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Specifications V---k(fl, \-4,),.V-V-COen CT ENGINEERING Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) R `r. #15238 JUN 2 2 2017 Structural Calculations CI :ar;D BUILDING DIVISION River Terrace co P.Ro� 1Plan 3 .,�, � Elevation B V 4, d Tigard, OR � REGN9& SFS2T2, \<cF� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. RB.b.l R5.h.3 sin,. RB.b.z RB.b.2 \......) GABLE END TRUSS GABLE END TRUSS T MIN.HDR ••.NBB.Y'1.(,) 91IJNO JTUDT.iII MIN.HO MIN.HDR N.NOR TVP.AT ADJACEN[ ¢T -0 m i I N I — BTWN.SGL TRIMWERS x J -0 m I a 1 a1 l I x or, q2 a o 4 x mIai a MOM IMENN.E1Mmma ¢ N22 z 30-1 �_ A 5T m I ',nCESS.I s til ' MANI IFACTIIRFD TRUS.FS - AT 24"0.C.TYP.U.N.O. T 0 :iI B � �T - I a mI 1 r 1 I ¢T m MIN.HDR MIN.HDR /.. MIN.HON 1 1 MIN.HUR 4 , ( ) _ GABLE END TRUSS _ GABLE END TRUSS I ((II I RB.b.7 (mnv.nur(�)MIN.NOR I R&.b.5 GABLE END TRUSS RB.b.6 OB -(Roof Framing Plan e P3 00 S1 TFB.b.1 TFB.b.2 HD 4 TFB b 22/ TFB.b.3 TFB.b.3 TFB.b 23 N . 1 4 (2)2x8 19DR__._( 8 U)2x-Y DR (2)3ze HDa (212x8 HD 2)2x8 DR e• ¢ WINDOWS:()2x919NG I I STUD 3TNN.N O / 2 z }_ TRIM!/ERS,U.N.O.' 4 ti STHD14 : ...- R)TRII)I F/1' ND FA 1 J ¢O Ll___� gY __ l.1 LL ,t- P'''3-Oti STHD14 I I r_ _ .�ikr 0 z 4•-�- J,t --- -/�__ -T' STHD14 r _ _______.i1 I 1 � ii , 1 L iii 16 �� ` 1 B b.1C F3.5x1 LVL 17 3.5x I LVLT .xxvmsts -. � T J- FURF.1 ® •'•ppENFO ' 1 9 IBELON1 2 G eL �'i S9.0 III 1 1 L.�.�. S.IiD 4 ••••~ E _STHD 4 �� ST37 RI� ST37 x t - r r ' r' '-‘ 1: 1 y/\ ,<, , ._ _...v.STHD14 T2 &''9,k 0 __,�_ 5.2514PSLH0R ��J 3 ,j.35 4LVI.FB ` a F i1 TFB.b.12 TFB.b.11 i' ii./TN. wi �.� pI ¢ a S9.0 Pl 0 `. r w ma ` h -".1r161 Aus TFB.b.17 ,11 14 I 3 i © MIN.HD- MIN.HDR E �Il TFB.b.13 GLB55.12- 1 :CONT. .R `�; v anr- —•3.5x14LVL FB TFR.b.7 TFB.b.7 fli •��� _— —_ � S�HD14- � STHDw• _ __ /,/,',..41% TFB.b.18 COG (2)ub �� .J Me 17A 18 1 HUFACTURED ROOF 58.1 l HUJSEJ 24^ED U.C, c� �� LEDGER :`. p MAUFACTURED ROOF TRUSSES @24'O.C. — A lir 4x4 WI AC4 PAIR 4x4 POST CAR-W I POST CAP GABLE END TRUSS NOT USED. TF9.b.21 OB -Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0" 7. 3T-0" ♦ e 5-0' 1 tO. 3,?CONE SLAB SLOPED DOWN I /\ _ , 1/4:12 0 P3 O —17.0.-3..j 'SLOPE 1/4.121 O.S.12•I ♦ ♦ r c 3 4a4 I HDU4 C' r l -.'® t '.l - -_ .0.. 3 STHD14 . r I t,' T(2W34x41PAFTGF4>6 PQST Wt(2) I WAY TYP U.N.O. r AC4 CAP&P8546 • 1.:- 1 ..BASE ... ' `.' 1._. -l' -i- ; T C , , .o Tr .. U0(�ee '• e C tVP U NO '11 ."r- e W530'X10'FTG --I .. 1 BEARING.WALL TSP /(3)C4 EA WAY �'I I 'ABOVE �IBEARING WALL � ABOVE - J ''2x4 PONY WALL 1 P6 y 13'. 8 f/4` 2x6 PONY 1 -41ra2 '. WALL :�' 3 g-T4Il ' s'-141' _ t---:-i t f �STHD74 I}' J � !� �� STHW4 I--/P Ri 0 BOUT CD SilEil I ._ 244 PONY. WALL r- - - :-•l; 3 30'X}0 S6.0 I :.'k4 a WAY I BE 4 WALL.. I. e i,, 1 ABOVE 31Y1"CONC,SLAB 1 - �. STHO14 SLAB SLOPES 31/2' VI j F- -- -y------_F EN FROM BACK TO APRON , i'� 0 (VERIFY GARAGE SLAB HEIGHT( Dt ' ' '2x4 PONV j. WFI}i GRADING PLAN i 1.. ....... WALL.- ..'. '-.':'�: 111E1 1`,- ) L WALL'.' .. F II T.O S. , ®1 177 J `i0 UMW SiHD14'L'agrr. ,i1 1) STI-1214 ''CIl� • _ink •• P3 m 10 S6.0 I3 V2"OOND.SLAB SLO1/4:12 N P3 1/4(:12 Wn L I l 13/4"' 1/d^ 1-101/• -" : • . I. � �� �f� g I • . I-101/.^ 6'-4" ., . (/4" 1'-0 0 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o c 4.0 psf Insulation 1.0 psf (1)5/8 gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 151.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0'psf 314"plywood (O.S.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 You can change this area Project Title: Eroject r: Project ID: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:33PM Lic.#.KW-06002997 , .m Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wdo tear,b igIl RB b 1 tillNIFSIII:Vtlil- x µ, .. 4a1Cuia of j .... �C 2009, S: 'CLiC 2t?10, CE 7401 BEAM Size: 2-2x4,Sawn, Fully Unbraced - Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pal 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0,385: 1 0(0 osoy Lr(o oso) fb:Actual: 489.80 psi at 2.500 ft in Span#1 •,, - 1 Fb:Allowable: 1,271.47 psi • Load Comb: +D+Lr+H Max fv/FvRatio= 0.169: 1 - fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H 5.0 rt,z-zxa Max Reactions (k) D L LT W Max Deflections Left Su E H Downward L+Lr+S 0.051 in Downward Total 0.081 in pport 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182 >360 Total Defl Ratio 739 >180 Io Beam Qes gri ... � b 2 , ,T R: .iB 1 alcuiatfpris per 2ti05IIV135OR 200K l c 2t1 0,ASCE 7 4o BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrlI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.116; 1 D(0 030)U(0 050) fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi • • Load Comb: +D+Lr+H Max fv/FvRatio= 0.083: 1 - - fv:Actual 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr g W Max Deflections E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in • Right Support 0.04 0.07 Live Load Defl Ratio 7109>360 Total Defl Ratio 4443>180 Itit��l Beam bes�gn. RB.b 3 Calcul aluser 2005;IVt ,IBt 2009,CBC2t)iti ASCE 71fl BEAM Size: 2 2x4,San, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0,246. 1 oto 030)�.(o.osoy fb:Actual: 313.47 psi at 2.000 ft in Span#1 ,fes ,,, 0 . Fb:Allowable: 1,272.20 psi • • Load Comb: +D+Lr+H Max fv/FvRatio= 0,152: 1 - fv:Actual 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi a o n z zxa Load Comb: • +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E LI Downward L+Lr+S 0.021 in •Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Defl Ratio 2310>360 Total Dell Ratio 1443 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Painted:28 MAR 2014,2:33PM Title Block Line 6 * A t, * i<- e i> i t 7';1338 1 1 0** a l -, ,, , g F� . ( " Licensee,C.T.ENGINEERING . 2 �. Lic.#:KW 06002997 ,a ",,.. W.p>,ij,1?(etil,-De`ST ' RB.b 4 7 Cr' fj tat11f4er400' SI S.447 94 201 dk�E, 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 si 0.0 ksi - Fb-Tennsion 850.0 psi Fc-Prll 1,300.0 psi Ft 525.0 psi Emenbe d-xx 1 4070.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft D 030 Lr050 Design Summary ........:==....... Max fb/Fb Ratio = 0.404; 1 ��� • fb:Actual: 410.94 psi at 1.500 ft in Span#1 �`y� .m , • - Fb:Allowable: +,D+Lr+Hpsi si Load Comb: Max fv/FActual: o= 082.76 5 1at 0.000 ft in Span#1 fv:Actual: psi3.0 ft,z-z:e Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H 0 007 in Downward Max Reactions (k) g L . S W E H Upwarrd L+Lr+S+S 0.00 in Upward Total Total 0.012 in 0 000 in Leftgt ppo0.45 0.75 Lve Load Defl Ratio 4866>360 Total Defl Ratio 3041 >180 Right Support 0.45 0.75 "� Wo4 l!le2tn les 1R B b 571.4-4-1 )i-0321"41.#0440,1044:1131d2 . 8>v 2t1 0r p CE7 10 BEAM Size: " 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft D(o.o30>L to.oso) Design Summary Max fb/Fb Ratio = 0.116; 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi - - Load Comb Max fv/FvRatio= 15.71 0P: tat 0.000 ft in Span#1 fv:Actual: z.75o n,z-zxa Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H 0 005 in Downward 0.007 in Max Reactions (k) L Lr S W E H UUpward L+Lr S+S 0.00 in Upward Total Total 0.000 in Left tSupport po 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Right Support 0 04 0 07 � Wood�eath Desig t RB b 6 rlc ilalro is per2E bb +iG35,It C2 39; 6C 2110 �E7 9,1 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 si nd- 300.0 ksi - Fb-Tennsion 850.0 psi Fc-Pr!! 1,300.0 psi Ft 525.0 psi Emeinbe d-xx 1 470.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft D(0.030 L110 050) Design Summary Max fb/Fb Ratio = 0.139. 1 � fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: +,D+ L 9 Hpsi - - Load Comb: Max fv/FvRatio= 17.14 1 psi tat 0. 000 ft in Span#1 3.o n,z-zxa fv:Actual: Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H 0.007 Max Reactions (k) D L Lr S w E H Downward rd L+Lr+SS 0.000 in Downward To Total tal 0.000 in 0.01 in Left ppo0.05 0.08 Upward Rightt Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 PT;' ,MHR2314 233PM y i � .`t4�i1 Lic.#:KW-0602997 iso:-.261 ��? �� (�BedtrDesA. RB b 7 Licensee C.T.ENGINEERING ,� . 4 ._ �_ m Calc � ". a.. ulatit>Et.,P t ll C 21109,' l �O,SAS ? i0 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.139oro o30 ado osoi fb:Actual: 176.333psi psi at 1.500 ft in Span*1 .z,' :, ��° ' ,� Fb:Allowable: 1,272.92 psi 0 411 Load Comb: +D+Lr+H Max fv/FvRatio= 0.092: 1 - fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E B Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0 08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Wood-Bea`m eslbnl S 'k13-.6.'6 0A --,0,0 G °'. w.. Ca`lculatl�i'f��1r 2�5%1+iD• S„"l�2009,..=0�2f110, tSCE"710, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary Max fb/Fb Ratio = D 0 30 o so 0.280 1 :_ fb:Actual: 285.37 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi �'�" •�� ` � „ Load Comb: +D+Lr+H 0 • Max fv/FvRatio= 0.460: 1 A A fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S _Al E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410>360 Total Dell Ratio 5256 >180 #/ioteamDesire RB9 � a1B .. b ,, :- ',,, 1. .: C� l�ulatlons per 0064I0 ,IBC2009„ aC 010 ASCI=T-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary Max fb/Fb Ratio = D 0 30 Lr o so 0.754� 1 , ,, fb:Actual: 701.24 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi • Load Comb: +D+Lr+H "� �� .�• - Max fv/FvRatio= 0.721: 1 A A fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAR 2314,2:33PM Title Block Line 6 ,j rn, ` " -•_ ift -5 ' censee'',C.T.ENGINEERING Lic.#:KW-06002997 �_ �. ... � .� rW d BeaniD stbr 'RB b 10 — ,h ,.,H *Cato #ns per 20Q6 4DS t8C 2009;twBC 2010 ASCE711 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 klft,Trib=20.0 ft D 0.30 Lr 050 Design Summary -��3L��� Max fb/Fb Ratio = 0.713 i tat 2.000 ft in S an#11 ` fb:Actual: 730.56 P P . .z_ � ,- -. • Fb:Allowable: 1,016.20 psi • Load Comb: +D+Lr+H A A Max fv/FvRatio= 4.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 4.0 ft 2-2x8 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283>180 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ..,fit -,,r„, ,'4..y ,_ r < t.. "V 4 ',4.,*. ."-. � .x 4 4,15� � 33PM Printed 28 MAR 2314, Lic.#:KW-06002997 4 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 V O* eA' DiS gn TFB b 1 u. . 't., '" " . t aici�I�ns psr.. 8 ib IBC BEAM Size: 2-2x8,Sawn, Fully Unbraced "` ' �' 10 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631• 1 °696116 dcaP' fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi : . Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4o n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Deli Ratio 1461 >180 v 004 seam OetgriTFB b 2 ;a! u3n Z1?S, BG2t .GYQAG£s Ay caoAI .. B , O BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0,639: 1 °6709R id°o ° fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H ° fi Fw 4P 410 Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-21,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Dell Ratio 2231 >360 Total Defl Ratio 1461 >180 Wo d1Beam Qeslgr x TF B.6.3 -- , : • . . ;: ;. f P A . , ' 7 {ryateufatlons*2005 IVDS,IBC>2009,,bBC 2010, E 1D BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631: 1 °626116 AMP' fb:Actual: 641.52 psi at 2.000 ft in Span#1 �.,, Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H • ° Max fv/FvRatio= 0.452: 1 A • A Iv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0ft,2-2:8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Deft Ratio 2231 >360 Total Defl Ratio 1461 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAR 2014,2:33PM Title Block Line 6 , 4 " f5 � j � 1 L'1 T't�1 s1 1g5 ,.. Licensee:C.T.ENGINEERING Lic.# KW-06002997 1t 0 TAB b 4 aG 0i0 AO-474Q A � �.� 0 4 %' *Caiculati�sns user 20�6'Ti15S,��. AO-474k BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.670 ft Design Summary D(001005 1 "pp �60) Max fb/Fb Ratio = 0.165; 1 : � .: fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi • - Load Comb: +D+L+H - Max fv/FvRatio= 181126: tat 2.217 ft in Span#1 N:Actual: psi2.50t,z-2x4 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03Live Load Defl Ratio 17653>360 Total Defl Ratio 3457 >180 WO.*Be� teS1it1 TFB b 5 Gafc�ttatia€isiei ZOt)S�If�S,isc xa ;qac 2tttI;A5CE?10' BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.670 ft Design Summary Dug. otc poi Max fb/Fb Ratio = 0.951- 1 : - �� fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 • Fb:Allowable: 1,272.20 psi • - Load Comb: +D+L+H - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 4.0 ft2-2x4Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H0.083 in 28 in Max Reactions (k) g L Lr S W E H Upward Downward Lr S+S 0.000 in Down d rd Total l 0.128 in Right Left tSupportSupport 0.22 0.40 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 . - - .10100d' ' . ' b `"' :0 F B b 6 M I" r c rt er t lac 2009; $C 2O1O A 710... BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary %V 1061804' Max fb/Fb Ratio = 0.220 1 � fb:Actual: 498.87 psi at 4.875 ft in Span#1 - . �' Fb:Allowable: 2,271.25 psi .• '°� ' Load Comb: +D+L+H :..,a.... te.: �, • Max fv/FvRatio= 0.148: 1 A A N:Actual: 45.77 psi at 8.613 ft in Span#1 9.750 ft,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775 >180 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ,.. a in ,. w-4 0.. -. 4� v . .,.. , . .. ""* a# 3 1 e t*0547tea 28 MAR 2314 2 33PM Lic.#. KW-06002997 , x.�. 1 14t15fi 1 k Licensee C.T.ENGINEERING ' Viifidei ea'4Pesi± n 0 TFB b 7 " ,. Pers IBC 20b$ i`.$G Z fO,. GQk BEAM Size: 2-2x4,Sawn, Fully Unbraced �' Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.069: 1 D(0.0150 1.(0.0250) fb:Actual: 88.16 psi at 1.500 ft in Span#1 Fb:Allowable: 1272.92 psi 411 411 Load Comb: +D+L+H Max fv/FvRatio= 0.046: 1 - fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n 2-2,4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844>180 WoodB aJnD sg TFBb8 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Calculations prar Ztf05l�ibS;IBS Aga> gtp 'A�"70 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0,870. 1 D 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.467: 1 fv:Actual: 144.75 psi at 0.000 ft in Span#1A Fv:Allowable: 310.00 psi 13.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Protect Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Pnrned:8 APR 2014,8:03Ain Title Block Line 641 Irli , wt Ix ,. : , i **x`"10 If ( 1 lif , ,.. ,vNE j . k B... t s, tt �,, ,, 1u c.-, Licensee:C.T.ENGINEERING yLic.#: KW-06002997 Description : TOP FLOOR FRAMING 2 OF 3 :WoodBealri Desigfi ; TFB b s c.* iilatic1ns r trs -1I � c c o`�sc>i :1t► BEAM Size': 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=16.0 ft D 0240 L 0640 Design Summary >-�� �,�� ��� '� Max fb/Fb Ratio = 0.349: 1 �� � fb:Actual: 795.35 psi at 4.150 ft in Span#1 a � � " ' Fb:Allowable: 2,281.78 psi , �\ , "� :� _.... Load Comb: +D+L+H d Max fv/FvRatio= 80.49 260: tat 0.000 ft in Span#1 fv:Actual: psi6.30 ft,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H0.055 in ownward Max Reactions (k) 2 Lr $ W E H UUpwa d L+Lr+Sr+S 0.000 in UUpwa d Total Total 00 000 iinn Left Support 1.00 2.6.6 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307 >180 Right Support 1.00 2.66 - 7 .,, 'M 1$ �s1+ n"" TFB b 10 NbS IPC-2009; �C 20(4,ASCE 1fl .4456 z '5 , ''Caleulat►ons per 2,, # a, . BEAM Size: 4 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary '25 L 0L 0 380 Max fb/Fb Ratio = 0.074; 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 5.0 ft,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H0.004 in ownward Max Reactions (k) 2 L Lr S W E H DUpwa d L+Lr+g+S 0.000 in UUpwa d Total tal 00..000060 iinn Left Support 0.36 0.95 Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076>180 Wt 34-art peSIg TFB b 11 Vix da#�sPer M' '', '5 B Ot9B t' SCy7 O ,T„ .za Y` BEAM'Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx2,,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Desiqn Summary Max fb/Fb Ratio = 0.750; 1 D(0.180 L(0.480) fb:Actual: 2,135.82 psi at 9.500 ft Fb:Allowable: 2,847.26 psi � ��� Load Comb: +D+L+H • Max fv/FvRatio= 0.398: 1 19.0 n, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Max Deflections Load Comb: +D+L+H0.589 in Downward 0.831 in Max Support (k) Lr S W E H UUpwadL+Lr+S+S 0.000 in Upward Total.tal 0.000 in Left t upprt 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Rato 274 >180 Right Support 1.87 4.56 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ll s : � ., . . Printed 8APR 201 4 80 3 Fg-cowittifjr AM< y4tv1 E' eiltip� 4 � � $,i ,Lic.#:KW-06002997 Licensee C.T.ENGINEERINGG TFBb12 4it .. .,, ;, 0 Mations per 20113 l DS iB 20©9,CBC 2010'ASCE- 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 01538 L0410 Max fb/Fb Ratio = 0.136 1 fb:Actual: 312.49 psi at 3.250 ft in Span#1 � • Fb:Allowable: 2,293.36 psi �� 3 Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 A • fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6_5o n 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Deft Ratio 5844 >360 Total Defl Ratio 4250>180 Wtodd`i,e* . e%ig�"t) TFB b 13 14 4 citcu1l per 200ta It3S IB 2004 cBc i A6Cti 19 BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.370. 1 a3.1?i•. fb:Actual: 877.51 psi at 8.000 ft in Span#1 7'=" Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H Max fv/FvRatio= • .,, �. , �. :f 0.237: 1 • fv:Actual: 62.84 psi at 0.000 ft in Span#1A Fv:Allowable: 265.00 psi 16.0 ft, 5.125x16.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 Wioaitlearrr©�si�n TFB b 14 7 7; i x C�ic tlatns.peli°41/b 3. Z009,4BC zoo, SCE 7 1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary D008625 L 0230 Max fb/Fb Ratio = 0.190 1 fb:Actual: 193.17 psi at 1.625 ft in Span#1 ,,a Fb:Allowable: 1,016.95 psi � Load Comb: +D+L+H ID Max fv/FvRatio= 0.152: 1 A - fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:8 APR 2014,8:03AM Title Block Line 6 n £ s , + 10 ii�1 lT lf# 4 :. :1, iiij e� q 8 otai c ' *, >�; N14RC.,, H g�3' }1,x „ 49'4 '#4x i, ...f Licensee:C.T.ENGINEERING Lie.#:KW-06002997 V� e�� Si nt TFBb15 r , Ga>Icul0,04:per gOttli3S,ISG t1t19, s Ztt Q is,, Til BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Fri! 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.80 klft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20k@2.Oft Design Summary D(0.050)L(0 1250) Max fb/Fb Ratio = 0.324. 1 , , , , D 0 10 L(0.80) fb:Actual: 749.89 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.268: 1 A A fv:Actual: 82.94 psi at 3.213 ft in Span#1 40 ft. 3.5x9.5 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2393>360 Total Deft Ratio 2254>180 Right Support 0.19 2.36 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 is �- - .{ s • Printed.28 MAR 2014 2:35PM l a• '.,. � .,, a �c.ry, I�e r 14511�1 �1 Lic.#:KW-06002997 1 1 . . .: 1 ) 87,1 i.Yr1!11 Licensee:C.T.ENGINEERING Description TOP FLOOR FRAMING 3 OF 3 1 444 e ign,1( TFB b 16 A A. BEAM Size: 2-2x10,Sawn, Fully Unbraced yR;' alr:r oris per„ NDS,IBCz2fl i9,CBC 2f310'ASS 71fl Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Desiqn Summary Max fb/Fb Ratio = 0.883: 1 D'°801. ::g3?eo) fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi , , Load Comb: +D+L+H � � o 411 Max fv/FvRatio= 0.585: 1 A A fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 R 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320>360 Total Defl Ratio 1165 >180 VirOodtb*114,,D*SIOh TFB b 17 .x 0 :r, ., - .4. .* ' . delif., ORS pet2Ob5 0), ,lB , 0109;CBC1010,ASCE 710. BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.336: 1 0 15. 4(y6o��sa�o��,� fb:Actual: 759.60 psi at 5.500 ft in Span#1 -a Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.206: 1 i fv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi Load Comb: +D+L+H 11.0 ft, 35x14 Max Reactions (k) D L Lr g W E H Max Deflections Left Su1.02 1.61 Downward L+Lr+S 0.078 in Downward Total 0.128 in Right uport 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 4VV004131,111VDefilkiin TFB b 18(RIGHT) t ,N x A ?' Y )c t t' x N. le Caiculittionseper Zitily i os,it3d2ti09,C 3C'2fl40 IGE'1<fa BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.057. 1 �_�• ;4r. ,....-2,............ fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi p �' � � Load Comb: +D+L+H .- . Max fv/FvRatio= 0.052: 1 • ���� fl,:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50 ft,35x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.40 0.51 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.51 Live Load Defl Ratio 21381 >360 Total Defl Ratio 11986 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAR 2014,2:35PM Title Block Line 6 r ,.F.„ f ,F , Fie T»1�1 t=lot ;ice'tlj �l*jfi4a1i� ,,. u? . 1Ur-6 Licensee:C.T.ENGINEERING Lie.#: KW-06002997 W� B� *Sg1ft 3 TFB 13:1 9 :: calculattOns set Z{ S iDS.il,, ,, GSC 2#1111,A s £7 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 klft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=1.60 ft Point L=2.70 k @ 2.0 ft Design Summary D(0 0240)L(0 0640) Max fb/Fb Ratio = 0.275. 1 0.10)uo 340 + + + + fb:Actual: 621.95 psi at 2.017 ft in Span#1 �� � �� .. s „ Fb:Allowable: 2,261.18 psi ���� , ` "` . Load Comb: +D+L+H .„ ��� ,,.... �� .E �� ��, i Max fv/FvRatio= 0,286: 1 •A A N:Actual: 88.56 psi at 0.000 ft in Span#1 11.0 ft,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H0.080 in Downward 0.088 yi Max Support (k) D Lr $ W E H Downward d L+Lr S+S 0.000 in Upward Total Total 0.000 in Left t Supportpp0.3113.189Live Load Defl Ratio 1651 >360 Total Def Ratio 1493 >180 Right 0.15 0.90 W13+ 0esi± n` g TFB b 20 i'tjai ccifa#ons l NDSB( �O g'FC C 2U10, 710 t 't :a. t BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PHI 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.10, L=0.340 klft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 klft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k @ 11.50 ft Design SummaryD 0.0150 L 0.0250 Max fb/Fb Ratio = 0.360. 1 D(0.10)L(0.340) fb:Actual: 822.85 psi at 7.500 ft in Span#1 , Fb:Allowable: 2,287.12 psi ,t,:',..i, iffffikt Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 •A N:Actual: 72.34 psi at 7.500 ft in Span#1 7.50 ft 4.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D . Lr S W E H Upward d L+Lr +S 0.01in Upward Total n +S 7 Downward Total -0.0170.117 in in Support Left Support 0.25 4.65 P Right Su0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820>180 fd ehcPe'�ig1P NOT USED A # r a cula4ort P� f EttiOSvl#x°20130 ,COO24 0; 3d � :. , BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design SummaryD 0.030 L 0 050 Max fb/Fb Ratio = 0.040. 1 � fb:Actual: 41.09 psi at 1.500 ft in Span#1 �� Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A Max fv/FvActual: o= 0.033 1at 2.400 ft in Span#1 N:Actual: psi3.0 ft,2-2x6 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H0.000 in Downward 0.001 Max Reactions (k) D Lr S W E H DUUpward +Lr+grd +S 0.000 in Upward Total Total 0.000 in in Left SupportSu0.05 0.08 Live Load Defl Ratio 999999 >360 Total Defl Ratio 30418>180 Right Support 0.05 0.08 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 F Printed 28 MAR 2014 2 35PM r � � n� t 46‘2,05,1, # * 'x:16 yi8 (f14 4:1` `- Lic.#.KW-060029973 ENGINEERING Licensee C.T.ENGINEERING Wo dBEicpAir TFBb22 BEAM Size: 2-2x8,Sawn, Fully Unbraced ., , Per51dt3S [BC2003 Pc20111,ASCE 7 10 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir : No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 Wood psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.355 1 °67d.1ff AN?) fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 4111 �•_ • Max fv/FvRatio= 0.291: 1 A A fv:Actual: 43.60 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 3.0 ft,2-2x8 Max Reactions (k) D L Lr g W Max Deflections Left Su 0.36 0.69 E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Right uport 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5290 >360 Total Defl Ratio 3464>180 By1111 Llr�r TFB b 23 M A Calculations per 005 NDSB 83C 2009,CBC 2010,ASCE?10, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir : No.2 Fb-Tension 850.0 psi Fc-Pal 1,300.0 psi Fv 150.0 GradeWood sEbend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631 1 ,��1�! M8', fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi •• � Load Comb: +D+L+H ID • Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 4.0°2-2x8 Max Reactions (k) D L Lr S W E Max Deflections Left Su 0.49 0.92 H Downward L+Lr+S 0.022 in Downward Total 0.033 in Right upport 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Woodkaea1' �B' ���'TFB b 24 , BEAM Size: 4x10,Sawn, Fully Unbraced rSIB1ttOS'C8C21T1 ;' 5E7'10 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood : No.1 Fb-Tension 1,000.0 psi Fc-PHI 1,500.0 psi Fv 180.0 psiade Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary Max fb/Fb Ratio = 0.487 1 D(0.1538)L(0.2563) fb:Actual: 581.40 psi at 3.255 ft in Span#1 Fb:Allowable: 1,193.24 psi _ ,• Load Comb: +D+L+H Max fv/FvRatio= 0.314: 1 A fv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H 7.0 ft 1.50n, 4x10 Max Deflections Max Reactions (k) D L Lr g W Left a tio0.51 1.82 E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Right upprtrt 0.791 1.36 Upward L+Lr+S -0.021 in Upward Total -0.032 in Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAR 2aia,zssPM Title Block Line 6 IA 4 ' � * 14 fix^ €4s 1 g-t�s1 + 4 w �,.,, „ ,,, _. Licensee:C.T.ENGINEERING Lic.#:KW-06002997 �. „• .,. ., r� ,,.,,.,. �.:� � »� � :.,_ .� .. ..,, .,� .. = p #- alif i©@tSlff 11 ' , , , 25 # ##J##-#74- , Ycutations `2005`NOS, B 2009 c 0I0 A E 1T1) . BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 cf - Fb-Tennsion 1,,00 00.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 p Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft D 0.1538 L 0.2563 Design Summary Max fb/Fb Ratio = 0.461; 1 fb:Actual: 549.58 psi at 3.325 ft in Span#1 � � � Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H 0 A Max Accrual:fv/FvRatio= 0.69.54 psi tat 7.000 ft in Span#1 1.50 ft, 4x10 fv:Aopsi 7.0ft Fv: Com Allowable: +L+H80.00 psi Max Deflections Load cmb: +D+L+H0.032 in MaxReactionsSprt (k) D Lr S W E H UpwardaLd L+Lr+S -0.019 in Downward Upwa d Total Total -0.0300.051 in in Left t Support 0.51 0.861UpwLive Load Defl Ratio 1890 >360 Total Dell Ratio 1182>180 Right Support 0.79 1.32 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /1 /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dad= 7.50 in. Lumber Species/Type:----- DF1 REPETITIVE MEMBER?---------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 Ecu = 1,000 psi Cv = 1.00 CM(g)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(c)= 1.00 S E = 1.6E+06 psi NOTALU 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING Suite Seattle, WA -��., ',� (/�" �(, INC. /+ 98109 Project: r q"�� �`sF "�"E 41""'1 (�y�ki Date. 3 (206)285-4512 FAX: O ;•3 gip.14 Q 1 Page Number: (206)285-0618 Client: • j. 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'11• 1 • : '. i : It i t I t t i i 11 i Structural Engineers C T E N G I N E E R I N G 1R0 Nickerson St. Su)te 302 .Ty7I N C,(40/V � .� 5eallle,WA Proiect:T:tyiti% Kl : 15L ([�0� 0Z/1� 98)09llute: (206)28S-95)2 Client: A C 05 IFAX: Ptge Number, (206)28S-0618 Soli-c- c�� � ,� 2Y-- ii F-- 0.� 135F- Lek., . 1nlNt..�,. 6Tul� * srvA (z.-) (5'). .0-) 5 S Qom' •r DS 7.71 775 13,1 3,7}\ 5,5 74 9.2 NVI>.FLiz. 9.°S' 8,7I F75 II r Y, _ � 3,b �,5 6D 7,4;cG�^' !� � 9 9,56. 9.75' 70- I r 5h h K WC. mrmtog, L- 6 m (44 3riFeAp 2. - e 1kw-sER‘01.-c lEtiso-z..104; wika_Lf Structural Engineers 180 Nickerson St. CT ENGINEERINGNC Suite 302 Seattle,WA A Pro1ect: w1AW,IL-�60k) Date: 0.-Z/A 14 26285-4 512) Client: ‘\0 14-0G I Page Number: (206)285-0618 WILT- .VP' r–(k>'j e -7� j l' G 'OiCT-r-.\c"K Loa:,. W AN .1,.. � U l S SIC G t6"� (Z� c ) (5) a OS 771 7723' �F Al b. Ft, 9. 8.71 ? - 131 G =+ G ,.9 ' 9,6a: 9.75' 3131 r to. Irl;' ` 1761 *Austl z.. 6aU (1'‘ 'C- 7- 1-0) vir - h ?� _C. \39.A)• 60.71 •M4 .1.0 ,; -Z o DL-T' ' -zotA ls./gw)ey+C ciANA-%-er.F. Ag15\---3616,9.4. 014 COLUMNS .. . (;t&/2 rg.l13 .. . 2t.SQA IC— C. • FLA4s A)C ) 1J�9D == +-L-(SC. > t 100 12_8 Aim _ ax Structural Engineers Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I I laivertoli7-7t, .„ ' �i " _ 6 - r r r e z Lake Oswegor t)sc‘,0its' hy tits City s a � � eiLs 611aPletn USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°S = 0.720 g Si = 0.423 g SMI = 0.667 g S°i = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER.Response Spectrum Design Response Spectrum ass 1.10 aka 072 0.28 0 .24 0.77 0.84 lit 042 0 048 0: a:0 r o.4a o.32 012,, 0,24' 022 &1C '. 0 11 0. = 0.20 040 0.20 080 1.00 1.20 1,40 1,0 1.80 2.00 0. 0,z* o.ao o.so ass 1. 1.20 1.40 1.50 1.20 2..00 Portad,T(sec) Pier T(s*c) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation B Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.43Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earth q uake.usgs.qov/research/h azmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) F.= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Sims=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMS= Fv*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 S„=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SM, SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4,0' N/A Table 12.2-1 15. Horizontal Structural Irregularitie - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 201216C EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Sas= 0.72 h„=19.00 (ft) Soy= 0.45 x=0.75 s )ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020: ASCE 7-05(Table 12.8-2) le= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) T,.=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sas/(R/I0 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Say/(T•(Rls)) (for.1-.T,) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S0, TJ/(T°•(RAs)) (for Ta.TO 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S.,)/(RAs) 0.033 W ASCE 7-05(EQ 12.86)(MIN.if Se 0.69) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# CI C2 CI C4 CS CO C7 Ce VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 GQ C10 G?` C12 C73 C14 C75 CIS G?7 (EQ 12.8-11) Area#1 Area#2 (EQ 12.8-12) Area#3 C s= DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w;'h," w,-5,' LEVEL Height (ft) h,(ft) (syft) (ks0 (soft) DESIGN SUM (kst) (sgft) (ksf) (kips) (kips) Ew;•h," Vi DESIGN V V_..... Roof 79:00 19.00 1870 6.022 NS E-W - Top Floor 960 1600 10.00 1517 602841.1 781.7 0.61 4.40 4.40 3.81 5.03 >' 10.00 0.00 0.00 333 0.022 49.8 498.0 0.39 2.00 0.00 6.50 7.71 1st(base) - 0.0 0.0 0.00 0.00 0.00 90.9 1279.7 1.00 7.20 10.31 I 12.75 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F, E F, w, E w, Fo,= F,_w,,, 0.4'Sos*Is'wp 0.2•S s` I wp LEVEL (lops) (kips) (kips) (laps) (kips) Lw, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.8 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 7.18 1st(base) 0.00 0.00 0.0 41.1 0.00 0 00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind DESI N)(LRFD)SUM WindSUM (LRFD)SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00' 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0;00: 0.00 •0.00: 0.00 839 1331 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) I Part 1 Base Shear Part 2 Base Shear = 0.0 0.01 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0,131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 , 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 3/28/2014 N.E.T. 0 .0 TecnnicTopicsTT- 1OOP APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(AM 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test forShear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 o 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ= 790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu • eight (in.) ) Shead°•'(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 VVIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a 1, Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 1 per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony --...=—_ i mil 1 wall height . I _ Fasten top plate to header 9 with two rows of 16d sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or 3/8"wood structural 12' •I galvanized box nails at 3"grid pattern as shown panel sheathing max " total Header to'ac-stu strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges .7 A4 shall occur over and be Min.double 2x4 framing covered with min 3/8" nailed to common blocking 10' thick wood structural panel sheathing with within middle 24"of portal eigx , 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height r '" in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction kik N Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of Min reinforcing of foundation,one#4 bar _'T`- l jack studs per IRC tables top and bottom of footing.Lap bars 15"min. ',."1.,.r.„,,,,,, R502.5(1) ( ) 51 & 2. Min footing size under opening is 12 x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association I References . APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: www.apawood.org liii APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fox:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@opawood.org Form No.11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code,construction,and performance requirements.Because APA has no control over qualify of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—TheEngineered Wood Association 180 Nickerson St, C T E N G I N E E R I N G Suite 302 ��y'f (, R{nom(_ n /��1 Seattle,WA Project: �� ' i�"� �' "'"_ C Date: f'V�.�. I `� ' (206)285-4512 �1-z-' 250.1316)1.3 2 ( 55 7i�v �o fi 2 (206 Client: i Page Nunr6er: (206)285-0618 I te,-37 30-#) b • On----Ast)(el-c0 Q —mow -� A),50 X I6`` " X X2`1L � 3� SARs--w � FVR- ?0 $ o „te a 1I tdl _ ��0,2 � .5� j;� egt- G)(0,7V60) 0�312 (Oil) (10/ Mh , ))(,2)//at) o'I 5I ' X CcW/(2 44_ O1: o,;e3e ,„,,z Int� 112. 044_ ,;�, 1 .&-arD AA., A °l = +-5 )(1,6 p.�v 1196-s " 3L ,n- Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 • }I�` Table 2.2A Uplift Connection Loads from Wind f , (For Roof-to-Wall,Wali-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 I 180 195 Roof/Ceiling Assembly Design Dead Load Roof Span(ft) • Unit Connection Loads(0)1'2'3'4'5'6'7 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 272 315 362 412 465 521 612 0 O psf8 . 36 272 298 324 380 441 506 576 650 729 856Pi 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 iii . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057• 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 ++e 20 psf 36 32 58 84 140 201 266 336 410 489 616 ve 4 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ' 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 ,1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 pif) • for each full wail above. `: i . 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 1.A i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ?. 4;• includes the overhang length and the jack span. 3: �• a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. AMERICAN WOOD COUNCIL 180 Nickerson St. CT E N GIN E ER ING Suite 302 Seattle,WA A 98109 Protect: 1Yn►aL V)KvAIC 4V ,vn . Date: (206)285-4512 FAX: Page Number: (206)285-0618 Client: \that) .. X1451 - 427)\i\bW 1110A19-1 U,5 V1/4/) tkIL - o ( uT np. 1 5PMF I , ° i e • . 0:00- ec 0,c)(0 (o,6) )6-P • A zi-otTi0e5F "-I 1\10 n7m06-4,13o 171446 cAtT5A 1=-6( . • 4)(2) (,,o�( 6,0 v� 2 - yp, toon - (1-6)( (-12/z)(0,75 (0, 4-0 44- VbY-- . i 5- Cly -P'P. Gv►ondo oy, • ,q, AVSYtes" 6 e ?Las- 4,75g-- (5Y n-P11) 6114 Div-wd Structural Engineers TRUSS TO WALL CONNECTION I VAI 111.' OITRUSS CONNECTOR TO TRUSS TO TOP PLATES I/11 II I I I IHI (6) 0.131"X 1.5" (4) 0.131'X 2.5" f) ,I') 11 SOH2.5600 5A (5) 0.131"X 2.5" (5) 0.131"X 2.5" 5:,'i Ilii - 2 H10-2 - 4 , ... .1i!...... 2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" tiihi 1GU -„ (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. IWC ii 2,11 2 (2)SDWC15600 - 3 (3)SDWC15600 - -- /n jso ROOF FRAMING PER PLAN Sillr.' '--...,.,.. 8d AT6" O.C. 2X VENTED BLK'G. jl %1 : ThnMIL mialgis. �w 4- -0 N2.5A & SDWC15600 STY!F 11: COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4 1'-0" (BEAM/HEADER AT SIMILAR) 1 14 1 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION - AI.._-`.) ';PF VAI #OF TRUSS CONNECTOR PLES TO TRUSS TO TOP PLATES UPI.irT 11 1 HI (6) 0.131" X 1.5" 4 --- 1 H2.5A (5) 0.131"X 2.5" (4) 0.131" X 2.5" ,00 Ho 1 SDWC15600 - (5)0.131"X 2.5" 535 L'j 1L 2 - 48!, 115 .. N10-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 10/0 7U0 2 (2)H25A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 10 n 'an 2 (2)SDNc15600 - 3 - !MI 7.SU (3)SDE15600 14!>!I I 34!) ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND ' SDWC STYLE Bd AT 6' O.C. CONNECTIONS h �- - ' 2X VENTED BLK'G, III _. .. I I H2,5A & SDWC15600 STY F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE SCALE: 3/4"= 1'-0" PLAN AND SCHEDULE 119 1 TYPICAL TRUSS TO WALL CONNECTION SIMILAR) 180 Nickerson St. Suite 302 ® ENGINEERING Seattle,WA Q` F , I N C. • 98109 —i k ' Da te: F3 (20 6)285-9512 41. Project d�. • FAX: Page Number: (206)285-0618 Client: • • io16; 7► fi6446v . 1600 • . , ... , : , ., , ,• ; . „ : : , , : i • . . . ., • : . . , . . . . . : . . . . : • : , : . : . : . : . , . , , . • . • , , , . .,. . . , : , ., : : : : : . . " . • . . , , . : . ,. , IA op,..k , , , ; , I : , , 1-0!-•42 : ...t ; I ., .I :i T (D.265 1 i o t 1 1 1 : I 1 I I 1 1 I_ 1 I I I , , , , I i , 11 , 1 " I 1„ . 1 ., , , •. , : 1 I ; v • • I. ;I I 1 I ! • i • .I ; 1• I I ! • ' 1- II 1 ' l i • I II I . 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