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.3025, L=0.040, S=0.3125 k/ft,Extent=8,50-»14.50 ft, Tributary Width=1.0 ft Uniform Load: D=0.1450, L=0,040, S=0.050 k/ft,Extent=14.50-»22.50 ft, Tributary Width=1.0 ft Point Load: D=3.255, L=3.780, S=1.838 k(cil 8.50 ft Point Load: D=3.30, S=5.50 k an.14,50 ft e. � � _DESIGN SUMMARY...� ...: .. .......... ..........._ .......... ................._........ .__..._.... . 1 0488 ' ...:.. .. ..:.. ....... _..... ..... ....... .. , Maximum Bending Stress Ratio = Q.96$ 1 Maximum Shear Stress Ratio 5.5x22.5 Section used for this span �29.37 psi Section used for this span 5.5x22.5 ti:q�ual = fb:Actual = 2,151.39psi _ 265.00 psi FB:Allowable = 2,222.53pSi Fv:Allowabie - +D+0.750L+0.750S+H Load Combination +D+S+H Load Combination 11.661 ft Location of maximum on span = 20.693 ft Location of maximum on span - Span#1 Span#where maximum occurs = Span#1 Span#where maximum occurs = ` Maximum Deflection Max Downward L+Lr+S Deflection 0.545 in Ratio= 495 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.924 in Ratio= 292 ; Max Upward Total Deflection 0.000 in Ratio= 0 <240 ' .._.. _....._ _.. _...... _.._... Overatt Maximum Deflections Unfactored`Loads M�.°+�Defl Location in Span Load CombinaUon Span Max,""Defl Location in Span Load Combination 0.000 D�+S 1 0.9238 11.414 0.0000 Vertical`Reaetions•Uttfacfefed Support notaUon:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.217 12.889 D Only 4.604 5.549 L Only 2.526 1.814 S Only 4.087 5.526 ��6 Mark Myers,PE Project Title: Myers Engineenng LLC Engineer: Prolect ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-mail:m en ineer centu tei.net °riniec i2FE82D13.3:50?M1t Fle G�klsers�vtarkiDeSkCapib}T�lVif�-'FtCA9C7�3 �1275,9-2i279�-�,ec6. : 1FYoc�d Beanr� : �[dERGAL��C�IC t�-2tY�;;Biuld.6t212:�,V2r.8:t�177 : �.ei: Description: 12.Beam over Garage at 3rd Car Option Vertical Reactions-UtlfaCfOfed Support notation:Far ieft is#1 Values in KIPS Load Combination Support 1 Support 2 �+S 6.613 7.340 p+L 7.130 7.363 p+g 8.691 11.075 p+�+S 11.217 12.889 K7 Project Title: Prolect ID: Mark Myers,PE Engineer: Myers Enginee�ing LLC Project Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 Prnted.'2fE8?C13,353?M E-mail:m en ineer centu el.net �;�e=c:���E��k�s�toP�Rav!nrt��tcnse�[3-�1�2�ss-2+2�s�-a•ecs �44.E� �e1t11 ..>:: EN�iCl�Gf(ic.�983-2Q12;'Build:s.1z.12.7�ver.s:1z.127 ; t.�t• Description: 13.Main FloorJoist CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:200916C&ASCE7-05 Material Properties Fb-Tension 850 psi E:Modulus of Elasticity 1300 ksi Analysis Method: Allowable Stress Design Fb-Compr 850 psi Ebend-xx Load Combination 20091 BC&ASCE7-05 Fc-Prll 1300 psi Eminbentl-xx 470 ksi Fc-Perp 405 psi Wood Species : Hem Fir F� 150 psi Wood Grade : No•2 Ft 525 psi Density 27•7P� . Beam is Full Braced a ainst lateral-torsion bucklin Repetitive Member Stress Increase Beam Bracing ' Y 9 _ _........_. .__............................................_........._.._. .................._..................._.................p...0.019995 Lf 0.05332 , ,,.� _ � _ � ��� � � �. y , � . ..�.,... . ... v�w� t.a� � . . .. .,. ':�lR ��� �'. �.: '' _ y;,. ��iy��: I � h � �g @"�,y' � xN �,, $'.� .� c.M11P.�"�l?'� �.. 4. �..,�,k'A�„�3's.1 .�ez,�£.,.:..:2a 2X10 ' Span = 1'1.0 ft ..........__..__..._........................._._.__.........__....... ........_..__....�.......__... ..._....: ......................................................................... .. _.._.._..................................._.............................. ......__........__............. ................_. _................_........_............... Service foads en#ered.Load Factors will be applied far ca cu a ions. Applied LoaBs Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1,333 ft �, � � .DESIGN SUMMARY_.:_..._ __ ......_..__... . . 1 ...... .` .,..�_...._...._...._ .__............. . _.. .. �............. . 0 250 ' Maximum Bending Stress Ratio = Q.579� � Maximum Shear Stress Ratio 2x10 Section used for this span 2X10 Section used for this span _ 37.55 psi fb:Actual = 622.08 psi fv:Actual _ Fv:Allowable 150.00 psi FB:Allowable = 1,075.25psi +D+L+H Load Combination +D+L+H Load Combination _ 10.237 ft Location of maximum on span = 5.500ft Location of maximum on span _ S an#1 Span#where maximum occurs = Span#1 Span#where maximum occurs P Maximum Deflection Ratio= 960 Max Downward L+Lr+S Deflection 0.137 in Ratio= 0<480 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.189 in Ratio= 698 Max Upward Total Deflection 0.000 in Ratio= 0<360 _._..__ _�._.__ _._..__.... __._..----._..—___._—_..._ Overa4l Maximum Deflections-Unfactored Loads Max.°+°Defl Location in Span Load Combination Span Max.""Defl Location in Span Load Combination 0.0000 0.000 D� 1 0,1889 5.540 Verticat Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR 2 Overall MAXimum 0.403 0.403 D Only 0.110 0.110 L Only 0.293 0.293 p� 0.403 0.403 �� Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Project ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-maii:m en ineer C@I1tU tel.net °rntec�i2FE62013,3�55PM FAe=c:11lsersUvtatktDesktoplDRAVNi�t-�3,tCASCA[�31279g-212799-2.ec6 Wood BearM ; .�N��c�c.�c.����=��z.���as.��.,2.z,vEe�.�z�2T ,: ,.E�: Description: 14.Crawl Beam NOT at Bearing Wall CODE REFERENCES Caiculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties 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-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade ; No.2 Fv 180 psi Ft 575 psi Density 3221 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ..........................................................._. _...._............_._._.�._._._._.__._..�.---------__.._..__...._......---_�......_...._._._.------......_._.......----.._..............._._.._._— D 0.15 L 0.4 , m�. ,,,, ,,, � � �� �,tE �� � s' � ,: ; 5 � , ;„���� �t . , . � � . . .. ,,. ,.. :��� a� .., � 4x10 Span = 8.Oft ' _ _____ ------__--- -- - —..__ ._.�.._.�__.�_.� ..._ ...._ ._.._..--- ---__—._ App�i2d L03dS` Service laads entered.Load Factors will be applied for calcalations. Uniform Load: D=0.150, L=0.40, Tributary Witlth=1.0 ft DFSIGN SUMMARY.�_._.-.___:__�T .�__._�.____ __...__._._....�.—___.._....--.---.--_�.._.__..._ ....._ ._.... –�� '" ' •*�-: YMaximum Bending Stress Ratio = 0,98(� 1 Maximum Shear Stress Ratio = �.��g � � Section used for this span 4x10 Section used for this span 4X10 fb:Actuai = 1,057.87psi fv:Actual = 82.59 psi , FB:Allowable = 1,080.00psi Fv:Aliowable = 180.00 psi ' Load Combination +D+�-++{ Load Combination +D+L+H Location of maximum on span = 4,OOOft Location of maximum on span = 7.241 ft , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.100 in Ratio= 956 , Max Upward L+Lr+S Deflection 0.000 in Ratio= Q <480 Max Downward Total Deflection 0.138 in Ratio= 695 Max Upward Totai Deflection 0.000 in Ratio= 0 <360 __.._...._............................._............................_................---..................__....................._.........__._.........._..................._........_.................................................................................................................................................................................. Overa4l Maximum Defiecfiions-Unfacto�ed Laads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p+� 1 0.1380 4.029 0.0000 0,000 Ve�ticat Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 Overall MAXimum 2.200 2.200 D Only 0.600 0.600 L Only 1.600 1.600 p+L 2.200 2.200 �� Mark Myers,PE F'roject Title: Project ID; Engineer: Myers Eng�neering LLC F�roject Descr: 3206 50th St Ct NW,Ste 210-B Gig Harbor,WA 98335 ph:253-858-3248 °r,nted::2FE82C13,3:�?M E-mail:m en ineer centu el.net ��_�.�������SLctopF�RRVUIt�t�CASGAO-�t27ss-zf27s9-2.ecs Wood Beam : �E�c;a�c.,�c.rts$��n�.Bw��:s.�z.�2r,v��_s.,2.�2� ' �:��: _ _ Description: 15.Crawi Beam at Bearing Wall CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:20091BC&ASCE7-05 Material Properties Fb-Tension 900.0 psi E:Modulus of Elasticify Analysis Method: Allowable Stress Design 1,600.Oksi Load Combination 20091BC&ASCE7-05 Fb-Compr 900.0 psi Ebend-xx 580.Oksi Fc-Prll 1,350.0 psi Eminbend-xx Fc-Perp 625.0 psi Wood Species ; Douglas Fir-Larch F� 180.0 psi Wood Grade :No.2 Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ....................._.__..____..._......._....._......................, -- ......................._.._..---__............_..............._._._..._.............___.._��_.._..-----._.._...-----......_—._._._............. , ,_.............�....................__............__......._..._......._............---- - D(0.497�(0.9) � + w,,> ,,�, �;°� ���� � �� �,., �� � 3� � .RZ�.�t.$ :'F?iX �'�� u��, v d��3.Y' .L': ., u 4"trv 4x10 i Span = 5.0 ft _.. . _. : : __.__._.........---_-.-----.......-----.._._.__.�.__..._......_—.__.._.__....._.__.___._...._.._...._.__.._.___....__..._...._—_._._._.....__.._.__.._.._..._...._....._..______.._....__..._.—_._....._.___ _ ..._.. Appfied Loads Service loads entered.Load Factors will be appiied for calcu ations. Uniform Load: D=0.4975, L=0.90, Tributary Width=1,0 ft �_ � � _DE51GN_SUMMARY _�.T_..___ __� ___� _......___..._.. _ .___------. ---- ---_ _ 0.624 : 1 ___._M.__._..__. _--- - -- ---- - _ Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio - 4x10 Section used for this span 4x10 Section used for this span _ 1,049.98psi fv:Actual 112.25 psi tb:Actual - - 180.00 si FB:Allowable = 1,080.00psi Fv:Allowable - p +p+L+H Load Combination +D+L+H Load Combination 2.500ft Location of maximum on span = O.00Oft Location of maximum on span - Span#1 Span#where maximum occurs = Span#1 Span#where maximum occurs = ! Maximum Deflection Ratio= 1740 Max Downward L+Lr+S Deflection 0.034 in Ratio= 0 <480 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.054 in Ratio= 1121 Max Upward Total Deflection 0.000 in Ratio= 0 <360 _........:. � _......_ ._.... __ _..._... Overall Maximum Deflecfions Unfactored Loads Max."+"Defl Location in Span Load Combination Span Max."-"Defl Location in Span Load Combination p� 1 0.0535 2.518 o.0000 o.000 V21'tiCal R2aCtI0AS=Ut1f8CtOf@d SuppoR notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 Overali MAXimum 3.494 3.494 D Only 1.244 1.244 L Only 2.250 2.250 p� 3.494 3.494 �� Myers Engineering, LLC Phone: 253-858-�248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytei.net Gig Harbor, WA 98335 Maximum Load For 6x6 DF#1 Wood Post sf:- psl lf := psf•ft �= plf•ft fH,:= 9•ft '�""' 144 '�'"�' F�:= 1000•psi C�'.= 1 Cgb:= 1 CM:= 1 Ct:= 1 CL:= 1 Cg�:= 1 E':= 1600000•psi 6x6 Wood Post Properties F��c�= Fc'CD'CFc p��c- 1000•psi Kf�– 1 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL} ,N,��= 5.5•in t:= 5.5•in SL:= h �C�,:= 0.8 K�E:= 0.3 A:= t•h A=302•in2 � KCE'E� 3 F�E:= 2 F�E= 1245•psi SL ,I�,'.= tl� I=763�in4 2 FcE FCE FCE �:= I-2 S=27.7•in3 1 + — 1 + — — h F"� F"� F"� Cp:= 2 C – 2 C – C •Kf Cp=0.76 F'�:= Cp•F"� F'�=761•psi �'max�= F�c'A PmaX=23015•lb (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post s�f:= pS1 l�f := psf•ft lbn= plf•ft H,:= 9•ft 144 F�:= 460•psi �.= I �= 1 �= 1 �= 1 �:= 1 �:= I �':= 1045000•psi 6x6 Treated Wood Post Properties F,,,�,;•= Fc'CD'cFc F"c=460•psi K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for botted) Slendemess Ratio (SL) ,hM:= 5.5•in t:= 5.5•in H "^' SL:= h ,C,,:= 0.8 N�= 0.3 2 A:= t•h A= 30.2•in �n,v K�E'E' 3 n� SL2 FCg= 813•psi �_ t�h I=763•in4 12 2 I•2 3 FCE FCE FCE S:_ — S=27.7•in 1 + — 1 + — — "^^ h F"� F"� F"c K ^"'R" 2•C 2•C C f Cp=0.85 F�,:= Cp•F"� F'�=389•psi P�.= F'�A Pm�= 11760•lb (Maximum post Capacity) 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Phone: 253-858-3248 Myers Engineering, LLC PROJECT : Plan 2799/2 Email: myengineer@centurytel.net 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Maximum Load For 3-2x6 HF Stud Built up Wood Post s�f:= p44 ��= PS£�ft 1b��.= P1f•ft H:= 9•ft F�:= 800•psi �= 1 �= 1 �= 1 �_ ] C�:== 1 �:= 1.1 E':= 1200000•psi 3-2x6 Buiit Up Post Properties Fm'�G✓= Fc•CD'CFc F„�=880•psi �:= 1.0 �Kf=0.6 for unbraced nailed Axiai Load Capacity built up posts-0.75 for bolted) rh:_ (5„5)•in Slenderness Ratio (SL) �= 3•(1.5)•in H SL:_ — C := 0.8 �= 0.3 ^"`^^ h """' �A:= t•h A= 24.8-in2 E' �;_ �E F 934• si 3 F SL2 CE= p �_ ti j I=62.4•in4 2 1 + FCE 1 + FCE FCE I`2 S -22.7•in3 ,�i`� h� F°� F°� F��c K �= 2C - 2C C . f Cp=0.71 F�:= Cp•F"� F'�=626•psi P��.= F'�A P,�,�= 15486•lb (Maximum post Capacity) Maximum Load For 2-2x6 HF Stud Built up Wood Post s�f:= p44 �•= psf•ft lb= plf•ft �H,:= 9•ft F�:= 800•psi �= 1 ��= 1 ;,�n��= 1 ,wCS�,�= 1 �ro,•= 1 ,CwF���= 1.1 hE`',�.= 1200000�psi 2-2x6 Built Up Post Properties F� 'rr,c,�,�= F�CD'CFc p„�= 880•psi K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bofted) h:= 5.5•in Slenderness Ratio (SL) ""� �_ (,2)•1.5•in H �_ — �:= 0.8 I�= 0.3 2 h �A:= t•h A= 16.5•in KCE'E� 3 �_ F�g=934•psi �- t�h I=41.6•in4 SL2 12 F�E FCE 2 FCE �S:= I-2 S= 15.1•in3 1 + — 1 + — — h F"� F"c F"c K '�a^= 2 C - 2 C C . f Cp=0.71 F' := C •F" F'�=626•psi P�:= F'�A PmaX= 10324•lb (Maximum post Capacity) �, p c 2799-2.xmcd Mark Myers, PE 2/12/2013 �2-' Myers Engineering, LLC Phone: 25�-85�-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2799/2 Email: myengineer@centurytel.net Gig Harbor, WA 98335 Maximum Load For 3-2x4 HF Stud Buiit up Wood Post s�f:= psl �lf,:= psf•ft l�b,�:= plf•ft H,:= 9•ft 144 F�:= 800•psi �= 1 �= 1 �= 1 �= 1 �:= 1 �:= 1.1 �= 1200000�psi 3-2x4 Built Up Post Properties F�,�•= Fc'CD'CFc F��c- 880•psi K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity buitt up posts-0.75 for bolted) Slenderness Ratio (SL) ,,1,;.= 3.5•in t:= 3•1.5•in � �SL:= H C�:= 0.8 I�.�= 03 2 h A:= t•h A= 15.7•in E' � KCE' 3 cE = p � SLZ F 378• si �_ t h I= 16.1•in4 12 2 I-2 3 FcE FcE FCE S:_ — S =9.2•in 1 + — 1 + — — '�"" h F" F" F" c c c ^'C"R"��- 2,C 2,C C �Kf Cp=038 F,�:= Cp•F"� F'�=336•psi P��;.= F'�A 1'max= 5299•]b (Maximum post Capacity) Maximum Load For 2-2x4 HFStud Built up Wood Post s�f:- ps' �lf,:= psf•ft M1bM= plf•ft H:= 9•ft 144 F�:= 800•psi �.= 1 C,�:= 1 �= 1 �= 1 �:= 1 C�:= 1.1 E�:= 1200000•psi 2-2x4 Built Up Post Properties Fn,.��„�„�= Fc'CD'CFc F���= 880•psi ;��= 1•Q �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bofted) Slenderness Ratio (SL) ,1?,,:= 3.5•in H �_ (2)•1.5•in �5,�,,,�L�.= h �:= 0.8 K�= 03 2 A:= t•h A= 10.5•in nnv I{�E'E' 3 � SL2 F�E=378•psi �- t h I= 10.7•in� 12 F F 2 F ,�n= i-2 S =6.1•in3 CE CE CE h 1 + — 1 + — — F"� F°c F"c �_ - - •Kf Cp=038 2•C 2•C C F,�:= Cp•F"� F'�= 336•psi P�= F'�A Pm�=3533•lb (Maximum post Capacity) 2799-2.xmcd Mark Myers, PE 2/12/2013 �� Phone: 253-858-3248 Myers Engineering, LLC PROJECT : Pla.n 2799/2 Email: myengineer@centurytel.net 3206 50th Street Ct NW, Ste 210-B Gig Harbor, WA 98335 Maximum Load For 4x4 HF#2 Treated Post s�f:= P44 �•= Psf•ft Ib�= plf•ft H,:= 8.5•ft F�:= 1040•psi �= 1 �C��'.= 1 ,C��.- 1 ,C�,' 1 ,C�,,. 1 C�. 1 �':= 1235000•psi 4x4 Trealted Wood Post Properties F�,.= Fc CD'CFc F���_ 1040•psi �._ 1.0 �K f=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) h:= 3.5•in Slendemess Ratio (SL) "`� t:= 3.5•in � �:_ h �C:= 0.8 K�,,'�= 0.3 p�:= t.h A= 12.2•in2 E' 3 4 p �E F�E=436•psi I:_ t'h I= 12.5•in r�n�v SL2 M' 12 F FcE 2 FcE �S:= I-2 S=7.1•in3 1 + C� lt „ ,—, }1 F � Fc _ Fc K " f C -0.37 r�n- 2.0 2.0 C p F := C •F F'�= 390•psi P�,;= F�o A Pmax=4��2'lb (Maximum post Capacity) , ,� ,�r, p c 2/12/2013 2799-2.xmcd . Mark Myers, PE ���