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2835 Lateral Analysis & Beam Calcs 1 � � • es� n �a � �n i ne�ri n � �rou � � � LATERAL ANALY S I S � & B EAM CALCUI�ATION S .,� ; . .� �.. � . . . . �� OF S.FIf � � �� ,'�' o � 371.72 °��,.��GrS�rEg��1��' '� Sr�NAL E� �i�� . c c� �' y�� . I l� � IF THIS SIGNATURE IS NOT IN COLO.R, � DO NOT ACCEPT FOR PERMIT SLJSMITTAL; PROJECT: Ruegpell Plan 2835 . For Evergreen State Builders � . Qctober 16,�7 �� ,� � . z Re,�;eWes��F.� zoo5 i�;� �� o ow n s 1/ I 2006 INTERNATIONAL BTJILDING.CODE 85 MPH WIND,EXPOSURE E,I��=1.0`0 _ � SOIL SITE CLAS.S D ` � � SEISMIC DESIGN CATEGORY Di/DZ � : 1901 Center Street =�Tacoma, WA 98409 Phone 253.284-3100 ' Fax-253��-�-��8-3-, _ �: ;��: �� ._ � �;;� ` ; � : .. . � ; ; �, . . �::.�? ��.. i � � Residential Engineering Group, LLC ��+ �� PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 �'��'��' Designer:Truc nguyen DESIGN LOADS: ROOF DEAD LOADS 15 PSF Total � . .. . ROOF LIVE LOADS 25 PSF(Snow) FLOOR DEAD LOADS 15 PSF Total - . � FLOOR LIVE LOADS 40 PSF(Reducible) ' � STAIR LIVE LOADS 100 PSF ' WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X.------------------------------------------=---------------HF#2 °, BEAMS OR HEADERS 4X-6X OR LARGER----------------------------=--DF#2 LEDGERS AND TOP PLATES----------------------------------------------------HF#2 STUDS2X4 OR 2X6-------------------------------------------------------------------HF#2 . POSTS 4X4-------------------------------------------------------------------------------------------H F#2 4X6-------------------------------------------------------------------------------------------H F#2 6X6------------------------------------------------------------------------------------------DF#1 GLUED-LAMINATED(GLB) BEAM & HEADER. Fb=2,400 PSI, Fv=165 PSI, Fc(Perp)=650 PSI, E=1,800,000 PSI. PARALLAM (PSL)2.OE BEAM & HEADER. Fb=2,900 PSi, Fv=290 PSI, Fc(Perp)=750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM &HEADER Fb=2,600 PSI, Fv=285 PSi, Pc(Perp)=750 PSI, E=1,900,000 PSI. TIMBERSTRAND(LSL) 1.3E BEAM, HEADER, &RIM BOARD Fb=1,700 PSI, Fv=400 PSI, Pc(Perp) =680 PSI, E=1,300,000 PSI. � TRUSSES: � PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN ' PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITT/�L PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I-JOISTS . -FLOOR JOISTS& BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTI�UTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3%OF THE SPECIFIED JOISTS OR BEAMS. � • 10/15/2007 Residential Engineering Group, LLC . � 2835.mcd � � �-o . � , Residential Engineering Group, LLC �. . + PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � �� Tel: 253-284-3100 Fax: 253-284-3183 Etl��Ct�tCl��t�u� Designer: Truc nguyen LATERAL ANALYSIS: . � BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) . Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible: . SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. � Seismic Desiqn Data: � --Soils Site Class D(Assumed) --Seismic Design Category D�/D2 IE:= 1.0 For Seismic Use Group I occupancy(ASCE 7-05 Table 11.5-1) R:= 6.5 Light Framed Walls w/Wood Shear Panels(ASCE 7-05 Table 12.14-1) . SS := 1.58 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short-Period S1 := 0.40 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Fa:= 1.00 Site Coefficient based on Site Class&SS(ASCE 7-05 Table 11.4-1) � . F�:= 1.5 Site Coefficient based on Site Class &S� (ASCE 7-05 Table 11.4-2) W,WX Seismic Weight of Overall Structure, Seismic Weight of.Structure above Level x(LB.) Equ2tion 16-37 Sms:= Ss'Fa Sms= 1•58 � Equation 16-39 SDS= 3'Sms .SDS= 1.05 Equation 16-38 Sml �= S1'Fv Sml =0•6 Equation 16-40 SD� := 3•Sml SD� =0.4 Roof Slope Adjustment Factor: S:= i S= 1.2 , cosl atan�1�J� � Plan Area for Each Level: Plan Perimefier for Each Level: A1 := 1783ft2�S P1 := 2(40ft) + 2(43.Sft) (Upper Roof area) (Upper Floor) A2a:= 233ft2•S A2b:= 1628ft2 P2:= 2(42ft) + 2(46ft) (Lower Roof area) (Upper Floor area) (Main Floor) A3 := 492ft2 P3:= 2(SOft) +,2(46ft) (Lower roof area ) (Main Floor) . (3 car option ) (3 car option ) 10/15/2007 Residential Engineering Group, LLC ' 2835.mcd 2 . l � Residential Engineering Group, LLC �. + + PROJECT : 2835, 1901 Center Street-Tacoma, WA 98409 � ��i��+C�� Tel: 253-284-3100 Fax: 253-284-3183 ��9��"��p Designer: Truc nguyen Weight of Structure at Each Levei: Story Weight at Upper Floor: _ . Weight of floors include weight of floor w� := 15•psf•�A�� + l0�psf•5•ft•�PI� framing, flooring materiai, insulation, and 5psf for miscellaneous partition walis. Story Weight at Main Floor: w2:= 15•psf•�A2a� + 15psf•�A2b� + 10•psf-�5•ft•�P1� + Sft•�P2�� Story Weight at Main Floor. w3 := 15•psf•�A3� + 15psf-�A2b� + 10•psf•�5•ft-�P�� + Sft•�P3�� Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building F=1.2 for three-story building F:= 1.1 V `F.S�S.W�J V 7218.221b Sto Shear at U er Floor lE�= R IE= rY PP v2E�— LF•SDS•`w2J� V2E= 8158.88 Ib Story Shear at Main Floor R V3E�— `�'SDS'�W3�� V3E=gg68.261b Story Shear at Lower Floor R Total Base Shear: W:= w� + w2+ w3 + lOpsf•Sft•P3 F•SDS'W VE:= VE=25956.62 lb Equation 12.14-11 R 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd 3 � . , Residential Engineering Group, LLC ,�. . . PROJECT : 2835 - 1901 Center Street-Tacoma, WA 98409 � ��'�� Tel: 253-284-3100 Fax: 253-284-3183 �€��it�e��in�C�t�fup� Designer. Truc nguyen WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-05 SECTION.6.5 ENCLOSED BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = C h := 23.5•ft Mean Roof Height as per Sec. 6.2 I:= 1.0 Important Factor(Table 6-1). V:= 85 Wind Speed Miles per Hour(Figure 6-1). zg:= 900ft Per Table 6-2: zg = 1200ft&a= 7.0 for Exposure B Kd:_ 0.85 �Nlnd Directionality Factor(Table 6-4). a := 9.5 z9 =900ft&a=9.5 for Exposure C (a) K}, :- 2.01�h 1 Kh =0.93 Velocity Pressure Exposure Coefficient(Table 6-3). Zg) Topographic Factor(Kn)(Figure 6-4): 2-D Escarpment with building downwind of crest for Exposure C. x:= 1 ft Lh:= 1 ft H:= 1 ft z:= h y:= 2.5 µ := 4 (-Y�z) L K� := 0.85 H K� =0.85 K2:= 1 -X K2 =0.75 K3 := e h K3 =0 C Lh) µLh 2 KZt:_ �1 + K�•K2•K3� K�= 1 Internal Pressure Coefficients(Figure 6-5) GCp;:_ .18 +/- External Pressure Coefficients w/Roof Pitch =8/12 (33.7 degrees) Front to Back&8/12(33.7 degrees) Side to Side Taken from Figure 6-6 (w/G=0.85 per Section 6.5.8.1) Front to Back: Side to Side: L�:= 46ft Btb:= SOft L� =0.92 h =0.51 LSS:= SOft Bss:= 46ft Lss = 1.09 h =0.47 B� L}b Bss Lss GCpt� :_ .8 Windward Wall GCps� :_ .8 Windward Wall GCp�:_ .26 Windward Roof GCps2 :_ .24 Windward Roof GCpt� :_ -.6 Leeward Roof GCps3 :_ -.6 Leeward Roof GCpfi4:_ -.5 Leeward Wall GCps4:_ -.49 Leeward Wall Velocity Pressure( qh ) Evaluated at Mean Roof Height(h)(Equation 6-15) qh:= 0.00256•K.�,•Kn•ICd•V •I qh = 14.67 Design Wind Pressures p =qhGCp -qhGCp� (Equation 6-18) 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd � / / � ✓ . � / ,� , � ,� , '. Q+ ■. — � � ��ll III:�� 1 1 � - - - ❑� 0 u �� - _ - � � _ _ - :- . - - ___ . _ • � � � ,. � ' .� `► �:� ��h. , I � .�III/{7�. � �.. .�.��,. -��m��,. .�11�f�h._ '�11�►�III��. ,�iJi�._ � ,�im��m��.,. ��m��.. � .��i�n�m�.._ ' �� .iii��0�m��n��._ •r.u�n.�. .��I�m�l�m��., ■IIIC"-'°°-•-- D�II �� Iill��lll ' � II�III IIII�I C � � � 1111 �III u��il� 0 �i�� _� =I= _ - _ ,!r' DI� !ri' �; i i i�� i u ii��i =1 = � � iii ulu iiii , 1I�Ili UII�I ��— (ilt �II� ;i' � u��i...�.,...�.,..�i�i = -� m....,_....,_...mn �� r■�.a�o�r�u■�r��o�r�n / � �t �� • i � � � � ��7 � 0 ✓; : CO : : � � � � � i : : o � =� � o � = � .._. , .. _ � � • - �..: � �.� ..... ....... ,�:�. , i � _; •.�� ..A ,.� ■ ;) r-:��■ ��i�� „�i �a�i i��l� ;:�� :�:� -��.i ��=1=:; ��,, , �, � , �, ��' ^ vih��'t� �r,,,�* _ `�.i(T�A1' � , � �•�'Y� - --- . -- , � . — � J . , a o � ❑ � �� T f Oi�l �S� 1l3 0 0 � _ _ _ .� _ _ �� _ _ _ _ _ � � _ � I�� f 01� 6 . � L�v�� " ' Z�� i�� . PERNETp2 GRb �d�1�011� b�d'R�.fi�,A�CIa ba4'R�.TRM �� 6 0 � 0 0 , �� . . . iaar,�c ve�e�r o� . , � , a.. � • ; . .. . ; . . � � a . , �.. " +��r�r i . ,. d� ' � �. � ��d.. , �'d, . '. . �� I ��' 1� � i� � R �� !-/ � u ` � fl 4 — t -- � � , , Residential Engineering Group, LLC ,,�►, . + PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � ��`��+�� Tel: 253-284-3100 Fax: 253-284-3183 ��tt"s�ttrlC��t��u� Designer: Truc nguyen ,,., . The internal Pressures on Windward and Leeward Wails&Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this appiication. .. Front to Back: Side to Side: Pfl �= 9h'�GCpt��•psf pf� = 11.731bft� Windward Wall ps� :- qh•�GCps��•psf pS� = 11.731bft Z 1N�ndward Wall Pt2�= qh'�GCPtz�•psf p�=3.811bft 2 Windward Roof Ps2:- qh•�GCps2�•psf Ps2 =3.521bft 2 Windward Roof Pf3 �= qh'�GCpt3�'Psf Pt3 =-8.81bfc 2 Leeward Roof Ps3 �= 9h'�GCps3�'Psf Ps3 =-8.81bfc 2 Leeward Roof Pt4�= Gh'�GCpt4��Psf Pf4=-7331bft 2 Leeward Wall ps4�= Qh��GCps4�•psf Ps4=-7.191bft 2 Leeward Wall Wind Pressure at Upper Floor Wall &Roof(Front to Back): V��y:_ �Ptz—Pt3��269ft2+ �pfl —Pf4�•260•ft2 V�W=8351.5 Ib Wind Pressure at Main Floor Walls(Front to Back): V2W�_ �Pt2 —Pt3�'�'ft2+ �Pfl —Pf4��406•ft2 V2�y= 7742.161b Wind Pressure at Upqer Floor Walls&Roof(Side to Side): V3W= �Ps2 —ps3�'78ft2+ �Psl —Ps4��358ft2 V3W=7735.41 lb Wind Pressure at Main Floor Walis (Side to Side): V4w�_ �Ps2 — Ps3�•Oft2 + �pst —Ps4�•45]�ft2 VqW=8534.131b Wind Pressure at Main Floor Walls option (Side to Side): u5W= �Ps2 —Ps3�'�ft2+ �Psl —Ps4��451•ft2 Vs�r= 8534.13 lb Wind Pressure at Main Floor Walis option (Front to Back): V6W�_ �Pt2 — Pf3�'S4•ft2+ �Pfl —Pf4�'479•ft2 V6Vy=9815.441b But not less than 10 psf over the projected vertical plane. V�W= 8351.5 lb V2�r= 7742.16 lb V3W= 7735.41 lb VqW= 8534.13 lb VSW= 8534.13 Ib V6�y= 9815.441b 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd � �. , � 3� ; ---�' 1��s" S ��b � - BEDROd'7 2 MASTER BATN � (� MASTER Sl11TE �z v� Y�LC"e BOTN ' I I ��, _ � �� 4 I D� Y2 HALLWAY � 7 I I T I UTILITY I �� LL �� BEDROQ� 3 BEDROd'1 4 l� � M41'�� z•37 �-3y $$ �6 2'� t.3'1 2 3T ; 3 Sr6z��f ��27,t� �62ua UPPER FLOOR SNEAR WALL KE1' PLAN /' 1 �t� � ` Residentiai Engineering Group, LLC ,�,, . . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 ��$,��'�� Tel: 253-284-3100 Fax: 253-284-3183 � Et�C�3��i'�c��t'OUp Designer: Truc nguyen WALL AA: Story Shear due to Wind: V3�r= 7735.41 lb Story Shear due to Seismic: V�E=7218.22 Ib Bldg Width in direction of Load: Lt:= 43.5•ft Distance between shearwalls: L� := 43.5•ft Shear Wall Length: LaaW:_ (11.5 + 5 + 4.16)ft LaaW=20.66 ft Laas:= LaaW Percent fult height sheathing: o�o;_ 20.66•ft 100 %=65.26 Max Opening Height=4ft-Oin, Therefore Co:= 0.85 (31.66•ft per IBC Table 2305.3.8.2 V3W Ll VIE Ll L .2 0.7p•L•2 Wind Force: vaa:= t Seismic Force: p := 1.0 E�:= t Laa�, Laas E vaa= 187.21 Ib ft � �aa =220.24 ib ft � Eaa= 122.281b ft � aa = 143.86 Ib ft � Co Co Overturninq Moment on 31.66ft Wall: Plate Height: Pt:= 8.1•ft P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. Laa:= 20.66•ft OTM:= vaa•Laa•Pt OTM=31328.431bft W�nd Capacity=339 plf Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15�psf)�20•ft•L�+ 0.6•{l0�psf)�Pt�L� + 0.6•(lOpsf)•Oft•Laa DLRM:= WR-Laa DLRM=4878731 Ib ft 2 Holdown Force & Net Uplift: OTM -DLRM HDFaa:= HDFaa=-994.18 Ib Co'Laa Base Plate Nail Spacina (2005 NDS Tab1e11N) Anchor Bolt Spacinq(2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 5/8"Dia. Bolt(6" Embed)81-1/2" Plate Hem-Fir ZN := 122•Ib Cp:= 1.6 AS:= 860•Ib Cp:= 1.6 ZB := AS•Cp Zg= 13761b Bp:= CD ZN C� Bp=0.89 ft Per Nail As:= ZB C� As=6.25 ft Per Bolt vaa vaa Shear Wall SummaN: Wind Force: Seismic Force: B.P. NailinQ Spacinq A.B. Sqacing Holdown Force: Holdown Types: vaa -1 Eaa -1 Bp=0.89 ft As=6.25 ft HDFaa=-994.181b No Holdown - = 220.24 lb ft - = 143.86(b ft �o Co i 6d @ 8"o.c. 5/8"A.B. @ 72"o.c. 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd �D Residential Engineering Group, LLC �► « » PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � �� Tel: 253-284-3100 Fax: 253-284-3183 ��9��'��f� Designer:Truc nguyen WALL BB: Story Shear due to Wind: V3W=7735.41 lb Story Shear due to Seismic: V�E= 7218.221b Bldg Width in direction of Load: Lt:= 43.S�ft Distance between shearwalls: L� := 43.5•ft Shear Wall Length: LbbW:_ (3 + 3 + 237�4 + 2.4)ft LbbW= 17.88ft Lbbs := r3•�6 1•2 + 2.37•�4�741�4 + 2.4�4-811ft � s.i� 8.i � s.iJJ Percent full height sheathing: o�o:_ 4.74•ft 100 % =43.09 Max Opening Height=5ft-Oin, Therefore Co:= 0.70 ( 11•ft per IBC Table 2305.3.8.2 V3W I-1 ulE Ll L •2 0.7p•L•2 Wind Force: vbb �= Lbb Seismic Force: p :- 1.0 Ebb:= Lbb w s E vbb =21631 Ib ft � �bb =309.021b ft � Ebb=2213416 ft � bb =316.191b ft � Co Co Overturninq Moment on 11ft Wall: Plate Height: Pt:= 8.1•ft P1-4: 7/16"Sheathing w/8d nails @ 4"O.C. Wind Capacity=494 plf Lbb:= 4.74•ft OTM:= Ebb�Lbb�Pt OTM = 8497.971b ft Seismic Capacity= 353 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft•Lbb DLRM:= WR•L�b DLRM= 748.17 lb ft Holdown Force& Net Uplift: HDFbb:_ OTM-DLRM HDFbb=2335.69 Ib C�•Lbb Overturning Moment on 11ft Wall: Plate Height: Pt:= 8.1�ft Lhb:= 4.74•ft OTM:= Ebb'Lbb'Pt OTM= 8497.97 Ib ft Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•20•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft•Lbb DLRM:= WR•Lbb DLRM=2568.05 Ib ft 2 Holdown Force&Net Uplift: �� , HDFbb� ;= OTM-DLRM HDFbb� = 1787.2 Ib Co'Lbb 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd 11 . , Residential Engineering Group, LLC �. ,� . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � ��$��t�� Tel: 253-284-3100 Fax: 253-284-3183 �t�git��crin��up� Designer:Truc nguyen Overturninq Moment on 2.4ft Wall: Plate Height: Pt:= 8.1�ft Lbb:= 2.4•ft OTM:= Ebb'Lbb'Pt OTM=4302J71bft Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(lOpsf)•Oft�Lbb DLRM:= WR•L�b DLRM= 191.81 lb ft Holdown Force&Net Uplift: HDFbb OTM –DLRM HDFbb 24471b 2:= 2 = C o'Lbb Base Plate Nail Spacinq(2005 NDS Tab1e11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails � 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6"Embed)& 1-1/2" Plate Hem-Fir ZN := 122•Ib Cp := 1.6 AS:= 860•lb Cp:= 1.6 Zg := AS�Cp Zg= 13761b B := CD ZN C� B =0.62 ft Per Nail As:= ZB C� As=4.35 ft Per Bolt p Ebb p Ebb Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdown Force: Holdown Tvpes: vbb -I Ebb -1 Bp=0.62 ft As=435 ft HDFbb=2335.69 Ib �ST37 &ST6224 — = 309.02 lb ft — = 316.191b ft C° CO 16d @ 6"o.c. 5/8"A.B. @ 48"o.c. Holdown Tvpes: HDFbb� = 1787.2 Ib ST6224 Holdown Tvpes: HDFbb2=24471b ST6224 8 MST37 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd �Z r • Residential Engineering Group, LLC � . « PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � �'�`�� Tel: 253-284-3100 Fax: 253-284-3183 ��'��p Designer:Truc nguyen WALL CC: Story Shear due to Wind: Vl W= 8351.5 Ib Story Shear due to Seismic: V�E= 7218.22 lb Bldg Width in direction of Load: Lt:= 40�ft Distance between shearwalis: L1 := 40•ft Shear Wall Length: LccW:_ (16+ 4 + 17)ft LccW=37 ft Lccs:= LccW Percent fu�l height sheathing: o�o:= 37•ft 100 %=88.1 Max Opening Height= 3ft-Oin, Therefore C�:= 0.91 (42•ft per IBC Table 2305.3.8.2 V�W L� V�E L� L •2 0.7p•L•2 Wind Force: vcc:= ic Seismic Force: p :- 1.0 E��:= Lcc �w s E vcc= 112.86 Ib ft � vcc = 124.02 lb ft � E�� =68.28 Ib ft � �� =75.031b ft � Co Co Overturninq Moment on 42ft Wall: Plate Height: Pt:= 8.1•ft P1-6: 7/16"Sheathing w/8d nails @ 6" O.C. L��:= 37•ft OTM:= vcc•L��•Pt OTM=33823.581b ft W�nd Capacity=339 plf Seismic Capacity=242 plf Dead Load Resistin�Overturninq: WR:= 0.6(15•psf)•2•ft•L��+ 0.6•(10•psf)-Pt•L�� + 0.6•(lOpsf)•Oft•Lcc L�� DLRM:= WR•— DLRM=45587.71bft 2 Holdown Force&Net Uplift: HDFcc:= OTM –DLRM HDFcc=-34939 Ib C�•Lcc Base Plate Nail Sqacinq (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common(0.162"x3.5")Nails 8�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)8�1-1/2" Plate Hem-Fir ZN := 122•lb Cp := 1.6 As:= 860•lb Cp:= 1.6 Zg:= AS•Cp Zg = 13761b Bp:= C� ZN Cp Bp= 1.57 ft Per Nail As:= ZB C� As= 11.09ft Per Bolt vcc vcc Shear Wall Summarv: � Wind Force: Seismic Force: B.P. Nailinq Spacing A.B. Spacinq Holdown Force: Holdown Types: vcc -I Ecc -1 Bp= 1.57 ft As= 11.09ft HDFcc=-349.391b NO HOLDOWN — = 124.021b ft — =75.03 lb ft C° C° 16d @ 16"o.c. 5/8"A.B. @ 72"o.c. 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd t3 Residential Engineering Group, LLC ,�„ �� PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 ��,��n��p��, Designer:Truc nguyen WALL DD: Story Shear due to Wind: V�W= 8351.5 lb Story Shear due to Seismic: V�E=721&.22 Ib Bldg Width in direction of Load: Lt:= 40•ft Distance between shearwalls: L� := 40�ft Shear Wall Length: LddW:_ (12+ 7 + 15)ft LddW= 34ft Ldds:= LddW Percent full height sheathing: o�o:= 34•ft 100 %= 85 Max Opening Height=5ft-0in, Therefore Co:= 0.88 C40•ft) per IBC Table 2305.3.8.2 VlW L� ulE LI 0.7p� L • 2 Wind Force: vdd := Lt 2 Seismic Force: p := 1.0 Edd:= t LddW Ldds E vdd = 122.821b ft � C d = 139.56 lb ft � Edd=74.31 lb ft � Co = 84.441b ft � 0 Overturninq Moment on 40ft Wall: Plate Height: Pt:= 8.1•ft P1-6: 7/16"Sheathing wl 8d nails @ 6" O.C. Wind Capacity=339 plf Ldd:= 34�ft OTM:= vdd•Ldd�Pt OTM=33823.581bft Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft-Ldd+ 0.6•(10•psf)•Pt•Ldd+ 0.6•(lOpsf)•Oft•Ldd DLRM:= WR-L�d DLRM=38494.8 lbft 2 Holdown Force&Net Uplift: OTM–DLRM HDFdd:= HDFdd=–156.121b Co'Ldd Base Plate Nail Spacinq (2005 NDS Table11N1 Anchor Bolt Spacinq(2005 NDS Table 11E) 16d Common(0.162"x3.5") Nails &�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir ZN := 122�Ib Cp := 1.6 AS := 860•Ib Cp:= 1.6 Zg := Ay•Cp Zg= 13761b Cp•ZN•Co ZB'Co B := B = 1.4 ft Per Nail As:= As=9.86 ft Per Bolt p vdd p vdd Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdown Force: Holdown Types: vdd -I Edd -1 Bp= 1.4 ft As=9.86 ft HDFdd=-156.12 lb No Holdown — = 139.56 lb ft — = 84.441b ft C° CO 16d @ 16"o.c. 5/8"A.B. @ 72"o.c. 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd �c� R5 p'�� , �.�,c,o�' �� o.� PATID s� �s � r ` � I F.4MILT RM Y 13� � � 1 �� B � � � 3�+� �1 f�' � E � �� e �2� � 3Z I 2-CAR GARAGE � � D V�- z3 ,.�� T Y � -� ENTRY � � I '�,Z� W 3.2� I i � ,.��xG ��' �'� �-�v�u OS� � � MAIN �LOOR SNEAR UJALL KEY PLAN �a �S. Residential Engineering Group, LLC � ��,�� PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 ��r��ir��r�up Designer: Truc nguyen WALL A: Story Shear due to Wind: V4W= 8534.131b Story Shear due to Seismic: V2E= 8158.88 Ib Bldg Width in direction of Load: Lt:= 46•ft Distance between shear walls: L� := 23•ft Shear Wall Length: LaW:_ (10.5 + SJS + 4.5)ft LaW=20.75 ft La� := LaW l0�ft Max Opening Height = Oft-Oin, Therefore C�:= 1.00 Percent full height sheathing: %:_ �100 %= 100 l0�ft per IBC Table 2305.3.8.2 vaa•Laa�,+ v4W•Ll Eaa•Laati + 0.7p.v2E L1 Lt 2 Lt 2 Wind Force: �a;- Seismic Force: p :- 1.0 Ea:_ Laµ, Lati E. va= 289.22 lb ft � va -289.22 Ib ft � Ea= 190.56 lb ft-� a = 190.561b ft � Co Co Overturnina Moment on 4.5ft Wall: Plate Height: Pt:= 9.l�ft P1-6: 7/16"Sheathing w/8d nails @ 6" O.C. La:= 4.S�ft OTM:= va•La Pt OTM= 11843.41 lb ft W�nd Capacity= 339 plf Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15�psf)�20�ft�La+ 0.6•(10•psf)•2Pt•La+ 0.6•(lOpsf)�7.Sft•La �-a DLRM:= WR�— DLRM=3383.78 Ib ft 2 Holdown Force & Net Uplift: HDFa :- OTM - DLRM �Fa = 1879.92 Ib C��La Overturninq Moment on 10.5ft Wall: Plate Height: Pt:= 9.1•ft La:_ ]0.5•ft OTM:= va•La Pt OTM=27634.621bft Dead �oad Resistinq Overturninq, WR:= 0.6(15•psf)�20•ft•La+ 0.6•(10•psf)•2Pt�La+ 0.6•(lOpsf)�7.Sft•La L;� DLRM:= WR•— DLRM= 18422.771b ft 2 Hoidown Force &Net Uplift: HDFaI ;- OTM -DLRM HDFaI = 87732 Ib C��•La 10/12/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd I6 Residential Engineering Group, LLC �► ��,,�,��i PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � � Tel: 253-284-3100 Fax: 253-284-3183 `�°��YEr�� Designer: Truc nguyen Base Plate Nail Spacina (2005 NDS Table11 N) Anchor Bolt Spacinq (2005 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 ZN := 122�16 Cp:= 1.6 Ati := 860•lb Cp := 1.6 ZB := A��Cp Zg = 13761b CD'ZN'Co ZB'Co Bp:= Bp=0.67 ft Per Nail As:= As=4.76 ft Per Bolt va va Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Sqacinq A.B. Spacinq Holdown Force: Holdown Tvpes: Simspon STHD8RJ va -1 Ea -1 B =0.67 ft As=4.76 ft HDFa = 187992 lb — =289.22 lb ft — = 190.561b ft p Co Co 16d @ 8"o.c. 5/8"A.B. @ 54"o.c. Holdown Tvpes: HDFaI = 877.321b no holdown 10/12/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd l'( Residential Engineering Group, LLC ,,�,,, �� PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 ��n��,��, Designer:Truc nguyen WALL B: Story Shear due to W ind: Vq�,y= 8534.131b Story Shear due to Seismic: V2E= 8158.88 lb Bldg Width in direction of Load: Lt:= 40•ft Distance between shearwalls: L1 := 23-ft Shear Wall Length: Lb�,:= (3.25 + 3.25 + 2 + 2)ft Lb�,= 10.5 ft Lbs := L325•I 6=5 I•2 + 2 + 21ft `9.1� J 10•ft Max Opening Height=Oft-Oin, Therefore Co:= 1.00 Percent full height sheathing: %:= 100 %= 100 C 10-ft per IBC Table 2305.3.8.2 �I4W L1 V2E Ll vbb�LbbW+ L •2 Ebb�Lbbs + 0.7p- L • 2 t t Wind Force: vb:= L� Seismic Force: p := 1.0 Eb:_ Lbs E vb= 602.031b ft � �b =602.031b ft� Eb=482.291b ft 1 b =482.29 lb ft� Co Co P1-2: 7/16"Sheathing w/8d nails @ 2"O.C. Overturninq Moment on 3.25ft Wall: Plate Height: Pt:= 9.1•ft Wind Capacity=833 plf Seismic Capacity= 595 plf Lb:= 3.25•ft OTM:= vb•Lb•Pt OTM= 17804.911bft See APA Technical Topic TT-1006 Dead Load Resistinq Overturninq: "A Portal Frame with Hold Downs for WR:= 0.6(15�psf)•2•ft•Lb+ 0.6•(10•psf)•2Pt�Lb+ 0.6•(lOpsf)-6ft�Lb Enqineered Applications"(Emphasis Added) L Restraint Panel Height =9ft Maximum DLRM:= WR�2 DLRM= 861.91bft Restraint Panel Width =2ft-Oin Minimum Holdown Force &Net Uplift: Allowable Shear per Panel = 1256 Ib OTM-DLRM Shear er Panel: F (4ft�vb) HDFb:= HDFb= 5213.231b P b�= 2 C o'Lb Fb= 1204.OS Ib O.K. See Portal Frame Construction Detail on Structural Sheets for framing, Base Plate Nail Spacinp (2005 NDS Table11N) nailing and holdowns. 16d Common(0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir Anchor Bolt Spacinq (2005 NDS Table 11E) ZN := 122�Ib Cp:= 1.6 5/8" Dia. Bolt(6" Embed)&2-1/2" Plate Hem-Fir B := CD ZN C� B =032 ft AS:= 1070•lb Cp := 1.6 Zg := AS•Cp Zg = 17121b Per Nail p vb p ZB'Co As:= As=2.84 ft Per Bolt Shear Wall Summarv: � vb Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Sp�cinq Holdown Force: Holdown Types: Simspon vb -1 �b -1 ` Bp=032 ft As=2.84 ft HDFb= 5213.23(b � = 602.03 lb ft — =482.291b ft �0 C O 16d @ 4"o.c. 5/8"A.B. @ 32" o.c. ��' rf�u�� G 10/16/2007 Residential Engineering Group, LLC 2835.mcd 14 Residential Engineering Group, LLC :+� » . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 �� '��+�� Tel: 253-284-3100 Fax: 253-284-3183 ��9��9��-�E� Designer. Truc nguyen WALL C: Story Shear due to Wind: V2W= 7742.161b Story Shear due to Seismic: V2E= 8158.88 lb Bldg Width in direction of Load: Lt:= 40•ft Distance between shear walls: L� := 40�ft Shear Wall Length: LcW:_ (32)ft LcW=32 ft LcS:= LcW Percent full height sheathing: o�o:_ 10•ft 100 %= 100 Max Opening Height=Oft-Oin, Therefore Co:= 1.00 10•ft) per IBC Table 2305.3.8.2 vccLcc�,+ vZW•L� Ecc'Lccs + 0.7p•v?E L I Lt 2 Lt 2 W ind Force: vc:= Lc Seismic Force: p :– I.0 E�:= Lc w s E vc=251.46 Ib ft � vc =251.46 lb ft � E�= 168.19 Ib ft � � = 168.19 Ib ft � Co Co Overturninq Moment on 32ft Wall: Plate Height: Pt:= 9.1•ft P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. L�:= 32•ft OTM:= vc•L�Pt OTM=73226.171b ft Wind Capacity=339 plf Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft•L�+ 0.6•(10•psf)•2Pt•L�+ 0.6•(lOpsf)•lft•L� L� DLRM:= WR•� DLRM=68198.4 lbft Holdown Force &Net Uplift: HDFc := OTM –DLRM HDFc = 157.12 lb Ca•L� Base Plate Nail Spacing (2005 NDS Table11N) Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails � 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6"Embed)8�1-112" Plate Hem-Fir ZN := 122•Ib Cp:= 1.6 AS:= 860•Ib Cp:= 1.6 Zg:= AS•Cp Zg = 13761b Bp:= CD ZN C� Bp=0.78 ft Per Nail As:= ZB C� As=5.47 ft Per Bolt vc vc Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacinq Holdown Force: Holdown Tvpes: vc _� Ec -I Bp=0.78 ft As= 5.47 ft HDFc = 157.12 Ib NO HOLDOWN — =251.46 Ib ft — = 168.19 Ib ft Co Ca 16d @ 8"o.c. 5/8"A.B. @ 66"o.c. � 10/11/2007 Residential Engineering Group,LLC 2835-3 CAR.mcd lq Residential Engineering Group, LLC ,,�,, , . PROJECT : 28351 1901 Center Street-Tacoma, WA 98409 � ��,�('��'�� Tel: 253-284-3100 Fax: 253-284-3183 ��,��-��;�-p�� Designer: Truc nguyen WALL D: Story Shear due to Wind: V2Nr= 7742.16 Ib Story Shear due to Seismic: V2E=8158.88 Ib Bldg Width in direction of Load: Lt:= 40•ft Distance between shearwails: L� := 40•ft Shear Wall Length: LdW:_ (13.5 + 17.5)ft LdW=31 ft Lds:= LdW Percent full height sheathing: o�o._ � 31•ft 1,100 %=82.67 Max Opening Height=6ft-Oin, Therefore Co:= 0.8 37.5•ftJ per IBC Tabie 2305.3.8.2 V L vdd•LddW+ v2W.L1 Edd�Ldds + 0.7p• 2E I t L 2 Wind Force: vd:= Ld L 2 Seismic Force: p :- 1.0 Ed:_ � t W L E �d=259.58 Ib fc � vd =324.471b ft � Ed= 173.61 lb ft � a =217.021b ft � Co Co Overturninq Moment on 37.5ft Wall: Plate Height: Pt:= 9.1•ft P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. Wind Capacity= 339 plf Ld:= 31�ft OTM:= vd�Ld�Pt OTM = 73226.171bft Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft•Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.6�(lOpsf)•lft-Ld L DLRM:= WR�2d DLRM=64002.6 Ib ft Holdown Force &Net Uplift: OTM –DLRM HDFd:= HDFd=371.92 Ib Co'Ld Base Plate Nail Spacinp (2005 NDS Table11N) Anchor Bolt Spacinq(2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir ZN := 122•lb Cp := 1.6 AS := 860•Ib Cp:= 1.6 Zg:= AS•Cp Zg= 13761b Cp•ZN•C� ZB'Co B := B =0.6 ft Per Nail As:= As=4.24 ft Per Bolt p vd p vd Shear Wall SummaN: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdown Force: Holdown Tvpes: vd -I Ed -1 Bp=0.6 ft As=4.24 ft HDFd=371.921b NO HOLDOWN — = 324.471b ft — =217.02 fb ft C° C° 16d @ 6"o.c. 5/8"A.B. @ 48"o.c. 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd 7�0 Residential Engineering Group, LLC �. p� . . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � 1'i►�i �� Tel: 253-284-3100 Fax: 253-284-3183 ��c��c��'��p! Designer.Truc nguyen WALL E: Story Shear due to Wind: V4W=8534.131b Story Shear due to Seismic: V2�= 8158.881b Bidg Width in direction of Load: Lt:= 46•ft Distance between shear walls: . L1 := 23•ft L2:= 23ft Shear Wall Length: LeW:_ (6 + 11)ft LeW= 17 ft Les:= Lew Percent full height sheathing: o�o:= 10•ft 100 %= 100 Max Opening Height=Oft-Oin, Therefore Co:= 1.00 10•ft per IBC Table 2305.3.8.2 V4W I-1 + I-2 V2E L1 + I-2 L • 2 0.7p•L• 2 Wind Force: ve:= t Le Seismic Force: p := 1.0 Ee:= Le w s E ve=251 lb ft t ve =251 lb ft 1 Ee= 167.98 lb ft t e = 167.98 lb ft 1 Co Co Overturning Moment on 6ft Wall: Plate Height: Pt:= 9.1•ft P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. Le:= 6•ft OTM:= ve•Le Pt OTM= 13704.81bft - Wind Capacity=339 plf Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•0•ft•Le+ 0.6•(10•psf)•1Pt•Le+ 0.6•(lOpsf)•11.Sft•Le � L DLRM:= WR•e DLRM=2224.81b ft � 2 • Holdown Force &Net Uplift: OTM-DLRM HDFe := HDFe = 1913.33 Ib Co•Le Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq(2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)�1-1/2" Plate Hem-Fir ZN := 122•lb CD:= 1.6 AS:= 860•lb CD:= 1,6 Zg := AS•CD Zg= 13761b Bp:= CD ZN C� Bp=0.78 ft Per Nail As:= ZB C� As= 5.48 ft Per Bolt ve ve Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdown Force: Holdown Tvpes: ve -1 Ee -1 Bp=0.78 ft As= 5.48 ft HDFe = 1913.331b . Simspon STHD8RJ — =251 lb ft — = 167.981b ft C° C° 16d @ 8"o.c. 5/8"A.B. @ 66"o.c. � 10/15/2007 Residential Engineering Group, LLC 2835.mcd 'LI � t • . S'o q.a t'�` � �� -� �.- C2) 3/Ox6/0 FX 3/Ox6/0 S G F/11MIL7 RM. 21'x16'6 9'-0' CEILING 1 S--B- �3 BAR ��v��S e '�' � � G ,�, 0 FM O � V.T.O. 1� G � �� 3-CAR GARAGE � 30'Bx28'2 y� �dt� ��iV' r----------i I � I I -------------- � '�17PE X'G1P.BD.�LLfi � I �� I I D � I �1Gr5 nIROUG�I�tlW.L oR GERNG I � i LLMbH TO NC15E MH 76 GA STEEL I � � 110 DUCIOPEHIYfi N GM4GE �{� 1:i� �/ � 8/Ox8/0 O.H.SECTIONAL � � � 16/Ox9/0 O.H.SECTIONAL � g �.�Qtu MAIN FLOOR PLAN- OPT(ON � Residential Engineering Group, LLC �: . . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � �� Tel: 253-284-3100 Fax: 253-284-3183 En�ir��rt�u� Designer. Truc nguyen WALL B, OPTION: Story Shear due to Wind: VSW= 8534.13 lb Story Shear due to Seismic: V3E= 8868.26 Ib Bidg Width in direction of Load: Lt:= 40•ft Distance between shear wal�s: L1 := 23�ft Shear Wall Length: LbW:_ (3.25 + 3.25 + 2 + 2)ft LbW= 10.5 ft Lbs:= r3.25•(9-11�2 + 2 + 21ft L \ J J Percent full height sheathing: o�o:= 10•ft 100 %= 100 Max Opening Height=Oft-Oin, Therefore Co:= 1.00 (10•ft per IBC Table 2305.3.8.2 vbb•Lbb�,+ VSW•L1 Ebb'Lbbs + p.'7p.V3E Ll Lt 2 Lt 2 Wind Force: vb:= Lb Seismic Force: p :- 1.0 Eb:= Lb w s E vb= 602.03 lb ft� �b =602.031b ft� Eb=498.81 lb ft� b =498.81 lb ft 1 Co Co P1-2: 7/16"Sheathing w/8d nails @ 2"O.C. Overturninq Moment on 2.65ft Wall: Piate Height: Pt:= 9.1•ft Wind Capacity=833 pif Seismic Capacity= 595 plf Lb:= 2.65•ft OTM:= vb•Lb•Pt OTM= 14517.851bft See APA Technical Topic TT-100B Dead Load Resistinq Overturninq: "A Portal Frame with Hold Downs for Enpineered Applications" (Emphasis Added) WR:= 0.6(15�psf)•2•ft•Lb+ 0.6•(10•psf)•2Pt•Lb+ 0.6•(lOpsf)•6ft•Lb Restraint Panel Height=9ft Maximum L DLRM:= WR•b DLRM= 573.041bft Restraint Panel Width =2ft-Oin Minimum 2 Holdown Force &Net Uplift: Allowable Shear per Panel = 1256 Ib (4ft•vb) HDFb;- OTM-DLRM �Fb= 5262.191b Shear per Panel: pb;- 2 Co'I-b Fb= 1204.0516 O.K. See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. Base Plate Nail Spacinq(2005 NDS Table11N) 16d Common (0.162"x3.5") Nails 81-1/2" Plate Hem-Fir Anchor Bolt Spacinct (2005 NDS Table 11E) 5/8" Dia. Bolt(6" Embed)8 2-1/2" Plate Hem-Fir ZN := 122�1b Cp:= 1.6 AS := 1070•Ib CD:= 1.6 Zg:= AS•CD Zg= 17121b Bp:= CD ZN C� Bp=0.32 ft Per Nail ZB.Co vb As:= As=2.84 ft Per Bolt . vb Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. SpacinQ Holdown Force: Hoidown Tyqes: vb -1 Eb -1 BP=0.32 ft As=2.84 ft HDFb=5262.19 lb Simspon - =602.0316 ft - =498.811b ft CO CO 16d @ 4"o.c. 5/8"AB. @ 32"o.c. ��j'l��l1�6 D� 10/16/2007 Residential Engineering Group, LLC 2835.mcd 23 Residential Engineering Group, LLC ,� . * PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 ■ ��'�� Tel: 253-284-3100 Fax: 253-284-3183 ��?,�€r�;e�rir�3� ��u� Designer.Truc nguyen WALL C FOR 3CAR GARAGE OPTION: Story Shear due to Wind: V6W= 9815.441b Story Shear due to Seismic: V3E= 8868.261b Bldg Width in direction of Load: Lt:= SO�ft Distance between shear walls: L� :- 40�ft L� := 10�ft Shear Wall Length: LcW:_ (8.75 + 3.75 + 5.4)ft LcW= 17.9ft Lc, := L8.75 + 3.75��-51 + 5.41ft 9.1 J J l0�ft Max Opening Height =Oft-Oin, Therefore C�:= 1.00 Percent full height sheathing: %:_ •100 % = 100 l0�ft per IBC Table 2305.3.8.2 vcc•Lccw,+ V6W.L� + L2 Ecc'Lccti + 0.7p•v3E L� + L2 Lt 2 Lt 2 Wind Force: vc:= Seismic Force: p :- 1.0 E�:_ LcW Lcy E. vc= 507.461b ft � vc =507.46 Ib ft�� E�= 326.57 lb ft � � =326.57 lb ft � Co Ca Overturninq Moment on 3.75ft Wall: Plate Height: Pt:= 9.l�ft P1-3: 7/16" Sheathing w/8d nails @ 3"O.C. Wind Capacity=638 plf L�:= 3.75•ft OTM := vc•L�•Pt OTM = 17316.951bft Seismic Capacity-456 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2�ft•L�+ 0.6•(10•psf)•2Pt•L�+ 0.6�(lOpsf)•lft•L� L� DLRM:= WR�- DLRM=936.561bft � Holdown Force & Net Uplift: OTM - DLRM HDFc := HDFc =4368.1 lb C�yL� Base Plate Nail Spacinq (2005 NDS Table11N) Anchor Bolt Spacinq (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8�1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir ZN := 122•Ib Cp := 1.6 Ati := 860•Ib Cp:= 1.6 Zg := Ati•Cp Zg = 13761b Bp:= CD.ZN C�� Bp=0.38 ft Per Nail As:= ZB C� As= 2.71 ft P�r Bolt vc vc Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Sqacinq A.B. Spacinq Holdown Force: Holdown Tvpes: vc -I Ec -1 Bp=0.38 ft As=2.71 ft HDFc =4368.1 Ib STHDI4RJ � - =507.46 Ib ft - =326.57 Ib ft C� C� 16d @ 4"o.c. 5/8"A.B. @ 32"o.c. 10/12/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd � Residential Engineering Group, LLC „� �� PROJECT : 2835i 1901 Center Street-Tacoma, WA 98409 � Tet: 253-284-3100 Fax: 253-284-3183 Desi ner: Truc n u en ��c��r��;it��t�� 9 9 Y WALL E. OPTION: Story Shear due to Wind: VSW= 8534.13 lb Story Shear due to Seismic: V3E= 8868.261b Bldg Width in direction of Load: Lt:= 46�ft Distance between shearwalls: L� := 23•ft L2:= 23ft Shear Wall Length: LeW:_ (6 + 11 + 10)ft LeW= 27 ft Les := LeN, Percent fuil height sheathing: o�o:_ IO�ft 100 %= 100 Max Opening Height=Oft-Oin, Therefore C�,:= 1.00 C 10•ft) per IBC Table 2305.3.8.2 VSW L� + L2 V3E L1 + L2 0.7p• L • 2 Wind Force: ve:= Lt 2 Seismic Force: p := 1.0 Ee:= t LeW Les ve= 158.04 Ib ft � Ve = 158.04 Ib ft � Ee= 114.96 lb ft � Ee = 114.961b ft � Co Co Overturninq Moment on 6ft Wall: Piate Height: Pt:= 9.1•ft P1-6: 7I16" Sheathing wl 8d naiis @ 6"O.C. Wind Capacity=339 pif Le:= 6�ft OTM := ve�Le Pt OTM = 8628.95 ibft Seismic Capacity= 242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15�psf)�O�ft�Le+ 0.6�(l0�psf)�1Pt�L�+ 0.6•(lOpsf)•11.Sft•Le L� DLRM:= WR�2 DLRM=2224.8 Ib ft �. Holdown Force& Net Uplift: � OTM —DLRM HDFe := HDFe = 1067.36 lb C��•Lt Overturninq Moment on 10ft Wail: Plate Height: Pt:= 9.l�ft . � Le:= 10•ft OTM := ve•Le Pt OTM = 14381.591bft � Dead Load Resistinq Overturninq: WR:= 0.6(IS�psf)•12•ft�Le+ 0.6�(l0�psf)�1Pt�Le+ 0.6�(lOpsf)�Oft�Le L DLRM:= WR��e DLRM= 8]301bft Holdown Force & Net Uplift: OTM —DLRM � HDFeI := HDFeI = 625.161b Co'Le 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd .� � Residential Engineering Group, LLC � PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � �� Tel: 253-284-3100 Fax: 253-284-3183 ��.t��rs�sfr��art�u� Designer:Truc nguyen z Overturninq Moment on 11.5ft Wall: Plate Height: Pt:= 9.1•ft Le:= l l.�•ft OTM := ve•Le Pt OTM = 16538.821bft Dead Load Resistinq Overturninq: .�,'�,�'-• WR:= 0.6(15•psf)•0•ft•Le+ 0.6•(10•psf)•1Pt•Le+ 0.6•(lOpsf)•llft•Le • . L� DLRM:= WR�� DLRM= 7974.68 Ibft Holdown Force & Net Uplift: � OTM — DLRM HDFe2 = 744.71 lb HDFe� :_ Co'Le Base Plate Naii Spacinq (2005 NDS Table11 N) Anchor Bolt Spacinq (2005 NDS Table 11 E� 16d Common (0.162"x3.5") Nails & 1-112" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) & 1-112" Plate Hem-Fir ZN :- 122�1b Cp := 1.6 A�:= 860-Ib Cp := 1.6 Zg := Ay•Cp Zg = 137616 CD'ZN�Co ZB CO Per Bolt B :- Bp= 1.24 ft Per Nail As:_ \e As= 8.71 ft � ve � Shear Wall Summary: � Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdawn Force: Holdown Types: Simspon STHD8RJ ve = 15R.04 Ib ft � E� = 114.96 Ib ft � Bp= 1.24 ft As= 8.71 ft HDFe = 106736 Ib �O CO 16d @ 12"o.c. 5/8"A.B. @ 72"o.c. Holdown Tvpes: HDFeI =625.1b1b NO HOLDOWN Holdown Tvpes: HDFe2 =744.71 Ib NO HOLDOWN 1 011 1/2007 Residential Engineering Group, LLC 2835-3 CAR.mCd Z�O Residential Engineering Group, LLC .�►. . . PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 � ��'�� Tel: 253-284-3100 Fax: 253-284-3183 ��-�� Designer: Truc nguyen WALL F: Story Shear due to Wind: V61,,�=9815.4416 Story Shear due to Seismic: V3E= 8868.26 Ib Bidg Width in direction of Load: Lt:= 50•ft Distance between shear walls: L� := 10•ft Shear Wall Length: LfW:_ (22)ft Lfw=22 ft Lfs:= LfW 10•ft Max Opening Height=Oft-Oin, Therefore C�:= 1.00 Percent fuli height sheathing: %:_ •100 %= 100 10•ft per IBC Table 2305.3.8.2 uGW Lt V3E L( L •2 0.7p�L•2 Wind Force: vf := Lf Seismic Force: p :- 1.0 Et:= Lft w s E vf =44.62 lb ft � vf =44.621b ft � E f=28.22 lb ft 1 f =28.22 Ib ft � Cp Co Overturning Moment on 22ft Wall: Plate Height: Pt:= 9.1�ft P1-6: 7/16"Sheathing w/8d nails @ 6"O.C. Lt:= 22•ft OTM:= vf•Lf•Pt OTM= 8932.05 ibft W�nd Capacity= 339 plf Seismic Capacity=242 plf Dead Load Resistinq Overturninq: WR:= 0.6(15•psf)•2•ft•L{-+ 0.6•(10•psf)•2Pt•Lf+ 0.6•(lOpsf)•Oft•Lf Lp DLRM:= WR•— DLRM=30782.4 lbft 2 Holdown Force & Net Uplift: HDFf := OTM -DLRM HDFf=-993.2 Ib Co•Lt Base Plate Nail Spacinq {2005 NDS Table11N1 Anchor Bolt Spacina (2005 NDS Table 11E) 16d Common (0.162"x3.5") Nails 8� 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) 8�1-1/2" Plate Hem-Fir ZN := 122�Ib Cp := 1.6 AS := 860•Ib Cp:= 1.6 Zg := AS�Cp Zg = 13761b B := CD ZN C� B =438 ft Per Nail As:= ZB C� As=30.84 ft Per Bolt p vf p vf Shear Wall Summarv: Wind Force: Seismic Force: B.P. Nailinq Spacinq A.B. Spacinq Holdown Force: Holdown Types: vf _1 �f -t B =438 ft As= 30.84ft HDFf=-993.21b NO HOLDOWN — =44.621b ft — =28.22 Ib ft p C� C� 16d @ 16"o.c. 5/8"A.B. @ 72"o.c. 10/11/2007 Residential Engineering Group,LLC 2835-3 CAR.mcd n;2� 4xB'DFR 4xB'DF�! 4�DF4 4x10'DF'2 --�--� - - -- C LL �m� Y% � ' , I ( � � � I I I ^ z I 0 0 i � I � I v � I ^ o r Z J r �- V J U < O Z 0 r ti " �� a < m Y W � Q N � �l ~ K � � W� � W W �I� I( 0� �� 0� �� r �I/ \\I " Z �I /\ I � I I ? 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Date �0!E Z-! ��_ ' ' Title: Job# Dsgnr: Date: 11:49AM, 12 OCT 07 Description: Scope: Re�: saoaao User KW-0605873,Ver 5.8.0,1-Dec-2003 General Timber Beam Zg35-3.ecw:Calalations (c)198&2003 ENERCALC Enginaering Soflware Description 1.Window header over M.bath General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined SectionName 4x10 CenterSpan 5.00ft ... ..Lu O.00ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixiry Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 315.00#/ft LL 524.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio o.sa2 : � Maximum Moment 2.s k-ft Maximum Shear" 1.5 2.2 k Allowable 4.2 k-ft Allowable 3.5 k Max.Positive Moment 2.64 k-ft at 2.500 ft Shear: @ Left 2.12 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.018 in Man.M allow 4.19 @ Right 0.000 in Reactions... fb 635.86 psi fv 68.23 psi Left DL 0.81 k Max 2.12 k Fb 1,006.25 psi Fv 109.25 psi Right DL 0.81 k Max 2.12 k Deflections Center Span... Dead Load To al Load Left Cantilever... Dead Load Total Load Deflection -0.012 in -0.032 in Deflection 0.000 in 0.000 in ...Location 2.500ft 2.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,889.5 1,862.10 RightCantilever... Camber(using 1.5`D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.018 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 30 Title: Job# Dsgnr: Date: 11:49AM, 12 OCT 07 Description: Scope: Rev: 580000 ��:Kw-ososa�3,��5.e.o,,-o�2oa� General Timber Beam (c)1983-2003 ENERCALC Engineering Software 283S3.ec.w:Calculations Description 2. Window header at M. Bedroom Generai Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � Center DL 315.00#/ft LL 525.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio o.sss : � Maximum Moment 1.7 k-ft Maximum Shear* 1.5 �.s k Allowable 2•6 k-ft Allowable 2.a k Max.Positive Moment 1.69 k-ft at 2.000 ft Shear: @ Left 1.69 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.69 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.016 in Max.M allow 2.57 @ Right 0.000 in Reactions... fb 661.99 psi fv 70.39 psi Left DL 0.64 k Max 1.69 k Fb 1,006.25 psi Fv 109.25 psi Right DL 0.64 k Max 1.69 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.010 in -0.027 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,620.8 1,752.35 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.016 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 3� � Title: Job# Dsgnr: Date: 11:49AM, 12 OCT 07 Description : Scope: Rev: 580000 User:KW-060.�i873,Ver5.8.0,1-Dec�2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 2835-3.ecw:Calculations Description 3. Garage door header Generai Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x12 Center Span 16.00 ft . ....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . ...Lu 0.00 ft Member Type Sawn Dougias Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi WoodDensity 32.500pcf E 1,600.Oksi Full Length Uniform Loads Center DL 53.00#/ft LL 88.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0�775 : 1 Maximum Moment a.s k-� Maximum Shear* 1.5 1.6 k Allowable 6.2 k-ft Allowable 4.3 k Max. Positive Moment 4.80 k-ft at 8.000 ft Shear: @ Left 1.20 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.20 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.206 in Max. M allow 6.19 @ Right O.00Oin Reactions... fb 779.60 psi fv 40.56 psi Left DL 0.50 k Max 1.20 k Fb 1,006.25 psi Fv 109.25 psi Right DL 0.50 k Max 1.20 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.137 in -0.333 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,398.0 577.23 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.206 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 3z Title: Job# , Dsgnr: Date: 11:49AM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,t-Deo-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 2835-3.ecw:Calculations Description 4. Cover porch General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base ailowables are user defined Section Name 4x8 Center Span 12.00 ft .. . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ... .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .. . ..Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur.Factor 1.150 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Aliow 405.0 psi Wood Density 32.500pcf E 1,300.0 ksi Full Length Uniform Loads Center DL 38.00#/ft LL 63.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0�769 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 o.s k Allowable 2•� k-ft Allowable 2z k Mvc.Positive Moment 1.92 k-ft at 6.000 ft Shear: @ Left 0.64 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.212 in Max.M allow 2.50 @ Right 0.000 in Reactions... fb 751.86 psi fv 34.22 psi Left DL 0.26 k Max 0.64 k Fb 977.50 psi Fv 86.25 psi Right DL 0.26 k Max 0.64 k Deflections Center Span... Dead Load Total Load Left Gantilever... Dead Load Total Load Deflection -0.141 in -0.345 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,019.9 417.87 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.212 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ;3 4 X 30 P�T. 4 X 30 P.T. � � � � "' 60 � � � � � � � a • e -—_�ZX TREATED LEDGER � r___ __ 4x10'DFR 4x10'DF l 4xm'DF4_4xlm'DP! �i OXIO'DF4 41tI�� _'�- p� 4 a z � � 1 � � � � � o � o � �, � � , 0 0 N LL 'p IJL �iI ' m � mm x� � � x� � � � p�l w F "' � '-� e a 0 � F m � � M i� �q m � 4xa DF�!!L ) C Q! 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Deck joist General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x10 Center Span 10.00 ft .. . ..Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft . . ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 720.0 psi Load Dur.Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Allow 330.0 psi Repetitive Member Wood Density 32.500 pcf E 1,040.0 ksi Full Length Uniform Loads Center DL 16.00#/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever Dl #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.611 : � Maximum Moment o.s k-fl Maximum Shear" 1.5 0.5 k Allowable 1.5 k-ft Allowable �.o k Max. Positive Moment 0.90 k-ft at 5.000 ft Shear: @ Left 0.36 k Max. Negative Moment 0.00 k-ft at 10.000 ft @ Right 0.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.063 in Max.M allow 1.48 @ Right O.00Oin Reactions... fb 505.82 psi fv 33.06 psi Left DL 0.10 k Max 0.36 k Fb 828.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.36 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.042 in -0.158 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,868.3 760.77 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.063 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 2G Title: Job# � Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: rte�: se0000 User:KW-0605873,Ver5.8.0,1-Dea2003 General Timber Beam (c)1963-2003 ENERCALC Engineering Software 28353.ecw:Calculations Description 6. Deck beam General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 9.00 ft .. .. .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .... .Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 720.0 psi Load Dur.Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Aliow 330.0 psi Wood Density 32.500pcf E 1,040.0 ksi Fuil Length Uniform Loads Center DL 60.00#/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.00ft, Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0•9� : 1 Maximum Moment 2.�k-� Maximum Shear* 1.5 1.5 k Allowable 3.0 k-ft Allowable 2.4 k Max.Positive Moment 2.71 k-ft at 4.500 ft Shear: @ Left 1.20 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.20 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.062 in Max.M allow 2.99 @ Right O.00Oin Reactions... fb 650.71 psi fv 46.37 psi Left DL 0.30 k Max 1.2p k Fb 720.00 psi Fv 75.00 psi Right DL 0.30 k Max 1.20 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.041 in -0.164 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,609.6 657.08 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.062 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �7 � ' Title: Job# Dsgnr: Date: 3:51 PM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,1-Dea2003 General Timber Beam (c)t9832003 ENERCALC Engineering Soflware 2835-3.ec.w:Cala�lations Description 7. Door Header at kitchen General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 3.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Ailow 875.0 psi Load Dur.Factor 1.000 Fv Allow 85.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500pcf E 1,300.Oksi Fuli Length Uniform Loads Center DL 485.00#/ft LL 1,025.00 #lft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #fft Summary Beam Design OK Span=3.00ft, Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.605 ; � Maximum Moment �.� k-� Maximum Shear" 1.5 1.7 k Allowable 3.6 k-ft Allowable 2.$ k Max.Positive Moment 1.71 k-ft at 1.500 ft Shear: @ Left 2.28 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.004in Max.M allow 3.64 @ Right O.00Oin Reactions... fb 410.40 psi fv 51.46 psi Left DL 0.74 k Max 2.28 k Fb 875.00 psi Fv 85.00 psi Right DL 0.74 k Max 2.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.009 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 12,041.1 3,906.86 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.004 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 3� ��jX� � 8 .Upper floor joist TJ-Beam�6.25 Serial Nu�r�355�0� 11 7/8�� TJ 10110 16�� Ci @ User.2 10/12/2007 12:23:39 PM Page1 EngineVersion:625.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED � t , ,� � ,��. � $�'��8��'ST7A IS��T�:@jF�UB�. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UpIift/Total 1 Stud wall 3.50" 2.25" 480/144/0/624 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board� 2 Stud wall 3.50" 2.25" 480/144/0/624 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board� -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):A3: Rim Board. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 610 -604 1560 Passed (39%) Rt.end Span 1 under Floor loading Vertical Reaction(Ibs) 610 610 1018 Passed(60%) Bearing 2 under Floor loading Moment(Ft-Lbs) 2680 2680 3015 Passed(89%) MID Span 1 under Floor loading Live Load Defl(in) 0.415 0.440 Passed(U508) MID Span 1 under Floor loading Total Load Defl (in) 0.540 0.879 Passed (U391) MID Span 1 under Floor loading TJPro 31 Any Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Structurwood Edge(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 2' 10"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32" Structurwood Edge(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: PLAN 2835/3 truc nguyen Cascade Residential Design, Inc. tng uyen@cascaderd.com Copyright m 2006 by Trus Joist, a Weyerhaeuser Business TJI� and TJ-Seam� are registered trademarks of Trus Joist. e-I Joist",Pro°i and TJ-ProTM are trademarks of Tzus Joist. =Q ' - Title: Job# Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,1-Dec-200:i General Timber Beam (c)1983-2003 ENERCALC Engineering Soflware 283S3.acw:Calculations Description 9. Upper floor beam over hallway General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x12 Center Span 7.00 ft . . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ... .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Dougias Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Len th Uniform Loads Center DL 230.00#/ft LL 500.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=7.00ft,Beam Width=3.500in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio �� : 1 Maximum Moment 4.5 k-ft Maximum Shear* 1.5 2.s k Allowable 5.a k-� Allowable 3.7 k Max.Positive Moment 4.53 k-ft at 3.500 ft Shear: @ Left 2.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.59 k Max @ Left Support 0.00 k-ft Camber: @ Left O.00Oin Max @ Right Support 0.00 k-ft @ Center 0.029 in Max.M allow 5.38 @ Right 0.000 in Reactions... fb 735.60 psi fv 72.51 psi Left DL 0.84 k Max 2.59 k Fb 875.00 psi Fv 95.00 psi Right DL 0.84 k Max 2.59 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.019 in -0.060 in Defledion 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,325.0 1,398.31 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.029 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in a'0 Title: Job# � Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 58�00 �s�:��3,Ver5.8.0,1-Deo-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Sofiware 2635-3.ecw:Calculations Description 10. Upper floor beam over stair& Dining room General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base ailowables are user defined Section Name MicroLam:3.5x11.875 Center Span 15.00 ft .... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Aflow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 32.500 pcf E 1,900.0 ksi Full Length Uniform Loads ' Center DL 164.00#/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=15.00ft,Beam Width=3.500in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.��5 ; � Maximum Moment 12.8 k-ft Maximum Shear" 1.5 4.4 k Allowable �7•8 k-ff Allowable 11.8 k Max.Positive Moment 12.75 k-ft at 7.500 ft Shear: @ Left 3.40 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.319 in Max.M allow 17.82 @ Right 0.000 in Reactions... fb 1,860.17 psi fv 107.01 psi Left DL 1.30 k Max 3.40 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.30 k Max 3.40 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.213 in -0.556 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 845.8 323.46 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.319 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �� Title: Job# Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 User KW-0605873,Ver5.8.0,1-Dea2003 General Timber Beam (c)19632003 ENERCALC Engineering Soflware 2835-3.ecw:Calculations Description 11. Upper floor beam over Garage General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name MicroLam:3.5x11.875 Center Span 11.00 ft .... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . ... .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Densiry 32.500 pcf E 1,900.0 ksi Full Length Uniform Loads Center DL 138.00#/ft LL 460.00 #/ft Left Cantilever DL #!ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.00ft, Beam Width=3.500in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.515 ; � Maximum Moment s.2 k-tt Maximum Shear* 1.5 4.1 k Allowable »•$ k-ft Allowable 11.8 k Max.Positive Moment 9.19 k-ft at 5.500 ft Shear: @ Left 3.34 k Max.Negative Moment 0.00 k-ft at 11.000 ft @ Right 3.34 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.078 in Max.M allow 17.82 @ Right 0.000 in Reactions... fb 1,340.15 psi fv 99.34 psi Left DL 0.81 k Max 3.34k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.81 k Mau 3.34 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.052 in -0.216 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,523.1 612.23 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.078 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 42 Title: Job# � Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 ��:��3,�e�s.8.o,,-o�zo� General Timber Beam (c)1983-2003 ENERCALC Engineering Software 2835-3.ecw:Calculations Description 12. Upper floor beam over Garage support girder truss General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6.75x21 Center Span 21.00 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft . . ...Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixiry Pin-Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 1,800.Oksi Trapezoidal Loads #1 DL @ Left 533.00 #/ft LL @ Left 935.00 #/ft Start Loc 0.000 ft DL @ Right 533.00 #/ft LL @ Right 935.00 #/ft End Loc 10.500 ft #2 DL @ Left 233.00 #/ft LL @ Left 435.00 #/ft Start Loc 10.500 ft DL @ Right 233.00 #/ft LL @ Right 435.00 #/ft End Loc 21.000 ft Point Loads Dead Load 4,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=21.00ft,Beam Width=6.750in x Depth=21.in,Ends are Pin-Pin Max Stress Ratio o.ssa : � Maximum Moment 84.8 k-ft Maximum Shear* 1.5 20.� k Allowable 99•2 k'� Allowable 34.0 k Max.Positive Moment 84.79 k-ft at 10.500 ft Shear: @ Left 15.95 k Max.Negative Moment 0.00 k-ft at 21.000 ft @ Right 11.75 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.536 in Max.M allow 99.22 @ Right O.00Oin Reactions... fb 2,050.78 psi fv 142.12 psi Left DL 7.44 k Max 15.95 k Fb 2,400.00 psi Fv 240.00 psi Right DL 5.87 k Max 11.75 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.357 in -0.677 in Deflection 0.000 in 0.000 in ...Location 10.332 ft 10.248 ft ...Length/Defl 0.0 0.0 ...Length/Defl 705.3 372.08 Right Cantilever... Camber(using 1.5*D.L.Defl)... 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' ---- I _ _ _ �-- I - - -- -*---- ,- ,_ . _ � I - I � I---I _��__ 1.----I- I- � I _-II�__ _' I ' r_ �..._ �. �_ ; � I i i � I i '� �� j � i � � I — ' 1 --i-- ' - � __ _� _ , -- �- - � , I i i , � i � � i I ; i � I , i , , � i � - '--- . .._ _ � �-^----*--i- 1--i�-__ 1 _F_-_,------�---�--- -{- --- -- - - , _�.__ , l. � �_. � . .!_. -.._ __._.I'I_ . �-- F.__......� �,..__ _ .' . I . ..__ ,- -. _. . ' . _ _ � I � i � i , � , � _ i ; ; ' i I �I ' l : _ , ! I r--- � --- -- � i ..---i _ __. . - ---.... _ _. _.. . .. ' . ..------,.__. . i r 7 -i , � ; �-- � ; � , I ' � � �� i i �' � � � ' � � � � �� Job Name Z�3��-- Job Number- ---------.----- Location�j�.e/L.�� __ ` ��. � �.�/1 Sheet __of __.----__----__ r p ,� Technical Representative_ _ By �_'V . Date �� '��_^'�7 ' Title: Job# Dsgnr: Date: 6:OOPM, 15 OCT 07 Description: Scope: Rev: 580000 User KW-0605873,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Soflware 2835�3,ecw:Calculations Description 13. Upper floor beam over cover porch General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user define� Section Name MicroLam:3.5x11.875 Center Span 12.00ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever 3.00ft ... ..Lu 0.00 ft Member Type Truss Joist-MacMillan, MicroLam 1.9 E Bm UVt.Added to Loads Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 32.500pcf E 1,900.Oksi Trapezoidal Loads #1 DL @ Left 136.00 #/ft LL @ Left 123.00 #/ft Start Loc 0.000 ft DL @ Right 136.00 #/ft LL @ Right 123.00 #/ft End Loc 12.000 ft #2 DL @ Left 235.00 #/ft LL @ Left 277.00 #/ft Start Loc 12.000 ft DL @ Right 235.00 #/ft LL @ Right 277.00 #/ft End Loc 15.000 ft Point Loads Dead Load 2,335.0 Ibs Ibs Ibs Ibs ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 15.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=12.00ft,Right Cant=3.00ft,Beam Width=3.500in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.525 ; � Maximum Moment -9.a k-� Maximum Shear* 1.5 5.1 k Allowable 17.8 k-ft Allowable 11.8 k Max.Positive Moment 1.63 k-ft at 3.480 ft Shear: @ Left 0.93 k Max.Negative Moment -8.10 k-ft at 12.000 ft @ Right 3.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -9.35 k-ft @ Center 0.106in Max.M allow 17.82 @ Right 0.244 in Reactions... fb 1,364.16 psi fv 122.66 psi Left DL 0.20 k Max 0.93k Fb 2,600.00 psi Fv 285.00 psi Right DL 4.62 k Max 6.29 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.071 in 0.024 in Deflection 0.000 in 0.000 in ...Location 7.860 ft 9.720 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,037.8 5,945.61 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection -0.163 in -0.195 in @ Center 0.106 in ...Length/Defl 441.9 369.3 @ Left 0.000 in @ Right 0.244 in �� ,� �j� ,��j�` � CANTILEVER JOIST i,,, TJ-Beam�6.25 Serial Num��.�;��5� 11 718" TJ 10110 @ 16" o/c User:2 10l15/2007 5:29:16 PM Page1 EngineVersion:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LIY��IIYa'ii�#{J!M�iFy � � � � � r b ��' �-. �r--b P"rY►c��t#DiBgt�'t i��G�R4#�p1a�i« LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100°/a duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 0 266 15' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other �dth Length Live/Dead/UpIiff/Total 1 Stud wall 3.50" 2.25" 322/18/-5/340 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board� 2 Stud wall 3.50" 3.50" 501 /488/0/989 E1: Blocking 1 Ply 11 7/8"TJI�110 -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):A3: Rim Board,E1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 484 474 1716 Passed(28%) Right OH under Floor loading Vertical Reaction(Ibs) 989 989 1935 Passed(51%) Bearing 2 under Floor loading Moment(Ft-Lbs) -1180 -1180 2261 Passed(52%) Bearing 2 under Floor ALTERNATE span loading Live Load Defl(in) 0.089 0.291 Passed(U999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl(in) 0.084 0.315 Passed(2U901) Right OH under Floor ALTERNATE span loading TJPro 55 Any Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240).Additional checks follow. -Right Overhang:(LL:0.200",TL:2U240). -Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See literature detail(PB1)for clarification. -Deflection anatysis is based on composite action with single layer of 19/32"Structurwood Edge(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'3"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32" Structurwood Edge(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. PROJECT INFORMATION: OPERATOR INFORMATION: PLAN 2835 truc nguyen Cascade Residential Design, Inc. tng uyen @cascaderd.com Copyright O 2006 by Trus Joist, a Weyerhaeuser Business � TJI� and TJ-Beam� are registered trademarks of Trus Joist. e-I JoistTM,Pro�' and TJ-Pro° are trademarks of Trus Joist. L�1 � ' Title: Job# Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,1-Deo2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 283S3.ecw:Calculations Description 14a. Upper floor beam over Garage General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name MicroLam:3.5x11.875 Center Span 21.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever 6.00ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 32.500 pcf E 1,900.0 ksi Full Length Uniform Loads Center DL #/ft LL #/ft Left Cantilever DL 164.00#/ft LL 180.00 #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 137.00 #/ft LL @ Left 115.00 #/ft Start Loc 10.500 ft DL @ Right 137.00 #/ft LL @ Right 115.00 #/ft End Loc 21.000 ft Summary Beam Design OK Span=21.00ft,Left Cant=6.00ft,Beam Width=3.500in x Depth=11.875in, Ends are Pin-Pin Max Stress Ratio o.ao2 : � Maximum Moment 7.2 k-ft Maximum Shear* 1.5 2•� k Allowable 17.8 k-ft Allowable 11.8 k Ma�c. Positive Moment 7.16 k-ft at 13.569 ft Shear: @ Left 2.08 k Max. Negative Moment -3.12 k-ft at 0.000 ft @ Right 1.93 k Max @ Left Support -6.36 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.327in Max.M allow 17•82 Reactions... @ Right O.00Oin fb 1,044.12 psi fv 64.00 psi Left DL 1.65 k Max 3.18 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.03 k Max 1.93 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.218 in -0.490 in Deflection -0.000 in -0.303 in ...Location 12.385 ft 11.846 ft ...Length/Defl 1149,481.8 475.8 ...Length/Defl 1,154.6 514.58 Right Cantilever... Camber(using 1.5•D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.327 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 4a Title: Job# � Dsgnr: Date: 4:05PM, 12 OCT 07 Description: Scope: Rev: 5800� User.KW-0605873,Ver5.8.0,1-Dea2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 283S3.ecw:Calculations Description 14b. 3rd car garage option door header General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x12 Center Span 8.00 ft . .. ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 173.00#/ft LL 288.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth=11.25in, Ends are Pin-Pin Max Stress Ratio o.so� : � Maximum Moment 3.8 k-ft Maximum Shear* 1.5 2.2 k Allowable 6.2 k-ft Allowable 4.3 k Max.Positive Moment 3.76 k-ft at 4.000 ft Shear: @ Left 1.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.88 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.038 in Max.M allow 6.19 @ Right O.00Oin Reactions... fb 611.00 psi fv 54.99 psi Left DL 0.73 k Max 1.88 k Fb 1,006.25 psi Fv 109.25 psi Right DL 0.73 k Max 1.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.065 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,805.4 1,473.03 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.038 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 11A � Title: Job# Dsgnr: Date: 4:03PM, 12 OCT 07 Description: Scope: Re�: se0000 User.KW-0605873,�a�5.e.o,1-Deo-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 283S3.ecw:Calwlations Description 14c. upper floor beam for 3rd car garage option General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name MicroLam:3.5x11.875 Center Span 18.00 ft . .. ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Bm Wt.Added to Loads Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi Wood Density 32.500 pcf E 1,900.0 ksi Full Len th Uniform Loads Center DL 122.00#/ft LL 90.00 #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL #/ft LL #!ft Point Loads Dead Load 11,749.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=18.00ft,Beam Width=3.500in x Depth=11.875in, Ends are Pin-Pin Max Stress Ratio 0.503 ; � Maximum Moment 9.0 k-ft Maximum Shear* 1.5 2.� k Allowable� ��•$ k-� Allowable 11.8 k Max. Positive Moment 8.97 k-ft at 9.000 ft Shear: @ Left 1.99 k Max. Negative Moment 0.00 k-ft at 18.000 ft @ Right 1.99 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.502in Max.M allow 17.82 @ Right O.00Oin Reactions... fb 1,307.95 psi iv 64.43 psi Left DL 12.93 k Max 13.74k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.18 k Max 1.99 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.334 in -0.563 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 646.0 383.35 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.502 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in �h f.BA. F9A F.BIl r—� r—� r—� L J 9'-3' 9'-3' a' CONC. SLAB OVER �0 4' GRANULAR FILL � 0 40'-0' o 8'-0' 26'-0' 6'-0' '-0' r--'� 6x16' FDN. VENT CTYPJ ________ ___ ___________ ____________________________, � � Ir______L--J ------------------------------- -----, � � � I F.B.O. u � � i � � I I I M I � IL�--- � I � . DBL. JOISTS �� I 1 I � � l e ni e�uc�v��EEN � � I, N I � vAPUR BARRIER " I I �o I I I yll � � �(U � I � a' � � j o �0 � ' ` x '�� q II I i �� I� -0' 3'-0' 3'-2" 3'-2' 3��' 4� 4'-4' 6'-0' 6'-0' „ 5'-0' �z � � � �u I i � �p �p �� BL. 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SLAB OVER � � � I � �p ' I I 4' GRANULAR FII.L i i � i L_ I I � ----------------- -------� �i I I I NI I I I ____________________ _______� 2��--- ---J24 -4' 8'-0" -4. 2'-7�� 16'-3, 2'-72, 12'-8' S'-10' 21'-6' 40'-0' FOUNDATfON PLAN 1/4'=1'-0' NOTE:ALL 50LID 5ALLN BEAhIS 10 BE DF•1 OR 6ETTER �_ �.�sC�E , , �� .� � �� . 3 lEi•i 3�� Residential Design,�nc. `�'��,,'� ;'�'` �'��":'� � �� . � __--------------- ._.__ _.^...___ _,._._ .._ ,- .. .._ . _- -_. .._ � ' ' � I '� , � � � � I -';_ '�__. . ,_ �___ _.___ 2.� ,. : . - - , .. _ .. . , � i � � 1_ ;... . %_ I. � ' �. _ .�._� �_; .- �R, __.;_ _.�.�,. t'6 _ � � � eu — ; �---- ' �.�-�.,�- �0 �� Z-j�' z, ; '=''. �3#_ ; , , , _ , I � � - T---- � � � � 1� ; ; i � i � � ' / � � � � ��,,g '.T.��;l. -�_ __ _ - _ ---- -.--.-- � _� T--_ ._, , � _ , ��_� �6 0. ., �--- 1� __ . _ , ' , ; � � � � l '' ' i ! ' ' ' ; ' � I � � i I � i ; � ; --�---� -- . * 2 ` 'f d 'f ,.... as- 4� �. � , I �� '�. ��. 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' � ' ' i ' --�--�------�-- '�----f-- I i - I ---I.--- -----I - ', --- - ---. , ;_ ,._ � ;_ . i ; i I � i ! � � f � , � �� , _ �� ; I � j ' ..._, , l_--�� ..__.. _ _ __._ ' .. __ i_ _.. i_ ._ .__ � .._._.. __ . , .__ :. � ,_ , _ i..... - , , , , I I __ r_ ...i 1._--�-I� I r � ' I' I ! � � ' !I I i ii : _. _._ .._ , __ _ _ . _ ! ,_ --- - �----- - � -- � i � i ' � � ; � , � ' i � i I i ; i � � ' ' , , , �----' Job Name 7/a_7� / .�_ Job Number _ � Location_��_I�QN Sheet _of _A._._____ Technical Representative_ _ By f •- � Date ��z-b �. Title: Job# Dsgnr: Date: 3:36PM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-060.5873,Ver5.8.0,1-Deo-2003 General Timber Beam (c)7983-2003 ENERCALC Engineering Software 2835-3.ecw:Calculations Description 15. Main floor joist(option) General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x12 Center Span 15.00 ft . ... .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .. ..Lu 0.00 ft MemberType Sawn Hem Fir,No.2 Bm Wt.Added to Loads �b Base Allow 850.0 psi Load Dur.Factor 1.000 Fv A►low 75.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Repetitive Member Wood Density 32.500 pcf E 1,300.0 ksi Full Length Uniform Loads � Center DL 16.00#/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=15.00ft, Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0•795 : 1 Maximum Moment 2.o k-ff Maximum Shear* 1.5 0.7 k Allowable 2•6 k-ft Allowable 1.3 k Max.Positive Moment 2.05 k-ft at 7.500 ft Shear: @ Left 0.55 k Max.Negative Moment 0.00 k-ft at 15.000 ft @ Right 0.55 k Max @ Left Support 0.00 k-ft Camber. �Left 0.000 in Max @ Right Support 0.00 k-ft �Center 0.146 in Max.M allow 2.58 @ Right O.00Oin Reactions... fb 776.62 psi fv 42.71 psi Left DL 0.15 k Max 0.55 k Fb 977.50 psi Fv 75.00 psi Right DL 0.15 k Max 0.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.098 in -0.358 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,845.8 502.19 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.146 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in � � �T�� 15. Main floor joist' ' . � � , .� � �� . '^`�`w"�,,:""'�`�°'`°"' 11 7/8" TJ 10110 @ 16" o/c - TJ-Beam�625 Serial Number 7004113550 • , • �se� 2 10/12/20071:4110PM THIS PRODUCT MEETS OR EXCEEDS THE_SET DESIGN � Page 1 Engine Version:6.25.71 . CONTROLS FOR THE APPLICATION AND LOADS LISTED �� , ; d 1�S' Prottu�t Diac}rarra i$Ce��eptual. LOADS: Analysis is for a Joist Member. '` Primary Load Group-Residential-Living Areas(psfl:40.0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/DeadlUplift/Total 1 Stud wall 3.50" 2.25" 400/120/0/520 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim BoardO 2 Stud wall 3.50" 2.25" 400/120/0/520 A3: Rim Board 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim BoardO -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 506 -500 1560 Passed(32%) Rt. end Span 1 under Floor loading Vertical Reaction(Ibs) 506 506 1018 Passed(50%) Bearing 2 under Floor loading Moment(Ft-Lbs) 1843 1843 3015 Passed(61%) MID Span 1 under Floor loading Live Load Defl(in) 0.204 0.365 Passed(L/856) MID Span 1 under Floor loading Total Load Defl (in) 0.266 0.729 Passed(L/659) MID Span 1 under Floor loading TJPro 43 Any Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19l32"Structurwood Edge(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 3'S"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32" Structurwood Edge(20"Span Rating)decking. The controlling span is supported by wails. Additional considerations for this rating include: Ceiling-None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not ali products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: PALN 2835/3 truc nguyen Cascade Residential Design, Inc. tnguyen@cascaderd.com Copyright " 2006 by Trus Joist, a Weyerhaeuser Business TJIF and TJ-Beam�' are registered trademarks of TTUS Joist. e-I Joist'°,PCO" and TS-PT'o"" dre tT'ddertldZks Of Ti't1S JOISt. [�d Title: Job# Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,1-De�2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 2835-3.ecw:Calcuiations Description 16. Foundation beam with bearing wall above General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 2.85ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 414.00#/ft LL 1,Q80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=2.85ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0�4� : 1 Maximum Moment 1.5 k-ft Maximum Shear* 1.5 ��5 � Allowable 3.6 k-ft Allowable 3.1 k Max.Positive Moment 1.52 k-ft at 1.425 ft Shear: @ Left 2.14 k Max.Negative Moment 0.00 k-ft at 2.850 ft @ Right 2.14 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 3.64 @ Right O.00Oin Reactions... fb 366.48 psi fv 45.99 psi Left DL 0.60 k Max 2.14k Fb 875.00 psi Fv 95.00 psi Right DL 0.60 k Max 2.14 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.006 in Deflection 0.000 in 0.000 in ...Location 1.425 ft 1.425 ft ...Length/Defl 0.0 0.0 ...Length/Defl 20,198.0 5,668.11 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in r� Title: Job# Dsgnr: Date: 11:48AM, 12 OCT 07 Description: Scope: Rev: 580000 User.KW-0605873,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Soflware 2835-3.ecw:Ca�ulations Description 17. Foundation beam without bearing wall above General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 6.00 ft . . . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Bm Wt.Added to Loads Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 95.0 psi Beam End Fixiry Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads � Center DL 174.00#/ft LL 580.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.947 ; � Maximum Moment 3.4 k-ft Maximum Shear* 1.5 2.5 k Allowable 3.6 k-ft Allowable 3.1 k Max.Positive Moment 3.43 k-ft at 3.000 ft Shear: @ Left 2.28 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 2.28 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.021 in Max.M allow 3.64 @ Right O.00Oin Reactions... fb 823.67 psi fv 78.73 psi Left DL 0.54 k Max 2.28 k Fb 875.00 psi Fv 95.00 psi Right DL 0.54 k Max 2.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.060 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 5,030.1 1,197.92 RightCantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.021 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in r�, Residential Engineering Group, LLC ��,�� PROJECT : 2835, 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 ��r��'�°�� Designer:Truc nguyen Maximum Load For 6x6 DF#1 Wood Post psf:= psl plf := psf•ft lb:= plf•ft H:= 10.083•ft 144 F�:= 1000•psi Cp := 1 CFh:= 1 CM := 1 Ct:= l .C�:_ _l .C��:= 1 - E':= 1600000•psi F,��:- F��Cp�CF� F��- 1000 psi 6x6 Wood Post Properties Kf:= 1 �Kf=0.6 for unbraced nailed Axial Load Capacity bu�it uP Posts-0.�5 ro�boiced) Slenderness Ratio(SL) h := 5.5•in t:= 5.5•in SL:= h C := 0.8 K�E:= 03 2 A:= t•h A=30.3 in KC E'E' FCE�= FCE=992 psi t h3 4 SL2 I:= i 2 I= 76.3 in 2 1 + FCE 1 + FCE FcE S;= I-2 S=27.7 in3 F" F" F" h c c c Cp� 2 C 2 C C Kf Cp=0.69 F'�:= Cp�F"� F'�= 688 psi Pmax�= F�c'A pmax=208161b (Maximum post Capacity) Maximum Load For 6x6 HF#2 Treated Post psf:= ps� plf := psf•ft Ib:= plf•ft H:= 10.083�ft 144 F�:= 460•psi Cp:_ ] Cpb := I CM := 1 Ct:= 1 CL:= 1 CF�:= 1 E':= 1045000•psi 6x6 Treated Wood Post Properties F"�:= F�•Cp�CF� F°�=460 psi Kt•:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL) h := 5.5•in t:= 5.5-in SL:= H C := 0.8 I{�E:= 0.3 h A:= t•h A= 303 inZ E' F�E= E F�E=648 psi I:= t h3 I=76.3 in4 SL2 12 2 FCE FCE FcE S:= Ih S=27.7 in3 1 + — 1 + — — F" F" F" c c c Cp� 2.0 2.0 C Kt CP=0.79 F'�:= C�•F"� F'�= 365 psi Pmax= F�c'A Pmax= 11054 lb (Maximum post Capacity) 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd �� Residential Engineering Group, LLC �. �� PROJECT : 2835 1901 Center Street-Tacoma, WA 98409 Tel: 253-284-3100 Fax: 253-284-3183 � ��t��t�e��it1��.�� Designer.Truc nguyen Maximum Load For 3-2x6 HF#2 Built u Wood Post PS' p psf� 144 p�f := psf•ft lb:= plf•ft H:= 10.083•ft F�:= 1300-psi Cp := 1 CFh:= 1 CM := 1 Ct= I C�:= 1 Cp�:= 1.1 E':= 1300000•psi F" F.•C C F" 1430 si 3-2x6 Built Up Post Properties c= c. D' Fc c= p Kf:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity buiit up posts-0.75 for bolted) Slenderness Ratio (SL) h :_ (5.5)•in t:= 3•(1.5)•in SL:= H C := 0.8 ICCE:= 0.3 h A:= t•h A=24.8 in2 E' FCE:_ �E F�E= 806 psi t h3 4 SLZ I:_ — I=62.4 in 12 2 I + FCE � + FCE FcE S:= I-2 S=22.7 in3 F�� p�� F�� h Cp' 2.0 2.0 C Kt Cp=0.48 F'�:= C�•F"� F'�= 682 psi Pmax�= F�c'A Pmax= 16871 Ib (Maximum post Capacity) Maximum Load For 2-2x6 HF#2 Built up Wood Post psf:= ps� plf := psf•ft lb:= plf•ft H:= 10.083•ft 144 F�:= 1300•psi Cp := 1 CFh:= 1 CM := 1 Ct:= 1 CL:= 1 Cp�:= 1.1 E':= 1300000•psi F".:- F.-C C F".- 1430 si 2-2x6 Built Up Post Properties c, — c, D' Fc c.— P• Kt:= 1.0 �Kf=0.6 for unbraced naited Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL) h := S.S�in H t:_ (2)•1.5•in SL:_ — C := 0.8 I�E:= 03 h A:= t•h A= 16.5 in2 E' FCE:_ �E FCE= 806 psi t•h3 4 I:= — I=41.6in SL2 12 ? FCE FCE Fce S:= I-2 S= 15.1 in3 1 + — 1 + — — h F"� F"� F"� Cp' 2.0 2.0 C Kf Cp=0.48 F'�:= C�•F"� F'�= 682 psi Pmax�= F�c'A Pmax= �1247 lb (Maximum post Capacity) 10/11/2007 Residential Engineering Group,LLC 2835-3 CAR.mcd �� Residential Engineering Group, LLC � ��„�� PROJECT : 2835r 1901 Center Street-Tacoma, WA 98409 � Tel: 253-284-3100 Fax: 253-284-3183 ��'�'�� Designer: Truc nguyen Maximum Load For 3-2x4 HF#2 Built u Wood Post ps' p psf�= 144 p�f := psf•ft ib:= plf-ft H:= 10.083•ft F�:= 1300•psi Cp :_ ] Cpb:= 1 CM := 1 Ct:= 1 E'�:= 1 Cp�:= 1.1 E':= 1300000•psi F"�:= F�•Cp�CF� F"�= 1430psi 3-2x4 Built Up Post Properties Kf:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio(S�) h �= 3.S�in t:= 3•1.5•in SL:= h C := 0.8 ICCE:= 0.3 2 KC'E'E� A:= t•h A= 15.8in FCE:= SL7 F�E= 326 psi t h3 4 I:= i2 I= 16.1 in 2 FCE FCE FCE S:= In S=9.2 in3 1 + — 1 + — — F" F" F" c c c Cp� 2.0 2.0 C Kt Cp=0.22 F'�:= Cp•F"� F'�=309 psi Pmax�= F�c'A pmax=4871 Ib (Maximum post Capacity) Maximum Load For 2-2x4 HF#2 Built u Wood Post ps' p psf�= 144 p�f := psf•ft 16:= plf•ft H:= 10.083�ft F�:= 1300•psi Cp := 1 Cpb := 1 CM := 1 Ct:= 1 CL:= 1 Cp�:= 1.1 E':= 1300000•psi 2-2x4 Built Up Post Properties F„�:— F��Cp�CF� F��— 1430psi Kf:= 1.0 �Kf=0.6 for unbraced nailed AXIB� �08C1 C8p8CliY built up posts-0.75 for bolted) Slenderness Ratio (SL) h := 3.5•in t:_ (2)•1.5•in SL:= h C := 0.8 IC�E:= 03 2 A:= t•h A= 10.5 in E' F�E:= E F�E=326 psi I:= t h3 I= 10.7 in4 SL2 12 2 S:= Ih S=6.lin3 FCE FCE FcE . 1 + — 1 + — — F"� F°� F"� . Cp�= 2 C – 2 C – C •Kf Cp=0.22 F'�:= C��F"� F'�= 309 psi Pmax�= F�c'A Pmax=3247 Ib (Maximum post Capacity) 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd ra • � , . Residential Engineering Group, LLC ,�„ PROJECT : 2835� 1901 Center Street-Tacoma, WA 98409 � �,��,��'�� Tel: 253-284-3100 Fax: 253-284-3183 �;�� p�� Designer:Truc nguyen Maximum Load For 4x4 HF#2 Treated Foundation Post psf := p44 plf := psf•ft ib:= pif�ft H:= 8.5•ft F�:= 1040•psi . Cp := 1 Cpb:= 1 CM := 1 Ct:= 1 C�:= 1 CF�:= 1 E':= 1235000•psi 4x4 Treated Wood Post Properties F"�:= F��Cp•Cp� F"�= 1040 psi Kf:= 1.0 �Kf=0.6 for unbraced nailed Axial �oad Capacity bu�it�P posts-o.�s for boited> Slenderness Ratio(SL) h := 3.5-in t:= 3.5•in H SL:= h C := 0.8 ICCE:= 0.3 A:= t•h A= 123 in2 FCE;_ �E�E FCE=436 psi t'h3 4 I:= i2 I= 12.5 in S L" 2 I•2 3 FCE FCE FCe S:_ — S= 7.1 in l + — 1 + — — h F"� F"� F"� CP�– �� 2.c C Kt Cp=0.37 F'�:= C�•F"� F'�= 390 psi Pmax�= F�c'A Pmax=47721b (Maximum post Capacity) Maximum Load For 4x4 HF#2 Treated Deck Post psf:= p�� plf := psf�ft lb:= plf�ft H:= 10.083•ft F�:= 1040•psi Cp := I Cpb:= 1 CM := 1 Ct:_ ] CL:= 1 CF�:= 1 E':= 1235000�psi 4x4 Treated Wood Post Properties F"�:= F�•Cp�CF� F"�= 1040psi ' Kt:= 1.0 �Kf=0.6 for unbraced nailed Axial Load Capacity built up posts-0.75 for bolted) Slenderness Ratio (SL) h:= 3.5•in t:= 3.5•in H SL:= h C := 0.8 KCE:= 03 A:= t•h A= 123 in2 KC'E'E' 3 FCE�= FCE=310 psi I:_ t�h I= 12.5 in4 SLZ 12 2 I�Z 3 FCE FCE FcE S:_ — S=7.1 in 1 + — l + — — h F"� F"� F°� ° CP'– 2,C 2.0 C Kt Cp=0.28 F'�:= C��F"� F'�=288 psi Pmax�= F�c'A Pmax=3528 Ib (Maximum post Capacity) 10/11/2007 Residential Engineering Group, LLC 2835-3 CAR.mcd /_.,