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Specifications /frt.5 r.-o/ s- RECEIVED / 7 Cyt 3Z S / - / OCT 11 2016 Structural Engineers CT ENGINEERING CI OF TIGARD 180 Nickerson Street Suite 302 Seattle. WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace cc6-% F411 Plan 3 60 • ; 6Elevation B �� �REG��NA Tigard, OR `� 4 22 X91 ��,' 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 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. 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.3 RB.b.i sim. RB.b.3 RB.b.2 GABLE D TRUSS GABLE END TRUSS I MIN.HD I MIN.HDR IMIN.HDR I MIN.HDH TYP.AT s ACE il ¢ A `u' WIND* (1)L... .3THD i 11 a of BTWN. .LTRI TERS a m nM'I a 11 I co ?-1 11 I x L v a I v m N "v x aps1 i -_ , A C co ' •Ess...:Ess...:p Rm Ili MANUFACTURED TRUSSES AT 24"O.C.TYP.U.N.O. p li o R C C t :c / \ r L )7\ , MIN.HDR MIN.HDR I MIN.HDR MIN.HDR 1 I GABLE END TRUSS GABLE END TRUSS R .b. rnn_Nu MIN HDR RB.6.7 , I I I 1 GABLE END TRUSS RB.b.6 2OB - Roof Framing Plan 1/4"=1'-0" I e m8 TF9 b 1 • HD 0 St TFB.b.2 TFB.b.22TFB.b.3 TFB.b.3 TFB 6.23 •)2,8 HDR ( 2k8 FDR 02x8'OR , (2)2x8 HD9/F/ (2)2�I8 HDR 2)2x8-IDR _T; __ J WAS:C)2499 KING / J 2)TRIM. '�' x WINSTUD 9TNN.SGI4 / / IS IM. �� E e TRIM ERS,U.N.O. i L; 1!11) (2)TRIMEc SND F' STHD14 ___ r. _- W QO p12 8ir n —� ti iO 14 STHD14 I ti ' aJ_ E _ ,. i l _-_Tr___. -t__ _____ III . , ___�___ 71,1 STHD14 , L ... 59.0 t,- --a T 3.5x LVLvmem 3.5x1 LVL ■9 1 H 6 10 �® 2i_ _ tir_ - 2. F .b_S 3' , 1. r_ . 'FURN.' O r , S9.0 BELOW: 2 'QPEOG' L ,TII I � II I E .THD'4 _ SID41 —— P4 Si377 RI ,ST3'f. NI I / J ./ _ ^r` `�\` ___ __ ___ STHD14 x -0 y 1 _ 24S HDR 'J I' 3.5 FB 4 LV4 © I i� ,c7 TFB.6.;. �I L 'j" TFB.b.12 AM 9 Ar �� I ' aryl ° l -0 ml~ ql ti r` 4 F tx fell :�.[f1. x TP'B.6.17 LT); I 'TFB bio --� 1JIPIM ll ,f, 1 © �-�•.�,,� I I,C I m It i � xi I .-�•�Da c"' •L 14 1� MIN.HD� MIN.HDR E' STHD141 I / S'HD14 '3.5x14LVLFB TFB.b.7_TFB.b.7 (2)1x0 . I.b I _HUUI-Abl. _ _— TFB.b.ZS ,� ©015) 18 56.1 MAUFACTURED ROOF LEDGER �" • TAUSStS@24"O.C. n- MAUFACTURED ROOF TRUSSES(g 24'O.C. -0 -0 F4x4 w/AC4 PAIR 4x4w/AC4 PAIR POST CAP POST CAP- NOT L'SEP: GABLE END TRUSS TFB.b.21 ®B Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0' 3T-018-0 18'- ial 0" • W.E? 31/2"CONC.SLAB M SLOPED DOWN /\ 1/4 12 CD0 ES , ESE i, T.O.S. ISLOPE 114121 ...amismEmamial 1 :Niaimm.:-AIIINII=' IL.. --- ,-111'11_11.1k-ilmillmiL* ____ _ ___ -' STHD14 ' -- 1 HDU4 I CIE/ i' : ' : I 1 : WAY 7'1'.°it°. -5 :CA GAP&P8546 , r-. : F! in ZO !: . —i—- STHD14 ga ',. -1 .-I-.. Mk ' I` , BEARING AW-1- lair , 0.3.0X10"FrG 1 ABOVE TYP. 0 81(4 . Rug 1 e . --- -- — H01)2 STHD14 STHD14 ' 1 , -- * Itita 1-0'2 1 c) c) T.O.S.MG 1 f,','„c17,_"°NY ,-._.1-- • 74 IWZIN i,,,,,,,. . 1 zo ABOVE STH014 I 3 1/2"CONC.SLAB 5.s2 *. SLAB SLOPES 3 1/2' FROM BACK TO APRON . ilEk VERIFY GARAGE SLAB HEIGHT 2x4 POMY — AIX WITH GRADING PLAN WALL IV IC" f:. ......, i EMI IMIEil ....z. 0 ss , iTAW4iIMINEI cieWir:ik ET= mommesimmsemissowleememmemen.- 1 : 1 I-,iwxylimismENEN•mmo....;„ r- ) sTHD,4J-117/- STHD14 1.., • __ GP 1 ‘111 Ark CIF 4:11 'CP %IP I 3 SLOPED DOWN 0 ".' -I I :- IMNIIMN=IIIMMIIIMIMIIIIMMIIM-.j -• . 1/4" I-1°11" alk : .- ' IS. 011 . 2 . ...;..'... lup 1/4" 1.-0" AI ,) SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0psf 518"plywood(O.S.B.)' 2.2 psf Trusses at 24 O.C. 4.0 psf Insulation 1.01 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5''psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0'psf 3/4"plywood (O.S.B.) 2.7 psf Joists© 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 Project Tine: Project ID: You can change this area Engineer: 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 j E ' �C a 9{ s q e ja1 rr g 16 Li nom. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING _...N ...H. Wogoo od Bealr�D s gf1 RB b 1 u c 2l11gp O ao w' ate: pier 2 .� [�i lb 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 D(0 030)Lr(0 050) Max fb/Fb Ratio = 0.385; 1I .,.�. ..I B`.I. I . _.N I x= R I .RINKNKEBE. fb:Actual: 489.80 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi 0 - Load Comb: +D+Lr+H - Max fv/FvRatio= 0.169: 1 fV:Actual 25.33 psi at 4.717 ft in Span#1 5.0 R,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) ID L Lr S W E H Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 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 Wood�°Beap design,: RB.b.2 Calculations per 2003 NDS,IBC 2009,CBC 2010;ASCE 7-10 -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 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 o(o 030>Lrro 050) Max fb/Fb Ratio = 0.116; 1 �s... '^' g 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 2.750 e,z-z:a Fv:Allowable: 150.00 psi Load Comb: +D+Lr+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 • 0.04 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 IWigilio Bearfl )esl9, RB b 3 CI! �I,tar #10.? f ...,iB.CO', c1tk,ASGE 1Q 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 FbTen 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 D(0 030)Lr{0 050) Max fb/Fb Ratio = 0.246; 1 "1 111> ` ' , ' fb:Actual: 313.47 psi at 2.000 ft in Span#1 • Fb:Allowable: 1,272.20 psi 0 - Load Comb: +D+Lr+H - Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 4.0 ft,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H 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 Defl Ratio 1443>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 ,,,. . f.','''''- Printed 28 MAR 2314 2 33PM*140: titti:, nm „ 71,'„-:';4:- ,v ,",";- :-111: 2,1,70 -1,:iigE 'd o � mLic.#:KW-06002997 Licensee C.T.ENGINEERIN ,- a . "` .' ' Ap, ,,,e ti on r206"II t SO3e,p09,'! BG$i A8 97710 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 k/ft,Trib=20.0 ft Design Summary D 0 30 Lr 0 50 Max fb/Fb Ratio = 0,404. 1 fb:Actual: 410.94 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H 0 0 Max fv/FvRatio= 0.552: 1 A A fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n 2-2xs Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 *;R• e ' egn� RB b 5 T , ,' is x _ : ,\ 7t ' Cralculatir its p r2005 ND .iB 2009,"C�3C 2010,ASCE 7-��I 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-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 D(0 030)U(0 050) Max fb/Fb Ratio = 0116. 1 a fb:ActuActual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi • Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D 1. Lr S W 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 kiNabi $&iiii) ai j l RBb 6 '. '4,',t: . _ $. ulati+lt er S tatlaC�20o9r 8C 2t#�.-A�I` ° 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-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 oro 030 u(0 0s0i Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 H, Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.114: 1 - fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 It 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H 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 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Probed 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 , afes, 'r ,i tr1 ,,, �,c a. �� - Licensee�: .T.ENGINEERING Lic.#:KW-06002997 .� ,.. .,.. r... ..., .. � .. kinifoottitelim 9651 RB b 7 �-X, 2tr 0 ;.csc 0; *1 0 v • cal 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 kksisi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 Applied Loads Unif Load: D=0.0150, Lr=0.0250 klft,Trib=2.0 ft Design Summary 030 Lr(o 050, „ I Max fb/Fb Ratio = 0.139. 1 �.� •• _��u��. �r �°•a� fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi - - • Load Comb: +D+Lr+H Max fv/FvRatio= 13.83 9 : tat 2.710 ft in Span#1 fv:Actual: psi3.0 ft.2-2x4Fv: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 0.007 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 - -Qe tali s� RB.b 8 v w , c;tuiations , r2*Alms.,, , SC ,,, CBC 2t, i4 1=7~ftp.' 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=0.0150, Lr=0.0250 klft,Trib=20.0 ft Design Summary 0,030±,0:50 0.30 u 0.50 Max fb/Fb Ratio = 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 A Max fv/FvRatio= 0.460: 1 fv:Actual: 68.97 psi at 0.000 ft in Span#1 2.50 ft,2-2,6Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) g L Lr S W 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 Defl Ratio 5256 >180 YVcioa Beiti Desi '1 RB b s n � ©>+ ,, , r r s, sc cc 7 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-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, Lr=0.0250 klft,Trib=20.0 ft Design Summary '�'O Lr 0.50 � Max fb/Fb Ratio = 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 A Max fvActual = 108.112 1at 0.000 ft in Span#1 fv:Actual: psi5.0 ft,2-2x10 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) g 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: 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 Prin i'y , ,. �. 5 7 7 .- '� `7y:� Oft`#Q.51Tt �mied 28��4~� Lic.#. KW-06002997 ,. 4u, . .. ,.. ..,�a , : et 1 Licensee C.T.ENGINEERING RBb10 I' *A *- ` AV 4X /e *' )( * ' u e rloot Nos480:2069 8C2#t10 ASE *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 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, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary Max fb/Fb Ratio = 0 0 so Lr o so 0.719; 1 ..�n....� fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H 0 0 Max fv/FvRatio= 0.736: 1 A A fv:Actual: 110.34 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections 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 Dell Ratio 2053 >360 Total Defl Ratio 1283 >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 2314,2:33PM Title Block Line 614,34,AitAnomv.iniatime,A,A,cm'' ,r Licensee:C.T.ENGINEERING Lic.#:KW-060002997 Description TOP FLOOR FRAMING 1 OF 3 i3E Sietr DeSigrf- B b ,. .. i tasons2008`JDS2O09CS 2010 SCE7'li}.': • 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 DD61R war Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 E ter: Fb:Allowable: 1,016.20 psi • Load Comb: +D+L+H A A Max fv/FvActual: o= 6 0.462 35 si 1at 0.000 ft in Span#1 fv:Actual: psi aon,2-�e Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H0.033 in Max Support (k) D Lr s_ W E H Downward d L+Lr+S+S 0.000 in Downward Upwad Total tai 0.000 in Left t Supportp0.49 0.92 Live Load Dell Ratio 2231 >360 Total Defl Ratio 1461 >180 Right 0.49 0.92 Wood Beam De ign TFB b 2 r 2Eu►s; as xoo.,cE u�lGfs ASC., 1u x � - , ;ate ' v4 "� * a ' Calcuta1EC 2s e , . 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-Pr!! 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 D/ 1R I% Max fb/Fb Ratio = 0.631: 1 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/FvActual: = 67 0.462 35 si 1at 0.000 ft in Span#1 N:Actual: psi ao n,z-tea Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E U 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 Defl Ratio 1461 >180 Wood)#&4 aET-,),,,,--, (1 `TFB b 3% *a °Mi tta°i s- 2 N DS E 0400,CBC 2dt9 ,4SC£'71t!'' . Y 4 Age 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 D/ 13 I6(8°i Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.452: 1 N:Actual: 67.83 psi at 0.000 ft in Span#1 40ft,z-tea Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H0.022 in Downward 0.033 in Max upo (k) 2 Lr S W E H Downward d L+Lr+S+S 0.000 in Upward Total tai 0.000 in Left SupportSup0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Right Support 0.49 0.92 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 Pnn . li1I+�„ 4 5 't At; "� 4 d'J K 1' liP� ,..,;. >,�` ,,,� ,x :', ,.. L�At ,t� �- �14 2 33PM Lic.#:KW-06002997 ,.,. ,, I EERI Licensee C.T.ENGINEERING � R .43karitDeSg111 TFBb4 ! .,.. .. Fer 2005 NDS,I)3C#0SGBG 2110, SGE 740, 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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Max fb/Fb Ratio = °{0' s 1026") 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= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2500,2-2x4 Load Comb: +D+L+H Max Deflections 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 0.03 Live Load Dell Ratio 17653>360 Total Defl Ratio 3457>180 CalculatioPs per 2005 NDS,'Etc 20a9,clic 2010,ASCE 7=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 k/ft,Trib=0.670 ft Design Summary Max fb/Fb Ratio = 0.951• 1 °(�198? R93k¢°) 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 Fv:Allowable: 150.00 psi 4.0 ft 2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373>180 MO:9K te TFB b7"6 . ` ;ParOul ionspert 45fiD ,*2R0946:0:20-10,4. CE7 0 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary 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 Max fv/FvRatio= 0.148: 1 A A fv:Actual: 45.77 psi at 8.613 ft in Span#1 Fv:Allowable: 310.00 psi 9.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 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 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 � ed 28 MAP33PM uIpIS1 z .. C.T.;. �,. . INEE G �e s :64& t 1 low- Lic.#:KW-06002997 Licensee RIN •Ncx B am Design TFB b 7 �: ; Caiu ons'Ver 3905 IDS,II3C 200 C8C 2010,HCl 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-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=1.0 ft Design Summary D(0.0150 L(0 0250) Max fb/Fb Ratio = 0.069 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi 411 Load Comb: +D+L+H - Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 3.0 ft,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWEH 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 IB an Desigf- TFBb86 Cath dons er10Os' IDS,IBC 2001,C)3C 20'10 ASCE 7=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-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 k/ft,Trib=16.0 ft Design Summary D 0.240 L 0.640 Max fb/Fb Ratio = 0.870 1vim • 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#1 13.06, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW EH 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: 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 Printed 8 APR 2014 8:03AM .s r . .:r 6 .' tie 140511'° 14th CAi-t're20i4 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wbad 94, 0005..Nb* B42009,_,.C. BC 2010 a/ SCE ,1D 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=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D0240 L 0.640 Max fb/Fb Ratio = 0.349 1 fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi p �� �� Load Comb: +D+L+H _ .. . Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 0.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307 >180 „WOWBe l'I Desi TFB b 10 Calculations per 2005 NDS;IBC 2009,CBC"2010,ASCE 7.10 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=9.50 ft Design Summary D 0.1425 L 0.360 Max fb/Fb Ratio = 0.074. 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 �a �� �� Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H : .. ° r Max fv/FvRatio= 0.070: 1 A • A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076 >180 WW,d:Rearrkpeskgni4TFBb11 ;, .CaicuIatldl .perr 200 tp10B+C 2009, *- '10r*CI"740 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-xx 2,000.0 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 Design Summary Max fb/Fb Ratio = 0.750. 1 0 0180 L a480fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.398: 1 fv:Actual: 115.41 psi at 0.000 ft in Span#1 19.0 n, s.zsxla.o Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6Printed:8 APR 2014,8.03AM �8� ]�7:ii 1. ' 'r. It S i - a ,9 t. `'.C it4dr:'1: .,. ..,, f. . . Licensee:C.T.ENGINEERING Lic.#:KW-06002997 w da Birt cress-rgi1l= TFB b 12 - . .. 72. C u1410 s pe 2005-140,k IBC4009,CBC 2010,ASCE 7'1fi 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 klft,Trib=10.250 ft Design SummaryD 0.1538 L 0.410 Max fb/Fb Ratio = 0.136 1 ' '� . fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2293.36 psi Load Comb: • • Max fv/FvRatio= 0.117: 1 A A iv:Actual: 36.27 psi at 0.000 ft in Span#1 6.50 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 0.013 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 Defl Ratio 5844>360 Total Deli Ratio 4250>180 jiV•04*-ae,agl L?e igll elf TFB b 13 Calcu Io s per 200510s,101009 BC 2ttto ASE-ct-10 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-Pr!! 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 klft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary e �L�t� °�®i Max fb/Fb Ratio = 0.370. 1 fb:Actual: 877.51 psi at 8.000 ft in Span#1 Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H Max fv/FvRatio= 0.237: 1 : A fv:Actual: 62.84 psi at 0.000 ft in Span#1 16.0 ft, 5.125x16.5 Fv:Allowable: 265.00 psi Max Deflections Load Comb: +D+L+H 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 Wo�eat1 Design TFB b 14kitioki �,C it 20i0 15 ) 1• tt 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 SummaryD 0.08625 L 0 230 Max fb/Fb Ratio = 0.190. 1 fb:Actual: 193.17 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.152: 1 fv:Actual: 22.74 psi at 0.000 ft in Span#1 3.250 ft,2-2x8 Com Fv:Allowable: psi Max Deflections Load Comb: +D+L+H 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: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Btitlock Line 6 # i , �,,, � s _ dPF _ 3 Printed: APR 2014,8:03AM i 8 „Air iyik pott, ' � 1Att .4 d2Adv f 1 Lic.#: KW 06002997 Licensee.C.T.ENGINEERING Mfg; • • er 6TFBb15 F . . .; yi Caiculattens er 514051 2 90: 410,,., CS 0 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-Pr!! 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 k/ft,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=2.20 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.324. 1 D(0.050)L(0.1250) fb:Actual: 749.89 psi at 2.000 ft in Span*1 • • + • D 0.10 L(0.80) Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H :, Max fv/FvRatio= 0.268: 1 1 - fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 Right Support 0.19 2.36 Live Load Dell Ratio 2393 >360 Total Defl Ratio 2254 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 T }Printed.28 MAR 2314 2 35PM u1 Sim g o ',.. f i- �... '-4 b. �s. � %_ �. �,, a^ �� ��'--N�C2>rC,.! ,'�8w ��, � fs. �`1.2��t�1��: " Licensee:C.T.ENGINEERING Lic.#: KW-06002997 Description : TOP FLOOR FRAMING 3 OF 3 Wood Barr DeStp� TFB.b.16 16 , ; ' '-caulatIomos ll sr laces COCYi19a,ASCI:740-. 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=0.10, L=0.80 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0&4413 8.igg so) Max fb/Fb Ratio = 0.883: fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi , Load Comb: +D+L+H Max fv/FvRatio= 0.585: 1 A A fv:Actual: 87.78 psi at 4.233 ft in Span#1 5 ft,2-2A10Fv:Allowable: 150.00 psi 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 Wood Beatxi Design 'TF B.b.17 1 ' \.y ClIculations per2005 NOS IBG 2fl0p,cap ZO'IO;,ASCE Tie 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary .�0.10 (.,0E501 { Max fb/Fb Ratio = 0.336: 1 r z ��. .._ . fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi ".`s r:" Load Comb: +D+L+H � Max fv/FvRatio= 0.206: 1 • • fv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5)(14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr. S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033>180 i� m Desislgn TFB b 18(RIGHT) ' Id t � nsp�lips,it8c2009,E 0,4C 51 y . , �: � sc 2011 11 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 klft,Trib=1.0 ft Design Summary . Orb,' . +" Max fb/Fb Ratio = 0.057. 1 � � a fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi \V Load Comb: +D+L+H • Max fv/FvRatio= 0.052: 1 • • fv:Actual: 16.11 psi at 0.000 ft in Span#1 5.50ft 3.5x14 Fv:Allowable: 310.00 psi 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: 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 irk P•inted 28 MAR 2014 2 35PM .,; -,d y,. ,x'e, ." ; .*- '/' _.,,._ _., a,, ..,; ,,. .-,.. . ;' ., "CAtc,;,,,,,,o..,.. ' ate. 1 ,,f, =f ,,;' Ltc.#:KW 06002997 Licensee.C.T.ENGINEERING itifROdlf G1l• �llcln B�a TFB b 19 .. . , .. ;� aic!1 � g�e i5 t19C2 # ,�E 0 �3I 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 k/ft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point L=2.70k@2.Oft Design Summary Max fb/Fb Ratio = 0,275. 1 D(0.0240)L(0.0640) fb:Actual: 621.95 psi at 2.017 ft in Span#1 -Il1FIY�4i11F� I * * Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H , _ ,.... ��� �. �,,... Max fv/FvRatio= 0,286: 1 • • fv:Actual: 88.56 psi at 0.000 ft in Span#1 A Fv:Allowable: 310.00 psi 11.0 a 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493 >180 codBe�atn-flesign =TFB.b.20 �. ,.. ,;,:_ _ •, 4-:: k :* Gsfcu 'cos per 5„NDN,I B G'20Q ,CBO"P,ASCE 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-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 k/ft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point L=1.0 k @ 11.50 ft Design Summary Max fb/Fb Ratio = 0.360: 1 D 0.0150 L 0.0250 a fb:Actual: 822.85 psi at 7.500 ft in Span#1 D(0 10)L(0 340) • Fb:Allowable: 2,287.12 psi Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 i • • fv:Actual: 72.34 psi at 7.500 ft in Span#1A A Fv:Allowable: 310.00 psi 7.50 ft 4.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.109 in Downward Total 0.117 in Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -0.017 in Right Support 0.96 4.66 Live Load Dell Ratio 880 >360 Total Defl Ratio 820>180 . e m 0 NOT USED BEAM Size: 2-2x8,Sawn, Fully Unbraced 2010.4 - 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=2.0 ft Design Summary D 0.030 L0050 Max fb/Fb Ratio = 0.040• fb:Actual: 41.09 psi tat 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �,,.. ;. .... • Load Comb: +D+L+H 1111 Max fv/FvRatio= 0.033: 1 A A fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 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 999999 >360 Total Dell Ratio 30418>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 Printed28 MAP 2014,2:35PM �i� • untie ° .y� .. C,, -1',°,4 20�,,I3u 0.14�2� 614 1 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING i,i TFB.b 22 aesig a7 Ca p s per 2005 MOS,IB ,Ct3C 2010,ASCE 700 icu 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-PrII 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 9S4d.184 .9x Max fb/Fb Ratio = 0.355. 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.291 : 1 fv:Actual: 43.60 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support0.36 0.69 Live Load Defl Ratio 5290>360 Total Defl Ratio 3464 >180 Woo Be4r D sign; TFB b 23 Calculations per 2005 NDS,IBC-2009 CBC 2010 ASCE 74O'' 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-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 'NOV toPod1P) Max fb/Fb Ratio = 0.631• 1 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 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.o ft 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 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 Defl Ratio 1461 >180 WcdBe1�i Design TFB b 24 Ttcai tuiatigOs per 2005 NOS,,IBG42OD9� BC 2010 ASCE 7 o 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 Fb-Tension 1,000.0 psi Fc-PM 1,500.0 psi Fv 180.0 psi 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 A fv:Actual: 56.57 psi at 6.230 ft in Span#1 a ft 1.50 ft, 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >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 _ s Printed:28 MAR 2014,2:35PM t s / liey1�1d05fT .ECB _ ..,, Lic.#:KW-06002997 Licensee C.T.ENGINEERING o e De «t1 TFB b 25. C culaf:los! 5 NDS,IRC 9,930201Pt 4sckalo 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 Fb-Tension 1,000.0 psi Fc-Pill 1,500.0 psi Fv 180.0 psi 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 Design Summary D 0.1538 L 0.2563 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 �' • Max fv/FvRatio= 0.386: 1 A A fv:Actual: 69.54 psi at 7.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 6 1.50 6, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Dell Ratio 1890>360 Total Defl Ratio 1182 >180 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 bad = 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 EcIl= 1,000 psi Cv = 1.00 CM(gp= 1.00 FcL= 625 psi CF(B) = 1.00 CM(ci)= 1.00 E = 1.6E+06 psi STOTAL=U 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(int) 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 302 '��, INC. Seattle,WA Project: l 1M1{t ,�^� '5.—) . L (^ 1:::)PJ Date: Z 98109285-4512 Client: J t�4c 14 D J PAX: Page Number: (206)285-0616 I it - m • • 111 I : ! I 4 ic • c.L �,2 . • 1 , i I } 1 . • 7.54:1;I • i ,i _ • 1 ‘ �. j : '; I I{ Vi { Z2I I : I � : 2.; 2,� ��. • • 5 II.; -; - a- , . ? , . : , I • . • I , , i , , ! ., , , , , . 6,.. , Z, ,e22 , I x KI ' • -. •I LI t .. i... I , I I I I 1 __jVI .. .ire , .._ - . 5 `�I �1 i ; _Irc_ ,. �_ l � I , li y i t i... I �. I I' , i ! , 1 ;1 I I a ' ' I I 1 .. .I. I I .. ..! j • I j • • ' I I • I j I I ; I. i i I 1 i 1 I I , j +, I I i.. ! 1 ! I, , , I ' 11i i i . i . i _ I 1' _ I i-j j I j 1 1 I i I 1 Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA N C-rb ./� .i 96109 Project:T/111 �.�\� �..-�rt � 1-'i6©10 vale: 0...V� (206)285.4512 TA � Fox: 1 Client: T CS4— 4/e.�' Page Number: (206)285-0618 -&u c— C�P c��� - 2--? G J.� I►�`rte �o 2 5SioDS `- L bc, 61-u ltd' i siw (z.-) (.) (5) ` ` ,dF3 771 7 ' 3 3.7'\ 5.5' ' 74\ 9,a ,5,71 '875 11 3,D" 60 7,OK GAG 9',96) .9r5� 9.75' 711 2,e' 3.7" 5,6 4, t/ ti t . L--f e 8.7► sT(� Li 6 6- eeD pF. 4_ 114 /01FcAp ?I/7 4 WF- swim G 1Co/t. Tie e INtEAorc -I 06 WAN t.:. -, Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 1`wI / r, INC. Seattle,WA Project:17;7/Y 7 j Q 1.. K�• 'I L' 4©k) Date: 0-V 98109(206)285-h512 ) Client: a)Q j 4 OGPAX: Page Number: (206)285-0618 BUILT- .OPz 1\1_ < 114E-1:G-Fg' L06,', WA LL 611) 61i., Z T SDS 7,71 775' • Alb ER. 9.DB 6371 6751 - 131 I Gm.GE ,.9 ' 95 9:75' 3131 , :Ko 'Skit ve -cgosM ki 7-1.) . I 12COrnrh OLT � Eci? �( + I•d,ZbNE "±- FtTC < j�' ki �j . EEZZ ).• 6,71 .94 .1 t ' ,L� Is �M�tipS�C' j Z4 B LC ..)001.1 cowsAms . . . S A 1C-- -----T- wC. r HAN A,C o� Otb. w= Z (.40 �4:(SESF6F) t 152 <S13 I vic -1 2x4 P� Q 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 2,11 e t ' AENV jia 47* 'k,4 y f , Like Oswego 4 -King-city , h m 0 • f °kiAMERICA . USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g SM: = 0.667 g 501 = 0.445 g For information on how the SS and Si 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. MCER Response Spectrum Design Response Spectrum 0.11 1.10 0006,00 n 0 0.21 9.44 61,4077 30. csa 0.11 0.40 t 0.#4 0_21' 0.12. . 0,24-, 0.22 0.14 0.11 0.e1 010 0.20 0,40 0,CO 000 1. 1.20 1.40 1..00 1.20 2.00 0.00 9.20 0,40 0.40 020 1.00 1 1_40 1.00 L f tOO Period.T(sec) Period.T(sac) 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. = 0 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 ResponseSi= 0.43 Figure 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://earthquake.usgs.gov/research/hazmaps/ http://aeohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 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 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SMi= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=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 SDC1 = 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 Factorf2o 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 2012 IBC 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 Sos= 0.72 h„=19.00 (ft) Sm= 0.454-0.75 ,'ASCE 7-05(Table 12.8-2) R= 6.5 C,=5 020 ASCE 7-05(Table 12.8-2) lc= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) SI= 0.43 k=1 .ASCE 7-05(Section 12.8.3) TL=6 ASCE 7-05(Secton 11.4.5:Figure 22-15) Cs=Sos)(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So.)(1' R/IE)) (for T<TL) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2'(RAE)) (for T>T,_) 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,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REFF Cl C2 Cl C4 CS CS C7 CO C9 C10 C11 C12 C13 C14 C15 C16 C17 'VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevator Height AREA DL AREA DL AREA DL w, w,'h," w,*h„' DESIGN SUM LEVEL Height (ft) 5;(9) (sgft) (kst) (sgft) (ksf) (sgft) OW) (kips) (kips) 2w,-h,` Vi DESIGN V V,.,,., NS E-W Roof - 19.00 19.00 1870 0.022 41.1 781.7 061 4.40 4.40 '3.81 5.03 Top Floor 9.00 10.00 10.00 1517 0,029 333 0.022 49.8 498.0 0.39 2.80 280 6.50 7.71 1000 0:00 000 00 00 0.00 0.00 000 1st(base) - 90.9 1279.7 1.00 7.20 10.31 I 12.75 E=V= 10.98 EI1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fr,_ DIAPHR. F, E F, w, 2 w, Fa,_ `F._wa, 0.4•Sos'IE`wr 0.2'Soo IE•wr LEVEL (kips) (kips) (kips) (kips) (kips) 1:w, Fr,Max. Fr,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 3/28/2014 N.E.T. ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. -- -- Building Width= 37:0 45,01 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sec.cosi= . + mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0'+ N/A N/A Roof Type= Gable Gable N-S E-W Ps3oA= 28.6 28.6;psf Pitch= 25,0 25.0'' Figure 28.6-1 Ps3oe= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20,7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7;psf Figure 28.6-1 A= 1.001.001 Figure 28.6-1 Ka= 1.00 1.001 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A•Kn•I : 1 1 Ps=A*Kzt•I•Ps3o= (Eq.28.6-1) PSA= 28.80 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) pc o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps a and o average= 4.7 4.7 psf(LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2.2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.50 0.50 0,90 16 psf min. 16 psf min. width factor 2nd-> 1.00_ 1.001 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.8 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 721.5 AF= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 kips(LRFD) kips(LRFD) kips kips Page 3 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.) Wind(NS)(LRFD) Wind(E-W)(LRFD) 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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof 19.00 19.00 0.00 0.00 0.00'd 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 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns) 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(NS) V(NS) 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(ns)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFDL kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 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) I (for ASD) (for ASD) — 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 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof SHEETTITLE: .056a$..i,.. CT PROJECT#: CT#14 1:Plon 3713 Tvan Creeks,EleveOon B Dieph.Level: Direction: Typ.Panel Height= R. Selemk V I- 4A0 klpe D OI9n Wind N-S V I= 3.81 kips Sum Selemic Vi= 4.40 kips Sum Wind N-SVi= 3.81 kips �1)DISTRIBUTION TO SHEAR LINES) C3 C5 C7 CO C9 rf0 ,•:'17 C'14 ,^i.5 C?8 THbX Above Line Lood Line E W 1st Llne ribg�2nbd Line Trlb N+a; 1 2.199 19059',„:5? .31YnII"iMi ® s'. �2.199 1 9059 ._' �z s P3fa ait .� ''v °�KnMMME ®m om n 000.00 0.000 ' 000 0.00 . NEN ;m 0.00 0.00 0�� Ensm,ta0.00 0.000 O�mi • ._��m • ) ti 0.00 0.00 0imemmi '� ..• ..;:,. Frr,. 0„5. TTII 0.09 0.00 o Immo E=®" E Balance Check: ok ok Balance Check: ok ok ok ok MORE THAN 14.3 OF 2)DISTRIBUTION TO SHEARWALLS E.D. E.G. E.D. E.Q. E.Q. Wind Wind Vclnd Vu",.AL eII C 1"7/11' H c V AmpllOers v' Type Type , THEREFORE Line ID Lw (R) (R) (R) (pif/ (k) P 2wrha, (plt ® (k) P6TN OKAY. 0) ,,„y( 14.32 154 2.20 1.00 1.00 184 P6 .S 7NS 1 3 1.906 r �„ 3 0.00 0 0.00 1.00 1.000 0 0 0.00 0 00.000 t 000 00 0 0 0.00 0 0.00 1.00 1.00 0 - 0 7.50 143 1.07 1.00 1.00 143 PSTNPSTN 1 4 0.928 7.91 143 1.13 1.00 1.00 143 PSTN PSTN 1 4 0.978 15 0.00 0 0.00 1.00 1.00 0 - - 0 0.00 0 0.000 too 1.00 0 0 0 0.00 0 0.00 too 1.00 0 - 0 0.00 0 0.00 1.00 1.00 0 0 p-1.00 fi�Table 4.3.4 AFBPA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor DL Uplift Fedor o,Wnd: 3)OVERTURNING RESISTANCE I Selemic Uplift Wind Uplift Resisted Resisted B•auc•a Net OTM Add'I n•auc•d Net OTM Add'I Max. Line ID LoL.n wdl ID(41) ID(in) Lents OTM Ro,M Level Abv. Tatal D U U., OTM Ronu Level Abv. Total U U„„„ U,,,., HD R kl Above Above ft ki.R ki.R hi.ft ki.R) ki.-ft k) ki. kl.-R 51.-ft 6.R ki.R kl.-ft k 6. kl. r 00 3f Lsr i `- ).. Wi tMbsi 0.00 NONE f'�'y y r xg�: xryy l 0.00 NONE 0 0 AE vCi 1, ( � '?fi /� t ._ 0.00 NONE):. • -036 0.01 NONE�'" C1 : i 7.66 9.14 9.32 -0.18 018 +r f ,3 -0.02 7.92 10.21 -22910 t -0.30 -0.02 NONE 0.00 NONE 00.0000 NGNE' N 0000ti �� fNO 0.00 NE 0.00RE, ;z, Jar 0000 N yq E Hddown Civ Offset from SW End: in ?: 0.00 -5.55 3/282014 N.E.T. C7 ENGINEERING N&S_Top Floor E"::1 ";; SHEET TITLE: mramillECI "'"' CT PROJECT#' CT#14051:Plan 3713 Twin Creeks,Elevation B Die eh.Level: r Direction: NM Typ.Panel Height R. Sebmlc VI- 2.8 kips Design Wind NS V 1- 6.5 kips Sum Selemic Vi- 7.2 kips Sum Wind NSVT- 10.3 kips 1 DISTRIBUT ON TO SHEAR LINES Trib X Above Line Load Line E W 1st Line Trib 2nd Line Trib 1111 mm 3 000 0.00 0.00 '0.00 , Eam 0� = 00.00 0.00 0.00 0.00 . MI m :: �� '0.00 00.00 0.00 0.00 . 0.00 0.00 0.00 0.00 o�� ®m , 0 00 0.00 0.00 0.00 MUM .x,, C_ .. �� 0.00 0.00 O�� wpm ,,,,, 0000 000'0 Balance Check: ok ok Balance Check: ak ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.O. E.G. Wind Wind Wind Line ID Lwall C. Lwall' Hww, v V Ampliftere v' Typo Type v V (RI (ft) (ft) (PIS (k) N 2wvhl•' (Pit) (PR) (k) MEM 000 •Rai 0.000 ��p 0 0.00 000 mum 0.00'0 ��p 0 0.00 fi.. 000 ; p 0.00 ��man 0 0 0.00 .,?1,11.30 =®' 0 � 0 p 0.000 ��0 O 00.00 000 ..., ' 0.00 ��0 0 0.00 � 000 ' � • 0.00 p MEI.. 0.00 000 � • 0.00 Map - 0 0.00 000 • 0.00 -�0 �0 0.00 0 00 • 0.00 , 0 0.00 p-1.00 'i'Teble 4.3.4 AF&PA SOPWS,Footnote 1 4,E.O.DL Uplift Factor. DL Uplift Factor wAMnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Restated Resisted Rsdv<ed Net OTM Add') R10. 0d Net OTM Add Max. l NON Line dl ID(#1) ID(#2) Leas, OTM fteim Level Abv. Total n U U. OT R Level Abv. Total U U„„„ U,,,- HD ft kl Above Above fl kl•ft kl•fl 10.-ft k� ft k ft k ki. lo*-R ki•-R k, ft ki ft) lo.-ft k k• kl• n' � ® 32.78 122.30 -89 54 f 95 01 -2.70 48.80 132.88 -85 08 . -2 73 -2.70 NONE S £�P � �_ „�.„ 0.00 MUNE • � '00 3o-•a 1.d s y »• "�� y f ak/ 0.00 N,+ 1` ®�o-'s, s 14.32 21.23 24.01 .0.19 30.40 28.08 4 32 ` 0 70 0.0 NONE.. - r ®� 1'� 7.86 11,53 8.59 294;;}��,, . I 18.50 9.33 717 ; . 0.84 084 HONES zi «+s�' .25lv��t_ '_ice 0.00 NONE • 00 mss i ,:t2 �s. �`�§ €_ a<. � H_y 0.00 NONE . v av�v cJ� �a Id te. � �� �' 00.00 NONE [s -tir• R � �I a 00.00 NONE , •Jia-s• y . oo , <...,s w» 0.000 Ho(down Cfr:Olhef from SWEnd lin E_ -5.55 -95.03 N.E.T. 3252014 EBW_Roof CT ENGINEERING EjSHEET , ;fit a. 'w -..e,(.6 7i CT PROJECT 0: CT#14051:Plan 3713 Twin Creaks,Elevatlo B Dieph.Level: Direction: Typ.Panel Height ft. Selsmle V i 4.40 kips DeniSn Wind E-W V i 5.03 kips Sum Selemb V I- 4.40 kips Sum Wind E-W V i- 5.03 kips I1)DISTRIBUTION TO SHEAR LINES( ^„ 02 03 C» ..:5 C6 07 CS Ci? ..rn ,Cl) ::'.? 718 C)5 C16 TrlE% Above Llne L ad � Uniform Shear,v Line E W 1st Line Trih 2 tl Lln Trib E .1 w '!b,�a a.�2.199 z 51645 1st IIMINIIIM® ®� 2.199 251648 v/�'d+ 1 7q fffi'�.'' kir ,14' ' ®' ��' 1 7 000 0.00 0�� a 4 0.00O�� a4 1$ 0.00 0.00 ' a m-az, ark 0 0.00 0.00 p�� 0.mollEll. p�MEM Balance Check: ok ok Balance Check: ok ok ok k 2 5 STRIBU7 ON TO SHEARWALLS E.O. E.O. EQ. E.Q. E.Q. Wind Wnd VYind Line ID Lwa11 Co LwaS H.wu v V AmpliTere 7 Type Type v V (ft) M (R) (R) (pill (k) p 2wfifu (p0) (plf) (k) dm:. NAL r 74 ®7Ao 3N®(�� ,-.s • _® Li . 000 .:,..002,..„, 0.00 ��O 77 3Z 7 J®,`, -®�� +2�w da .a a' A I® v� ., '�, 000 € :0 0.00 ��0 0 0.00 ' 000 Ids p 0.00 ��10 0 0.00 tea :. . i 000 0 0.00 ��0 0.00 2a ` - �� 7a 000 40 0.00 ��O v 0.00 7 ,r, t .p 0.00 ��O O 0.00 o00 , 7a 74 000 1 0 0.00 �i�0 0 0.00 144 71 0.00 ��0' ' 0.00 ? 0 O 0.00 "1Table 4.3.4 AFBPA SDPWS,Footnote 1 . Spade/e,OL Uplift Fedor: DL Uplirt Factor wMAnd: 3)OVERTURNINQ RESISTANCE I Selsmle Up lirt Wind UpIHI Reai+tetl Re+iated B+auc.d Net OTM Add9 Beauud Net OTM Add) Mez. Line ID Loin w dl ID(#1) ID(#2) L O7M Roan Level Abv Total Sl U Uwm OTM Rmrn Level Abv Total U Uw U,,,m HD (ft) (kl() Above Above (ft) (ki•ft) (kip-R) (kip-ft (kip-R) (kip-ft) (k) (kip (kip-R (ki•-0) (kip-R) (kip-0( (hip-ft (k) (kip) Id. �' ! 30.14 17.61 91.73 -73 92 ® s �' �•� 20.38 99.67 -79.26 ''',:i:- 41 8 83 8.46 ONE Ln 00 f • � _fi j � 0.00 NONE @ a ......4r1:..,....,!:... „ y 1' j 1108 8.84 15.54 .6694 a .0.60 10,12 16.88 fi76 z1�s -001 -0.60 NONE S -7.02 7�1�1t,, 4" .0.62 -0.82 10.26 17.28 7 02�f„ $ s`� AIIIIIIIIIIIIIIIIIIIV.1 ,, i.,i 11.24 8.97 15.91 A94 ;,3� _ _k '. ': 0.00 NONE 00 4 � 2 NE- „„, INC 0.00 NONE... IX' ^ Kra : FF 00 �' '� ' ^.;, <- ' �. 0.00 NONE F. 1s _- ,:'!.‘::::.M'' I_ y 0.00 NON.' s 0 o c4 € � .e . l�> ' 0.00 ANON � � `, , � * � � 1�'_ - 0.0o NONE ' d Kj �,,',' o.00 NONE. iiiE- 0.00 -67.55 Holdown Cie OOset hom SWEnd in 3282014 N.E.T. CT ENGINEERING E8W Top Floor SHEET TITLE: CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Diaph.Level: r Direction: NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height R Seismic V 1- 2.8 kips Design Wind E-W V I• 7.7 Mps Sum Seismle Vim 7.2 kips Sum Wind E-WVI- 12.7 k1pe COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Unlbrm S r,v Line E W Ek Wk 1st Line Trib 2nd Line Trib. E k Wk Ek Wk L E •I+ W •1 xa r 25% 0.701 19 074 ,(00. �:1.2ECE® iEMIi'#M. 104 " ;it t - #d 4 „A.s s®®® /ice 233 �'E. 1 �' e 25% 0.01 1 9 874 �` t i 0 88 1.01 1.58 2.94 395 734 Balance Check: o o Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWA LS E.O. E.O. E.O. A. E.O. Wind Wlnd Wind Line ID Lwall CD Lwall' H,wu v V Amplifiers v Type Type v V (ft) (ft) (ft) (p11) (k) i rig N (Of) (PI) (k) »Q4 a :" 120 2.90 iSillI®r1u;" ; e "'4`7tR411=2111M 1411 41) 4 000 r 0 0.0, (.00 too 0 0 0.00 13 40 Y? 4: 118 A 1.00 too 118 Pa♦ 233 3.12 986 y;< 11: 1.00 1.00 118 P6THeTN 233 2.25 a111. 111) 4 sf.4" -441 44 s2 0 0.00 •r R ., 0 ,00 100 00 .0 140> v 41r r4.,. 0.00 >1),? 0 0.00 1.00 1.00 0 0 0.00 p-too +/+Table 4.3.4 AFBPA SDPWS,Footnote 1 'Specie)E.O.DL Uplift Factor DL UpiiR Factor wMind 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Ren ated Reeieted n.aoo.d Net OTM Add'I n.dco.4 Net OTM Add') Mea. Line ID LoL,a, w dI ID(#1) ID(#2) Lo a OTM Rona Level Abv. Total R U U.,, OTM RcT, Level Abv. Total U U„m Uwo HD (ft) (kit) Above Above ft) (kip-R) (kip-ft) (kip-R) (kip-ft) (kip ft) (k) (kip) (kip-ft) (kip-ft) (1011-ft) (kp ft) (kip-ft) (k) (kip) (kip) ae zs z�7fsd;i. I f L(� t 23,90 26.39 59.79 -33 40 �' -107 32„y, 1,49 40.45 84.96 24 51 103 79 7 4,34 4 30 NL�E O o s S o o • ar a '9 �P t ` �_ 0.00 NINE L gt -0.43 28,38 37.47 9 09 a -9 OB ; � ) � �� 203:T ��j�v rr� •0,22 20.46 13.53 693 �®� -�+ '%E 0.71 0.74 8THb1d 0.00 NDNE 1 ,^v' ? 000 NONE• prOmmr. � 0.00 NONE‘T: o.00 NONE Hoidown Cir ORaet from SWE d. ,>; in £ -87.55 -116.89 N.E.T. 3/282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb Vw= 2516.5 lb V1 w= 1971.0 lb V3w= 545.5 lb ► ► v hdr eq= 72.4 plf 1.10 ft '. V 4,�i�,?", � 'a�' .�2�a ��`s '� �� e�' '�,r�s�i,,,,,�A A�✓a�l,,i.,,.,. j/ � 6 ; WALL TYPE p/f P6TN E.Q. p/f P6TN WIND feet H total= 8.1 feet H sill= + ' fa iz ��� y1.5 � � r -. feet • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► 4 ►4 ► Hpier/L1= 0.34 Hpier/L3= 1.24 L total= 30.39 feet Seismic Capacity Multiplier, 2w/h =I 1 I[Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.A V eq 1091.8 /b V1 eq= 543.7 /b V3 eq= 548.1 lb V w= 1249.4 lb V1 w= 622.1 1b V3 w= 627.3 /b v hdr eq= 96.4 plf ► A H head= 1.10 ft £ WALL TYPE H pier= � � plf PO E.Q. feet � � plf P6 WIND u 9x H total= 8.1 feet • s Y H sill= 1.5 �y feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.714 ►' Hpier/L1= 2.26 Hier/L3= 2.24 p 1 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.B V eq 1107.2 lb V1 eq= 652.4 lb V3 eq= 454.9 lb V w= 1267.1 lb V1 w= 746.5 lb V3 w= 520.5 lb ► ► v hdr eq= 96.4 plf --o- 1.10 ft ►1.10ft � r g 1 £ , '« 7 WALL TYPE plf P6 E.Q. H pier= „ , � �£ � � � � f� � WIND plf P6 H total= � s � �s 8.1 r,= r iii f ai ® "1"^ �J feet , �, � £ �s'� eE 'r! 2.0 feet ,, � " t£r � a� ?slrs�-:, sa, �� ���>.,a� � � �,,.,, �?:��.�°f"k�ex �3aa, ,i>� F.�, a..,.,si„d ,✓,r , ,�.�, IT REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2=6.5 L3= 2.1 Htotal/L= 0.70 4 0 4 0 4 ► Hpier/L1= 1.70 Hpier/L3= 2.44 L total= 11.49 feet Seismic Capacity Multiplier, 2w/h= 1 [TbI.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb v hdr eq= 120.1 plf -► • H head= $ � r � �` WALL TYPE plf P4 E.Q. 5.0 feet plf P4 WIND H total= feet ' H sill=3.0 � feet ♦ ♦ ...,.,�1 p;z % .. Wit. _. a3... _�`�.', ''' ..i,,, xa:.e,x. „ „se3 ,I,:.. ,. §�ff 'v'.„ .. , ks../ REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 , ► Hpier/L1= 1.67 ► Hpier/L3= 0.61 L total= 24.15 feet I. Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 . ir• • APA �'1NC is TT-1OOF 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(APA 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 for Shear 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(hem 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 ®2014 APA—The Engineered WoodAswcialion 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 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart•-tt(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (an 131 EQ(1444 WIND) •oundation 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 ore 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 l' 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t opposite side of sheathing Pony '- wall height . -. $ Zia Fasten top plate to header twith r n rows o"16d % s�. ) I % Ir t sinker nails at 3"o.c.typ • Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown max 1 panel sheathing total .L Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with ;' within middle 24"of portal height .;. ,. 8d common or galvanized box nails at 3"o.c. Li. One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each y M.... panel edge. L Min length of panel per table 1 Typical portal frame Illik \ . construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of r:,/,:. i Min reinforcing of foundation one#4 bar I jack studs per IRC tables top and bottom of footing.Lap bars 15"mm A R502.5(1)&(2). ' d 1 � W.\ 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 Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2°x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association ii References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.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 www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 410 APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 Form No.TT-100F APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on AM—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 your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality 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—The Engineered WoodAssociation C T E N G I N E E R I N G 180 Nickerson St. Suite302 Protect: -f/ -nNc1 e ,RRkaznd7a_ nn __ {�— 8109'WA Date: i�/��, � �vT (206)285-4512 Client: 25? ,3.2 ()55c.- 24►6,.fi,Z� PAX: Page Number: (206)285-0618 o. i1S.eb On..,A-J (ei-eriz.). 4-(F Gt -7 d, o glir X I6`` ►2" ki2(' f3ti FvR ?0vrt4 o30, r.DR Pa 8 . td � (z)0,2 2) _ �g�, att: aVo,-z 6(2) 0, 412 (5 )(3)06) 8'_)Z3)e_le) M n, (069,1) (60 4 _ � (0e,2)11.) to` ) cfi = 5( ' f3 X Ccs r2, bo/(2) at= ©.; 6-Num 12x kZ 10/4-4-- WD) / 4- d� 0 ' �, tl 8AU, e oVJY S 3;2 11 L Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 i • Table 2.2A Uplift Connection Loads from Wind 1P: A„ ,; .• , (For Roof-to-Wall,Wal(-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3.10 115 120 130 140 150 160 170 180 I 195 3-second gust(mph) _ 1 Roof/Ceiling Assembly (Roof Span(to 'unit Connection Loads(pif)1'2'3'4' '7 Design Dead Load _ m 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 Z O psf8 36 272 298 324 380 441 506 576 650 729 856 Ill 48 350 383 417 489 567 653. 741 836 938 1100 rXi R 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12 70 80 92 116 142 171 201. 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M 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 1.46 189 236 286 339 395 486 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 . ,ii; 20 psf 36 32 58 84 140 201 266 336 410 489 616 it b' $. 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 • I. 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 16 192 24 48 • Multiplier 1.00 1.33 1.60 2.00 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall•or 1 wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) '• . for each full wall above, 'i 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the €s,i•,, ,•I, header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. • • '<kr 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length { includes the overhang length and the jack span. 'i i-: {1:-: s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. t. -t AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �/aPt i N C. Seattle,WA Protect: �T r5i t' •1 Lbs Date: 98109 (206)285-4512 Client: FAX: Page Number: (206)285-0618 ' 712),44 -7s9 wou 4,Alot5&7)0r6 �5 AQP WD -7'4Le.. A 1,p 110 M.P17f-- ( uLy! g1-/� 3 �y� NJ 15 P A.nr DZ t C to `This 17)1 Ifi3h q„ iPe I/( `) 617Q-1 ).5P • 43ki_ TP1446 ( 6 N ,Q,6 2) �2 (4)(z) (1,0) 2 � -Tp, 6-6y (-0/z)(0.- -5 (0,6 • , CV\ 14= ►?c 6 PrP ( )#60(10 .e64. PLY -P-- S TY N lig . 4,1e --eL7ote -‘1,75(L__ 100 (5Y Structural Engineers 6. TRUSS TO WALL CONNECTION •,I'I VAt UL'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111111 1 1 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" aiici ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>:,:) 1111 1 SDWC15600 - - .;N', Iia 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" IWO 700 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 11170 2.1) 2 (2)SDWC15600 - - rim 7s0 3 (3)SDWC15600 - - ldr,', .05 .. ROOF FRAMING PER PLAN Bd AT 6" 0.C. 2X VENTED BLICG. ". 0.131" X 3" TOENAIL 62"I I'P'• AT 6" O.C. - Rir • \ N2.5A & SDWC15600 STYI F COMRMON PLAN GIRDER TRUSS -�--- PE 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION _,PF VAI(11:':, i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1JPI.IFI H PLIES 1 Hl (6) 0.131' X 1.5" (4) 0.131" X 2.5" 400 115 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" 53.5 L-110 1 SDWC15600 - - 4P1' 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 11)7070 _ 0 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 107( _ 77 0' 2 (2)SDWC15600 - - '/10 3 (3)SDWC15600 - - 'MN"__._..=45____ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND Sd AT 6" O.C. -••.��, SDWC STYLE `��•''-- CONNECTIONS 2X VENTED BLWG. .1110111.*4% 111111111? ......411iiiii • MI H2.5A & SDW 1 600 E ; 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) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 /I IN C. Seattle,WA Project+ 1—• (. In, ' �'V �-� `• P ki ST'3_Date: di/ 98109 (20:) (206)285-9512 PAX: 1 Client: Page Number: (206)285-0618 •• 1 WC; LLc r.I Kkr.&• .01-4, • 26E5. 0 7ALc.. Li 11 , )';g,:e....7 --7it&LL:1. i ,,,:ivs: , . : ,(..,.;;;)iis,:c. ); , .. 1 CSI : ; I I 1 I i • T �.. n`� ` • ' II 3vI� c azl•I I j3 , t i i IIv\ �� 1 I i . I 1 { 1 I I 11 I , • I ; 1 1 I • I •. ! I i H :' : i i , • • IIi L_ I II . . ,i ! I li I ( I : I I I.. i II II 1 {. I • • • � I : , .... _ ... _• ... 1 . II 1 I , I 1 I ' ? i I I • I I I I. • i I ! I • I I • j I j I , • ' 11 I 1. i i • I : . I • IIi II I I I ; , 11 , I I • 1 I I • i , � I I Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. , R. �� 1 �� � ��.J � 9819 Project: , ! • a .L. l Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 • ( w 1., • "� . • F, i\k‘b, L‘it...ac. c -r Lv. CRAW L i S-r `yam\ : ' -= !C •• Ib3 .7.-E . H11 . . • 1 , ;G1 ` . • i , • 1 I 1 1 • i , ' 1 k MOV I tb•Lit. 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Structural Engineers , POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm R O S E B U R G J4 MAIN 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 i tx ,, p z ",;° .0, €e n-ice"a.n -C:° VetvT / 18 4 0 18 4 0 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p1f) 177#(111p1f) 2 591#(370p1f) 177#(111 plf) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when®the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317