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3102 w_garage option Lat Ana & Grav Calcs 0912213 L ti LATERAL ANALY S I S & GRAVITY CALCULATIONS � � � ��,� a� S�j� � �� o� , � 37172 �j� p�'��'GIST E��'��,�y�' �i� n",�, �� I�NAL��' �IZ ! � , " � IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: Plan 3102 w/ Garage Option September 12, 2013 2012 INTERNATIONAL BUILDING CODE 110 MPH WIND, EXPOSLTRE B, K�= 1.00 RISK CATEGORY II- SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D {IBC)D1/D2 (IRC) 3206 50�' Street Court NW, Suite 210-B Gig Harbor, WA 98335 Phone: 253-858-3248 Email: myengineer@centurytel.ne�t� �`�'�� F� �'� �al� . �::p�i/t `^sr'.-...3... . . '+'vMa�aw' i � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.ne± Gig Harbor, WA 98335 � Option DESIGN LOADS: ROOF DEAD LOADS 15 PSF Total lb lb ROOF LIVE LOADS 25 PSF (Snow) �' 2 �' g FLOOR DEAD LOADS 15 PSF Total ft FLOOR LIVE LOADS 40 PSF (Reducible) STAIR LIVE LOADS 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X. —HF#2 BEAMS OR HEADERS 4X -6X OR LARGER — DF#2 LEDGERS AND TOP PLATES - - HF#2 STUDS 2X4 OR 2X6 HF Stud POSTS 4X4--- — ----HF#2 4X6 HF#2 6X6 -- DF#1 GLUED-LAMINATED(GLB) BEAM & HEADER. Fb=2,400 PSI, Fv=165 PSI, Fc (Perp)=650 PSI, E=1,800,000 PSI. PARALLAM (PSL)2.OE BEAM & HEADER. Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PS1, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUiREMENTS OF IBC 23Q3.4.1.4. 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 INSPECTfON. 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 JO{STS OR BEAMS. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 P � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Qption LATERAL ANALYSI S : BASED ON 2012 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind anc!se+smic lateral loads. Roof and Floor diaphragms are considered flexible. Risk Category II per IBC 1604.5& Soils Site Class D(Assumed) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2012 IBC Section 1613.1 LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHTABOVE GRADE. Seismic Desiqn Data: Ie:= 1.0 (ASCE 7-10 Table 1.5-2) R:= 6.5 S2o:= 3.0 Cd:= 4 Light-frame (wood)walls sheathed w/wood structural panels rated for shear resistance(ASCE 7-10 Table 12.2-1) SS:= 1.330 Sl := 0.525 Sms:= 1330 Sm1 := 0.770 Equation 16-39 SDS:= 3'Sms=0.89 Equation 16�0 SDI := 3•Sm� =0.51 —Seismic Design Category D(SpS greater than 0.50g & Sp� greater than 0.20g) Roof Slope Adjustment Factor: ga:_ 1 cos�atan�� IJ � � J sa= i.os Plan Area for Each Level: A1 := 2118ft2•Sa A2a:= 1788ft2 AZb:= 812ft2•Sa A2�:= Oft2 {Upper Roof) (Upper Floor} (Lower Roof) (Deck) Plan Perimefer for Each Level: Pl := 2(40ft) + 2(52ft) P2:= 2(SOft)+ 2(52ft) (Upper Floor) (Main Floor) W,wx= Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Weight of Structure at Each Level: Story Weight at Upper Floor: Weight of floors include 10psf weight of floor framing, flooring material, insulation, plus wl := 15•psf•AI + 12•psf•4•ft•Pl 10psf for miscellaneous interior walls. Story Weight at Main Floor. w2:= 20•psf•AZa + 15psf•A2b+ lOpsf•A2c+ 12•psf•�5•ft•Pl +4.Sft•P2} Latera! Loads transfered to foundation at Main Floor Level W.= wl + w2= 114260.5 Ib 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 Z � i � � � I � � � 1 � � 1�� 00� : � 11 � �� FOUNDATION VENILATION USE 14'x 7'SCREENED FDN.VENTS �,QQ{Z Qf��G,��TIOI�.Q! � (U VENT=.52 S�.FT.NET FREE VENT AREA MAIN FLODR� 1,314 SF. � UPPER FLD�R� 1,788 SF. FDN.AREA -NET VENT AREA REQ'D(N.V.A.) TOTAU 3,102 S.F. 300 N.V.A. � GARAfiE (3 CAR)� 898 SF. I � -OTY.OF VENTS REQUIRED GARAGE (2 CAR)i 501 $F. � 1314 _ 4.38 = 8.42 VENTS REQ'D 300 4.38 .52 , ( 9 ) VENTS REQUIRED YJ � � WiL O�iG � � � � Y � � � �� I t �� 3 , , Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 pption Approximate Fundamental Period, Ta: Ct:= 0.02 x,:= 0.75 (perASCE7-10 Tabie 12.8-2) hn= 23 (Structural Height perASCE7-10 Sect. 11.2) Ta= Ct•h�X'=0.21 (ASCE7-10 Eq. 12.8-7) TL:= 6 (pel'ASCE7-10 Fig. 22-12) Ta is Iess than T�, therefore Cs need not exceed: Snl =0.38 ��R1 (ASCE7-10 Eq. 12.8-3) I'Ta � � CS shall not be less fhan: 0.044SDS•I�=0.04 (ASCE7-10 Eq. 12.8�) CS:= SRS =0.14 Total Base Shear. VE:= CS•W= 15586.31b C�l Vertical Shear distribution at each level: for structures having a period of 0.5 sec or less: k:= 1 h1 := 19ft h2:= l lft (Height from base to level x) ��'1'h 11 C�� := /Wl hl + WZ h21 =0.51 Fl := C�l•VE=7990.651b Story Shear at,Upper Floor l ! �WZ'h2� Cvz:_ -0.49 F2:= Cvz•VE= 7595.661b Story Shear at Main Floor �wl•h� + w2•h2� - 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2Q13 "! � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Option WIND DESIGN Use analytical procedure of ASCE 7-10 Chapter 27 (Directionai Procedure for buildings of all heights) V:= 110 3-Sec Peak Gust (IVIPH)for Risk Category II (Figure 26.5-1A). � K.�:= 0.85 Wind Directionality Factor(fable 26.6-1). h:= 23•ft Mean Roof Height as per Sect. 26.2 Exposure Category B (ASCE7-10 Sect. 26.7.3) Topographic Factor(KZt) (Figure 26.8-1): 2-D Escarpment with building downwind of crest. x:= 1 ft H:= l ft Lh:= 1 ft z= h ry:= 2.5 µ:= 4 (-�'�z) L K� := 0.75�L1 =0.75 K2:= �1 —L =0.75 K3:= e h =� �:= �1 + K •K •K �2= 1 hJ µ h 1 2 3 �,:= 0.85 Gust Effect Factor(ASCE7-10 Sect. 26.9.1) Building is an Enclosed Building as perASCE7-10 Sect. 26.10 �P�;- .lg +/- Internal Pressure Coefficients (ASCE7-10 Table 26.11-1) Velocity Pressure Exposure Coefficient (Table 27.3-1): z�:= 1200ft a:= 7.0 (perASCE7-10 Table 26.9-1 based on Exposure Category) z9=1200ft, a=7.0 (Exp B), zg=900ft, a=9.5 (Exp C), zg=700ft, a=11.5 (Exp D) zl := 19ft z2:= 15ft Height from ground to leve{x (zm�� = 15ft) CaJ `a/ �aJ KZl := 2.01 ?t =0.61 K�:= 2.01 �2 =0.57 Kl,:= 2.01�h� =0.65 Zg Zg Zg Extemal Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 8/12 (34 degrees)Side to Side Taken from Figure 27.4-1 Front to Back: Side to Side: L�,:= 52ft B�,:= SOft L� = 1.04 h =0.44 LSS:= SOft BSS:= 52ft Lss =0.96 h =0.46 B� L� Bss Lss Cpfl; ,g Windward Wall Cps� :_ .8 Windward Wal I Cp�:= 0.14 Windward Roof Cps2:= 0.31 Windward Roof Cp�:_ —.6 Leeward Roof CPs3:_ —.6 Leeward Roof Cpf4;- —,$ Leeward Wa Il Cps4= —.5 Leeward Wa I I 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 � , , 329 SF 2 S S� �434 SF � � I �fi�01�1�' �1��u,��"f 01�1 � iz f C��1" ��4T f Ol�l 6 66SF q,4 c,� 405 � ------------ ------------ 81� SF ------ - --- --- - ------ �� T ��.�u��" f Ol�l fi��i� ��TI01�1 � , , i ---- m � � _ q 9 � � � � I �i�Ol�l�' �L��,��'f 01�1 � � i fi�fC��" �� f01�1 � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Option Velocity Pressure (qZ) Evaluated at Height (z) (Equation 23.3-1) 9zt �= 0.00256•ICzI•K�•I�•V- = 1619 q,�:= 0.00256•K,�•K�-1Cd•�= 15.13 qh:= 0.00256•Kh•K�•I�•V = 17.1 Design Wind Pressures p= qGCP -q�(GCp�) (Equation 27.4-1)where q�will conservatively be taken equal to Qn Windward Wall Both Directions p�,l := qZ�•G•Cpfl•psf= 11.01 ft 2•lb pH,�,2:= q�•G•Cpfl•psf = 10.29ft 2•lb Windward Roof Front to Back p�� :- qh•G•Cp�•psf=2.03 ft 2•lb Leeward Roof Front to Back p�rl �= 9h'G•Cpf3•psf=-8.72 ft 2•Ib The Internal Pressures on Windward and Leeward Wall Front to Back piwl := qh'G'CQf4•psf=-7.27ft 2•Ib Leeward Walls& Roafs will affset each other for the lateral design of the overall Windward Roof Side to Side G•C sf =4.51 ft 2•lb building and will therefore be ignored for Pwr2�= qh' ps2'P this application. Leeward Roof Side to Side P1r2�= 9h'G•Cps3•psf=-8.72 ft Z•lb Leeward Wall Side to Side p1W2:- qh•G•CPs4•psf=-7.27ft 2•lb Check net pressure not less than 16psf at walls & 8psf at roof over projected vertical plane: Pwr1 -Ptrl = 10.75 ft 2•lb p�,t -Plwl = 18.28 ft z•Ib Pww2 -Ptwl = 17.56$ 2-lb Pwr2 -P1r2= 13.23ft 2•lb pw,N,l -P1wz= 18.28ft 2•lb pH,N,2 -Piw2 = 17.56ft 2•lb Wind Pressure at Uqper Roof (Front to Back): V1w�_ �Pwr1 -Pirt�329ft2 + �p,�,�„� -p1w1�•222•ft2=7595.36 Ib Wind Pressure at Main Floor(Front to Back): V2w�_ �Pwri -Piri}68ft2+ �p� -plWl�•434•ft2= 8350.791b Wind Pressure at Upper Roof(Side to Side): V3W= �Pwr2 -Plr2�'110ft2+ �p�„µ,l -Ptw2�'405ft2=8856.29 Ib Wind Pressure at Main Floor(Side to Side): Vaw= �Pwr2-P�r2�'�ft2+ �Pww2 -P1w2�•517ft2=9076.661b 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 pption Determine Component & Cladding loads: Design Wind Pressures p= qh[(GCP)-(GCP�)] (Equation 30.4-1) (GCP) is given in Figures 30.4-1 thru 30.4-7 (GCP�) is given in Table 26.11-1 (See above) GCp�ln:= O.S GCp2�n:= O.5 GCp3;n:= 0_5 Figure 30.4-2B (8= 23 degrees) GCptoUc:_ -0.9 GCp2out-- —1.7 GCp3out:_ —2.6 GCp2oh:_ —2.2 GCp3oh:_ —3.7 GCpq��:= 1.0 GCps�n:= 1.0 Figure 30.4-1 GCPqout:_ —1.1 �p5out:_ —1.4 Pt �= 9h'C�CTCptouc� —�GCp;��psf p� _-18.47ft 2•lb (Zone 1) Pz= Qh'��GCp2out� —�GCp;��psf p2=-32.14ft 2•lb (Zone 2) P3�- qh'��GCp3out� —�GCP;��psf P3=-47.53 ft 2•lb (Zone 3) �= C]h•((GCp2oh��psf pz=-37.62ft 2•lb (Zone 2 Overhang) ,,�= 9h'��GCp3oh��Psf p3=-63.26ft 2•Ib (Zone 3 Overhang) When roof pitch is less than 8=10 degrees, values of GCP for walis may be reduced by 10% Pa= 9h'C�GC�ouc� —�GCp;��psf P4=-21.89ft 2•lb (Zone 4) PS�- ah'��p5out} —�GCp;��psf p5 =-27.01 ft 2•lb (Zone 5) Net pressure shall not be less than 16 psf for Components and Cladding (ASCE 7-10 Sec. 30.2.2) a= 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least horizontal dimension or 3ft 0.1(40ft) =4 ft 0.4•h =9.2 ft 0.04(40ft) = 1.6 ft �� Therefore a:= 4ft 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 In a r •t� COVERED PATI�LINE BELON r_T'____'_""__""___"'_'_"'_____"r_� � �� • � 1 � ' i 4/Ox4/0 FX � 6/0 TUB 5/0 SHOWER d j ' ��S i i EGRESS (3> 3/Ox5/0 SH EGRESS � �2> 3/Ox5/0 SH ;-� MA3TER SATN .. ' -----------------� ; -• ; �� - __ , � (e � i< Nc �� ♦ /V�� z j � I � w_ � '2� ei' HC� Q I I o 2i0� $EDIZOOf'4 2 j�.� �',�:/,' I � � /�/ � '� °' � ? `� � yi i � _'� �irrn�o�rioH i /� � MA3TER St111E � N 2�0 A �-——� \� .,o � i I 17'4x17'2 � m — O! � N ,c�L1�, � 8'-0' CEILING I � � `_�� I ='�. .�x II� � � � `�� m I .U^.��a I � � � N ! N I� 1` �I I 1�,� I " \ ------_- � _ � R8S �i�i. � I � � �� ti SOFFI � � � II —�—YV=�— II x —Yz ----- — ------ i 5/Ox2/6 i V � J \/ o I` TUB a SHWRi n � i � --_---__--__, __'__ � -ti_'_____r- x I � l � D 6R. x�\ C��LJi x i Tli�� N \ N I J p��p�� N 36Y�lO[LLi '_�j ' ° ti �� I � X � I ° W I � � � - I \ �;`_�:i; I /i� /�=o -__-` 2/6 HC _ I � y I �2/6 HC 6/0 BI-PASS �—�� C � x � _ � =c---o— i . o /\ c `� OPT. CLOSET r\, �� 2�8 HC �"p LINEN � / �`N `I{ 1 I N"� � —_=R&S=_— \� II /\ II � � �� / \\ II � w' �o � 5 SHE�VES LL,� �� fi�� lo> �_� � / ��.' I o X � �m I N / N �� I i � �a � y �J II � � �� 2�� H�1 �J ' il� � I 3 �r I 11 �I -` � I ' � � �� `�` BEDiZOOl?4 �LfiJJ �I 2/0 HC� I I - � 3/Ox3/0 FX C2) 2/Ox3/0 FX EGRESS I -- - ---------J � �yA� �A (2) 3/Ox5/0 SH ( ../ �iJ � — —_————— � � -------- - E EL� � d� � EGRESS _7 � C2> 3/Ox5/0 SH \ � � � I �,Q� �� ----� 'ct. A -- -�� 7 f��; �;� ,,yti ��' Z '� �yy/�t(p - _- - -- "=- ' -------�-__ � COVERED ORCH LINE BELOV �-� STxz�S +o pmsj" . g��p� �a;s�- fiec�� /�►5'�G�v �,S�LyD �'a Wa)I �� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 pption WALL AA: Story Shear due to Wind: V3w=8856.291b Story Shear due to Seismic: Fl =7990.65 lb Bldg Width in direction of Load: I,�:- 52.ft Distance between shear walls: LI := 23,ft Shear Wall Ler�gth: Laa�,:_ (7.5+ 6)ft Laas:_ (7.5 f 6)ft Laa,�,= 13.5 ft Laas= 13.5 ft Percent full height sheathing: %:- 10�� 100 %= 100 Max Opening Height= Oft-Oin, Therefore Co:= 1.00 "^"` 10•ft perAF&PA SDPWS Table 4.3.3.4 0.6V3�, LI 0.7Fi Ll Lt 2 � Lt 2 Wind Force: ��:_ L� Seismic Force: p:_ �.0 E�= � L E vaa=87.05ft 1•lb �� = 87.05ft 1•lb E�=91.63$ 1•lb � =91.63ft 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 Resisting Overtuming: L�= 6•ft Plate Height: Pt:= 8-ft WR:= 0.6(15•psf)•2-ft•L�+ 0.6•(10•psf)•Pt•L�+ 0.6-(lOpsf)•Oft•L� Laa DLRM:= WR•— DLRM= 1188 ft•Ib 2 �vertuminq Moment: OTMW:= vaa•L�Pt OTMW=4178.35 ft•Ib OTMS:= E�L�Pt OTMS=4398.27 ft•lb Holdown Force & Net Uplift: OTMW OTMS - DLRM -DLRM Co Co HDFaaN,:= HDFaas:_ L� L� HDFaa,�,=498391b HDFaas=535.041b No Holdown Required Base Plate Nail Spacina (2012 NDS Table11N) Anchor Bolt Spacina (2012 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Ptate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" P(ate Hem-Fir ZN:= 122•lb CD:= 1.6 AS:= 860•Ib �,:= 1.6 ZB:= AS•CD ZB = 13761b Bp�_ �ZN CD C�J =2.24ft lCD ZN C�J =2.13 ft �ZB'Co� _ �ZB C°� - vaa E� As:_ - 15.8I ft - 15.02 ft vaa E� 1sd @ 1s"o.c. 5/8"as. @ 7z' o.c. 3102 2 1 IB .xm , 0 2 C cd Mark Myers, PE 9/12/2013 � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Oqtion WALL BB: Story Shear due to Wind: V3`,�, = 8856.291b Story Shear due to Seismic: FI =7990.651b Bldg Width in direction of Load: L�:- 52•fr Distance between shearwalls: �= 29•ft Shear Wall Length: LbbW:_ (4•233 + 3 + 3.33)ft Lbbs:= L4•2.33�4.661 + 3�6J + 3.33�6.6611 ft 8 % g 8JJ LbbW= 15.65 ft Lbbs= 10.45 ft 5.66•ft Max Opening Height= 5ft-0in; Therefore C = OJ6 Percent full height sheathing: ��= 100 %=51.45 ^'"�'' il•ft � perAF&PA SDPWS Table 4.3.3:4 0.6V3�,y L� 0.7F� L1 .2 p• Lt �2 Wind Force: vbb= � Seismic Force: �. 1.0 Ebb� LbbW Lbbs E vbb=94.68 ft t•lb vbb _ 124.58 ft 1•lb Ebb= 149.24 ft 1•lb bb = 196.37 ft 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 Resistinq Overtuminq: Lbb;= 4.67•ft Plate Height: MP,t�:= 8•ft W�:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft•Lbb D�K= WR.I"bb DLRM=719.69ft•lb 2 Overtumina Moment: 0��= vbb•Lbb•Pt OTMW=3537.21 ft•lb �Q�„`,TM,�,�_= Ebb'Lbb'� OTMS=5575.56 ft•lb Fioldown Force& Net Uplift: OTMW OTMS —DLRM —DLRM C HDFbbW:= C� HDFbbs:= o Lbb Lbb HDFbbW= 842.51 lb HDFhbs= I416.821b Simpson MSTC40 to wall below or ST2215 Base Plate Nail SpacinQ (2012 NDS Table11N1 Anchor Bolt Spacinct (2012 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bott(6" Embed)8� 1-1/2" Plate Hem-Fir Z�:= 122•lb �= 1.6 A�,:= 860•lb �= 1.6 �:= AS•CD ZB = 13761b `CD ZN C�� = 1.57 ft �CD ZN C�" =0.99 ft �ZB'Co� _ �ZB'C�� _ ^�' vbb Ebb ,A,M,�s= — 11.OS ft 7.01 ft vbb Ebb 16d @ 12"o.c. 5/8"AB. @ 77"o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 I3 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Emaii: myengineer@centurytel.net Gig Harbor, WA 98335 pptjon WALL CC: Story Shear due to Wind: V��,�,=7595.361b Story Shear due to Seismic: Fl =7990.651b Bldg Width in direction of Load: L�:- 40-ft Distance between shear walls: L�:- 44•ft Shear Wall Length: Lcc,�,:= (15.5 + 26)ft Lccs:= (15.5 +26)ft Lcc�„=41.5 ft Lccs =41.5 ft � Percent fufl hei ht sheathin : �o:_ 10•ft 100 /o= 100 Max Opening Height= Qft-0in, Therefore C = 1.00 9 9 0 0 ^^'�a" "`"^ 10•ft) perAF&PA SDPWS Table 4:3.3.4 0.6V��, Li 0.7F1 Li Lt 2 a Lt 2 Wind Force: vcc:= Lc Seismic Force: �:- 1.0 E��:= Lcc �v s E vcc=54.91 ft I-lb �� =54.91 ft I•lb E��=67.39ft 1•lb �� =6739ft 1•lb Co Co P1-6: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity= 339 plf - Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: L�:= 15.5•ft Plate Neight: P�t:= 8•ft W�:= 0.6(15•psf)•2•ft•L�+ 0.6•(10•psf)•Pt•L�+ 0.6•(1Qpsf)•Oft•L�� Lcc D��= WR•2 DLRM=7928.25 ft•lb Ove�tuminq PJloment: O�TM�:= vcc•L��Pt OTMW=680837 ft•lb OM TM := E��•L��Pt OTMS= 8356.48 ft•lb H_oldown Force & Net Uplift: OTMW OTMS —DLRM —DLRM Co Co HDFcc�,:= Lcc HDFccs:_ � cc HDFcc�,_—72.251b HDFccs=27.631b No Holdown Required Base Plate Nail Spacinq (2012 PiDS Table11N) Anchor Bolt Spacinq t2012 NDS Table 14E) 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•ib �= 1.6 A�,:= 860•lb C��.= 1.6 �:= AS•CD ZB= 13761b B :— `Cp ZN C�� = 3.56ft �CD ZN C�� =2.9ft �ZB'C°� _ �ZB C°� — ""'�"' vcc E�� „�,�,�'-_ —25_06 ft —20.42 ft vcc Ecc 16d @ 16" o.c. 5/8"AB. a�72" o.c. 3102, 2012 1BC.xmcd Mark Myers, PE 9/12/2013 I`� Myers Engineering, L!C Phone: 253-858-3248 I 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Option WALL DD: Story Shear due to Wind: VlW=7595.361b Story Shear due to Seismic: Fl -7990.65 Ib Bldg Width in direction of Load: I.�:= 40�ft Distance between shear wails: �;- 40•ft Shear Wa� Length: LddW= (19+ 22)ft Ldds:_ (19+ 22}ft Ldd�,,=41 ft Ldds=41 ft 10•ft Max Opening Height= Oft-Oin; Therefore C = I.00 Percent full height sheathing: ��_ 100 %= 100 ^^`s" _ (10-ft perAF&PA SDPWS Table 4.3.3.4 0.6Vt�,�, L� 0.7F1 Ll .2 p• � •2 Wind Force: vdd:_ � Seismic Force: �:- 1.0 Eaa�= Lddw Ldds E vdd= 55.58ft 1•lb Cd = 55.58ft 1•Ib Edd=68.21 ft 1-lb Co =68.21 ft �•lb 0 P1-6: 7/16" Sheathing w/ 8d naiis @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Ldd:= 19•ft Plate Height: MPtM:= 8•ft W�= 0.6(15•psf)•2•ft•Ldd+ 0.6•(10•psf)•Pt-Ldd+ 0.6•(lOpsf)•Oft•Ldd D�N_ wR.Lad DLRM= 11913ft•lb 2 Overtuminq Moment: O�M�= vdd•Ldd•Pt OTMW= 8447.53 ft•Ib O�T,�M,hs�,�= Edd"Ldd'� OTMS= 10368.35 ft•Ib Holdown Force& Net Upiift: OTMw OTMS —DLRM —DLRM o c HDFddN,:= C HDFdds:= o Lda Laa HDFddW=—182.391b HDFdds=—8131b No Holdown Required Base Plate Nail Spacinq (2012 NDS Table11N) Anchor Bolt Spacinq (2012 NDS Table 11E) 16d Common (0.162"x3.5"j Nails �1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1l2" Plate Hem-Fir Z�:= 122•lb �= 1.6 A�,:= 860•lb C�,�.= 1.6 Z�:= AS•CD ZB= 13761b B :_ �CD ZN C�� =3.51 ft `CD ZN C�� =2.86 ft �ZB'Co� _ IZB�Co� _ JdNR^ vdd Eda �= —24.76 ft —20.17 ft vdd Eda 16d @ 16"o.c. 5/8"AB. @ 77' o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 � � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Qption WALL EE: Story Shear due to Wind: V3W =8856.291b Story Shear due to Seismic: F� =7990.651b Bldg Width in direction of Load: L�:- 52•ft Distance between shear walls: L�:= 23•ft L2:= 29ft Shear Wall Lerx,�th: LeeW:_ (i l + 12.75)ft Lees:_ (11 + 12.75)ft Lee,,,=23.75 ft Lees=23.75 ft 10•ft Max Opening Height= Oft-0in, Therefore C •= 1.00 Percent full height sheathing: ��- 100 %= 100 "^'�^ 10•ft) perAF&PA SDPVIIS Table 4.3.3.4 0.6V3�,�, {Li + L2� 0.7Fi �L� + L2� Lt 2 P Lt 2 Wind Force: vee:= Seismic Force: �:- 1.0 E LeeN, `�� Lees E vee= 111.87ft 1-lb vee _ 111.87ft 1•Ib E�= 117.76ft 1•lb � = 117.76ft 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: Lee:- 1�•� P(ate Height: P�: 8•ft W�:= 0.6(15•psf)•22.5•ft•Lee+ 0.6•(10•psf)•Pt•L�+ 0.6•(lOpsf)•Oft•L� Lee DNN,LvR�Mw:= WR•2 DLRM= 25155.25 ft•lb Overtuminct Moment: O�= vee•Lee•Pt OTMH,=9844.4�ft•lb 0��= Eee'I-ee'� OTMS= 10362.6 ft•lb Holdown Force & Net Uplift: OTMW OTMS - DLRM -DLRM Co Co HDFeeH,:= HDFees:_ Lee 1-ee HDFee,�,_-482.81b HDFees=-435.71b No Holdawn Required Base Plate Nail Spacing (2012 NDS Table11N1 Anchor Bolt Spacinq (2012 NDS Table 11E) 16d Common (0.162"x3.5") Nails�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) 8�1-1/2" Plate Hem-Fir Z�:= 122•lb �.= 1.6 A�,:= 860-1b C�,�.= 1.6 Z,�:= AS•CD ZB= 13761b B :- lZN C�C0J - 1.74 ft �CD ZN C�J = 1.66 ft tZs'C°� _ �Z$�°� - '�`� vee Eee - 12.3 ft - 11.69 ft '�" vee Ece 16d @ 16"o.c. 5/8"AB. @ 72" o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 f6 NO � 1 D� tST�' �RS �� A � (2) 3/6x6/0 SH PAT�p )_�� p '�`J 3/0 SC � ,' 7 \ � � x � � � o � ;D 5/Oxb/0 SL 5/Ox6/0 SL S/Ox6/0 SL � x M �, � S��a�R� � � N ' � � � A �• 'o 00 ,___,, � S ` p�> �;`=_- � N � � ` 1�A1�1 � i l-=c�J I I � 1°i � �a � �� L ACCES � I � IS" 4'MINMU7 � 4!'OPEN RAII � REFER � � � I � '�C � 2/6 S/ I L_—__—__ ___ � � i a i i i��\�� / I i � i i i�r� `m �/ I I � Ir SOFFIT DN 8' � I I lV'� i�"�� i I \ � � � � �� i� �r Y J � /� X I I I I ;_,.. � � ! � I I I=I v � I �a j� ��♦ = I }��y I IUI U� � x N � Y�LI.�l7�Z6 � �al y � � ��. �� ` I �_� X � � � � N � m I 1 I I 2B S I I I � I I I `` I ) u �� x`.\ / I , � I i 1 J 1<i o �� z I i ��i �, `� 0 3 G""°�_ � i � I � .m OFFIT DN�� /�L�j� ____ �� 0. �—_—_ /P/ R&S al ti ,--` _ �i �----------� S �F --- �' i i �� ov �� o_r�% �I r--------------------� °j I I �GyG,� � V I � I I � I frFd r y f I I � � � I `, C/ I � I I � I � 3TUDY � I � � I 1 HL . LN. A . � � � FLOOR LINE ABV. � I I --- -- -- � � -�--------� � I I I I � � `------------�-- �� I � 1 B/Ox8/0 ON.SECTIINJAL GARAGE D�OR L_S�FFIT DN 8__J /Ox/0 O.H.SECT NA ARAGE EGRESS EGRESS C2) 3/Ox6/0 SH � � � ��) �1 . ��z5 �.tz5 S�t1�1�l �5T�3A�6R� 1� ' • � ��D�� . � � � � ,�4 �' � � 33 tsT�i11�a� G-S�i��`6!�J (2) 3/6x6/D SH PATIO � 3/0 SC � � � x �� !' � o � �� 5/Ox6/0 SL S/Ox6/0 SL 5/Ox6/0 SL x 0 m �.5 N V � i I 3 � I o � � EXTENDED CsREAT ROdK 1� �o o ,��_�� °°� z��=�i �� in�I .P� L � '�==�� 5 � � � . I� WL ACGES � 47'OPBI RA�I °X"l4"hIINIFNJM � � REFER � �_______ �; I I �F � zie sc � --- a ' ' i�� i � i�r�•� / 4 r S�FFIT DN 8' 1 � I � I I � r_-�� i � � � � � �i � i� �rt�-"i' `� I I I I `=' r 1 � I I Il ` v � N I �� I I�I y � � , �a� '` 0�6R� : � � � � � � �Sri-b � � i i ii " � � � � � zie sc x I I I I �_� / �` � � �� / ° � /i � lal � � i z I � I H � ��C'..AR GAt?.4CsE i � OFFIT ➢N 6'� �G�'/ �____J / / —___— �P� R&S i �--� � � S�' a __— d ��0 � /, � yC�G cJ 1/ � i �-_____________________ 6�' ` T��d 4�C/ � � � � � � � STl1DY � � � I LDG. LN. � � F100R LINE ABV. � - - ---- -- � --�---------� � y e� � I � I ��oI�N I � I �-----------�- L_SOFFIT DN 8' _� � 16/�8/0 0.H.SECTIONAL GARAGE D�R � � EGRESS EGRESS . C2) 3/Ox6/0 SH � C��1 Cl t.625 �.�z� 5Tri41 LS'�p�RS 1� � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Option WALL A: Story Shear due to Wind: V4�,�, =9076.661b Story Shear due to Seismic: F2=7595.661b Bldg Width in direction of Load: L�:- 52•ft Distance between shear walls: �:� 23•ft Shear Wall Length: LaW:_ (2•3.33 +4 + 5)ft Las:= L2•3.33�6.661 + 4+ S�ft 9 J Laµ,= 15.66 ft Las= 13.93 ft 10•ft Max Opening Height= Oft-Oin, Therefore C •= 1.00 Percent full height sheathing: ��- 100 %= 100 ^"�" (10•ft perAF&PA SDPINS Table 4.3.3.4 0.6V4u, Ll _ 0.7F2 L1 vaa•Laa,,,+ L •2 E�•I,aas+ p•: L • 2 c Wind Force: va:= La t Seismic Force: �:= 1A E a: La �„ S E va= 151.95ft ��lb �a = 151.95ft 1•lb Ea= 173.23ft 1•lb a = 173.23ftT 1•lb Co Co P1-6: 7/16" Sheathing wt 8d nails @ 6"O.C. 1Nind Capacity= 339 plf Seismic Capaci#y= 242 plf Dead Load Resistinq Overtuminq: La:= 333•ft Plate Height: P�t:= 9•ft ^W�:= 0.6(15-psf)•2•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)•2ft•La D��_ WR.�a DLRM— 765.13ft•Ib Overtuminq Moment: 0��:= va•La Pt OTMu,=4554 ft•lb 0��:= Ea La Pt OTMS=5191.84 ft•lb Holdown Force& Net Uplift: OTMW OTMS —DLRM —DLRM C C HDFaW= � + HDFaaH, HDFas:_ � +HDFaas La La HDFaW= 1636.191b HDFaS= 1864.391b Simpson LSTHD8RJ Base Plate Nail Spacina (2012 NDS Tab1e11N) Anchor Bolt Spacina (2012 NDS Table 71E) 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 A�:= 860•lb �= 1.6 �:= A.S•CD ZB = 13761b B :— `CD ZN C�l = 1.28 ft `CD Z�C�" = 1.13 ft �ZB'Co� _ �ZB'C� "'�'^ va E ,As�,,,ti,Y,= —9.06 ft � =7.94 ft a va Ea 16d @ 12" o.c. 518"AB. @ 72" o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 �� Myers Engineering, LLC Phone:253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Emai(: myengineer@centurytei.net, Gig Harbor, WA 98335 pption WALL B: Story Shear due to Wind: V4W=9076.661b Story Shear due to Se+smic: FZ=7595.661b Bldg Width in direction of �oad: L�:- 47•ft Distance between shear walls: �:- 24•ft Shear Wall Length: LbN,:_ (6.17+ 2•1.625)ft Lb�,,=9.42 ft LbS;= (6.17+2•1.625)ft Lbs=9.42 ft 10•ft Max Opening Height = Qft-0in, Therefore C = 1.00 Percent full height sheathing: ��_ 100 %= 100 ^^^�^ 10•ft) perAF&PA SDPWS Table 4.3.3.4 0.6Vq�r L� >0.7F2 L1 vbb•Lbbw+ Lt '2 Ebb'Lbbs+ P' Lt 2 Wind Force: �b;— L Seismic Force: �:- 1.0 Eb:= Lb bw s E vb =304.9ft 1•lb �b =304.9ft 1•lb Eb=309.69ft 1•lb b =309.69ft 1•lb Co Co P1�: 7/16" Sheathing wl 8d nails @ 4" O.C. Restraint Fanel Height = 10ft Maximum Wind Capacity= 495 p1f Seismic Capacity= 353 plf Restraint Panel Widfh = 1ft 4in Minimum Allowable Shear per Psnel = 581 Ib E3.ZSft:Eb� See APA Technica(Topic TT-100 Shear per Panel: uZ;_ "A Portal Frame with Hold Downs for 2 EnqineeredA�lications" (Emphasis Added) VZ=503.241b a.K Dead Load Resistinq Overtuminq: Lb:= 6.17•ft Plate Height: �Pt�:= 9•ft W�:= 0.6(15•psf)-2•ft•Lb+ 0.6•(10•psf)•2Pt•Lb+0.6•(lOpsf)•7ft•Lb Lb DN�LMR,�,�MN:= WR•2 DLRM=3197.79 ft•]b Overtuminq Moment: ON��:= vb•Lb•Pt OTMW= 16931.31 ft�lb ON TM := Eb•Lb•Pt OTMS= 17196.82ft•lb Holdown Force& Net Uplift: OTMW pTN15 —DLRM —DLRM Co Co �IDFbW:_ �IDFbs:_ Lb j,b HDFbW=2225.85 Ib HDFbs=2268.891b Simpson STHD10RJ Base Plate Nail Spacinq (2012 NDS Tab1e11N) Anchor Bolt Spacina f2012 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•Ib �= 1.6 A�,:= 860•lb �.= 1.6 �:= AS•CD ZB = 13761b \CD�'Z��Co/ _ ICD�Z�r�Co� _ �ZB'Co� _ �ZB'CoJ _ ""�" vb '0.64 ft E —0.63 ft A�. �.= Vb —4.51 fr E 4.44 ft b b 16d @ 6"o.c. 5/8"A B. @ S�C', o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/92/2013 � Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w!3 Car Email: myengineer@century#el.net Gig Harbor, WA 98335 Option WALL C: Story Shear due to Wind: VZW = 8350.791b Story Shear due to Seismic: Fz=7595.661b Bldg Width in direction of Load: L�:= SO�ft Distance between shear walls: �:_ 40•ft Shear Wall Length: L,cW:_ (19.5)ft Lcs:= (19.5)ft LcW= 19.5 ft Lcs= 19.5 ft 10•ft Max Opening Height= Oft-Oin, Therefore C = 1.00 Percent full height sheathing: %:- 100 % = 100 ^"'�^ '°"`' 10•ft� perAF&PA SDPV1lS Table 4.3.3.4 0.6V2�,�, L1 0.7F2 Ll vcc•Lcc.�,+ •— E�•Lccs+ p• •— Lt 2 Lt 2 Wind Force: vc:= Seismic Force: �:= 1.0 E�= LcW _ Lcs E vc=219.63 ft 1•Ib �� =219.63 ft 1•ib E�=252.49ft 1•Ib c =252.49ft 1•Ib Co Co P1-4: 7l16"Sheathing w/8d nails @ 4"O.C. Wind Capacity= 495 plf Seismic Capacity= 353 plf Dead Load Resistinq Overtuminq: L�:= 19.5•ft Plate Height: �Pt�:= 9•ft W�:= 0.6(i5•psf)•2•ft•L�+ O.b•(l0�psf)•2Pt•L�+ 0.6-(lOpsf)•lft•L� L I�LRM:= WR•2c DLRM=25096.5 ft•lb Overtuminq Moment: 0�,�= vc•L�Pt OTMW=38545.18 ft•lb �C�,TM�:= E�L�Pt OTMS=44311.59 ft•lb Holdown Force & Net Ualift: OTMW OTMS -DLRM -DLRM Co Co HDFcW:= HDFcs:= L� L� HDFcW=689.681b HDFcS=985.391b No Holdown Required Base Plate Nail Spacinq (2012 NDS Tab1e11N) Anchor Bolt Spacin9 (2012 NDS Table 11 E) 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 ZZ�,�:= 122•]b �.= 1.6 MA�,:= 860•Ib �= 1.6 �:= AS•CD ZB= 13761b B :— �CD ZN C�� =0.89ft �CD ZN C�� =0.77$ \ZB�Co� \ZB�CoI _ '''�" vc E ,�_ =627 ft —5.45 ft � vc E� 16d @ 8" o.c. 5/8"AB. ae 66" o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 Z� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-6 PRO�IECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 pptiOn WALL D (3 Car1: Story Shear due to Wind: V2�,�,= 835Q.791b Story Shear due to Seismic: FZ =7595.661b Bldg Width in direction of Load: L�, ;- 50•ft Distance between shear walls: �:= 40•ft�:= lOft Shear Wall Length: LdW:_ (6 + 6.5)ft Lds:_ (6 + 6.5)ft LdW= 12.5 ft Lds= 12.5 ft 10•ft Max Opening Height = Oft-Oin, Therefore C = 1.00 Percent full height sheathing: ��_ •100 %= 100 ^"�^ 1o•ft perAF8�PA SDPWS Table 4.3.3.4 0.6V2�,�, �L1 + L2� 0.7F2 �Ll + L2� vdd•LddW+ Lt • 2 Edd•Ldds+ p• Lt • 2 Wind Force: vd:= Seismic Force: �:- 1.0 Ed= � Ld,,, E vd=382.71 ft 1-Ib �d =382.71 ft 1•lb Ed=436.42ft 1•Ib a =436.42ft 1•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 Overtuminq: Ld:= 6.g Plate Height: P�t:= 9•ft W�:= 0.6(15•psf)•2•ft•L�+ 0.6•(10•psf)�2Pt•Ld+ 0.6•(10psf)•ift•La La DN�I,�:= WR•— DLRM=2376ft•Ib 2 Overturnina Moment: OT�,y�:= vd•Ld•Pt OTMW=20666.21 ft•Ib �:= Ea•Ld•Pt OTMS=23566.49ft•lb Holdown Force& Net Uplift: OTMW OTMS -DLRM -DLRM HDFdW:= C� HDFds:= C� Ld Ld HDFd�„=3048.371b HDFds=3531.751b Simpson STHDI4RJ Base Plate Nail Spacinq (2012 NDS Table11N) Anchor Bolt Spacina (2Q12 NDS Table 11E1 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 A�:= 864•lb �= 1.6 Z�:= AS•CD ZB = 13761b ��_ �CD ZN C�� _�.51 ft �CD ZN C�J =0.45 ft \ZB C�` - �ZB C�� - vd Ed ^��^. vd -3.6 ft E -3.15 ft a 16d @ 4" o.c. 5/8"AB. a@ 35' o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 2� �� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Emaii: myengineer@centurytei.net Gig Harbor, WA 98335 Option WALL D (2 Car): Story Shear due to Wind: V2y� = 8350.791b Story Shear due to Seismic: FZ=7595.661b Bldg Width in direction of Load: �:_ 50•ft Distance between shearwalls: �:= 50•ft Shear Wall Length: Ld�;= (6.5+ 34)ft �Ld�.= (6.5 + 34)ft LdW=40.5 ft Lds=40.5 ft 10•ft Max Opening Height = Oft-0in, Therefore C = 1.00 Percent full height sheathing: %:— 140 %= 100 ^^'�^ '""" 10•ft perAF&PA SDPWS Table 4.3.3.4 0.6V2�,p �L�� 0.7F2 �Li} vdd•LddW+ • Edd•Ldds+ p• • L� 2 Lt 2 Wind Force: d;- L� Seismic Force: �:- 1.0 �= L� E vd= 118.12$ 1•Ib �d = 118.12ft �•lb Ed= 134Jft 1-lb a = 134.7ft 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 Resistinq Overtuminq: �:= 6.5•ft Plate Height: P�:= 9•ft �V�:= 0.6(15•psf)•2•ft-Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.6-(lOpsf)•lft•Ld DNriN�w:= WR•2d DLRM=2788.5 ft•lb Overturnin_ Moment: O��M�-- vd•Ld•Pt OT'MW=6910ft•lb O�TM,�:= Ed•Ld•Pt OTMS=7879.74ft•Ib Holdown Force& Net Uplift: OTMW OTMS —DLRM —DLRM H�DFd,�,:= C� �d HDF := Co Ld HDFdW=634.08 lb HDFds=783.27 tb No Holdown Required Base Plate Nail Spacinq (2012 NDS Table11N) Anchor Bolt Spacinq (2012 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�y:= 122•Ib �= 1.6 A�,:= 860•lb �= 1.6 �:= AS•CD ZB = 13761b �,�_ �CD ZN C�� = 1.65 ft �CD ZN C�� = I.45 ft �ZB'Co� _ �ZB'Co� _ vd Ed A,�„�s vd — 11.65 ft E — l 0.22 ft d 16d ac 16"o.c. 5/8°AB. @ 72' o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 � Myers Engineering, LLC Phone: 253-858-3248 3206 5oth Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 O tion WALL E (3 Car): Story Shear due to Wind: V4�r=9076.661b Story Shear due to Seismic: F2=7595.661b Bldg Width in direction of Load: �:- 52•ft Distance between shear walls: �;—_ 23.fr �:- 29ft Shear Wall Length: LeW:_ {19+ 9 + 10)ft Les,:={19+ 9+ 10)ft LeW=38 ft Les=38 ft 10•ft Max Opening Height= Oft-0in, 7herefore�:= 1.00 Percent full height sheathing: ��- 100 %= 100 10•ft perAF&PA SDPWS Table 4.3.3.4 0.6V4�,�, �Lj + L2� ' 0.7F2 �Ll + L2� vee•Lee�,,+ • E�•Lees+ p• � 2 Lt 2 Wind Force: ve:= Seismic Force: �:- 1.0 Ee:= LeW Les ' E ve= 141.58ft j•lb Co = 141.58ft 1-Ib Ee= 143.56ft 1•lb ce = 143.56ft 1•Ib 0 P1-6: 7116" Sheathing w/8d nails @ 6" O.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: Le;— 9.� Plate Height: P�t:=_9•ft �W�:= 0.6(IS�psf)•0•ft-Le+ 0.6•(10•psf)Pt•Le+ 0.6•(lOpsf)•4ft•Le Le DL := WR•2 DLRM=3159ft-]b Overturninq Moment: 0�:= ve•Le Pt OTM�,= 11467.65 ft•lb ti�T�:= Ee Le Pt OTMS= 11628.2 ft-lb Holdown Force& Net Uplift: OTMw OTMS —DLRM —DLRM Co Co HDFeN,:= Le HDFes:= L e �IDFeW=923.181h �-IDFes=941.021b No Holdown Required Base Plate Nail Spacinq (2012 NDS Table11N) Anchor Bolt Spacinq (2012 NDS Table 11E) 16d Common (0.162"x3.5") Nails �1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) 8�1-1/2" Plate Hem-Fir � Z,�:= 122•lb �= 1.6 A�:= 860•lb �= 1.6 Z�:= AS•CD ZB= 13761b i B�= �CD ZN C�" = 1.38 ft �CD ZN C�� — 1.36 ft �ZB'Co� _ �ZB•Co� _ ve Ee ;�_ —9.72 ft —9.58 ft ve Ee 16d @ 16"o.c. 5/8"AB. @ 72" o.c. I 3102, 2012 I BC.xmcd Mark Myers, PE 9/12/2013 �� . • Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Pian 3102 w/3 Car Email: myengineer@centurytel.net I Gig Harbor, WA 98335 Option � WALL E (2 Car): Story Shear due to Wind: V4W =9076.661b Story Shear due to Seismic: FZ=7595.66 ib Bldg Width in direction of Load: I,�.= 52•ft Distance between shear walls: �= 23•ft �:= 29ft Shear Wall Length: L�:- (i9+ 9)ft L�:= (19+ 9)ft LeW=28 ft Les=28 ft 10•ft Max Opening Height= Oft-0in, Therefore C�.= 1.00 Percent full height sheathing: �/a;— 100 %= 100 - '"^^ (10•ft perAF&PA SDPWS Table 4.3.3.4 0.6V4�y �L� + L,2� 0.7F2 �LI + L2� vee•Lee�,+ Lt • 2 Eee•Lees+ p• � • 2 Wind Force: �- Seismic Force: �:- 1.0 �;._ LeH, �s E ve= 192.14ft 1•lb Ve = 192.14ft 1•lb Ee= 194.83 ft 1•lb e = 194.83$ 1•lb Co Co P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. Wind Capacity= 339 p!f ' Seismic Capacity= 242 plf Dead Load Rasistinq OvertuminQ: �- 9•ft Plate Height: P�t,:= 9•ft rW�,= 0.6(15•psf)•0•ft•Le+ 0.6•(10•psf}Pt•Le+ 0.6•{lOpsf�•4ft•Le D�M��'= WR-2e DLRM=3159ft•lb Overtumin4 Moment: O�TµM�,:= ve•Le Pt OTMW= 15563.24ft•lb �:= Ee Le Pt OTMS= 15781.13 ft•lb Holdown Force& Net Uplift: OTMW OTMS —DLRM —DLRM Co Co HDFe •= HDFe :_ iv�,wo•�vvJXn' Le "�"�"� Le HDFeW= 1378.251b �IDFes= 1402.461b Simpson LSTHD8RJ 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 2�1 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Option Dead Load ResistinqqOvertumin9:_ L�.= 19•ft Plate Height: P�:= 9•ft W��:= 0.6(15�psf)•22.5•ft•Le+ 0.6•(10•psf)2Pt•Le+ U.6•(lOpsf)•8ft•Le D��_ WR,Le DLRM=64709.25 ft•lb 2 Overturning,Moment: 0�= ve•Le Pt OTMW=32855.74ft•]b ��,:= Ee Le Pt OTMS=33315.73 ft•lb Holdown Force& Net Uplift: OTMW OTMS -DLRM -DLRM Co Co HDFe •= HDFe :_ �w,nvv,nnYYn Le ��' I,e HDFeW=-1676.5 lb HDFes=-1652.291b No Holdown Required Base Plate Nail Spacing (2012 NDS Table1'1N) Anchor Bolt Sqacinq (2012 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 518" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir Z�:= 122•lb C��.= 1.6 �:= 860•lb �;= 1.6 Z,�:= AS•CD ZB = 13761b �C�ZN C0� _ �CD ZN C0� _ �ZB•C�" _ �ZB•CO" _ � ve - 1.02 ft E - 1 ft �_ _7.16 ft -7.U6 ft e ve Ee 16d @ 12"o.c. 5/8"AB. @ 7Z` o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 � _ . Myers Engineering, L!C Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PRO�IECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 pption WALL F : Story Shear due to Wind: VZW = 8350:791b Story Shear due to Seismic: FZ= 7595.661b Bldg Width in direction of Load: L�:- 50•i� Distance between shear walls: �:_ l0-ft Shear Wall Length: LfW:_ (25.83)8 Lfs:_ (25.83)ft LfW=25.83 ft Lfs=25.83 ft 10-ft Max Opening Height= Oft-0in; Therefore C = 1.00 Percent full height sheathing: ��= 100 %= 100 ^��^ 10•ft perAF&PA SDPINS Table 4.3.3.4 0.6V2�,�, �L�� 0.7F2 �Lt� Lt 2 P Lt 2 Wind Force: vf;- Seismic Force: �:= 1.0 Ef= LfW Lf� E vf= 19.4ft 1•lb �f = 19.4ft i•lb Ef=20.58ft 1•lb f =20.58ft 1•lb Co Co P1-6: 7/16" Sheathing wl 8d nails @ 6"Q.C. Wind Capacity= 339 plf Seismic Capacity= 242 plf Dead Load Resistinq Overtuminq: I,f:=25.83•ft Plate Height: P�:= 10�ft W�:= 0.6(15•psf)•2•ft•Lf+ 0.6•(10•psf)Pt•Lf+ 0.6•(lOpsf)•Oft•Lf Lf D�:= WR•2 DLRM=26020.37 ft•lb Overtuminq Moment: O�M�:= vf•L�-Pt OTMW=5010.47ft•lb O�TM,�:= EfLf•Pt OTMS=5316.96ft•Ib Holdown Force& Nef Uplift: OTMW OTMS —DLRM —DLRM Co Co HDFf�,,:= HDFfs:_ Lf Lf HDFfW=—813.391b HDFfs=—801.53 lb No Holdown Required Base Plate Nail Saacinct (2012 NDS Table11N) Anchor Bolt Spacinq (2012 NDS Table 11E1 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 �:= 122•lb �CN�'.= 1.6 A�:= 860•]b C��.= 1.6 Z�:= AS•Cp Zg = 1376ib B :- �CD ZN C�� = 10.06ft �CD ZN C�� =9.48 ft �ZB'Co� _ �Zs'Co� _ "'"�^ vf Ef ,A�s'-_ �, —70.94 ft E —66.85 ft f 16d @ 16"o.c, 5t8"AB. @ 72' o.c. 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 27 Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 Qption Diapragm Shear Check: Assume 2x HF Roof Framing, 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 plf Wall LinesAA: Wall Line EE: v� Laa�, _29.38ft �•lb E�L� =30.93ft �•lb vee•Lee�„ _66.42ft 1•lb E�•Lees _69.92ft 1•lb 40ft 40ft 40ft 40ft Wall Unes B6: Lbbw 1 Lbbs _ 1 Wall Line E: vbb• 40� =37.04ft •lb Ebb• 40� =38.99ft •lb ve•LeW _ 1 Ee Les - 1 Wall Lines CC: = 134.5ft •lb = 136.38ft •lb 40ft 40ft LccN, 1 Lccs — 1 vcc• 47 ft =48.48 ft •lb E��•47� =59.5 ft •lb Wall Line F: Wa I I Li nes D D: vf•Lf�,, _ 1 Ef•Lfs — 1 LddW _ 1 Ldds — 1 =20.88 ft •Ib =22.15 ft •lb vdd• =5238ft •lb Edd- =64.29ft •lb 24ft 24ft 43.Sft 43.Sft Wa I I Li nes A: va•LaW—vaa•LaaH, _ 1 Ea Las—E�Laas 1 =30.I1 ft •Ib =29.4ft •Ib 40ft 40ft Wall Lines B: vb•LbN, _ i Eb•Lbs — i =71.8ft •]b =72.93ft •lb 40ft 40ft Wall Lines C: vc•LcW—vcc•Lcc�,, _ 1 E�Lcs—E��•Lccs 1 =42.64 ft •Ib =45.25 ft •lb 47fr 47ft Wall Lines D: vd•LdW—vdd-LddW _ 1 Ed•Lds—Edd•Ldds — 1 =55.67ft •]b =59.08ft •Ib 45ft 45ft 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 Z� C�VERED PATI�IINE BELOW -- --------------° ---- ------- - �----------- ------ _ i i GABLE END iRU55 � � i �� m I i �. w � �� &12 � :R L7� � � � i �aT` GI�ER'f2155 / �I il II II I� —— —_ — — ' — _ I I I I� � R II I �� I p I� �I I� — �I II �I I� — I � II II � I 0 4 I� g I � W I W W m Q � � MANiF. 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' � . _.._ . :, ..._ . � _..�_._.�.___�_ �eV �j-l1.;;1� . FOR �l�'Z- DATE I Z'"zZ-/l� JOB �j� BY /'�/f .a� 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-mail:m en ineer centu el.net F��a:iz seP 2e�s.r�:s�aa F�e=c:1lJserstNlarktDesktoplDRAUVfN-1\EVERGR�IIEVERGR-113t02_E-11310�:ec6 WOI�C� B@SIYI ENEBCALC,INC:49$3-2013:Buifd•6.13.8:3�,Ver.6.13s8.3T '; • �.��, _ . _ DesCription: 1.Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2Q07,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Ailowable Stress Design Fb-Tension 900 psi E:Modulus of E(asficity Load Combination iBC2012 Fb-Compr 900 psi Ebend-�oc 1600 ksi Fc-Prll 1350 psi Eminbend-�oc 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade ; No.2 Fv 180 psi Ft 575 psi Dertsity 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ____.._............_.—__._._..___--___...______._....—__�__....--------__-_.---......_-- `—__.......__---------.�_�..._....------- -- D(0.3375)SL4625) i �— ♦ i � � �. '� s� ��;:: � ; � _ �.w�. , _ �.._. _ _...__—.�1 � � I 4x6 Span =4.0 ft Appli2d L08dS Service foads sntered.Load Factors will be apptied for calculations. Uniform Load: D=0.3375, S=0.4625, Tributary Width=1.0 ft DESIGN SUMMARY '" • • ,__...___._�.._..---__...__.____�__._.__�_.____.. ___...._..._ ___--..__......_.._.__.___--.-- ___.._._------....-----,---. , Maximum Bending Stress Ratio = 0.93tI 1 Maximum Shear Stress Ratio = 0.53fi : 1 Section used for this span 4x6 Section used for this span 4x6 tb:Actual - 1,088.08psi fv:Actual - 96.46 psi FB:Allowable = 1,170.00psi Fv:Allowable - 180.00 psi Load Combination +D+S+H Load Combination +D+S-�H Location of maximum on span = 2.00Oft Location of maximum on span = 3.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 : Maximum Deflection Max Downward L+Lr+S Deflection 0.035 in Ratio= 1390 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.060 in Ratio= $p4 Max Upward Total Deflection 0.000 in Ratio= 0<360 _—.�......__.�.........---_......._..__.—..._... � OveraB Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span p+g 1 0.0597 2.015 0.0000 Q.000 Vertical Reactions-Unfactored sup�ort notation:Far ieft�s#� Values in KIPS Load Combinatlon SuppoR 1 Support 2 Overall Ximum 1.600 1.600 D Only 0.675 0.675 S Onty 0.925 0.925 D+S 1.600 1,600 �� - 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-mail:m en ineer centu el.net F'i?itetl:l2SEP�G13.16:59,3t,1 WOO� B@al'i'1 Fde=c:lUsersiMarklDesktop�DRAWiN-1IEVERGR�IIEVERGR-113T02_E-113102.ec6 ' ENERCALC,INC.1983�2013,Buiid•6.13:8.39,Ver�i:13.8.31 • i.t�o - -- - - Description: 2.Roof beam at Front Porch CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasficify Load Combination iBC2012 Fb-Compr 875 psi Ebend-�oc 130dksi Fc-Prll 600 psi Eminbend-�oc 470ksi Wood Species ; Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 32.21 p�f Beam Bracing : Beam is Fully Braced against iatera!-torsion buckling _...__-__________....._.__.........�----.._.____....---_--------__..--...._._....------_----------...._._.....----.._,.____—_--------._..._________.----____._-. D(0.0975) S(0.1625) _ , r � ,. � � �. • � � � � 1 �� rv �� I ��_ �'° �<. � ��. '&� �� £`' _ ��:. /� 6x8 Span = 10.0 ft Applled L08dS Service loads entered.Load Factors will be app3ied for calculations. Uniform Load: D=0.09750, S=0.1625, Tributary Width=1.0 ft DES/GN SUMMARY �• . • _......_.___........ _......___.�__..._._ _.._�._........._.._� _.:____..._.__.__.._--.___T..__-----.--__._ ----.___....._ , Maximum Bending Stress Ratio = d,86� 1 Maximum Shear Stress Ratio = 0,244 : 1 Section used for this span gXg Section used for this span 6x8 fb:Actual = 756.36psi fv:Actual - 41.41 psi FB:Allowabfe - 875.00psi �v:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = S.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 0.146 in Ratio= $2Q Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0234 in Ratio= 512 Max Upward Total Deflection 0.000 in Ratio= 0<360 _ _ �_ . - --.... __._.__...........__..._.____......__�_..._......-------_..............------......_......_..............__.__._.......__........._.__..........._._.__.._......_....--------�_._ —.__._..__........__ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Defl Loca6on in Span D+S 1 02341 5.036 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.3 0 1. D Only 0.488 0.488 S Only 0.813 0.813 D+S 1.300 1.300 �� . �� Mark Myers,PE Project Title: ' � Myers Engineering LLC Engineer: Proiect 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 Friated.l2SEP2C73,1LC0At�,� FIe=c:lUserstMarktDesktopiDRAWiN-11EVER�R-11EVERGR-i4310�E�113102:ec6 WO�C�'Bea11'1' ENERCALC,"INC:t9832013,Builtl:6.43.8:31,Ver.6.13.8.31 ' • i.c�: - -- . . DesCription: 3.Floor beam over Nook CODE REFERfNCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 1350 psi Ebend-�oc 1600ksi Fc-P�il 925 psi Eminbend-�oc 580ksi Wood Species ; Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ,..___._..._._._..._._.._.___............._—.....__._..___..__..----......__..__.._....._..�_.__—.__---------._...._._ ...----------- — ; D(0.165) L(0.44) _ � ��,� �°� � � � ,;,�, .� � =�� _ ', ;; �� T �' ; � �. �� _ , , � � ; � �;� �� _ -. �� `;� �� ,<; �� _.; � � ��.,�� ..,�,� � 6x12 - ---- — � Span = 13.0 ft Applied LoddS Service loads entered.Load Factors wi11 be applied far calculations. Uniform Load: D=0.9650, L=0.440, Tributary Width=1,0 ft DESIGN SUMMARY '" ' • r_.___._..._.._�____,.....__.__..�...._ _............_..._._�__.__...,� .�__�..._._.._-----........._._.._�..---........._...-------------------- - 'Maximum Bending Stress Ratio = 0.93T. 1 Maximum Shear Stress Ratio = U.4fi9 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 1,265.10psi fv:Actual - 79.65 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.500ft Location of maximum on span = 12.051 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.255 in Ratio= 611 Max Upward L+Lr+S Deflection 0.000 in Ratio= Q<480 Max Downward Total Deflection 0.351 in Ratio= 444 Max Upward Total Deflection 0.000 in Ratio= 0<360 ......---._._..��__ _...........----..�_ Overall Maximum Deflections-tln#actored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max.'+"Defl Location in Span D+L 1 0.3506 6.547 0.0000 0.000 Vertical Reactions-URfeCt0�8d Support notation:Far left is#1 Values in KIPS Load Combination Support 9 Support 2 Overall AXimum 3.933 3.933 D Only 1.073 1.073 L Only 2.860 2.860 D+L 3.933 3.933 �� Ma�k Myers,PE Project Title: Myers Engineering LLC En�ineer: 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 centu el.net F%itrted:l2SEP2G13:9`:42�., WOOd �aI}� ' File=c:lUsers\MarkiDesktop\DRAWIN-11EYERGR-1\EVER�R-�113t02 E-�11310?.ec6 ENERCALC,INC.t9832(113,Build:6:t3:&3�,Uer.6:13.8.31 O.k): Description: 4.Upper Fioor Joist CQDE REFERFNCES Calculations per NDS 2005, BC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus ofEfasticify Load Combination iBC2012 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Pe�p 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 Repetitive Member Stress Increase D(0.019995) L(0.05332) � ��; � � � � �. y� � �.j. t �. , 1` .,- " - _- - ' =, 2X12 Span = 17.250 ft Applied LoedS Service loads enYered.Load Factars wi31 be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.333 ft DESI�N_SUMMARY ��_.....__...._..:.----.....:...._.._..._...:.....�.:.___._....._..____,.......__..........____....._..................___.__.........__.. ...---.......---�_._.._.._�_...._._._.__._._......_......_........._.. �- . • t, Maximum Bending Stress Ratio = Q.999� 1 Maximum Shear Stress Ratio = 0.280 : 1 Section used for this span 2X�2 Section used for this span 2x12 fb:Actual = 1,034.23psi fv:Actual = 50.46 psi FB:Allowable = 1,035.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.625ft Location of maximum on span = 16.369ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Mau Downward L+Lr+S Deflection 0.375 in Ratio= 551 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.516 in Ratio= 409 Max Upward Total Deflection 0.000 in Ratio= 0<360 — -- —_.. _..----...__._._.._..__��_.___._.._ --------------..� ----__---------------...._.._._....__.._� Overall Maximum Deflections-Unfactored Loads. Load Combination Span Max."'Defl Loqtion in Span Load Combination Max."+"Defl Location in Span D+L 1 0.5159 8.688 0.0000 0.000 Vertical Reactions-UI1faCt01'8d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.632 0.632 D Only 0.172 0.172 L Only 0.460 0.460 D+L 0.632 0.632 �D .,,,� Mark Myers,PE Project Title: ' � Myers Engineering LLC En�ineer: Proiect 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 centu el.net F�inted:12SEP2Gt3.7':CaAtA �ile=c:tUsersiMarklDesktop�DRAWIN-11EVERGR-1\EUER6R-t13i02 E-113102.ec6 w�OC� Beam '' ENERCALG fNC:t9832013;BuiId:6.13:8;3�,Uer.6.13.8.31 ' _. � �.�a: - -- - _ DeSCfiption: 5.Floor Beam over KitchenlHaiiway CODE REFEREIUCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticify Load Combination iBC2012 Fb-Compr 2400 psi Ebend-�oc 1800ksi Fc-Prll 165d psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V8 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 0.255) L(0.68) D(0.255� L�0.68) i —-� � � � �E� � a :. �� " �;� � ��E.; � �,, '.� ,,� <.. �,' � . � . � � , , : ;,, � _. . �r - , r�, �' �` ,,. 'u.:� �,`t�,,�x.. ,.. .�.i,�;:. �-` s . 3.5x10.5 3.5x10.5 Span = 10.0 ft Span = 9.250 ft AppG2d L08dS Service loads entered.Load Factors will be appfied for calcuEations. Load for Span Number 1 Uniform Load: D=0.2550, L=0,680, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.2550, L=0.680, Tributary Widih=1.0 ft DESlGN SUMMARY '" ' • �. ----------._.....__.._.....----...__-----------____---_---------- , Maximum Bending Stress Ratio = Q.84& 1 Maximum Shear Stress Ratio = 0.767 : 1 Section used for this span 3.Sx10.5 Section used for this span 3.5x10.5 fb:Actual = 2,029.47psi fv:Actual - 20323 psi FB:Allowable = 2,400.DOpsi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.00Oft Location of maximum on span = 9.162ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.116 in Ratio= 1037 Max Upward L+Lr+S Deflection 0.000 in Ratio= Q<480 Max Downward Total Deflection 0.159 in Ratio= 754 Max Upward Total Deflection -o.001 in Ratio= 92306 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1590 4.358 0.0000 0.000 D+L 2 0.0930 5.478 D+L -0.0012 0.310 Vertica)Reactions-Unfactored Support notation:Far leR is#1 Values in KIPS Load Combination Support 1 Support 2 SuppoR 3 Overall MAXimum 3.587 11.263 3.149 D Only 0.978 3.072 0.859 L Only 2.609 8.191 2.290 D+L 3.587 11.263 3.149 �l l � Ma�k Myers,PE Project Title: Myers Engineering LLC Engineer: Proi�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 centu ei.net Fn�t��:,2seP.c�s,s:��rn WOOC�,g@�rl'1 File=c,tUserslMarklDeskiopiDRAWIN�1IEVERGf7-�tiEVER6R 1t3102 E�ti3102.ec6 " ENERCALC,ING'f983-2II1:3,.Build:6.13.8.31,Ver:6;13.8.31 �.if. - -- - - Desc�ption: 5.Floor Beam over KitchenMallway CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus ofElasticity Load Combination iBC2012 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.255) L(0.68} D(0.255) L(0.68) � , .. : � s� � � , � � �� , , ..��. . � �. . � � , � _ , r: �� , � � � f. � , � � �� _ ��. e r ��- � _ � �: ,a, �� . .��_ � . ��. ,.�4:- ��= -= — � � _ 6x12 6x12 Span = 10.0 ft Span = 9.250 ft Applied Loads Service loads entered. Load Factors wi3l be appiied far calculations. Load for Span Number 1 Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft DEStGN SUMMARY �- • • -- � _......__----................_-------- -.....---__----_._........_......----- !Maximum Bending Stress Ratio = 0.79$ 1 Maximum Shear Stress Ratio = 0.680 : 1 Section used for this span gXq 2 Section used for this span 6x12 fb:Actual = 1,076.64psi fv:Actual = 115.61 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.00Oft Location of maximum on span = 9.050ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.063 in Ratio= 1903 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 � � Max Downward 7otal Deflection 0.087 in Ratio= 13$4 Max Upward Total Deflection -0.001 in Ratio= 169395 � --...._ ._....._.....--�---._.. .___----------------_—_—_---- —...__......------...�_ Overall Maximum Deflections-Un#actored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+Defl Location in Span D+L 1 0.0867 4.358 0.0000 0.000 D+L 2 0.0507 5.478 D+L -0.0007 0.310 Vertical Reactions-Uf1f2CtOfed SuppoR notation:Farleft is#1 Values in KIPS Load CombinaGon SuppoR 1 SuppoR 2 Support 3 Overall MAXimum 3.587 11. 3 3.1 9 D Only 0.978 3.072 0.859 L Only 2.609 8.191 2,290 D+L 3.587 11.263 3.149 yz � Mark MyerS,PE Project Title: � ' Myers Engineering LLC Engineer: Prolect 1D: 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 Fn�ted:12 SEP 2G73,1'1�AM1t wOOC�'B@1!1'1 , File=c:lUserslMarfdDeskioplDRAWiN-41EVERGR-1lEVERGR-1t31U2_E-113102.ec6 ' ; ENERCALC,INC:1983-2013;BuiId6.13:8;39,Ver.6.13.8.3t i.E�: - -- - - Description: 6.Floor beam over Foyer CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus ofElasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-�oc 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-�oc 580.Oksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.290pcf Beam Bracing : Beam is Fu(ly Braced against lateral-torsion buckling ---------..�------.`__.....----....._._.—_._._....----.._..------ ,__..___...�..._.___—.___.....----._.__._---.._.._--------- ----a{0.15� L{0.4} � � :��` �'�' � , `��;� .�� ::'� �." ; p<�' �,�� ';, �... �a ;q ,�4 - `�' 2-2X�2 Span = 7.0ft Appli2d L08dS Ser+rice loads entered.Load Factors will be applisd for calculations. Uniform Load: D=0.150, L=0.40, Tributary Width=1.0 ft DESIGN SUMMARY '� • • – -..._..-------_________....._...._ _.�._.__. _ ,----------._......-----..._�_.--.....�_..-----__.._ , iMaximum Bending Stress Ratio = 0.71Q 1 Maximum Shear Stress Ratio = 0.350 : 1 Section used for this span 2-2x12 Section used for this span 2-2X12 fb:Actual - 638.81 psi fv:Actual = 63.07 psi FB:Allowable = 900.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.080 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.038 in Ratio= 22p1 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<4gp Max Downward Total Deflection 0.052 in Ratio= 1600 Max Upward Total Deflection 0.000 in Ratio= 0<360 ----_......._..---�..........__...---._..._........_.__...____...--------....... �. Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."°Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0,0525 3.526 0.0000 0.000 Vertical Reactions-U�f8Ct01'ed SuppoR notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.925 1.925 D Only 0.525 0,525 L Ortty 1.400 1.400 D+L 1.925 1.925 Ll� • 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�myenqineer(�centurytel.net Fnrited:l2 SEP 2C13,1`::t tAh4 File-c:lUsarsiMarfdDesktop\DRAWIN�IIEVERGR�1tEVERGR°143102_E�-113102ec6 'WOOd Be1t'l1 ENERCALC,ING.19$3-2013,Suiid:6.13:$.3�,Ver:6:�3.8.31 • �.Er: - -- - - DeSCnptiOn: 7.Floor beam over Entry Porch CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: AI►owable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 1350 psi Ebend-xx 1600ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced agaiRSt lateral-torsion buckling ___ ....__...._....._...____.._......_......__—._....__......___—_------------._.�_____._.._._.___�_.�._.----.___....._.----------.__—______-----...._....-----...._�._._.. __.___, D(0.5575�L(0.14) S(0.675) �(0.5575) L(0.14) S(0.675} � � �>� r �� ; �sri -,.'� ,� Y r �; h �, � a "��*� � yyy r�; �� .. `� � �:� �_ : �-, , . .. '. "'_ ' .. �. .._��-,,,. ,.a .. . - , ,. , ..., i . �- ; , ._ .. ::. _.� '.__ _._ __._:..._��.\ ; .<. . �' .,. � : 6x12 6x12 Span = 1.0 ft Span = 8.50 ft Appll2d L08dS Service laads entered.Load Factars will be apREied far calculations. Load for Span Number 1 Uniform Load: D=0.5575, L=0.140, S=0.6750, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.5575, L=0.140, S=0.6750, Tributary Width=1.0 ft DESIGN SUMMARY ■- � • _.......---.._..._._........................._....---------------------.._.............------.._................__ , iMaximum Bending Stress Ratio = 0.79a 1 Maximum Shear Stress Ratio = 0.578 : 1 Section used for this span 6X12 Section used for this span 6x12 fb:Actual = 1,071.52psi fv:Actual = 98.18 psi FB:Allowable = 9,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.321 ft Location of maximum on span = 1.00Oft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.084 in Ratio= 1218 Max Upward L+Lr+S Deflection -0.030 in RaYio= 7�Q Max Downward Total Deflection 0.141 in Ratio= 723 Max Upward Total Deflection -0.051 in Ratio= 468 Overall Maximum Deflections-Unfactared Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+Defl Location in Span 1 0.0000 0.000 D+L+S -0.0511 0.000 D+L+S 2 0.1410 4.274 O.00QO 0.000 Vel'tIC81 RBdCti011S-URf8Ct01'�d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7. 6 5.752 D Only 2.960 2.337 L Only 0.743 0.587 S Only 3.583 2.829 L+S 4.327 3.416 7� �.�rrr.r� Mark Myers,PE Project Title: ' ' Myers Engineering LLC Engineer: Proiect 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 Fnnte�.}p$EP2G13,1?:TiP.PA �OOf'� ge'e�Ri �Ge=c:lUserslMark\DesktoplDR4WIN-AEVERGR-7IEVER6R-11310�E-1131U2.ec6 ENERCALC,INC:t9832013;$eild:6.13:8:31,Ver.6.t3.$.31 l.fi: - ' DesCription: 7.Floor beam over Entry Porch Vertical Reactions-Unfactored support notason:Far iett is#� Values in KIPS Load Combination Support 1 SuppoR 2 Support 3 D+L 3.703 2.923 D+S 6.543 5.166 D+L+S 7.286 5.752 �� ' M�rk Myers,PE Project Title: Myers Engineering LLC Engineer: Project ID: 3206 50th St Ct NW,Ste 210-5 Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 E-mail�myenqineer(�centurytel.net F:��:�2 sE�zca3,�°•�saF,s File=c:tUserslNlarklDesktoptDRAWiN-7tEVER�R�f4EVERGR-113tOZE-113102.ec6 ; WOOC� B@SI'1'1 ENERCALC,INC.19832013,Build:6.13.8.31,Ver.613.8.3i � �.��: - -- ' - Description: 8•Beam over middle of Garage CODE REFERENCES Caicutations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 1850 psi Ebend-pc 180Qksi 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 Fulty Braced against lateral-torsion buckling ....................._...__.........._..-_...__............._._.....__._._.......______.�..—.___........__----..__..._..__---_..._.._.......----- D(0.1763) L(0.47) D0.15 L0.4 ♦ �-- —i 3: � �� _ : .; , � � 'r �� ,. � � . u ��. A , , � � ,� � � � , _ �>� �° _ - - � 5.5x15 Span = 19.0 ft Appfled LOddS Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.150, L=0.40 kfft,Extent=0.0-»9.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.1763, L=0.470 k(ft,Extent=9.0-»19.0 ft, Tributary Width=1.0 ft DESlGN SUMMARY '' • • ---_................-..._...__�___----._....__.....__----,.._.._..__._....---------...._..___........._------...._.._-----......_._---....-----__..._.........._..-------------__------------._...__......._---_ , Maximum Bending Stress Ratio = O.S7� 1 Maximum Shear Stress Ratio = Q.352 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 1,585.25psi fv:Actual = 93.23 psi FB:Allowable = 2,353.96psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.847ft Location of maximum on span = 17.752 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.464 in Ratio= 491 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.638 in Ratio= 357 Max Upward Total Deflection 0.000 in Ratio= 0<240 __....._...___.�..._...---.._.__._ _�....__ __.. __. � _.— Overail Maximum Deflections•Unfactored Laads � Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.6379 9.569 0.0000 0.000 Verticaf Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR2 Overall MAXimum 6.478 5.935 D Onty 1.494 1.619 L Only 3.984 4.316 D+L 5.478 5.935 �� rr 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 ei.net Fnr,e4:125EP2C13,1S:t,�nt WOOd �1111 Fie=c:lUserslMarkiDesktopiDRAWIN-1iEVERGR�IIEVERGR-113t0�E-1t3102.ecfi ENERCRLC,INC:''E983-20i3,8uild:6.13.8:3],Ver.6.13.8.3t �.e�: Description: 9.Beam over front of Garage CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi F:Modulvs of Elasficify Load Combination i6C2012 Fb-Compr 1,850.0 psi Ebend-�oc 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-�ac 930.Oksi Wood Species : DF/D F 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 Fully Braced against lateral-torsion buckling Q(1.725) S(2.875) D{1.725) S(2.875)D 0.297 L 0.34 S Q.06525 a(1.725) S(2.875) ; D 0.565 L 0.28 S 0.6063 �,. � �.� � �_: � �� . F . � � � � < . �.: �; � � �� ' ,,:r � �� ,�,, . �_ 4�� _� �� ... �. � �, = ,. �_ � - _ _ - ; �.., i 5.5x19.5 Span = 19.0 ft Appll2d L08dS Service loads entered.Load Factors wi11 be applied for calcuiations. Load for Span Number 1 Uniform Load: D=0.5650, L=0.280, S=0.6063 klft,Extent=0.0-»8.50 ft, Tributary Width=1.0 ft Uniform Load: D=0.2970, L=0.340, S=6.06525 k/ft,Extent=8,50-»19.0 ft, Tributary Width=1.0 ft Point Load: D=1.725, S=2.875 k(�a,0.0 ft Point Load: D=1.725, S=2.875 k(�a,8.5Q ft Point Load: D=1.725, S=2.875 k an,19.0 ft DESIGN SUMMARY e- • • -- --_------------_------._._�-.---- ;Maximum Bending Stress Ratio = 0.9Q1: 1 Maximum Shear Stress Ratio = 0.552 : 'I Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 fb:Acival = 2,064.87psi fv:Actual = 146.38 psi FB:Allowable = 2,293.01 psi Fv:Allowable = 265.00 psi Load Combination +1.099D-�0.750L+0.75�S+0.5250E+H Load Combination +�,091D+0.750L+0.750S+0.5250E+H Location of maximum on span = 8.460ft Location of maximum on span = O,OOOft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.407 itl Ratio= 5b9 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.674 in Ratio= 338 Max Upward Total Deflection 0.000 in Ratio= Q<240 .. .� . . '. _..- . . _ _ �---� _�_._,_....�---.._.__.._.. Overall Ma�cimum Deflections•tinfactored Loads Load Combinatian Span Max.""Defl Location in Span Load Combination Max.'+^Defl Location in Span D+L+S 1 0.6736 9.223 0.0000 0.000 Vertical Reactions-U�f3CtOf9d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.756 14.753 D Onry 7.268 5.828 L Onty 2.834 3.176 S Only 8.654 5.810 � y17 M�rk Myers,PE Project Title: Myers Engineering LLC Engineer: Proiect 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 tel.net F�mPa:,2sE�zc�s,r:,�a.�v, Fite=c:�tlserslMartc�Desktopif)RAW1N-t1EVERGR-tiEYERGR-113162..E-�713102ecfi WOOf� g@11'1'1 ENERCALC,INC.1983-2013,Build:6.13:8.39,Ver.6:13.8.31 t.t�: Description: 9.Beam over front of Garage V2�'ttC81 R2dCtiOqS-U11feCt01'ed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 L+S 11.488 8.926 D+l 10.102 8.944 D+S 15.922 11.638 D+L+S 18.756 14.753 �� Mark Myers,PE Project Title: � ' Myers Engineering LLC Engineer: Project lD: 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 F,�c�a:,z�ePZC�s.,-:�,a.r,n �OOC�'Bea111 Fiie=c:lUserstMarklpeSktopIDRAWiN-11EVERGR-11EVERGR-113102_E-1137 Q2.ec6 - ENERCAtC,INC:?9832613;BuiId613:8:31,Ver:6.13.8.31 �.Ea: Description: 10.Header at Great Rm CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowabfe Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticify LoadCombinationiBC2092 Fb-Compr 900.Opsi Ebend-�oc 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ,.....___.__.._...._._.........__---- __...____—_-----------��_.__...----_________-----..._-------.._..-----------.._�_�_._.�------- _....------...__....__...-----: D(0.6475) L(0.36) S(0.6875) .:�e:. ,,,..:. ; �, . .,, , �. �: : � �_ � � �� °:, '� �W �� .. . ,� gu� ' >..- . , � ., �; _ . _ ... ... ._--. '. -�� ... ..-�1 � � � 4x12 Span = 5.0 ft Appll2d L02dS Setvice loads enfered.Load Factars will be applied far caiculations. Uniform Load: D=0.6475, L=0.360, S=0.6875, Tributary Width=1.0 ft � DESIGN SUMMARY �- • • ..�...._._^.��.__....�__.__�—�..._.._..._._.._.--.._.... _....._..__.__..------.__.__._ _ , Maximum Bending Stress Ratio = 0.766 1 Maximum Shear Stress Ratio = 0.496 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Adual = 758.02psi fv:Actual - 89.22 psi FB:Allowable - 990.00 psi Fv:Allowable = 180.00 psi I Load Combination +1.091D+0.750L�0.750S+0.5250E+H Load Combination +�,091D+0J50L+0.750S+0.5250E+H , Location of maximum on span 2.500ft 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 0.022 in Ratio= 2690 Max UpwaM L+Lr+S Deflection 0.000 in Ratio= 0 c480 Max Downward Totaf Deflection 0.036 in Ratio= 1662 Max Upward Total Deflection 0.000 in Ratio= 0<360 ._ .._—_._..._—.._ _: , . _ �.� _. __�._____ . � _ —._ __�____._...._ Overa{I Maximum Deflections•Unfactored Loads Load Combination Span Max."-'Defl Location in Span Load Combination Max."+Defl Location in Span D+L+S 1 0.0361 2.518 0.0000 0.000 Vertical Reactions-UIlfBCtOf2d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.238 4.23 D Only 1.619 1.619 L Ony 0.900 0.900 S Onry 1.719 1.719 L+S 2.619 2.619 D+L 2.519 2.519 D+S 3.338 3.338 D+I+S 4.238 4.238 � � Mark Mye�s,PE Project Title: Myers Engineering LLC En�inee►': Proiect ID: 3206 50th St Ct NW,Ste 210-B Pro�ect Descr: Gig Harbor,WA 98335 ph:253�5&3248 E-mail:mvengineer(c�centurytel.net F��a:,zseazc�s,,�:�s,�+ �� File=c:tUserstMariclDesktopiDRAWiN-11EVERGft^1SEVERGR-113t02 E�113102ec6 WOOC�'B@alll ENERCALG;)NC.t983-2013,Build:6.13:8,3i,t1er.6:13.8.31 '; • t,ts: - -- - - Description: 11.Roof beam at Rear patio CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of EJasficity Load Combination f BC2012 Fb-Compr 875 psi Ebend-�oc 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Doug�as 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(0.0975} S(0.1625) � �. �. � A ��_ , � � �; b ., � � � � � � �� < ,. , ; n_: � � � � ;� � , ? , ,_.� � � �. ! t. °� � ': .:' ` > .. r='� �`� 6x12 Span = 15.0 ft Applled LOads Seruice ioads entered.Load Factors will be applied for calculations. ! Uniform Load: D=0.09750, S=0.1625, Tnbutary Width=1.0 ft DESIGN SUMMARY _._..___...._.._.._�___...._.._._— - .. - '� ' �- _.. _.___....________�___._�-----...------_—'...._..-----------– Maximum Bending Stress Ratio = 0.82T. 1 Maximum Shear Stress Ratio = a.238 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 723.84psi fv:Actual = 40.51 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 = 7.500ft Location of maximum on span = 14.069 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.205 in Ratio= 876 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.329 in Ratio= �47 Max Upward Total Deflection 0.000 in Ratio= 0<360 _ _.... ---.._..__._._......---..._.—_.,._................_.._......_._....____....__.._..---............---._.._._._........_....-------..........__._._._..—_._.._._.._..___..................�__...______._.._....__.._...___..__._..__...___.....---_........._.---...: Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+°Defl Location in Span D+S 1 0.3287 7.555 0.0000 0,000 Verticaf Reactions-Unfactored support notat;on:Far ie�t is#� Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.950 1.950 D Only 0.731 0.731 S Onty 1.219 1.219 D+S 9.950 1,950 �O i ,� Mark Myers,PE Project Title: ' Myers Engineering LLC En��neer: Proiect 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 centu el.net F'inc�d:12SEP[C13,7s:2'��+ file=c:tUserslMarkiDeskloplDRAW1N-11EVERGR-1\EVERGR-143102_E 113102.ec6 ' WOOC� B@11Y1 - ENfRCALC,INC:1983-�13;Buik1:6.13.8:33,Ver.6.13.8.31 I.ft: Description: 12•Header at Study supporting beam 6 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: AIlowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 900.0 psi Ebend-�c 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-�oc 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.�psi Wood Grade :No2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ._..._.._...__.._..----._...--------_._.._..._...----_---...____—.._.._....--------...._._.._.�_—�_..-------_._....._._ --------- D�0636 L 0.1697 �0.525) L(1.4) � ��, � _� :�= 4x8 _............................_..__.._----..._......_..-----�...—. ...._.._ _. Span = 6.0 ft Applled LoadS Service iaads entered.Load Factors will be applisd#or calculations. Uniform Load: D=0.06360, L=0.1697, Tributary Width=1.0 ft Point Load: D=0.5250, L=1.40 k an,5.0 ft DFSIGN SUMMARY `' ' ' .............._.._.._..___...___...__..__.....—___........_...._...__..`._............._....__.---..__.....---......_............_-----�.............._......______...._._.....__...---._�._.._._._..._..__._._.......,.�_..--.._......... ;Maximum 8ending Stress Ratio = 0.74T. 1 Maximum Shear Stress Ratio = 0.711 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 873.91 psi fv:Actual = 128.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.380ft Location of maximum on span = 5.409ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.058 in Ratio= 1242 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.080 in Ratio= 904 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span p+L 1 0.0796 3.219 0.0000 0.000 Vertical Reactions-Unfactored SuppoR notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.021 2. D Only 0.278 0.628 L Only 0.742 1.676 D+L 1.021 2.304 � � Mdrk Myers,PE Project Title: Myers Engineering LLC En�ineer: Proi�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 el.net F,�rea:�zse�ze�s.� :�,u, F�e=c:lUserslMartdDesktopiDRAW1N-1lEVERGR-11EVERGR-113102 E-153102,ec6 WOOC�'B@iliil' ENERCALC,INC.19$3-2613 Bwld:6.13:6.33,Ver:6:13.8.91 '' • i,t�: - •- - � Description: 13.2 Car Garage Door Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Ailowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-�oc 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.04875) S(0.08125} r — — — — r > ; �� B ., .. �, ..; - � °� _ i ��a ��' � �� „y � �z~ �` � � I ' �,�.. �� .�r. � - ..: ° <, �x � � _ � . „ ; : , _ _ � �� _ �,. � 4x12 Span = 16.0 ft Appll2d L08dS Service loads entered. Load Factors w+11 be applied for calcuiat€ons. Uniform Load: D=0.04875, S=0.08125, Tributary Width=1.0 ft DESIGN SUMMARY '' • • ;._.._._..__.._._._.....__....._._..__._g.__..._..____.__..�_......_...._.._..._--.._......_............_...�.----------...�_._.__._...__.�.__�.......__._......_._..___�.......__.._..----.. , Maximum Bendin Stress Ratio 0.683 1 Maximum Shear Stress Rat+o = 0,194 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual - 676.17psi fir:Actual = 34.99 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 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 i Maximum Deflection Max Downward L+Lr+S Deflection 0.181 in Ratio= 1058 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.290 il1 Ratio= 661 Max Upward Total Deflection 0.000 in Ratio= 0<360 _....---......._._.._..__.._.......__......----............-----.........___...._.........._._�....._....._._.................__.._..-------.._.__.._......�----..._. ...._.....__ ...�.�......_..�.... �_ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combina6on Max."+Defl Location in Span D+S 1 0.2902 8.058 0.0000 0.000 Vertical Reactions-U11f8L"�0[ed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 1.040 1.040 D Only 0.390 0.390 S Only 0.650 0.650 D+S 1.040 1.040 �Z �� 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-mail:m en ineer centu el.net F��c�a:�zsePZe�� s:�za,r,s WOOC� B@1�17 Fie=c:tUserslMarlclDesktoplDRAWIN-t1EVERGR�IIEVERGR-113102_E�113102.ec6 ENERCALC,INC.1983-2(213;Build:6.13.8:31,Ver.6:13:8.31' • t.t�: _ , Description: 14.Beam supporting Upper floor side wall CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Aifowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 1850 psi Ebend-�oc 1800 ksi Fc-Prll 1650 psi Eminbend-�oc 930ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf 8eam Bracing : Beam is Fully Braced against lateral-torsion buckling D b�0'( 5�L Q2�4 S Q.05 � � � � �:. . v � F e - � �, � ,.� �� M: a,, ,,. �.. , � , . � ; � � � ---- � _ � �— ��, � ;� 3.5x16.5 Span = 23.0 ft Applied LOads Sesvice loads entered.Load Factors will be applied for calcuiations. Uniform Load: D=0.1450, L=0.040, S=0.050, Tributary Width=1.0 ft � Point Load: D=1.620, L=0.4320 k an,10.0 ft DESIGN SUMMARY �• • � ^._._._..._.._..__........._.......__....._.........__.._.._...:_.__._........._...—_.__._......_....................................._....._..__.:.__........___.........__..._`.__............---.._.__._..............................____—..........._._._.....—._........._. , Maximum Bending Stress Ratio = t}.83fi 1 Maximum Shear Stress Ratio = 0.341 : 1 Section used for this span 3.5x16.5 Section used for this span 3.Sx16.5 fb:Actual = 2,001.08psi fv:Actual - 90.27 psi FB:Allowable = 2,393.28psi Fv:Allowable = 265.00 psi Load Combination +1.091 D+0.750L+0.750S+0.5250E+N Load Combination +1.091 D{0.750L+0.750S+0.5250E+H Location of maximum on span = 9.989ft 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 0.320 in Ratio= $61 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 u}80 Max Downward Total Deflection 1.005 in Ratio= 274 Max Upward Total Deflection 0.000 in Ratio= 0<240 .._. _ __ .. _... ._ _.._ __..�.. __.._----.—._... Overafl Maximum Deflections-Unfactared Loads Load Combination Span Man.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 1.0054 11,332 0.0000 0.000 � Vertical Reactions-UI1f8Ct0�@d Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR 2 Overatl MAXimum 3.862 3.5 5 D Onry 2.583 2.372 L Only 0.704 0.648 S Only 0.575 0.575 L+S 1.279 1.223 D+L 3.287 3.020 D+S 3.158 2.947 I D+L+S 3.862 3.595 �� M�rk Myers,PE Project Title: Myers Engineering LLC En�ineer: Prol�t 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 centu el.net F��ceo:�z sEa zc,s.��:sf,u,,, W��C� geam Fi{e=c:lUserslMarklDesktopiDRRWIN-F�EVERGR-1iEVERGR-14310�E-1t3102.ec6 > ENERCALC,]NC.1983-2013i Build:fi.t3:8.31,Ver.6:13.8.31 i.��• Description: 15.3rd Car poor header _CODE REFERENCES Calculations per NDS 2005, ISC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-�oc 1,600.Oksi Fc-Prll 9,350.0 psi Eminbend-�oc 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.Opsi Density 32.210pcf Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling ,.._.. __._.._..............__.._._...............----.._..._..............-----.......------___._—_...._._...._._.__....----___...�.._...___---�__------_.._._.�..—_._...__...__,._.......-----..._...---�_.._._..._.._._—_.__......�.....__......_.._.._.._..._., D(0.2175} S(0.3625) � �;F� 4 �;.: � � � _ >� '�,,: � �. �_ �� 4x12 � Span = 8.Oft Appll2d L08dS Service loads entered.Load Factors wi11 be appiied for calculatians. Uniform Load: D=0.2175, S=0.3625, Tributary Width=1.0 ft DESIGN SUMMARY •• • � _._....._......___..._�__.__.._._—____...___.�.____._.___ �_.____.----___._..__._....--.-------------..._..__.._._...------- !Maximum Bending Stress Ratio = d.762 1 Maximum Shear Stress Ratio = 0.376 : 1 Section used for this span 4x12 Section used for this span 4X12 fb:Actual = 754.18psi fv:Actual = 67.74 psi FB:Allowable - 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+S-++i Load Combination +D+S+H Location of maximum on span = 4.00Oft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.051 in Ratio= 189$ , Max Upward L+Lr+S Deflection 0.000 in Ratio= p u}80 Max Downward Total Deflection 0.081 in Ratio= 1186 Max Upward Total Deflection 0.000 in Ratio= 0<360 � ___._---._._...._._.__...----.�.______..____ _.....---.�__...._..-.----..._ Overal!Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.0809 4.029 0.0000 0.000 Vertical Reactions-UnfBCtOfed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR 2 Overall MAXimum 2.320 2.320 D Onty 0.870 0.870 S Only 1.450 1.450 D+S 2.32Q 2.320 �� Mark Myers,PE Project Titie: ' 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 el.net F��c�a:izseazc,s,��:ssaf,s �aOd Beam Fite=c:\UserslMa+ic�DesktopiDRAWIN-1\EVERGR-11EVERGR-tt310�E-113102.ec6 ENERCALC,ING 198�2f113,Buiid6.13:8.3�,Ver;6.13.8.31 !.ElI ' " � � ' Description: 16.Main FloorJoists CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasficity Load Combination iBC2012 Fb-Compr 850 psi Ebend-�oc 1300ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species ; Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7p�f Beam Bracing : Beam is Fuliy Braced against lateral-torsion buckling Repetitive Member Stress Increase ._.........__..........._.._----............_�................_..__._............._....................-----___......._...------..__._...__._.._....---.._—...�_........._.._.....__._...____....._...........-------.....__..._._._.........._......--- --_ _ _ , D(0.019995) L(0.05332} ; �<„ Y� �> P::�: � - �, . . ��: , �,'�, �� „ . w ,. � ��s, h,��_. ,. , r�� ,.; ; �� .,- � .. � �� ; , � - � �� , . � �� - - --- _-- __ � ZX�0 Span = 12.333 ft Applled LOddS Ser�ice Eoads entered.load Factors will be appiied for calcuiations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.333 ft DESIGN SUMMARY ■' • • ---._..._._..____--------._.._..._....__..__..__._._................_.._..--------..—_.........................._----�—_............_................__...---............____.._.._.._._.........._..__...._—.._._..__..._._.._......---._....._..._...-- ;Maximum Bending Stress Ratio = 0.727: 1 Maximum Shear Stress Ratio = 0.285 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 781.98 psi fv:Actual = 42.81 psi FB:Allowable = 1,07525psi Fv:Allowable - 150.00 psi Load Combination +D+L+N Load Combination +D+L+H Location of mauimum on span = 6.167ft Location of maximum on span = i 1.568 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 `: Maximum Deflection Max Downward L+Lr+S Deflection 0.217 in Ratio= 681 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<4gp Max Downward Total Deflection 0.298 in Ratio= 495 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.2985 6.212 0.0000 0.000 Ve►tiCal Re1Cti0n5-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0. 52 .452 D Only 0.123 0.123 L Only 0.329 0.329 D+L 0.452 0.452 7� � Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Prol�ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-858-3248 � E-mail:mvenqineer(a�centurytei.net F�nree:123EP2Ct3,1.38AR1 I wOOC� B@a111 `` File=c:lUsers\MarklDesktop�DRAWIN-t\EVERGR-1iEVEEt�R-it3i4�E-t13102.ec6 ENERCALC,INC.'E9832013;Build:6.13:6.33,Ver.6.138.31 i.t�: DesCfiption: 17.Crawl beam at bearing wail CODE REFERENCES Caicu�ations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Ailowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-�c 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : DouglasFir-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 0.46 L 0.84) �-- � � _� � �; ��-� � �� ,� � _� __ _ _ 4x10 Span=5.250 ft Applled L08dS Senrice loads entered.Load Factors wsll be app(ied far calcufations. Uniform Load: D=0.460, L=0.840, Tributary Width=1.0 ft DESIGN SUMMARY •- • • ,.._.._.-------------g.______.�.-----.._ _ _._____.._. ____.__.^____....---._...---.__...._..-- --------- - , 'Maximum Bendin Stress Ratio 0.99T. 1 Maximum Shear Stress Ratio = 0.622 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,076.84psi fv:Actual - 111.95 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 = 2.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 i Maximum Deflection Max Downward L+Lr+S Deflection 0.039 in Ratio= 1611 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.061 j� Ratio= 1041 Max Upward Total Deflection 0.000 in Ratio= 0<360 . _._._ ...... .........----.._..__........----_......_..�...,---.....__......�.----....__...-----..........__.._�_.__....__..—__....____.._......__............_ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+�Qefl Location in Span D+L 1 0.0605 2.644 0.0000 0.000 Vertical Reactions-Unfactored s�pport noration:Far iest is#t Values in KIPS Load Combination SuppoR 1 Support 2 Overall Ximum 3.413 3. 13 D Only 1.208 1.208 L Only 2.205 2.205 D+L 3.473 3.413 �b ,.�..��ri Mark Myers,PE Project Title: ' � Myers Engmeenng LLC Engineer. Proiect ID: 3206 50th St Ct NW,Ste 210-B Project Descr: Gig Harbor,WA 98335 ph:253-8583248 E-mail:m en ineer centu el.net Fnmed:l2SEP2C13.ti:39P,f1 File=c:tUsersiMarklDesktop\DRAWIN-t\EVERGR-11EVERGR-1S310�E^1t3102.ec6 WOOC� �@8111 ENERCALC,INC:i983-2013;Build:6.13.8.39,Ver.6.13.8.31 t.t�: - -- ' - DesCription: 17•Crawl beam at bearing wall(Reaction Check) CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus ofElasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-bc 580.Oksi Wood Species : DouglasFir-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 _��------ ---: _.__._.___..—_........_..�__—_.,.__._.�__. ---...._......_ ,...__�..�_...._.._..___.._..._..__......,.......__.__..---------- p{0.46) L(Q.84) ^�� ,�P I _ __� � 4x10 Span= 3.50 ft Appli2d LOddS Servfce loads entered.Load Factors wiil be applied far calcu(at€ons. Uniform Load: D=0.460, L=0.840, Tributary Width=1.0 ft DES/GN SUMMARY '' • • ---___---.._..�..-----...._�...._...__. �..______.�_____.�,----_..._...___....- --------..__.._._..------..... , !Maximum Bending Stress Ratio = 0.443 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual - 478.60psi fv:Actual = 59.24 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.Q0 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.734ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.008 in Ratio= 5437 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.012 in Ratio= 3513 Max Upward Total Deflection 0.000 in Ratio= 0<360 --.._......_.....__�....._.._�.----.__ ....._... _ Overall Ma�cimum Deflections-Unfaetored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0120 1.763 0.0000 0.000 Vertical Reactions-Unfactored sup�ort notabon:Far ieft is#� Values in KIPS Load Combination SuppoR 1 SuppoR 2 Overall MAXimum 2.275 2.275 D Only 0.805 0.805 L Onty 7.470 1.470 D+L 2.275 2.275 �� Mark Myers,PE Project Title: Myers Engineering LLC Engineer: Proi�t 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 tBI.(1@t F�nted:125EP2C13.1L4�,�,� File=C:lUser5lMark\Desktop�DR4WIN-7IEVERGR�IIEVERGR-113}02 E-113102.ec6 wOOC�' B@aR1', ENERCALC;INC.1983-2Q13,BuiId6.13:8.39,Vec6;t3.8.31 i.Et: Description: 18.Crawl beam NOT at beanng wall CODE REFERENCFS Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC2012 Material Properties Analysis Method: Ailowabie Stress Design Fb-Tension 900.0 psi E:Modufus of Elasticity Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-�oc 1,600.dksi Fc-Prll 1,350.0 psi Eminbend-�oc 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 9 80.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ........................_..__. _......__._...----..__.._.._._..._....___...._..._..___-----.....__...__-----..__..__..._._...-----..__..__._....---_—________...__...�._-----._._..._.....--------_...____------.......-------; " D(0.1725} L 0.46) ; i � � �;�. �« � � �bF � . � , �.�� v , < : _ �� _ �_ � , � .,_ : ._ _r_ � 4x10 Span = 7.50ft Appll@d L02dS Service foads entered. Load Faetars will be applied for caicu(ations. Uniform Load: D=0.1725, L=0.460, Tributary Width=1.�ft _DES/GN SUMMARY...._.�__��..........._.�-----�____...._.._.__ _ �, �- •��I�.., _---__ ____—___._....._.._.........------____----.._—_._._....----.......---- !Maximum Bending Stress F2atio = 0.98Q 1 Maximum Shear Stress Ratio = 0.486 : 1 Section used for this span 4x10 Section used for this span 4X10 fb:Actual = 1,069.24psi fv:Actual = 87.43 psi FB:Allowable = 1,080.00 psi Fv:Ailowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+�I Location of maximum on span = 3.750ft Location of maximum on span = 6.734 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.089 in Ratio= 1009 Max Upward L+Lr+S Deflection 0.000 In Ratio= d<480 Max Downward Totaf Deflection 0.123 in Ratio= 733 Max Upward Total Deflection 0.000 in Ratio= 0<360 _......_._.............._........._._.._............._...._..__....._.......----------- ...._.._._ ___ _._. . _—�.... �_ ...____... ...____—____�..._.. _—�_.._. __ _.._......—_...._....__� Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1226 3.777 0.0000 0.000 Vertical Reactions-U11f8CtOfed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.372 2.372 D Only 0.647 0.647 L Only 1.725 1.725 D+l 2.372 2.372 �� Myers Engineering, LLC Phone: 253-858-3248� 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gjg Harbor, WA 98335 pption Maximum Load For 6x6 DF#1 Wood Post s�f:= ps' l�,f:= psf•ft �b= plf•ft H�;= 9•ft 144 F�:= 1000•psi C�= 1 CFb:= 1 CM:= 1 �= 1 CL•� 1 CFc-= 1 E':= 1600000•psi F" •— F•C C F" — 1000• si 6x6 Wood Post Properties c•— c D' Fc c— P Kf�- 1 �"f=0.6 for unbraced nailed Axial Load Capacity buift up posts-0.75 for botted) Slenderness Ratio (SL) ,h,�:= 5.5•in H t:= 5.5•in SL:= h �C�,:= 0.8 I{�E:= 0.3 A:= t•h A=30.2•in2 F�E:_ �E E, F�E= 1245•psi � t.h3 4 SL2 I:= i2 I=76.3•in 2 � + FCE 1 } FCE FCE S:= I-2 S=27.7•in3 F" F" F" '"" h c c c Cp:- _ _ 'j{f 2•C 2•C C Cp=0.76 F'�:= CP F"� F'�=761•psi Pm�:= F'�A P�=23015•lb (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post ps' lf:= psf•ft �= plf•ft fH:= 9•ft '�"�'` 144 `�^"^` F�:= 460•psi C�:= 1 �= 1 �= 1 �.= 1 C�:= 1 C��:= 1 E�:= 1045000•psi " — F�Cp•Cp� F"�=460•psi 6x6 Treated Wood Post Properties �- Axial Load Ca aci ,��,'= 1.0 �Kf=0.6 for unbraced nailed p � buift up posts-0.75 for bolted) Slendemess Ratio(SL) „�,��= 5.5•in H �:= 5.5•in 5�:= h �,,:= 0.8 K�= 0.3 2 A:= t•h A=30.2•in � E' F�.�= E P�E= 813•psi t•h3 4 SL2 ,v= 12 I=763•in 2 FCE FCE FCE �= Iri S =27_7•in3 1 + — 1 + — — F"� F"� F°� � 2.0 2.0 C Kf Cp=0.85 rF�,= Cp•F"� F'�=389•psi P�= F'c A PmaX= 11760•lb (Maximum post Capacity) 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 �� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 O tion Maximum Load For 3-Zx6 HF Stud Built up Wood Post s�f:- psl �:= psf•ft 1Mb,�= plf•ft �H:= 9•ft 144 F�:= 800•psi �= 1 �= 1 �Cv�.'= 1 �= 1 C�:= 1 C�:= 1.1 �':= 1200000•psi F��_ Fc CD CFc F��c_880 ps� 3-2x6 Built Up Post Properties K�:= 1.0 �Kf=p.6 for unbraced nailed Axial Load Capacity buitt up posts-0.75 for bofted) Slendemess Ratio (SL) „�:_ (5.5)•in �= 3•(1.5)•in SL:= h �:= 0.8 I�:= 0.3 2 A:= t•h A=24.8•in E' n,v�` ��_ �CE' F�E=934•psi t.h3 4 SL2 �I,,,= — I=62.4•in 12 2 1 + FcE 1 + FcE FCE I�2 S=22.7•in3 F�� F„ F,� �' h c c c '"R'' 2.0 2.0 C Kf Cp=0.71 �F'�:= Cp F"� F'�=626•psi P��;= F'�A Pm�= 15486-1b (Maximum post Capacity) Maximum Load For 2-2x6 HF Stud Built up Wood Post �sf�:= psl l�,f:= psf•ft �= plf•ft ^H:= 9•ft 144 �:= soo•ps� ,c�,;= 1 c,�,;.= i ,c,�,;.= 1 ,ca„= i ,�,:= i ,�:= i.i E,�:= 1200000•psi " F�CD•CF� F°�=880•psi 2-2x6 Built Up Post Properties � K�:= lA (K f=0.6 for unbraced naifed Axial Load Capacity butlt up posis-0.75 for bolted) Slendemess Ratio (SL) ,�:= 5.5•in H �_ (2)•1.5•in �S�,L�:= h MC,:= 0.8 �I�,�= 0.3 2 �,A�:= t•h A= 16.5•in E' �- �CE' F�E=934•psi t•h3 4 SL2 ,I„= i2 I=41.6•in FcE FCE 2 FcE �:= I-2 S= 15.1•in3 1 + — 1 + — — h F" F" F" c c c '�" 2.0 2.0 C Kf Cp=0.71 NF'�:= Cp•F"� F'�=626•psi MP�.= F'�A P,,,�= 10324•lb (Maximum post Capacity) 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 �d Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer@centurytel.net Gig Harbor, WA 98335 O tion Maximum Load For 3-2x4 HF Stud Built up Wood Post s�f:_ psl l�f:= psf•ft �= plf•ft �H:= 9•ft 144 F�:= 800•psi �= 1 C�= 1 C�.�= 1 C�,�.= 1 �:= 1 C�:= 1.1 E':= 1200000•psi F,,�,�= Fc'CD'CFc F��-880•psi 3-2x4 Built Up Post Properties Axial Load Capacity �'- 1'0 �Kf=0.6 for unbraced nailed buitt up posts-0.75 for boRed) Slendemess Ratio(SL) ,h:= 3.5•in H ft^�.'= 3•1.5•in SL:_ — C:= 0.8 �= 03 � h � ^A:= bh A= 15.7•in2 E F�= E F�E=378•psi t h3 4 SL2 �= i2 I= 16.1•in 2 FCE �CE FcE fS:= I-2 S=9.2•tri3 1 + — 1 + — — "^ h F" F" F" c c c '°"R`� 2.0 2.0 C Kf Cp=0.38 MF'�:= Cp F"� F'�=336•psi P�= F'c A Pmax=5299�1b (Maximum post Capacity) Maximum Load For 2-2x4 HFStud Built up Wood Post s�f;= ps' i�f:- psf•ft �= plf•ft H`.= 9•ft 144 �:= 800•psi C�:= 1 �= 1 C�-.= 1 �= 1 �:= 1 �:= 1.1 E�:= 1200000•psi F�.= F�CD-Cp� F"�= 880•psi 2-2x4 Built Up Post Properties K�:= 1.0 ��=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 forbolted) Slendemess Ratio(SL) ,h:= 3.5•in H ft�,'.= (2)•1.5•in SL:_ — C:= 0.8 �= 0.3 � h � A:= t•h A= 10.5•in2 E' �= E FcE=378•psi t•h3 4 SL2 I.,— 12 I= 10.7•in 2 S:= I-2 S=6.1•in3 1 + FcE i + FcE FcE M^ h F"� F"� F"� 'C''�^= 2 C - 2 C - C •Kf Cp=0.38 NF'�:= Cp•P"� F'�=336•psi P��= F'�A Pm�=3533•lb (Maximum post Capacity) 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013 6� Myers Engineering, LLC Phone: 253-858-3248 3206 50th Street Ct NW, Ste 210-B PRO.lECT : Plan 3102 w/3 Car Email: myengineer@centurytel.ne# Gig Harbor, WA 98335 pption Maximum Load For 4x4 HF#2 Treated Post s�f;= p44 �:= psf•ft �= plf•ft H�:= 6.25•ft F�:= 1040•psi �:= 1 �= 1 �= 1 �= I �:= 1 �:= 1 E�,�.= 1235000•psi F�:= F�CD•CF� F"�= 1040•psi 4x4 Treated Wood Post Properties K�:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity buift up posts-0.75 for bolted) Slendemess Ratio (SL) ,h�:= 3.5•in H tN,.�= 3.5•in �= h �C�,:= 0.8 I��= 0.3 A:= t•h A= 12.2•in2 n�w E' �= E F�E= 807•psi I,_ t-h3 I= 12.5•in4 SL2 ""' 12 2 I•2 3 FCE FCE FCE �S:_ — S=7.1•in 1 + — 1 + — — h F"� F"� F"� 'C"�t"� 2.C 2.C C .Kf Cp=0.6 F�:= Cp•F°� F'�=622•psi �:= F'�A Pm�=7618•Ib (Maximum post Capacity) 3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2093 ��