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2844-3A Lateral Analysis & Beam Calcs 06182012 � T LATERAL ANALY S I S & BEAM CALCULATIONS �� oF � �Skt�� 37172 ,� � �� ' � � ��' ��IST�g'�' ,�'�fi' � ��ro�vAL�� IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: Plan 2844/3A June 18, 2012 REv�s�-'r� �o-zs-�z 2009 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D (IBC) D1/D2 (IRC) 3206 SOth Street Court NW, Suite 210-B Gig Harbor, WA 98335 (� �"' Phone: 253-858-3248 ' � i�.. � Email: myengineer@centurytel.net ,�� _ �_ _ � � �, � � _ � ; �- ,..> u��:-------------------- i Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A 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 Total 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 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 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. 2844-3A.xmcd Mark Myers, PE 10/25/2012 � l � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A 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 Desiqn Data: —Soils Site Class D (Assumed) —Seismic Design Category D �E;= �,p For Seismic Use Group I occupancy (ASCE 7-05 Table 11.5-1) R:= 6.5 S2o:= 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 S� := 0.40 Mapped Maximum Considered Earthquake Spectral ResponseAcceleration 1-Second Period pa;— �.p Site Coefficient based on Site Class & SS (ASCE 7-05 Table 11.4-1) F�:= 1.55 Site Coefficient based on Site Class & S� (ASCE 7-05 Table 11.4-2) W,WX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Equation 16-37 Sms�= Ss'Fa sms = 1•25 Equation 16-39 SDS�= 3'Sms SDS =0.83 Equation 16-38 Sm� := S�•F� Sml = 0.62 Equation 16-40 SDl := 3•Sm� SD� =0.41 Roof SlopeAdjustment Factor: 1 1 `W`� r r611 "'"'�' ( 4 cos� atanl 12JJ cos� atan�12)) � ` � 5 = 1.12 S� = 1.05 Plan Area for Each Level: Plan Perimeter for Each Level: A� := 1832ft2•S P� := 2(40ft) + 2(44ft) (Roof) (Upper Floor) Az:= 1551ft2 + 984ft2•S PZ:= 2(52ft) + 2(47ft) (Upper Floor) (Main Floor) Laterai Loads transfered to foundation at Main Floor Level 2844-3A.xmcd Mark Myers, PE 10/25/2012 Z , r \ 221� 15 1832 � AREA SUMMARY � MAIN FLOOR: 1293 SF. UPPER FLOOR: I551 SF. TOTAL: 2844 SF. GARAGE: 766 SF. �� VI � � r Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A 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��A2� + 12�psf��5•ft��Pl� + 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 nnn �F•SpS•w�� V�E;= V�E= 5470.041b Story Shear at Upper Floor R V �F SDS �WZ�� VZE= 8537.581b Story Shear at Main Floor 2E�= R Total Base Shear: VE:_ (V�E+ VZE� VE= 14007.621b 2844-3A.xmcd Mark Myers, PE 10/25/2012 � z } Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WIND DESIGN USEANALYTICAL PROCEDURE OFASCE 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). �;= gs Wind Speed Miles per Hour(Figure 6-1). zg:= 1200ft Per Table 6-2: z9 = 1200ft & a = 7.0 for Exposure B Kd:_ 0.85 Wind Directionality Factor(Table 6-4). a:= 7.0 z9 = 900ft & a = 9.5 for Exposure C Ca) Kh:= 2.01�h 1 Kh=0.7 Velocity Pressure Exposure Coefficient (Table 6-3). zgJ Topographic Factor(KZt) (Figure 6�): 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 (-7•z) L K� := 0.75 H1 K� =0.75 KZ:= 1 -X KZ= 0.75 K3:= e h Kg =O Lh ( w Ln CI K�:_ �1 + K��KZ•K3�2 K�= 1 Therefore use: 1.0 �- Intemal Pressure Coefficients (Figure 6-5) GCP;:_ .18 +/- Extemal Pressure Coefficients w/ Roof Pitch = 6/12 (27 degrees) Front to Back & 10/12 (40 degrees) Side to Side Taken from Figure 6� (w/ G=0.85 per Section 6.5.8.1) Front to Back: Side to Side: L�, h Lss h L�,:= 47ft B�,:= 52ft - =0.9 - =0.64 LSS:= 52ft BSS:= 47ft - = 1.11 - = 0.58 B� L� Bss Lss GCpfl :_ .8 Windward W�I GCpsl :_ .8 Windward Wall GCp�:= 0.16 Windward Roof GCps2:_ .33 Windward Roof �P�;- -,6 Leeward Roof GCps3:_ -.6 Leeward Roof �pf4�- -•5 Leeward Wall GCpsq:_ -.48 Leeward Wall Velocity Pressure (qh) Evaluated at Mean Roof Height (h) (Equation 6-15) qh:= 0.00256•Kh•K��ICd•VZ•I qh= 11.01 Design Wind Pressures p= qGCP -q;(GCp�) (Equation 6-18)where q & q;will be conservatively taken as qh 2844-3A.xmcd Mark Myers, PE 10/25/2012 � c . � LOp qitE Q � � o 5JB FLOOR iW PLPiE � ' ` �' 'I I ' � `` ` � � 5JB FLOOR APPROX GRADE � ''' ``` FRONT ELEVATION 5/�k 6 WINpOW VE LRT1.iYP. 5/�x a vERi.WINDOW iPoM itP I'ry x}'ry gEyELEO SILL CN 5/�%6 SILL iRIM ttP. 6'BEVEL SIDING 5/4 r 4 CqTgR 9p,iTp. doFR�X(fidOE REAR ELEVATION � , �� 46 � � iLf PIGiE � � � � HRGP Pi.6 v b POSi M/I��DPR iYP. � � °al8 ROOR dPPR�x.GRaDE x. RIGHT ELEVATION ♦x e coRBEL UQ BAf1EN5��"oL. Cq1PO4ii0n Id�OFwG CN fL9 PLY SIDMfi I n 3 iPoFI BD.ON 5l�x b Bdli'aE BD.iYP. fLNT.I'EiAL CUTiER Q1 5/t X B FASCIA BD.ttP. 9MINGLE SIDWG � APP�'X.G.RME % LEFT ELEVATION 7 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net The Intemal Pressures on Windward and Leeward Walls& Ro�s 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 := qh-�GCpfl�•psf pfl = 8.81 ft 2•lb Windward Wall Pst �= 9h'�GCpst�'Psf Psl = 8.81 ft 2•lb Windward Wall p�:= qh•�GCp��•psf p�= 1.76 ft 2•Ib �Nindward Roof pS2:- qh•�GCps2�•psf ps2=3.63 ft 2•Ib Windward Roof p�;:= qh•�GCp�3�•psf p� _-6.61 ft 2•lb Leeward Roof ps3�- qh'�GCps3�•psf Ps3=-6.61 ft 2•lb Leeward Roof Pf4�— Qh'�GCpf4�•Psf pf4=-5.51 ft 2•lb Leeward Wall psa:= 9h'�GCps4�•psf Ps4=-5.29 ft 2•lb Leeward Wall Wind Pressure at Upper Floor Wall & Roof (Front to Back): v�w �_ �P�z—Pt��277ft2 + �pfl —Pfa�•236•ft2 Vl�, = 5697.98 Ib Wind Pressure at Main Floor Walls (Frorrt to Back): VZ�,�,:_ �p�—p��55ft2+ �pfl —pfa�•451•ft2 VZW =6918.15 lb Wind Pressure at Upper Floor Walls&Rocf(Side to Side): V3w �_ �Ps2—Ps3�'��ft2+ �Pst —Psa�•341ft2 V3�, = 5596.31 lb Wind Pressure at Main Floor Walls (Side to Side): V4w �_ �Ps2 —Ps3�'�Sft2 + �pst —Psa�'440ft2 V4�y =6971.571b But not less than 10 psf over the projected vertical piane. 2844-3A.xmcd Mark Myers, PE 10/25/2012 � � r � �,s �5r'' SO40 XO 5040 XO d040 XO w5 EC�E55 EG�55 Sv r-------� 60"x 36" I NIS � ��T�e i W.I.C. i"a a i �A�ET i I 5068 BI-PA55 I ll` �'!.`� , M,4S?ER SUI7E 1 M BA7N � �� ca�r � TILE I I� 7 �e NER N� W.I.G. a� car�r � � � P 6 6 I I s .�0 71LE W L_--____----J R/5 U—�- LL � TILE , O av ° TIONA � . O 51NK �0 N Q= p� AtN. ° W <�°o, � �GDIWVI I 3 �LE Mm � � � CARPET 468 '� � w �DN I6 � Z LL Q' � 9 m � '^� �0 �N S s 2 � ____�5—____ z "' F—� 71��x�,� � � ATTIG AGGE55 17. 668 �� X � u WA7 3 �_� GARpET G� � , 8 ; BONUS LOFT �� ——� ��T BEDROOM 2 W.I.0�"a �ARPET � T� I I DENI/OFFIGE 5�xo � CARPET EGRE55 � 5040 XO 7 EG�55 /,S�' smam xo — f�� 75 .�5 ❑ �s��-� UPPER FLOOR PLAN � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL AA: Story Shear due to Wind: V3�, =5596.31 lb Story Shear due to Seismic: V1E=5470.041b Bidg Width in direction of Load: Lt:= 44•ft Distance between shearwalls: L� := 44•ft ShearWall Length: LaaN,:= (20.5)ft Laas:= (20.5)ft Laau,= 20.5 ft Laas =20.5 ft Percent full height sheathing: o�= 10•ft l00 % = 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 10•ft perAF&PA SDPWS Table 4.3.3.4 V3W LI u]E L1 L •2 0.7p•L•2 Wind Force: vaa:= ia� Seismic Force: p:- 1.0 E�:= L� E vaa= 136.Sft 1•lb �� = 136.Sft �-lb E�= 9339ft 1•lb � =93.398 1•Ib Co Co P1-6: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: L�:= 20.S�ft Plate Height: Pt:= 8�ft WR:= 0.6(15-psf)•20.5•ft•L�+ 0.6•(10•psf)•Pt•L�+ 0.6•(lOpsf)•Oft•L� I'aa DLRM:= WR•— DLRM=48854.06 ft•lb 2 Overturninq Moment: OTMW:= vaa•L�•Pt OTMW=22385.25 ft�lb OTMS:= E�•L�•Pt OTMS = 15316.12ft•lb Holdown Force& Net Uplift: OTMW OTMS - DLRM - DLRM Co Co �-IDFaa��,:= HDFaas:_ L'� Laa HDFaa,�,_-1291.161b HDFaas =-16361b No Holdown Req'd Base Plate Nail Spacinq (2005 NDS Table11N1 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 ZN:= 122�Ib CD:= 1.6 AS:= 860•lb C��.= 1.6 ZB:= AS•CD ZB = 13761b BP:= CD ZN C� Bp= 1.43 ft Per Nail As:= ZB C� As= 10.08 ft Per Bolt vaa vaa 16d @ 16" o.c. 5/8"AB. @ 77' o.c. 2844-3A.xmcd Mark Myers, PE 6/18/2012 �d t + Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL BB: Story Shear due to Wind: V3W = 5596.311b Story Shear due to Seismic: V1E=5470.041b Bldg Width in direction of Load: L�:= 44•ft Distance between shear walis: T�,:= 44�ft Shear Wall Length: LbbW:_ (2•3.75 + 7)ft LbbS:= L2•3.75�85J + 7�ft LbbW= 14.5 ft Lbbs= 14.03 ft Percent full height sheathing: �o:_ 10•ft 100 /o— 100 Max Opening Height = Oft-Oin, Therefore C = 1.00 0 0 � ^"`^ 10•ft � perAF&PA SDPWS Table 4.3.3.4 V3W.L1 0.7p•VtE Lt L 2 Wind Force: vbb := Lt 2 Seismic Force: �:- 1.0 Ebb:= t LbbW Lbbs E vbb = 192.98ft 1•lb Cb = 192.98ft 1•lb Ebb= 136.45ft l�lb co = 136.45ft l�lb 0 P1-6: 711fi" Sheathing w! 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Lbb:= 3.5•ft Plate Height: �:= 8•ft W�:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft•Lbb Lbb D�= WR-2 DLRM=404.25 ft�lb OvertuminQ Moment: O�TMti�:= vbb•Lbb•Pt OTMW= 5403.34 ft•lb O�, T�M ,•= Ebb'Lbb'Pt OTMS = 3820.5 ft�lb Holdown Force & Net Uqlift: OTMW OTMS -DLRM - DLRM o C C o HDFbbW:= F-IDFbbs:_ Lbb Lbb HDFbbW= 1428.31 lb HDFbbs=976.071b Simpson MST37 Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacing (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 C�;= 1.6 A�:= 860•Ib �= 1.6 Z�:= AS•CD ZB = 13761b Z C $ = CD ZN C� B = 1.01 ft Per Nail A = $ � As=7.13 ft Per Bolt "^"R'` vbb p "'"a�" vbb 16d @ 12"o.c. 5/8"AB. @ 77' o.c. 2844-3A.xmcd Mark Myers, PE 6/18/2012 �r Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL CC: Story Shear due to Wind: V�W = 5697.981b Story Shear due to Seismic: V1E=5470.041b Bidg Width in direction of Load: L�:- 40•ft Distance between shear walls: �:_ 40•ft Shear Wall Length: Lcc,�,:= (17.5 + 17.5)ft Lccs:= (2•17.5)ft LccN,=35 ft Lccs =35 ft 10•ft Max Opening Height = Oft-0in, Therefore C = 1.00 Percent full height sheathing: ��_ •100 °/a = 100 ^^^�^ 10•ft perAF&PA SDPWS Table 4.3.3.4 Viw Lt ViE Li L �2 0.7p•L•2 Wind Force: vcc:= t Seismic Force: �:- 1.0 E��:= t LccW Lccs E vcc= 81.4ft 1•lb vcc _ 81.4ft �•Ib E�� = 54.7ft 1•lb cc = 54.7ft 1•lb Co Co P1-6: 7/16" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinca Overtuminq: L��:= i�•5•ft Plate Height: P�t:= 8•ft W�:= 0.6(15•psf)•2•ft•L��+ 0.6•(10•psf)•Pt•L�� + 0.6•(lOpsf)•Oft•L�� L�� D��= WR•2 DLRM= 10106.25 ft•lb Overturninq Moment: O�TNM�:= vco-L��•Pt OTMW= 11395.95 ft•Ib O�TM�:= E��'Lcc'Pt OTMS= 7658.06 ft•lb Holdown Force & Net Uplift: OTMW OTMS —DLRM —DLRM Co Co fIDFcc�,:_ �IDFccs:_ I'�� Lcc HDFcc,�,= 73.71b HDFccs =—139.91b No Holdown Req'd Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-112" 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 B�= CD ZN C� Bp=2.4 ft Per Nail A�:- ZB CO As= 16.9 ft Per Bolt vcc vcc 16d @ 16" o.c. 5/8"AB. @ 72" o.c. 2844-3A.xmcd Mark Myers, PE 6/18/2012 fZ , � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL DD: Story Shear due to Wind: Vl�, =5697.981b Story Shear due to Seismic: VIE=5470.041b Bldg Width in direction of Load: L�:- 40•ft Distance between shear walls: L�:- 40•ft Shear Wall Length: LddW:_ (13 + 15)ft Ldds:_ (13 + 15)ft LddW=28 ft Ldds=28 ft Percent fuil height sheathing: o�= 10•ft 100 %= 100 Max Opening Height = Oft-Oin, Therefore C�.= 1.00 (10•ft) perAF&PA SDPWS Table 4.3.3.4 Iw t V L V L ��P tE t L 2 Wind Force: vdd:= Lt 2 Seismic Force: �:- 1.0 Eaa:= t LddW Ldds E vdd = 101.75ft 1•Ib Cd = 101.75ft ��lb Edd= 68.38ft 1•ib Co =68.38ft 1•Ib 0 P1-6: 7f16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 pif Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Ldd:= 13�ft Plate Height: Pt:= 8•ft W�:= 0.6(15•psf)•2•ft•Ldd+ 0.6•(10•psf)•Pt•Ldd+ 0.6•(lOpsf)•Oft•Lda D�N_ WR.L�d DLRM= 5577ft•lb Overturninq Moment: 0�:= vdd•Ldd•Pt OTMW= 10581.96ft•lb ON TM := Eda•Ldd•Pt OTMS = 7111.06ft•lb Holdown Force & Net Uplift: OTMW OTMS _ DLRM -DLRM o C I�DFddN,:= C �-IDFdds:= o Ldd Ldd HDFdd�,,= 385 Ib HDFdds = 118 Ib 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 &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir Z�:= 122•lb �.= 1.6 �:= 860•lb �= 1.6 �:= AS•CD ZB = 13761b D' N' o Z C �_ C Z C BP_ 1.92ft Per Nail A�:= B � As= 13.52ft Per Bolt vdd vdd 16d @ 16" o.c. 5/8"AB. ae 72' o.c. 2844-3A.xmcd Mark Myers, PE 6/18/2012 ��j � r � Lo�'� Patio <��. ��_m, x��_m�� •'� d�y 5.2� �,S 5046 XO 6080 SGD 506m XO 5060 XO �� D �1 SINK I I LL II h � � II II i � � II � � � � II ,V0 � s KItCH i i3 DINI1�lCx ROOM ', ',= CxI�AT ROOM Q � NGRDWO00 I IQ NARDWOOD I �Q GARF'E7 I I � � li � �� f( � �6 ; � � � � � � � � � � � � � ii { , : P/ ��/ / ��9 rv �� zaeo ��/ ��'q� � �� , 11LE TILE BENCFI W/CUBBIES DISPLAY GLCOVE �,�-I— pb I � / ��— X WM qJ,g.l � � PLATFOPo"I I � " � � I �bZS T"E � y� 13 ti 3 GAR Cx�4RACsE <�� t///((( f( FOl'�R Z�� b tILE �---------, ' ' � — ------ --------- �IYI1�lCz ROOM �,m5� �m,ms� , r 6X6 POST 1 CARPET SLs. 5G. I I � � I I � � O I I i � I I � I I � i I � I 6 I I �xo 9080 OND I I � � 8 � 0. 16080 . C r� • ..,s.�. ',�� g �z5 .�� , ■ 1,��' 0' MAIN FLOOR PLAN 1`� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL A: Story Shear due to Wind: V4W = 6971.571b Story Shear due to Seismic: VZE= 8537.581b Bidg Width in direction of Load: L�:= 47•ft Distance between shear walls: �:_ 22.5•ft Shear Wall Length: LaW:_ (2•3.5 + 6.5 + 5.25)ft Las:= L2•3.5�9� + 6.5 + 5.25�ft LaW= 18.75 ft Las= 17.19 ft Percent full height sheathing: o�= 10•ft 100 %= 100 Max Opening Height = Oft-Oin, Therefore C�.= 1.00 (10•ft) perAF&PA SDPWS Table 4.3.3.4 V L vaa•Laaµ,+ V4W L1 E�Laas+ 0.7p• zE t t L 2 Wind Force: va:= L 2 Seismic Force: �:— 1.0 Ea:= t LaW Las E va=238.23ft �•lb �a =238.23ft �•lb Ea= 194.54ft 1•lb a = 194.54ft t•lb Ca Co P1-6: 7J16" Sheathing w/ 8d naiis @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: La:= 3.5-ft Plate Height: P�:= 9•ft W�:= 0.6(15•psf)•20.5•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)•1ft�La D��_ WR,L'a DLRM— 182831 ft•lb 2 Overturninq Moment: �:= va•La Pt OTMN,=750437 ft•lb �M,�,:= Ea La Pt OTMS=6128.02 ft•lb Holdown Force& Net Uplift: OTMW OTMS _ DLRM —DLRM C HDFa �— C� + F�FaaN, �IDFas= � + HDFaas w• La j,a HDFaW=330.571b HDFas =—407.51 lb No Holdown Req'd Base Plate Nail Spacina (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 �:= 860•lb �= 1.6 Z,�:= AS•CD ZB = 13761b Z C $�^= CD ZN C� Bp= 0.82 ft Per Nail A�:= B � As=5.78 ft Per Bo�t va va 16d @ 8" o.c. 5l8"AB. @ 65' o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 ls Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL B: Story Shear due to Wind: V4W = 6971.571b Story Shear due to Seismic: VZE= 8537.581b Bldg Width in direction of Load: L,�,:= 47•ft Distance between shear walls: I�,:- 24.5•ft Shear Wall Length: LbW:_ (3.75 + 3.25 + 2•1.875 + 1.333)ft Lbs:= L3.75��5� + 3.25I g5� + 2•1.875+ 1.333�ft � LbW= 12.08 ft Lbs= 10.56 ft Percent full height sheathing: �o;_ 10�ft 100 /a= 100 Max Opening Height = Oft-Oin, Therefore C = 1.00 o _ a �; "`"' 10•ft perAF&PA SDPWS Table 4.3.3.4 vbb•Lbb�,,+ V4W•L1 Ebb'Lbbs+ 0.7p•v2E•Ll Lt 2 Lt 2 Wind Force: vb:= Lb Seismic Force: �:= 1.0 Eb:= Lb w s E vb= 381.96ft �•Ib �b = 381.96ft 1•lb Eb=328.95 ft t•Ib b =328.95ft I•lb Co Co Restraint Panel Height = 9ft Maximum (5.083ft•vb) P1�: 7/16" Sheathing w/ 8d nails @ 4" O.C. VZ:= Wind Capacity= 495 plf Restraint Panel Width = 1ft-4in Minimum 3 Seismic Capacity= 353 plf Allowable Shear per Panel = 744 Ib VZ=647.171b O.K. See APA Technical Topic TT-100B Load sufficiently below capacity to justify STHD14 Foundation Strap "A Portal Frame with Hold Downs for EnqineeredApplications" (EmphasisAdded) Dead Load Resistinq Overtuminq: Lb:= 3.25•ft Plate Height: P�t:= 9•ft W�:= 0.6(15•psf)•2•ft•Lb+ 0.6•(10•psf)•2Pt•Lb+ 0.6•(lOpsf)�Oft•Lb Lb D�N= WR•2 DLRM=665.44 ft•Ib OvertuminQ Moment: O�TM��:= vb•Lb•Pt OTMW= 11]72.31 ft•lb �:= Eb-Lb•Pt OTMS=9621.87 ft•Ib Holdown Force & Net Uplift: OTMW OTMS -DLRM -DLRM I-iDFbW:= C� + HDFbbW HDFbs:= C� + HDFbbs Lb Lb I-IDFbW=4661.21b HDFbs = 3731.91b Simpson STHD14RJ Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8� 1-1/2" Plate Hem-Fir Z�:= 122•]b C��.= l.6 �:= 860•lb C'�.-= 1.6 Z�:= AS-CD Zg = 13761b B = CD ZN c� B =0.51 ft Per Nail As:= ZB C� As=3.6 ft Per Bolt `'"�" vb p "'""" vb 16d @ 6" o.c. 5/8"A.B. @ 47' o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 1� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL C: Story Shear due to Wind: V2�,�, =6918.151b Story Shear due to Seismic: VZE= 8537.581b Bldg Width in direction of Load: L�:- 52•ft Distance between shear walls: �:= 40•ft LZ:= 12ft Shear Wall Length: Lc�,,:_ (21)ft Lcs:_ (21)ft LcW=21ft Lcs=21ft Percent full height sheathing: o�_ 10•ft 100 % - 100 Max Opening Height= Oft-Oin, Therefore nCN,�.= 1.00 - (10•ft) perAF&PA SDPWS Table 4.3.3.4 ZW 1 2 V L + L vcc•Lcc�,+ V L + L E�-Lccs+ 0.7p•?E 1 2 Lt 2 Lc 2 Wind Force: vc:= Seismic Force: �:= 1.0 E�:_ Lc„v Lcs vc= 300.38ft 1•lb �� = 30038ft 1•lb E�= 233.46ft t•lb Ec =233.46ft 1•lb Co Co P1-6: 7/16" Sheathing w/8d naiis @ 6" O.C. Wind Capacity= 339 pif Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: L�:= 21•ft Plate Height: P�:= 9•ft W�:= 0.6(15�psf)•2•ft•L�+ 0.6•(10•psf)•2Pt•L�+ 0.6•(lOpsf)�6ft•L� DK��._ WR,�� DLRM- 35721 ft-lb OverturninQ Moment: O�TM��:= vc•L�Pt OTMW= 56772.58 ft•lb O�T,M�:= E�L�Pt OTMS =44124 ft•lb Holdown Force & Net Uplift: OTMW OTMS _DLRM - DLRM Co Co HDFcW:_ + HDFccN, �IDFcs:_ + �IDFccs L� I-c HDFc�,,= 1076.151b Simpson LSTHD8RJ �Fcs =260.251b Base Plate Nail Spacinq (2005 NDS Tab1e11N) 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•lb �= 1.6 Z�:= AS•Cp ZB = 13761b Z C �- CD ZN C� Bp= 0.65 8 Per Nail A�:= B � As=4.58 ft Per Bolt vC vC 16d @ 6" o.c. 5/8"AB. @ 54" o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL D: Story Shear due to Wind: VZW =6918.i51b Story Shear due to Seismic: V2E= 8537.58 lb Bldg Width in direction of Load: L�:— 52•ft Distance between shear walis: �:_ 40•ft Shear Wall Length: Ld�,:_ (13 + 4.833 + 6)ft Ld�:_ (13 + 4.833 + 6)ft LdW=23.83 ft Lds=23.83 ft 10•ft Max Opening Height = Oft-Oin, Therefore C = 1.00 Percent full height sheathing: �^/�:— •100 %= 100 ^"�'` 10•ft perAF&PA SDPWS Table 4.3.3.4 UZW I-i V2E I't vdd•LddW+ Lt •2 Edd'Ldds+ 0.7p' Lt • 2 Wind Force: vd:= L d Seismic Force: �:— 1.0 Ed:= L d� w E vd =231.l 8 ft 1•lb �a =231.18 ft 1�lb Ed= 176.78 ft 1•Ib a = 176.78 ft 1•lb Co Co P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: Ld:= 4.833�ft Plate Height: Pt�= 9•ft W�:= 0.6(15•psf)•2•ft-Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.6•(lOpsf)•lft•Ld D�= WR.La DLRM= 1541.62ft•lb 2 Overtuminp Moment: 0��:= vd•Ld•Pt OTMW= 10055.83 ft�lb O�,T�M,�,:= Ed•Ld•Pt OTMS = 7689.21 ft•Ib Holdown Force & Net Uplift: OTMW OTMS — DLRM —DLRM HDFdW:= C� + HDFddW HDFds:= C� + HDFdds Ld Ld HDFdW=2146.681b HDFd$= 1390.01 lb Simpson LSTHD8RJ 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) 8� 1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 A�:= 860•]b �= 1.6 �:_ ,AS-CD ZB = 13761b CD'ZN'Co ZB'Co B = B =0.84 ft Per Nail A = As= 5.95 ft Per Bolt "'^�" vd p ""`�" vd 1sa @ s"o.c. 5/s"A.e. @ 7z' o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 1� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL E: Story Shear due to Wind: V4�, = 6971.571b Story Shear due to Seismic: VZE= 8537.581b Bldg Width in direction of Load: L�:= 47•ft Distance between shear wails: �:_ 22,5•ft �:= 24.Sft Shear Wall Ler�gth: LeW:_ (12+ 8 + 8)ft Les:_ (12 + 8 + 8)ft LeW=28 ft Les=28 ft Percent full height sheathing: a�a:_ 10•ft 100 %= 100 Max Opening Height = Oft-Oin, Therefore NC�.= 1.00 '"''^ 10•ft perAF&PA SDPWS Table 4.3.3.4 VqW (L1 + LZ) V2E �Ll + L21 0.7p.—. Lt 2 Lt 2 Wind Force: ve:= Seismic Force: �:- 1.0 Ee:_ Le W Les E ve= 124.49ft �•Ib Ve = 124.49ft 1•]b Ee= 106.72ft I•Ib e = 106.72ft 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: Le:= 8•ft Plate Height: P,�:= 9�ft W�:= 0.6(15•psf)•0•ft•Le+ 0.6•(10•psf)•Pt•Le+ 0.6•(lOpsf)•lft•Le D��_ WR,L"e DLRM= 1920ft•lb 2 Overtuminq Moment: O�TMMy�,:= ve•Le Pt OTM�,,= 8963.45 ft•Ib O�T�,M,�:= Ee Le Pt OTMS=7683.82 ft•lb Holdown Force& Net Uplift: OTMW OTMS –DLRM – DLRM Co Co HDFeW:= F�IDFes:_ Le I-e HDFeW=880.431b No Holdown Req'd �IDFes=720.481b Base Plate Nail Spacinct (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)8�1-7/2" PIatQ Hem-Fir Z�:= 122•lb �= 1.6 A�:= 860•lb �;= 1.6 Z�:= AS•CD Zg = 13761b B '= CD ZN C� B = 1.57 ft Per Nail As:= ZB c� As= 11.05 ft Per Bolt 'w�R" Ve P ``'v�"" ve 16d @ 16" o.c. 5/8"A.B. @ 77' o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 1�' Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net WALL F: Story Shear due to Wind: VZW= 6918.151b Story Shear due to Seismic: VZE= 8537.581b Bldg Width in direction of Load: L�:- 52•ft Distance between shear walls: I�,:- 12.ft Shear Wall Lerigth: LfW:_ (24)ft Lfs:_ (24)ft LfW=24 ft Lfs = 24 ft Percent full height sheathing: �= 10•ft 100 /o= 100 Max Opening Height = Oft-Oin, Therefore C = 1.00 0 o nn.�Ari 10•ft perAF&PA SDPWS Table 4.3.3.4 V2w L� VZE L� L •2 0.7p•L•2 Wind Force: �f:- Lf Seismic Force: �:- 1.0 Ef:= Lf w s E vf =33.26 ft �•Ib �f =33.26 ft �•lb Ef=28.73 ft �•lb f =28.73 ft 1•Ib Co Co P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Lf:- 24•ft Plate Height: P�:= 9�ft W�:= 0.6(15•psf)•2•ft•Lf+ 0.6•(10•psf)•Pt•Lf+ 0.6•(IOpsf)•Oft•Lf Lf DMNI,�:= WR•2 DLRM=20736 ft•lb Overtuminq Moment: OM TM�:= vf•Lf•Pt OTMW=7184.24ft•lb C�TM�:= Ef•Lf•Pt OTMS=6206.16ft•lb Holdown Force & Net Uplift: OTM W OTMS - DLRM -DLRM HDFfW:= C� HDFfs:= C� Lf j,f HDFfW=-564.661b No Holdown Req'd �-IDFfs=-605.411b Base Plate Nail Spacinq (2005 NDS Table11N1 Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 �:= 860•lb �= 1.6 Z�:= AS•CD ZB = 13761b B�= CD ZN C� Bp=5.87 ft Per Nail A�:= ZB CO As=4137 ft Per Bolt vf vf 16d @ 16" o.c. 5/8"AB. @ 77' o.c. 2844-3A.xmcd Mark Myers, PE 10/25/2012 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A 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 pif Unblocked Diapraghm Case 2-6 Capacity= 158 plf Wa I I Li nes AA: Wa I I Li nes C C: vaa•La� =69.95 ft 1•lb E�L� =47.86 ft 1•lb Lcc�,, _ � Lccs - 1 40ft 40ft vcc• =71.22ft •Ib E��•— =47.86ft •lb 40ft 40ft Wall Lines BB: Wall Lines DD: LbbW _ 1 Lbbs - 1 vbb• =69.95ft •lb Ebb• =47.86ft •lb LddW _ 1 Ldds - 1 40ft 40ft vdd• 40ft - �1.22ft �lb Edd• 40� =47.86ft •lb Assume 2x HF Floor Joists, 15/32" Sheathing w/ Sd (0.131" x 2.5") nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Capacity= 223 plf Unblocked Diapraghm Case 2-6 Capacity = 167 plf Wall �nesA: �va-LaW-vaa•Laa�,� _ � Ea Las- E�•Laas _ 1 =43.91 ft •lb = 37.64ft •lb (38ft) 38ft Wall Lines B: �vb•LbW-vbb•LbbW� _ I Eb•Lbs-Ebb•Lbbs - 1 =47.82ft •lb =40.99ft •lb (38ft) 38ft Wall Lines C: �vc-LcW-vcc•LccN,� 1 E�Lcs-E��•Lccs - 1 _ ]O1.74ft �]b = 87.89ft •lb (34ft) 34ft Wall Lines D: �vd�LdW-vdd•LddW� _ 1 Ed-Lds- Edd•Ldds - 1 =78.26ft •Ib =67.61 ft •]b (34ft) 34ft Wall Line E: �ve•LeW� _ 1 Ee'Les - 1 =87.14ft •lb = 74.7ft •]b (40ft) 40ft Wall Line F: �vf•LfW� _ 1 Ef•Lfs - 1 =33.26ft �Ib =28.73ft •lb (24ft) 24ft 2844-3A.xmcd Mark Myers, PE 10/25/2012 Z� I'1FR.COf9'1CN TR1155E8�24"O.C. m AS PER F�G.5PEC5.i7P. � SQ � /7♦ 1 � � � c m s �� S4 � 0 w W m a � I I m l I S4 � � i q I � I � w � � I �' 0 0 � � a � ° l3 ii� i iii / 4 l I �� i�� i� S4 .� � l3 '` � �v�r�i i� i�i� �� q ��ii ii r ri� �`� � ii,�Y�iii ��i ri ii�i �ii iii aioc,� �� i� �ii�',G�ii Ciii4Gii G�i�� rii i��i�� oveRr-�ahir� � i��%.�� ovERFRanu� K o i� i��i' �ii �iii F�ii �i `�iii ii `i�iii �ii i ii Y i ii��iii� i�i ii iiji ii� ii�i,�G�ii��ii GI ER TQg 5' � v Q10:12 ,Z I0:12� -- — � —— COI`A'10N TRLL45 UB Tfdl l5 m 4 cormaa rwss 4 sin — rus rRu — � v imaz io:iz v Z. 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DATE f'Z—Z�' �� JOB 6�b Z / BY !-�� Mark Myers,PE Title: Job# � Myers�ngineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net ?r:nted:2&GEC2G1?.1 25�A WOOC� B@c'illl ENER�RLC,'[NC.1983-2011,Suild`.&,11.9.9,Ver.6:1 t.9.9 ' • i.E�s . .. . . Description: 1.Header Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wootl Species ; Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling , D(0.3075)L(0.5125) Y .� �'� t r � � 3�'� ' z�: �,„�„ y��'� ,��+?w�.. �. ��'�' �" _ �� "�� "" ,�„ .�,�,��,a,�,�,g� ."��»F � �.w "�"�� saa �"iti,,;.�. ' 5,,.... '�,v�s%�� +��, �.�'��,�.,. ;'< t��"��'r°�"�.�� x 3 �s5.v�,�.%��, ', 4x8 ; Span=5.0 ft ' Applied Loads Setvice Ioads entered. Load Factors wi31 be appiied for caiculations. Uniform Load: D=0.3075, L=0.5125, Tributary Width=1.0 ft DESIGN SUMMARY �' • • -_--- --- ___ ---_�_.._......._..._...._._.._____...__......._._._..............._._......................_..........._......._...._._......................_......._......._....._.................__ _; ;Maximum Bending Stress Ratio = Q.857: 1 Maximum Shear Stress Ratio = 0.512 : 1 ' ', Section used for this span 4Xg Section used for this span 4x8 ', fb:Actual = 1,002.89psi fv:Actual = 92.10 psi ' ', FB:Auowable = 1,170.00 psi Fv:Allowable = 180.00 psi ; ' Load Combination +D+L+H Load Combination +D+L+H ' ', Location of maximum on span = 2.500ft 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 0.041 in Ratio= 1468 ', Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ', Max Downward Totai Deflection 0.065 in Ratio= 918 Max Upward Totai 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 D+L 1 0.0654 2.525 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.050 2.050 D Only 0.769 0.769 L Only 1.281 1.281 D+L 2.050 2.050 Z� Mark Myers,PE Title: Job# , , Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu ei.net ?r.nted:2S DEC 2C1':.1`:3�?�,, Wood Beam �NERCP,LC,IIVC.19832011;Build:6.11.9.9,Ver.6.13:9.9 • �.��: . __ • , Description: 2.Entry Roof Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticify Load Combination 200616C&ASCE7-05 Fb-Compr 875 psi Ebend-�c 1300 ksi Fc-Prii 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood 6rade : No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling _.................. ...................................................................................................................................................................................................................................................................................................... . ........... D(0.0825)S(0.1375) , ' D(0.1763)S(02938) ��•Y• �.�.�.:��, ......,, ,� ,,.k, �, 4 � .. S` Y „ .v�.... �� 'r"��.. y., y��`�,�, s� �, w�v�`r � � \ '� . f,�: � � ��' �� , � 3Q.,� �f " g ,� - ,� br�r-+i a ��`�'"ey% . �'�'�r� '� � � , �u,�..�.�� . __ k.0<�,,..��-__. ,'�. a..,.,. � �� '�� t��2��"�� m �� N r �`• �, k �. �� ".�. �� . 6x12 _..._...._.....__..._...__._._......._. Span = 12.0 ft App116d L08d5 Service laads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1763, S=0.2938 k/ft,Extent=0.0—»6.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.08250, S=0.1375 klft,Extent=6.0—»12.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY -..... '" ' � �- -______--- ------______...................................._._......._____......_....._........_...._._..........._........._......__.................._._..........._._..._...._....._---. Maximum Bending Stress Ratio = 0.72ti 1 Maximum Shear Stress Ratio = 0.282 : 1 Section used for this span 6x12 Section used for this span 6x12 , fb:Actual = 629.60psi fv:Actual = 47.96 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 = 5.220ft 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 0.112 in Ratio= 1284 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 , Max Downward Total Deflection 0.179 in Ratio= $02 Max Upward Total Deflection 0.000 in Ratio= 0 <240 _............................................._...................---.._._..........._....................._..._... Overail Maximum Defiections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span p+g 1 0.1793 5.820 0.0000 0.000 VettIC81 R88Cti0t1S-U11f8CtOP2d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.445 1.695 D Only 0.917 0.636 S Only 1.528 1.059 p+g 2.445 1.695 Z�I Mark Myers,PE Title: Job# � Myers Engineering LLC Engineer: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net F!i�ted.iBJ:;rvzc,z.,;:�,a��n 'slMarklDesktoQlDrawings&Calcs\Cascade Residential Design-Leve1 Design12844-3 Canyons Plan 2128d4-3.ec6 WOOd Be1111 ENfRCALC,IPtC.1983209t,Build:6.12;4,24,�/er.6:12.4.24 '' • �.i�. _ :. - . Description: 3.2 Car Garage Header Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowabie Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Compr 875.0 psi Ebend-�c 1,300.Oksi Fc-Prll 600.0 psi Eminbend-�c 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling . D(0.09) S{0.15) � y� � ,�� y; +xs 'a:rF'�,� �'� 6�- s�. .� p,a�: ,'. . �a� . µ �3 �� : � ��`'� �,�� '+ ,,�� ,� a � � �� n,. , �m "¢��`�"".%��'„�s�� a� � .�r' ��' �,�� °� a s �k�.5��,�''�j +�� 'l '� ^ � � � - n . �. ��.,.�. ' i.sr�'ttt;, d xu�°r��.�. ��W�nf»1• �,��5,��'�° ��, ,� Y,iJ, �d° �,��d,�i�"`r"�`arcta �r,E�. `�i�"�,". i..�'w"�.� c � �i : , .. f.✓ .� ..r. ..°�c;: ... ,r . . .....` � . , ' 6x12 ', Span = 16.0 ft _... __._... _. ....... _. _ _ ......... ..... . _.._ . ...._ _...._... ....__.. _ ... .._........... .. ............ .. _....... . _.... _.. _._. Applied Loads SeNice loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.090, S=0.150, Tributary Width=1.0 ft DES/GN SUMMARY '' • • ___. __.._._ _._.._.. _ .---.... _....... _..._.. _....__ __. .._.._. .. Maximum Bending Stress Ratio = 0.869: 1 Maximum Shear Stress Ratio = 0.238 : 1 Section used for this span 6x12 Section used for this span 6x12 ', ; fb:Actual = 760.21 psi fv:Actual = 40.52 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 = 15.120 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.246 in Ratio= 7$0 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.394 in Ratio= 487 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 D+S 1 0.3937 8.080 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.920 1.920 D Only 0.720 0.720 S Only 1.200 1.200 D+S 1.920 1.920 30 Mark Myers,PE Title: Job# . , Myers Engineering LLC Dsgnr. 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net ��:��a:2se�czci+.,,�:�z,�r,+ W�Od B�am ' ENERCALG ft�C.1983-20t1,Buifitl:6.11:9.9,Ver:6.t#.9.9 '' • �.��: _._ _ _ _ Description: 4.3rd Car Garage Header Materiai Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Compr 875.0 psi Ebend-xx 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 ; No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _.....................................................................................................................................................................................D..O.2025...._S...0.3375...................................................................................................................................... ( ) ( ) � t <N�� ^ss ,��.. ':a� ��i y �a� � +,«�',' s :,m �^ �ri y`ws�Aa y�:�,{ _� �� '� alv , m"�'.'1"+Y d �i��j^.'N 3rS� `tE''� Ard^v � - • � Y � �� SbE�Ei � r �� ;'+ �'' :� `��' ��y�°� �� +.� �� < � � � Y4�fi ��y �.�+� . � � d ,� Y.. ;�. �. ��! ��E � P��t a �a��'e L.� '�`� *� a��^� x ,�z� � " �� N��3� � . '��'3� ,gy k � s �< � s.�t�,�,'�� . >.4,^ � n�,'��'-ex.r�, � .y�ip"d�l;�,�� ...,u'"xx�� - �.r�'` ,.�;-�:-�'�s.��r;.�, '�, W 6x12 ' Span=9.0 ft Appii2d L08dS Service ioads entered. Load Factars will be applisd for calculatians. Uniform Load: D=0.2025, S=0.3375, Tributary Width=1.0 ft DESIGN SUMMARY p' • � --_ _-- _.._....................._._._..._.._....... _......._._ __----._...._....................._..__..._.__....._....._..........__..__.........._......._. iMaximum Bending Stress Ratio = 0.61� 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 6x12 Section used for this span 6x12 ' fb:Actual = 541.21 psi fv:Actual = 45.53 psi ' FB:Allowable = 875.00psi Fv:Allowable - 170.00 psi , Load Combination +D+S+N Load Combination +D+S+H ' Location of maximum on span = 4.500ft Location of maximum on span = 8.055ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.055 in Ratio= 1948 ' Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ; Max Downward Total Deflection 0.089 in Ratio= 1217 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 D+S 1 0.0887 4.545 0.0000 0.000 Vertical Reactions-UI1f8CtOC2d Support notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 Overall MAXimum 2.430 2.430 D Only 0.911 0.911 S Only 1.519 1.519 D+S 2.430 2.430 � � - �,c -:'a _,-_ . .. � .,= - .�v - - �.�� = j� �� =-=u��;�� 5 _, -:, �.. . Some Tll� "oist series ma li0t 40 PSF Live Laad!10 PSF Dead Load 40 PSF Live load/20 PSf Dead load � y Depth TJI� p p be available in ynar regivn. 12"a.c. ts^o.c, ts.2°o.c. za°o.c. iz°o.�. �s°o.c. �s.2 o.c. 24 o.c. ; CanfactyouriLevelrepreserrtative 110 16'-il" 15'-6" ; 14'-7° � 13'-7" 16'-11" ; 15'-6" 14'-3" ' 12'-9" � ta : forirrtormation. 9�/z" 210 17'-9" 16'-3" ! 15'-4" 14'-3" 17'-9" i i6'-3" 15'-4" 14'-0" 23U 18'-3" �! 16'-8" i 15'-9" ; 14'-8" 18'-3" i 16'-8" ; 15'-9' i 14'-8" 110 20'-2° i 18'-5° ! 17'-4" i 15'-9"�» 20'-2" ! 17'-8° ; 16'-1'c�� i 14'-4"�>> � �ls�,�� 210 21'-1" � �_ . ; lg'-2" 16'-11" 21'-1" ; '- ° ' 17'-8" � 15'-9"�i� 1 11�/e" 230 21'-8" '; 19'-10" ; 18'-8° 17'-5" 21'-8" i 19'-10" ! 18'-7" ! 16'-7"c�� 1— 360 22'-11" � - i° 19'-8" 18'-4" 22'-11" ' 20'-11° 19'-8' ' 17'-10°�l� 1�"—i�a" " } 560 26'-1" i 23'-8" I 22'-4" 20'-9" 26'-i" '; 23'-8" 22'-4" � 20'-9°�l� �— � 110 22'-10" i 20'-11" ; 19'-2" 17'-2"cl� 22'-2" ': 19'-2" ; 17'-6"�l� i 15'-0°cl� 9yi" 21� 23'-11" ' 21'-10" � 20'-8" ': 18'-10°cl� 23'-11° i 21'-1° i 19'-2°�I� � 16'_7"�'� 3/s" 11�/s" 14" i4" 230 24'-8" ' 22'-6" ' 21'-2" i 19'_g"�l� 24'_8„ i 22'-2' i 20'-3'ci� ' 17'-6°<<� 360 26'-0" 23'-8" I 22'-4" � 20'-9"�i� 26'-0° ' 23'-8" 22'-4"�l� ; 17'-10"�� _ � 560 29'-6" ! 26'-10" ; 25'-4" ; 23'-6" 29`-6° 1 76'-l0" ' 25'-4"cl� i 20'-11"�t� 210 26'-�" � 24'-3" ; 22'-6°c» ' 19'-11"cl> 26'-0" � 22'-6°c>> 20'-7°cl� ; 16'-7"cl� '''_� ``f f y;�� 23U 27'-3" i 24'-10" � 23'-6" � 21'-1"�l� 27'-3" 23'-9' 21'-8'�� i 17'-6°�l� � �s� 360 28'-9" ! 26'-3" ; 24'-8°�i� ! 21'-5"�l� 7B'-9" ' 26'-3"cl� ! 22'-4"ci� ' 17'-10"�l� 560 32'-8" 29'-8" 28'-0" ! 25'-2"�� 32'-8" 29'-8" 26'-3"�i� � 20'-11"�� 2��15�� ' n.-� '_ - _o. °n ° �0-�^o`32S"tE r�.ri^+;•:'^ n;•E��.. i:.�.E 3E'ivi�G, i%.,,f"�s'�' :.§='i- i�.�.F�:z iFv=_SY..�:�;= j'c�:s:.: �,: as: - , 1%"-l�a" � Depth TJI� 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. 91fi" 110 18'-9" ! 17'-2" ! 15'-8" ! 14'-0° 18'-1" 1 15'-8' ' 14'-3' � 12'-9" 3�8�� 11�/s" 9�/:" 210 19'-8" ' 18'-0" 17'-0" 15'-4" 19'-8' � ll'-2" ; 15'-8" 14'-0" 16" 230 20'-3" 18'-6" I 17'-5" ! 16'-2" 20'-3" ' 18'-1° � 16'-6" 14'-9° � 110 22'-3" i 19'-4" 17'-8" ! 15'_g"cl� 20'-5" ! 17'-8" I 16'-1"�i� � 14'_q"�l� 210 23'-4" I 21'-2" ! 19'-4° � 17'-3"cl� 12'-4° ' 19'-4" ! 17'-8" 15'-9"11� 117/e" 230 24'-0" ' 21'-11" i 20'-5" 1 8'-3" 2 3'-7° ' 2 0'-5° I 1 8'-7" ! 1 6'-7"�>> - - ` �=u :.- - 360 25'-4" 23'-2° � 21'-10° 20'-4°tn p5'-¢^ I 23'-2° ' 21'-10"ri� ! 17'-10"cli .~ _.~ y 560 28'-10" I 26'-3' � 24'-9' '; 23'-0" 28'-10" ' 26=3" � 14'-9" •: 20'-11"�l� 110 24'-4" 21'-0" 19'-2" ': 17'-2"�i� 22'-2" I 19'-2" � 17'-6"(1) � 15'-0"c�� 25/�c" 210 26'-6° '•. 23'-1" � 21'-1" ; 18'-10"c�� 24'-4" i 21'-1" ; 19'-2"(1) i 16'-7"�� :^ � 14° 23U 27'-3" ! 24'-4" i 22'-2" i 19'-10"�l� 25'-8" I 22'-2° ! 20'-3"(1) ' 17'-6"11� � .� � 360 28'-9" � 26'-3° I 24'-9"�l� � 21'-5"�i� 28'.9° '• 16'-3°�l� ' 22'-4°�i� i 17'-10"ct� 1�1a"-1�/e" , a , < i � m ! �i� � � 560 32'-8" ; 29'-9" ; 28'-0" `: 25'-2°�i� 32-8 ; 29-9 26-3" � ZO'-11" 9�/zu 210 28'-6" 24'-8" � 22'-6"�l� ! 19'-11°�i� 26'-0" ' 22'-6"c11 ' 20'-7"tl� ' i6'-7'cl� �/a" 11�� 230 30'-1° i 26'-0" ' 23'-9" � 21'-1°�i� 27'-5" I 23'-9" � 21'-8"�i� i 17'-6"�l� l6N 16° 360 31'-10" 29'-0" ! 26'-10"c�> � 21'-5"�l� 31'-10" , 16'-l0"�n ZZ�_q•a� ! 17'-10"�» _ � 560 36'-1" 32'-11" 31'-0"ci� ' 25'-2°�i� 36'-1° ; 31'-6"r�� I 26'-3"ci� i 20'-11"�l� (1)Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is/essthan 5y" _;_� .��;� :n:,, and the span on either side af the intermediate bearing is greater than the foliowing spans: ,_., sa�;,r �ti„�.�� T�� 40 PSF Live Load/10 PSF Dead Load 4�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. � �25/�s' 110 N.A. � N.A. ' N.A. � 15'-4" N.A. � N.A. : 16'-0' � 12'-9" 210 N.A. ! N.A. 21'-4° I 17'-0" N.A. 21'-4" ! 17'-9" 14'-2" � + � 230 N.A. i N.A. N.A. ; 19'-2" N.A. f N.A. 19'-11° I 15'-11" i� 360 N.A. � N.A. 24'-5° i 19'-6' N.A. j 24'-5" I 20'-4" ; 16'-3" � 11�" 560 N.A. � N.A. � 29'-10" 23'-10" N.A. I 29'-10° � 24'-10" ' 19'-10° 3�g" 14" � Long-term defiection 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". � ��x� i� a:�� ;�Q�� '��5 �2is�:�� s2S -;:!l r='P9 =�c; i 3 i�`~" �'�� `�:5�� 1. Determine the appropriate live load deflection ■ Tables are based on: criteria. - Uniform toads. - More restrictive of simple or continuous span. � �31h" 2. Identify the live and dead load condition. - Clear distance between supports(1�/a°minimum end bearing). � � 3. Select on-center spacing. ■ Assumed composite action with a single layer ot 24°on-center 1�� 4. Scan down the column until you meet or span-rated,glue-nailed floor panels for defiection only.Spans � exceed the span of your appiication. shall be reduced 6'when floor panels are nailed only. 11%a" �/�e" 14" 5. Select Tll�joist and depth. ■ Spans generated from iLevel�software may exceed the spans � 16" shown in these tables because software reflects actual design � _ � iive Ioad deflectinn is not the anly factvr conditions. U►ataffeefs howa flaor will perform. ■ For loading conditions not shown,refer to software or to the load - : =�^ _�;-s� To mare accuratety predict floor performance, table on a e 5. ""� ""Y �s'�-` use our T/-Pro'"Ratings � g �� 4 iLevel Trus Joist�TJI'Joist Specifier's Guide TJ-4000 February 2009 Mark Myers,PE Title: Job# . • Myers Engineering LLC Engineer: 3206 50th St Ct NW,Ste 210-B Project Desc.; �ig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net Printed:19JUr,�c�2.,:sz,u�n Wood Beam �iMarklDesktoplDrawings&CaIc5lCascade Residen6al Design-Level Design�28443 Canyons Rlan 2128443;ec6 ENE#2CALC,INC:'19832011,Build:6.12.4:34,Ver.6.12.424 �.��: _ . _ Description: 6.Beam over Front of Garage Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Atlowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prii 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling _.............................._........_............................................................................................................... . ................................................................................................................................................................................................................_..................................................................................._.._. D(1.875)S(3.125)D 0.49 L 0.04 S 0.625 D(1.875)S(3.125) D 0.2163 L 0.17 S 0.0875 � A �,�� ^;,��a� �a��" < .%, .�� ,� } ,. ��k��,�n�,� �a�y � �� n � � � � ��4 ,. v`"�`�a��'�. *t y�' x °� � � �k x , � ��3� tu. n� �"� ^�a�k��. �' -�� x ,�, rr�q�'�: '-�� .w�'w� �.�.«"..!� .�N. ^•�e�..i�'t="�«3r�', ��. ! 5.5x16.5 Span = 19.0 ft _.._...._............._..........._.._....._.............._............_ . _..._.__.._......................_............_..................._......._...._._................_..................._..._........_.._-._._.............._........_.._......_...._........._...................._..............._.._........_____.._..._._...................._....._.._...............................__._....................__._........._._.............................: Applied Loads Senrice loads entered.Load Factors will be appiied for caiculations. Load for Span Number 1 Uniform Load: D=0.2163, L=0.170, S=0.08750 kJft,Extent=0.0-»12.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.490, L=0.040, S=0.6250 k/ft,Extent=12.0-»19.0 ft, Tributary Width=1.0 ft Point Load: D=1.875, S=3.125 k(a�12.0 ft Point Load: D=1.875, S=3.125 k an,19.0 ft DESIGN SUMMARY '' • � _......._......................................................._.....__..._...................._......................................................................................................................................................................................................................................................................................................................... ;Maximum Bending Stress Ratio = 0.97?. 1 Maximum Shear Stress Ratio = 0.573 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 fb:Actual = 2,276.93psi fv:Actual = 151.96 psi FB:Allowable - 2,331.64psi Fv:Allowable = 265.00 psi , Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 11.970ft Location of maximum on span = 17.670 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ': Maximum Deflection Max Downward L+Lr+S Deflection 0.493 in Ratio= 482 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ' Max Downward Total Deflection 0.845 in Ratio= 26g ' Max Upward Total Deflection 0.000 in Ratio= 0<240 ', ................................................... .. _............._....._..........._........._....................................................._.....................................................................................................................................................................................................................................: Overall Maximum Deftections,Unfactored Loads Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.8448 9.975 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.222 16.549 D Only 3.099 6.677 L Only 1.447 0.873 S Only 2.676 8.999 L+S 4.123 9.872 D+L 4.546 7.550 D+S 5.774 15.676 D+L+S 7.222 16.549 / / , Mark Myers,PE Title: Job# Myers Engineering LLC Engineer: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu tel.net Pnnred:l8JUN2G12,1'35yJ�,1 •siMarklDesktoplDrawi�gs&CaIcslCascade ResidenHal Design-Eeve4 Desiyn12844-3 Canyons Pla�2128A4-3:ec6 �OOd B@111'1 ' ENERCALC,(hiG.t9$3-2011,B�aid6.12:4.24,Vecfi:12.4.24 ' �.E�: Description: 7•Beam under Side Wall Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity LoadCombination20061BC&ASCE7-05 Fb-Compr 1,850.Opsi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wootl Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ' D 0.28 L 0.4 S 0.05 D(3.935) L(1 i45} S(� �� L 0.4 S 0.05 , � � � ,�q� ,�„R..� � ��Y k.��.� �s�X�'.� a •.��^�k .�,'* �r'� � u '� ;�� '� �" �� y'� �.. � �"� �.,� .�y,.,�'� ,.. ��'�7v r .-�'�� 9�'� ��>r,�s � "a'��`�;��. �"P'�a�" �^'�i��ar�'�}, rm^�w�� ' "kY � �` .....��.�,.�.:, � •',r°�..� ��` ..: „'. a�rcwt �`;��..b,' , ,...M.,�+ .r � „ti..�u,�rY�@�.- .�3��&.� . ",',�„d'°n`�•�.,a .�:?..�`��'.aa< ;,�.� W,�,,,,, �'_. 5.5x10.5 5.5x10.5 Span = 15.250 ft Span = 7.0 ft App112d L08dS Senrice loads entered. Load Factors will be applied far calculations. Load for Span Number 1 Uniform Load; D=0.280, L=0.40, S=0.050, Tributary Width=1.0 ft Point Load: D=3.935, L=1.450, S=5.035 k a(�,15.20 ft Load for Span Number 2 Uniform Load: D=0.280, L=0.40, S=0.050, Tributary Width=1.0 ft DESIGN SUMMARY '' • • �--- - ____. _ _-----____.�-_ ...._.. _....... _.__ . _.. _.............. . _._..... , !Maximum Bending Stress Ratio = 0.965 1 Maximum Shear Stress Ratio = 0.54$ : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 ' fb:Actual - 1,786.15psi fv:Actual = 145.33 psi ', FB:Allowable - 1,850.00psi Fv:Allowabie - 265.00 psi Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span = 15.250ft Location of maximum on span = 14.429ft ' ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 , Maximum Deflection ' Max Downward L+Lr+S Deflection 0.326 in Ratio= 561 Max Upward L+Lr+S Deflection -0.034 in Ratio= 2479 Max Downward Total Deflection 0.529 in Ratio= 345 Max Upward Total Deflection -0.055 in Ratio= 152$ _ __... __.. _..._.._ __ _ _........_ __ _ ___.. _.. _ _.. Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span D+L+S 1 0.5290 6.921 0.0000 0.000 2 0.0000 6.921 D+L+S -0.0549 2.585 Vertical Reactions-UnfaCtored Support notation:Far�eft is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.531 21.906 0.231 D Only 1.738 8.340 0.087 L Only 2.478 7.727 0.144 S Only 0.315 5.838 -0.006 L+S 2.793 13.566 0.139 D+L 4.216 16.068 0.231 D+S 2.053 14.179 0.081 D+L+S 4.531 21.906 0.225 3� Mark Myers,PE Title: Job# , . Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 Project Notes: E-mail:m en ineer centu el.net ?rntec:28DEC1Gt':,12:00?�,+ WO�d B@am ENERCALC,lNG.1983-201�,Build:6.11:9.9,Ver:6:1M1.9.9 � e.F�. _ . . _ Description: 8.Beam over GreaUDining Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species ; DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 p�f Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _.......... _..... _.... _...... _. ', D(0.2025) L{0.54} ,�y ��. �. �� ✓s� F�d.. ��-.:av�,�, `." �.t^i ��.� r ' ��r .. a� ��r" s ��'r �. �a� �� ,� ��f. � � �"'' � ��.� � c � �z�k� � � .5�: � �. a .�� '�� a�A�'�'r�`z"-a.w��'x n�"�� .F"�a �.�� `i �w�� ; ss�+,�.. � . " '�"� ihis� s,v�, .. �'�'' y" r�tm:d� � ��rl�'w d `'f , n y �. � �i�� r 4a '. ��a^ ,°^�'�� . �.r'" xy°�{"p, � . �� ^� � � �9''�;��3 ��"k"f ,�.�.� �r U,,,: ,��as..--..?.-..�'�_a;: � .rs,,,,'�� v��`c,::s«�:,��s�.�Y��,�r�r�} ., ,.x�`��#�CroY,, ..,..�- �..�^:,°. � '••�. �;�, t. � � ,�„ ', 5.125x12 Span = 14.50 ft Appli@d L08dS Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.2025, L=0.540, Tributary Width=1.0 ft DEStGN SUMMARY �- • • _v_ _. _._._ . ......._ _........._.. Maximum Bending Stress Ratio = 0.793 1 Maximum Shear Stress Ratio = 0.431 : 1 , Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 1,903.79psi fv:Actual - 114.23 psi ; FB:Allowable = 2,400.00pSi Fv:Allowable = 265.00 pSi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.250ft Location of maximum on span = 13.558ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.408 in Ratio= 426 , Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ' Max Downward Total Deflection 0.560 in Ratio= 310 ', Max Upward Total Deflection 0.000 in Ratio= Q <240 __... .. .. .__.._ ___ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.5604 7.323 0.0000 0.000 V@ttIC81 R28Cti0t1S-U�fBCtOC@d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.383 5.383 D Only 1.468 1.468 L Only 3.915 3.915 D+L 5.383 5.383 3S . Mark Myers,PE Title: Job# Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu eLnet ?rntec:28GEC2G1i 12'G1PM WOOC� B@`1�Y1 ENERCALC,'INC.1983-2011,Buiid:fii91.9.9,Veri6.11.9.9 ' �.�� _ .. . . Description: 9.Beam over KitchenlDining Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasficity Load Combination 200616C&ASCE7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ', D(0.18) L(0.48) '�'' K �� rt-r&�'� . TM a d+a..? „i � ;�y,�sr y S°',w.4� �' �?- p�3k+,P�{ .;r ��a °� �� az '�, � ,� a sr�� t�, sa�� 3 � _ � ��„a�� , '� , � te . �+�'k.� r�. � ar vz �?.�,�'�`� ��.3'�r �� r'4 � x . .a�S ar �� . lu� ��,�u��y'�'i.'��, ,�� ..,�F �E� .. 5��,�,. �.. ,�� z�y��y.,i�� w , Y+. '��„ F' "'.�" ��. ..�,u .,r�.,o,�a��i....>:. .,,.. �"`* .. .. .. .o....�,.,��.r -s...r,�t�,aa�.s ,...a, m;r:v. .�'�..��..�.;3.° .5«. .��'a":n,� uu?�, � ,. ..., , . . ' 6.75x12 , Span = 16.50 ft Appli¢d Loads SeNice loads entered.Load Factors wiil be applied for calculations, Uniform Load: D=0.180, L=0.480, Tributary Width=1.0 ft DESIGN SUMMARY '' � • _.. ....._...._...__..._.._.................._..._......._._._..........__...._.................._._........._..........._....._..�.�...._.......__.....__.._.........._ ; 'Maximum Bending Stress Ratio = 0.696 1 Maximum Shear Stress Ratio = 0.335 : 1 ' Section used for this span 6.75x12 Section used for this span 6.75x12 fb:Actual - 1,663.75psi fv:Actual = 88.73 psi FB:Allowable = 2,391.79psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.250ft Location of maximum on span = 15.510ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.461 in Ratio= 429 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.634 in Ratio= 312 Max Upward Total Deflection 0.000 in Ratio= Q Q40 _ _..... _.......... ... ......... _..._..................... ........_..._ ...... ..._.. _..............-- ----..................._.. ........ .... ....... Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.6341 8.333 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.445 5.445 D Only 1.485 1.485 L Only 3.960 3.960 D+L 5.445 5.445 36 Mark Myers,PE Title: Job# • • Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 -mai:m en meer centu e.net ?r:ntec:2$L�EC 2C1^:.12'C3?M1A wOOC� Be1111 < ENERCALC,ENC.198�20i3;Bu;ld:fi.11:9.�,Ver.6.tt.9.9 ' • i.e�: . .. - - Description: 10.Header Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasficify Load Combination 200616C&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 32.21 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling _...... . _..... _..__...._........_............................................................................................................___............................................................... ........._.... ................__......_.._........................._......._...._ ........................ ............................. ._ ......................................................................... '; D(0.4225)L(0.04)S(0.5125) ;�.,...... ,�� . 3.;' . ...., �;�ez�"�� '.� �� "'v ��. �, `��"''� a�': ,,� ��,�r�, ��,... r� �.Ty"'j , � � � Y''r, n3 i� r6 � ; �� .,,, � � . Y . �r�� "' � ,fr �-}��,� x �`��.��:�� „� , �;Wx•;, � �,�,^�,. � ,�,„�r �`,�. m��,»w,' 4x10 '� Span=6.0 ft ' Appll@d L08dS Service loads entered.Load Factors will be applied for caiculations. Uniform Load: D=0.4225, L=0.040, S=0.5125, Tributary Width=1.0 ft DESIGN SUMMARY �- � • — --- ---- . ............ . . ... ___ _...... _..._.. _..._ _........... _, ;Maximum Bending Stress Ratio = 0.93T. 1 Maximum Shear Stress Ratio = 0.542 : 1 Section used for this span 4x10 Section used for this span 4x10 ' ' fb:Actual = 1,011.59psi fv:Actual = 97.47 psi FB:Allowable = 1,080.00psi Fv:Allowable - 180.00 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 0.044 in Ratio= 1637 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection OA78 in Ratio= g27 ' Max Upward Total Deflection 0.000 in Ratio= 0<240 Overali Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0776 3.030 0.0000 0.000 Vertical Reactions-Ut1f8CtOP2d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.925 2.925 D Only 1.268 1.268 L Only 0.120 0.120 S Oniy 1.538 1.538 L+S 1.658 1.658 D+L 1.388 1.388 D+S 2.805 2.805 D+L+S 2.925 2.925 �� , Mark Myers,PE Title: Job# Myers Engineenng LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net ?r:nted:2b GEC 2C1�.�z a;?r,� ��OC� B@111� 6NERCALC,fNC.'V98320f1,Build:fi<11.9.9,Uer'.6.11.9.9 • �.��: . .. - . DesCription: 10.Header Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowabie Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination 2d0616C&ASCE7-05 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Prll 600 psi Eminbend-xx 470ksi 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(0.4225)L(0.04)S(0.5125) �.; � 'N�, �,. � �� , ��„ ��"w " "u t�, ��'r'3��J�^� �: � �r '��w.�' '�� T,ma r ' �x.w; "k��v�,,�' �s ,: ;,�,,, 7 �� , �'��a��-�: ..��3� �,�.a >s„�.�� " ��- � 6x10 ' Span=6.0 ft i Applied L08dS Service loads entered. Load Factors wiil be appiied for calculations. Un'rform Load: D=0.4225, L=0.040, S=0.5125, Tributary Width=1.0 ft DESIGN SUMMARY '' ' • _�....._.........................................................__._..._._..._..._..........�............................._......_......�...__...---..........._.._._........._. , ',Maximum Bending Stress Ratio = 0.69?. 1 Maximum Shear Stress Ratio = 0.351 : 1 ' Section used for this span 6X10 Section used for this span 6x10 ' fb:Actual = 610.30psi fv:Actual - 59.59 psi ', ', FB:Allowable = 875.00 psi 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 = O.00Oft , , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' ' Maximum Deflection ' Max Downward L+Lr+S Deflection 0.032 in Ratio= 2264 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ; Max Downward Total Deflection 0.056 in Ratio= 12$3 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 D+L+S 1 0.0561 3.030 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 Overall MAXimum 2.925 2.925 D Only 1.268 1.268 L Only 0.120 0.120 S Only 1.538 1.538 L+S 1.658 1.658 D+L 1.388 1.388 D+S 2.805 2.805 D+L+S 2.925 2.925 l�D Mark Myers,PE Title: Job# • - Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes; ph:253�58-3248 fx:253-858-3249 E-mail:m en ineer centu tel.net ?r:nieC:28�[C 2G1':.7T C5'P� w0�d B�am ' ENERCALC,ING.1983-2011,Buiitl:6.11.9.9,Uer.6i11.9.9 • �.t�• . , Description: 11.InteriorHeader Materiai Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowabie Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Compr 900 psi Ebend-�c 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 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _........................................................_. _.._, ' D(0.2025)L(0.54) �'�,�`3�,�a'��a� �� ,�y . ,�, ;��r�� "�� a �+ � .�yy�y�x k,� �rt� �i�"� ��+� a4�f _ - ,� � i z��ux� � j��'�+ �? �� '�E„�'3 . �''�u '" S t�� '.'��i,y�,. �I �:�� a'"�'r'��'„�.�:... 4�� x �; �.., nr ....'�� .�.,. 4,�. 4x10 Span=6.0 ft Appll2d LOadS Service{oads entered.Load Factors will be appiied for calcuEatians. Uniform Load: D=0.2025, L=0.540, Tributary Width=1.0 ft DESIGN SUMMARY �- . s , .��.________ ................................................._..............__........._..._.. __....................._..............._.._..................... ';Maximum Bending Stress Ratio = Q.74�k 1 Maximum Shear Stress Ratio = 0.430 : 1 ': Section used for this span 4x10 Section used for this span 4x10 ' fb:Actual - 803.32 psi fv:Actual - 77.40 psi ', FB:Allowable = 1,080.00psi Fv:Allowable - 180.00 psi ' Load Combination +D+L+H Load Combination +D+L+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 0.043 in Ratio= 1675 ' Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ' Max Downward Total Deflection 0.059 in Ratio= �2�g . 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 D+L 1 0.0591 3.030 0.0000 0.000 Vertical Reactions•Unfactored SuppoR notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overaii MAXimum 2.228 2.228 D Only 0.608 0.608 L Only 1.620 1.620 D+L 2.228 2.228 l� , Mark Myers,PE Title: Job# Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253$58-3248 fX:253-858-3249 ?rnted:28 DEC 2C1^:,12:15?P,t E-mail:m en ineer centu el.net WOOd Be1117 ENERCALC,[NG 19&32011,Build:6:11.9.9,Ver.6.t1.9.9 ' �.E�: Description: 12.Main Floor Joist M8t6t'18) PI'Op6Pt1@S Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-OS Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Compr 850 psi Ebend-�c 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525psi Density 27•7pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D 0.019995 L 0.05332 �- � � � � � � � � � �: � �� t "�� ,� �� '�� £� ' �;, � a�i s-� � a �' °: .: � � ��r .�k� ��'�,�� 9��'�' -- ��'�� "�'.�g f�°�� ro�'a '��.3N� s � �,. a� . �.t'��w 0 � �� . t� �� r �- t� ��. � � � � �� 3 � ,��€��h� t �� f� �5� ,a �� `�� ` �� t�� f� � �"� �a a �K� .��'�r ��.. ��. .. � „ »� ..',Z.. �i�nw��, , �:��..!`sSw t,,.� k.,�....�.,,,� .., n,y,�'�'�', aaY��a�9. ,b �'s;'� ,Ya��?k,,,,d'/r. ^�+un,R�r-u ,�.�, . �- ., ,.�„ x.: ,,, l�/„.....: , n x. •� ' � 2x10 Span = 12.0 ft Appll2d L08dS Service loads entered. Load Factors will be appiied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.333 ft DESIGN_SUMMARY................................................................................................................................................................................................................................................................................................................. ....... �- . • 'Maximum Bending 9tress Ratio = 0.689� 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 740.33psi fv:Actual = 41.85 psi FB:Allowable = 1,075.25psi Fv:Aliowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.00Oft 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 0.195 in Ratio= 738 ' Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ' ' Max Downward Total Deflection 0.268 in Ratio= 537 Max Upward Totai 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 D+L 1 0.2681 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overali MAXimum 0.440 0.440 D Only 0.120 0.120 L Only 0.320 0.320 D+L 0.440 0.440 �� Mark Myers,PE Title: Job# - Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 ph:253-858-3248 fx:253-858-3249 Project Notes: E-mail:m en ineer centu el.net ?rnted:2aLGC'1C1�.iz:�sa�+ wOOC� 8�11'1'1 ENERCALC,tNC.1983-20t1,Buiitl:6.11`.9.9,Ver.6:11.9.9 • �.E�: __ . . Description: 13.Crawl Beam at Brg Wall Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus ofElasticity Load Combination 20061BC&ASCE7-05 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood�rade : No2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _.................................................................................................................................................................................................................................................................................................................................................................................................................. . _.......................................... D(0.34)L(0.54) � � � � ��. �� , �.�r - #ar ;� ' 4� M� �" � ,�> �+ r; � �., ,\ �,� ,. �k a,�'a'� "t E�r k ., r s� 1,-� �13 '�ss + �N� � � �� „ �� : a� ..�a,,,.> . ,.,w sa ��.. 1. ,w�`,.;5�.�.,v,,.E�,�� ..._:� - N.�.,>�� ,��u�,.�'.�,we�k"��,x.r,��fr'... ' 4x10 Span=6.333 ft ; Applled L03dS Service iaads entered. Load Factors wi31 be appiied for calculations. Uniform Load: D=0.340, L=0.540, Tributary Width=1.0 ft DESIGN SUMMARY .- . • . _.... _._. __._. .... _.._..._ _.... ;Maximum Bending Stress Ratio = 0.982 1 Maximum Shear Stress Ratio = 0.545 : 1 , Section used for this span 4x10 Section used for this span 4x10 fb:Actual - 1,060.70psi fv:Actual = 98.12 psi FB:Allowable - 1,080.00 psi Fv:Allowable = 180.00 psi , Load Combination +D+L+H Load Combination +D+L+H ', Location of maximum on span = 3.167ft Location of maximum on span = 5.573ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection , Max Downward L+Lr+S Deflection 0.053 in Ratio= 1424 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.087 in Ratio= $74 ' Max Upward Total Deflection 0.000 in Ratio= Q<240 ' ._.__..... . ....._..... .. . ............ ...................._. _. __..... . ._.._._......... ___..... _...., . ... _.._.. .... ......... __.... ...... ......_.. ... ._...__... ...................... ._..._ !: Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defi Location in Span D+L 1 0.0869 3.198 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.787 2.787 D Only 1.077 1.077 l Only 1.710 1.710 D+L 2.787 2.787 yI , Mark I�yers,PE Title: Job# Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 Prsntec:26 GEC 201',12''t0?tt E-mail:m en ineer centu el.net WOOC+_�@11'11 ENERCALC;tNC.1983-20t1,Buiid:fi>91.9.9,Ver.6.11.9.9 '' 1.13: DesCription: 14.Crawl Beam NOT at Brg Wall Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _......................................................... _........................................................................................................................................................................................................................................................................................................................................................................................................................................ D 0.18 L 0.48 �� y�� y�� '`n t �w�' ��a � �� ; f�l '3 ��"� � Y.�.k f „M' � � F � � 3r t"�'k � �',��. ' +�r . Jr��`r p x a� �.� �• �,. +��''� �3'�r� �'� �ary; s �},� .�iaT��"'�k�ES ".r � s �o-5� �c ' �"ar " �a�,� y�s;; �i;�,:: �' a-�y`u,�'�. .��,'�"�'.NH..?�.�1, a '�«w��_. A,.*�a'T�.; d.ry�., af�.f:'w"�`�a4 �1.y;;� .�ua.,. �� .�.a,.�:�,,, . ...., �a �' ��1i�aw�•,� u.�. �,.,,k.��. _ � ' � 4x10 ' Span=7.333 ft ' _. _...._........ ...._......_.... ___..... __.. _...... . __._.. .._.. .... _........ _.................... _... . ......._......_ __..__. _.__.. ___.._� Applied Loads Senrice loads entered. Lnad Factors will be appiied for calculations. Uniform Load: D=0.180, L=0.480, Tributary Width=1.0 ft _DESI�N SUMMARY --- ___....._.__......._........_..___.__.............._..._..._._._......_._.......__....._......._....._.._..___........_.._...._.._._..._.....__............__...._.._ '� ' • , Maximum Bending Stress Ratio = 0.98� 1 Maximum Shear Stress Ratio = 0.482 : 1 Section used for this span 4x10 Section used for this span 4x10 ', fb:Actual - 1,066.59 psi fv:Actual = 88.57 psi ' ', FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi ; ' Load Combination +D+L+H Load Combination +D+L+N ' Location of maximum on span = 3.667ft Location of maximum on span = 6,563ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.085 in Ratio= 1032 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.117 in Ratio= 750 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�{, 1 0.1172 3.703 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.420 2.420 D Only 0.660 0.660 L Only 1.760 1.760 D+L 2.420 2.420 / � Mark Myers,PE Title: Job# • � Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253�58-3249 E-mail:m en ineer centu ei.net ?r:ntec:2&GEC2C1,.,z: , (�ark Myers,PE Title: Job# Myers Engineering LLC Dsgnr: 3206 50th St Ct NW,Ste 210-B Project Desc,: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253�58-3249 E-mail:m en ineer centu el.net ?r:ntec:28 DEC 2G1':.12:22?M WOOC� B@al'11 ENERCkLC,'ING 1983-20t1,Builtl:6;11.9.9,Ver:6.14.9.9 >' �.��: Description: 15.Floor LVL Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticify Load Combination 20061BC8�ASCE7-05 Fb-Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.045) L(0.12) � - . . �, � ,� �' �"^�,`�'rcc ' ' ?�ry� . 3..� �#��fl9 'im`� .s4 �Y��,"1�^�. �,ty y ap � `� vY.u�.aaY ax i. �'��x��y ��X "�v �" i �.a � ,�, 5 e� � :�r,�a� � � «��.m,� � � '. :�.z>��+'�� " � � �� , r x � �'' > � � �� i '� ;' r �� Y �'y,�^^ � , � .�., w�� „� w� �b3�''i� :., � r �.r, .� Le�:.�'iz:��'�'�,1.�.,. �o�t.i. ��.��.'��'.1 „�;i,^, .,✓,s3s, �. n .. � E �,a- �,�, �. �,..r.,.... � ..r �. <. . � n,� ��.. ' 1.75x11.87 ', Span= 17.750 ft __ Appll@d LOadS Service{oads entered. Load Factors wili be appiied for calculations. Uniform Load: D=0.0450, L=0.120, Tributary Witlth=1.0 ft DESIGN SUMMARY '' ' � _�.�..�._._ _... _.�...---_-______ __------ _.._ __. _....._--.... Maximum Bending Stress Ratio 0.723 1 Maximum Shear Stress Ratio = 0.33Q : 1 , Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 , fb:Actual = 1,895.91 psi fv:Actual = 94.07 psi ', FB:Allowable = 2,600.00psi Fv:Auowable - 285.00 psi ', Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span = 8.875ft 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 0.582 in Ratio= 365 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 , Max Downward Totai Deflection 0.801 in Ratio= 266 ' ', 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+� 1 0.8006 8.964 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.464 1.464 D Only 0.399 0.399 L Only 1.065 1.065 D+L 1.464 1.464 �� S Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 284413A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 6x6 DF#1 Wood Post s�f:- PS' I�f :- psf•ft �= plf•ft �-I,:= 9•ft 144 F�:= 1000•psi �= 1 Cgb:= 1 CM:= 1 Ct:= 1 CL:= 1 CF�:= 1 E':= 1600000•psi 6x6 Wood Post Properties F��c�= Fc'CD'CFc F°�= 1000•psi Kf�— 1 �Kf=0.6 for unbraced nailed Axial Load Capacity buift up posts-0.75 for bolted) Slenderness Ratio (SL) ,h,:= 5.5•in H t:= 5.5•in SL:= h C:= 0.8 K�E:= 0.3 2 A:= t-h A= 30.2•in KcE'E' Nw F�E:= F�E= 1245•psi t h3 4 SL2 �,I�,�:= 12 I= 763•in 2 1 + FCE 1 + FCE FCE S:= I-2 S =27.7•in3 F" F" F" """ h c c c CP� 2•C 2•C C Kf Cp=0.76 F'�:= CP•F°� F'�= 761•psi Pmax�= F'�A Pm�=23015�1b (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post s�f:= ps' l�f := psf�ft l,�,b= plf•ft �H,:= 9•ft 144 ` F�:= 460•psi �.= 1 �= 1 �= 1 C��.= 1 �:= 1 �:= 1 E�:= 1045000�psi 6x6 Treated Wood Post Properties F,w�c'n,�= Fc'CD'CFc p��-460•psi Axial Load Capacity �'- 1'0 �Kf=0.6 for unbraced nailed built up posts-0.75 for bolted) Slendemess Ratio (SL) ,,hN,:= 5.5-in H tM,�.= 5.5•in SL:_ — NC�,:= 0.8 K��.-= 0.3 h tiA�,:= t•h A=30.2•in2 E' F�:= E FcE= 813•psi t•h3 4 SL2 ,w,= 12 I= 76.3•in 2 FCE FCE FCE j 2 S=27.7•in3 1 + — l + — — ^�� h F" F" F" c c c K `�" 2•C 2•C C f Cp=0.8$ F�:= Cp•F"� F'�=389•psi P�:= F'�A Pm�= 11760•lb (Maximum post Capacity) 2844-3A.xmcd Mark Myers, PE 6/18/2012 ?� � , . Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 3-2x6 HF Stud Built up Wood Post sf:- psl If := psf•ft �b= plf•ft �H,:= 9•ft `�^^^^ 144 '�"^' F�:= 800•psi �.= 1 �;= 1 �= 1 �:= 1 C�:= 1 C�:= 1.1 E�:= 1200000•psi 3-2x6 Built Up Post Properties F„ ��;•= Fc'CD'CFc F��= 880�psi K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity buiR up posts-0.75 for boRed} Slenderness Ratio (SL) ,��_ (5.5)•in H �t�,'.= 3•(1.5)•in �= h �:= 0.8 MK�-.= 03 2 A:= t•h A= 24.8-in Nw KcE'�1 3 cE= P � SL2 F 934• s� �_ t'h I=62.4•in4 12 FCE FCE 2 FCE I•2 3 1 + — 1 + — — �S:= h S =22.7•in F"� F"� F"� � 2.0 2.0 C Kf Cp=0.71 F�:= Cp•F°� F'�=626•psi P�:= F'�A Pmax= 15486•lb (N�aximum post Capacity) Maximum Load For 2-2x6 HF Stud Built up Wood Post s�f:= pS1 l�f:= psf�ft �= plf•ft H,:= 9•ft 144 F�:= 800•psi �= 1 �:= 1 �= 1 �= 1 �:= 1 �:= 1.1 E�= 1200000•psi , 2-2x6 Built Up Post Properties F,,�„�;- Fc'CD'CFc F �= 880•psi K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL) ,��= 5.5•in H �_ (2)•1.5•in S�:= h �C,�:= 0.8 I�= 0.3 2 A:= t•h A= 16.S�in � Kcg'B� 3 �. SL2 FCE=934•psi �_ t�h I=41.6•in4 12 2 I•2 3 FCE FCE FCE S:_ — S= 15.1•in 1 + — 1 + — — "^" h F"� F"� F"� � 2.0 2.0 C Kf Cp=0.71 �:= Cp-F"� F'�= 626•psi P�= F'c�A Pmax= 10324•lb (Maximum post Capacity) 2844-3A.xmcd Mark Myers, PE 6/18/2012 y� , ; . Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 3-2x4 HF Stud Built u Wood Post psi p '�""^� 144 �'- psf�ft Ib= plf•ft H,:= 9�ft ,�,:= soo•ps� ,�,;.= 1 ,�,;= 1 ,�a„= t ,�;= i ,c,�,:= i ,�:= i.i ,�= i200000�ps� p„�„�,�;•= Fc'CD'CFc p��_ 880•psi 3-2x4 Built Up Post Properties Axial Load Capacity ��- 1'0 �Kf=0.6 for unbraced nailed built up posts-0.75 for bolted) Slendemess Ratio (SL) ,�:= 3.5•in H N:= 3•1.5•in �SL,:_ — �C,:= 0.8 K�.�= 0.3 h A:= t•h A= 15.7•in2 E' "'w F�:= SL2 FCE= 378•psi t h3 4 �:_ — I= 16.1•in ]2 2 FCE FcE FcE S= I-2 S=9.2•in3 1 + — 1 + — — h F" F�� F" c c c 'C'"�" 2•C 2�C C Kf Cp=0.38 F�:= Cp•F"� F'�=336•psi P�;= F'c A I'max= 5299•lb (Maximum post Capacity) Maximum Load For 2-2x4 HFStud Built up Wood Post s�f:- ps' i�f:= psf�ft �lb = plf•ft �-I,:= 9•ft 144 ` F�:= 800•psi �= 1 �:= 1 �= 1 �:= 1 �:= 1 �:= 1.1 �':= 1200000•psi F" - F•C C F" 880• si 2-2x4 Built Up Post Properties ,�„�,q,r— c D' Fc c- P Axial Load Capacity ,��,'= 1.0 �Kf=0.6 for unbraced nailed buitt up posts-0.75 for bolted) Slendemess Ratio (SL) 1�:= 3.5•in H rtrt.-= (2)•1.5•in �:_ — �,Cw:= 0.8 �= 0.3 h A:= t�h A= 10.5•in2 E' F�,'.= E FCE=378•psi t•h3 4 SL2 ,Ii= 12 I= 10.7�in FCE FCE 2 FCE n�'- Ih S=6.1•in3 l + — 1 + — — F" F" F" C,�,,�.'= c - c - c •Kf CP=0.38 2•C 2•C C F�,:= CP•F"� F'�=336•psi P�:= F'�•A I'max= 3533•lb (Maximum post Capacity) 2844-3A.xmcd Mark Myers, PE 6/18/2012 �17 0 ' ♦ M Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2844/3A Fax: 253-858-3249 Gig Harbor, WA 98335 Email: myengineer@centurytel.net Maximum Load For 4x4 HF#2 Treated Post s�f:= p�� := psf•ft �= pif•ft H,:= 5•ft F�:= 1040•psi �= 1 �= 1 �= 1 �= 1 �:= 1 C��:= 1 E�:= 1235000•psi 4x4 Treated Wood Post Properties F,,,�,�•= Fc'CD'CFc F°�= 1040•psi K�:= 1.0 tKf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for botted) Sienderness Ratio (SL) ,h,,:= 3.5•in t:= 3.5•in SL:= h C�:= 0.8 K��.= 0.3 � 2 A:= t•h A= 12.2•in ntiv KCE'E� 3 n� SL2 F�g= 1261•psi �= t�h I= 12.5•in4 12 2 I-2 3 FCE FCE FCE S:_ — S = 7.1•in 1 + — 1 + — — ^^^ h F"� F"� F"� � 2.0 2.0 C Kf Cp= 0.75 F�:= CP•F"� F'�=783•psi P�.= F'�A Pmax=9594•lb (Maximum post Capacity) 2844-3A.xmcd Mark Myers, PE 6/18/2012 ��