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A,s7:40/ —c /2 RECEIVED CT ENGINEERING MAR 2 3 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #14253 Structural Calculations .`F.co �G Ni Sunset Ridge 60 ' ► - Plan 3 V . 4REG",<:, Elevation B 46% , North Plains, OR �FS 1. � \� OI11 NoI Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.928, S1 =0.412, 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 Ph: 425.454.7130 Fax: 425.646.0945 4. J CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Washington County,OR DESIGN SUMMARY: The proposed project is to be single family homes. We understand that these homes are to be constructed in multiple locations through-out Washington County, 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 manufactured wood joists. The foundations 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 Kt 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. BB.b.3 RB.b.2 GABLE END TRUSS GABLE END TRUSS.. -. T ' MIN.HDR I ) I MIN.HD MIN.HDR tIAI IN.HDR a TVP.AT ADJACENT ¢ a H.ONI WINDOW,.(1) NO DTUD c II I BTWN.SOL TRIMIiERS x oft kTf a a1 e x 21 a - Q r o1 s x 1 z f T r'e a 3D i w �. ACCESS I. a m1 ••T «a ■ MANUFACTURED TRUSSES I AT 24'O.C.TYP.U.N.O. T 1 4 s-T - FL ,,,- .6 co 1 I 1 , V / I ¢ a /1 -1 C L - MIN.HDR MN.HDR MIN.HDR MIN.HDA ) I I I I 1 I GABLE END TRUSS GABLE END TRUSS RB.b.5 RB 6.7 m""un 4 1 MIN.HDR GABLE END TRUSS RB.b.6 OB - Roof Framing Plan 2 1/4"=1.-0" r TFB.b.1E: TFB.b.2 TFB.b.22 02x8 )DRT (^•8 .' _ __.___( 2x8 HDR I (2)+.:Lip r_ .:H.•` 2)2x8 DR -- -- - -- - --�-TP6.AT7CtS71�FA, ---•---�- I 2)TRIcc a x i STUDOWD TWN NG IS- D y x I I TRIMMERS,U.N.4. V cc ‘,..7! l ti _ )TRIM F�':ND STHDI4 i` rz - I8 i Z iy STHD14 wm a� I I / Ii r I __, ___ ___ ___ _-- -T- __ STHD14 —____ __—_____ ul ql II ::: _ _ $ ___ _ __. .5z LVL 1gi�i 58.0 TEB.b.10 Sz1LVL _By77' TFB.b 8 Iy -tir \ - II TFB.b.S CO . � — I i FURP.. W__ _ — r';,f- - , O „ 0 " EN ..L I .l INi TG I L.,-,..1 I II I ■g rima N. E' -STiD6 S •a T3TI - ST37_1 � 1 I ii- ; , ; `� + --- ---4---- STHD14 c, = ¢ TIMI 'i __J_ 0 5 14� HDA.f'---4.1..�... „ 3 3y5r�a�V ,©...�,...leawa w, -s5."-, [I`. TFB.b.11 zi LI -i) TFB.b.12 ve I 0 TZP0 ea NI N _ i4 1! ., � S M E-. -0.1-0.1 �4ryy i' ,..I. zfdC TFB b.F �n TFP.b.17 X11 --_ _-_ TFB.b.19 – .o e Il MIN.HD- MIN.HDR STHD14 .a+ I! - S-HD14 SIG 1 •3.5x14LVLF8 TFR.b.7TFB.b.7 ci _no __ _ TFB.b.18 � (1)1X5 li I.J I HIA.�ASI.� 41110011) N MAUFACTURED ROOF I HUSSES 2a"O.C. LEDGER �+...xxx MAUFACTURED ROOF -0 4 TRUSSES®24.O.C. l- F IV= 4x4w/AC4 PAIR 4x4 w/AC4 PAIR - POST CAP POST CAP- CARI F END TRUSS NOT USED: TFB.b.21 OB -Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0" I 3T-0" • 18-0" 19'-0" I • n Al 1117 5'.0" s 12"CONC,SLAB a SLOPED DOWN —.4,- 1/4 t1/4:12 El) 3 O P3 -1'31 r1-0'-71/71 T.O.S. (SLOPE 1/4121 T.O.S. "' 1/ y r c • HDUd 1 SD14 ITH--.' .I_i� 'I 44 ` . l'. 24 W4 10•-FTG^� F . fo ..WAY TYP U:N.O on . a t`: 91/7 T.011tt11((mm.16' a OC:TIP 117 16- 0 ` 0910 X10'-FTG kk '',ABOVE WALL TVP. [BEARING WALL: t1 lgypyt2i4 PONY wAl1: Z P6 l r 2:6'roNY 1 ',2 III 0 . �sTHo1a sTHou ! Hou2 xi a O ® HDLY1 P4 T.O.S. 1 ..FT wi(3) :.'.I. I::4I4 war `,_-_:_`:'_ WALL :I. m .1 ..ABOVE STHD'14 ..:':I: 312"CONC.SLAB• SLAB SLOPES 3 12" a FROM BACK TO APRON ,. °' ® VERIFY GARAGE SLAB HEIGHT • -' L WITH GRADING PLAN WiALL I' I ® F. a L I . :; � m 1. -0,-0.I -{-1'.612"1 i -ll TOS i .. • Dl -0 " :' ig STHDI4 A^'.7' - STHD14 ! SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT#14253 ROOFRoofing 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 MiscJMech_ 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 joist at 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 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 onr � � � 7nted 28 M 2 4 Lic.#-: KW-06002997 .` Licensee:C.T.ENGINEERING Description : ROOF FRAMING - �eS1 h 11�� �R13.1;.1 BEAM Size: 2-2x4,Sawn, Fully Unbraced '°" Q 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=2.0 ft Design Summary Max fb/Fb Ratio = 0.385: 1 oto o3a�rto osoi fb:Actual: 489.80 psi at 2.500 ft in Span#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 5-o n,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D 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 � • ° Boa esj9 .,RB b 2 % O � .:� :. � 1Bt iii t>, E 7Q 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, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = oto oso Uto osoi 0.116- 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1Fb: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 2.750 rt,2-2x4 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 O4 e am ping,"*R B b3 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-PHI 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 = oto 030)1-0.050) 0.246 1 fb:Actual: 313.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • Load Comb: +D+Lr+H Max fv/FvRatio= 0.152: 1 - iv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4•o n,2-zx4 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: 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 !s73i ! „.. "W.,,.06002997 Licensee:C.T.ENGINEERING L!c # KW B1.0l RB b 4 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 D 0.30 L 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 A A Max fv/FvRatio= 0.552: 1 iv:Actual: 82.76 psi at 0.000 ft in Span#1 3.0 a 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 0.007 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 likOad 'n A% 1 r RB a r loop M �G 20( , E31 i, sclE too 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, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.0301 Lr(0 050) 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 AIL - 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 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 Newt ttealptivioto RB b 6 CA� r 4 7' ?�. . i ii! ;li 0 " 0 , 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 klft,Trib=2.0 ft Design Summary Dt0.030)L o.DSo) Max fb/Fb Ratio = 0.139; 1 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= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) D L Lr SW 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: 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 r s j re,_ / �, 28 MAR 2014,2.33PM L(c.#:KW-06002997 Licensee:C.T.ENGINEERING rMSgJC1� RBb 7 - s pair"C05jPS,IBC 20 9,9,riot 2oik Aft*7 0 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 L00.050) Maxfb/Fb Ratio = 0.139; 1 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= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.00.2-2x4 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 WooddBr91 ►T11 SJ RB b 8 s .aI I #io pe ,S,air 20 2 FAS+`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 850.0 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=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 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 • 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 n,2-2x8 Load Comb: +D+Lr+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 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 4'i m es n RBb9 Ratio8410 Total Defl ive oa a >360 of De Ratio 5256>180 ,. .:.. .. ' lath* T1s�l c 409,Pee ,0, l:710 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-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 Desiqn Summary D 0.30 Lr 0.50 Max fb/FRatio = 0.754; 1 fb:Actuba 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 n,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: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Line 6 Printed:28 MAR 214 2 3 PM ringlirjMirr ��; T4 A9 iri is: s 6»''n' � '',f,,,i1 Title Block 5 "^yam ; Lic.#: K f 'r -a`t�" i t 'L' "-1C.T.ENGINEERING e u;: ,ter. ., � .-..�,,,,.. W-06002997 Licensee: ��E� RBb10 V T.A.. .. !.c. „ $ r O5 TDJS, 00 CB Oi AAE" 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 850.0 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 Unit Load: D=0.0150, Lr=0.0250 klft,Trib=20.0 ft 0.30 Lr 0.50 Design Summary ����— Max fb/Fb Ratio = 0.719. 1 fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H A A Max fv/FvRatio= 0.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 4 o n z a a RI: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 0.023 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 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 r ` ;.. nt 2314, 2 33PM g Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 • • e © 1g; TFB•b 1 AAAA ,' ' , 0 '' , , , a#cu ions perms taw��IBC�S,`CBC Zt t>,A 7 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Sci : Hem Fir Wood Grade: No.2 Fb-Tension pees 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 ����� 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 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.022 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 ,W Bei Doig TFB b 2 a r IT Vg' �• ulaiYons r 2� �.Bc- 'q GBC 2°A-A- 7 iii ,, .,.. �.. ,AAAA, .. �. 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-Prll 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 'NOV ii%i8P 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 0 0 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 4.00.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 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 T04 ,,,e'W*.d i ,, „ .. , .: :, C ei�Ia�ns r2 ND IB l09,eft 2040.A E 7-10 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=0.10, 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 NOR idO sfP) 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 0 • 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,2-2x8 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 Title Block Line 1 Project Title: Engineer: Project ID: You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 28 MAR 2314,2.33PM Ar- .�,� :., .,�.. =. ., c- ,,, . ..,moi. ,;.., Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Mail S1.0 TFBb4 : a 0i ti`n I 2 iD BG I0910201L ASmm\7:1 .. 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 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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary 0(0 01( ,L9.02680) 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= 0.126: 1 N:Actual: 18.90 psi at 2.217 ft in Span#1 zson 2-2x4 Fv: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 0.002 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 Defl Ratio 17653>360 Total Defl Ratio 3457>180 B*In be n TFB b 5 irW 4 ;ga i w -m X009; El I AS I;`?3 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=0.10, 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 D(Sa14R .,493k4OI 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 N:Actual: 75.89 psi at 0.000 ft in Span#1 a.ore z-aa Fv: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 0.083 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 • e e'BeatIvDesigri4 TFB b 6 /� #y , ,&l\ Ae, • \•,. :- k E oto. ASc E 7 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-PM2,050.0 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 ��tdlJ[SE L111 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 N:Actual: 45.77 psi at 8.613 ft in Span#1 9.750 ft, 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 0.040 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: 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.28 MAR01 2.33PM ...i t '. ra, Lic. Ar#: KW-06002997 Licensee C T ENGINEERING • in *At 13161trik,TFB b 7 BEAM Size: 2-2x4, awn Fully Unbraced ,C!' 't� attrinriD��8C009 GBD'(0,x '7 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 oro 0150 uo 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 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,2-2x4 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 tdrksiiat11Dis1jj1 TFB b 8 ' i 4 :: A X X .X X X X Igal4Tilatrons17*.#06*DOBetooli, C�t110 ASCD 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-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 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: 2242.80 psi Load Comb: +p+L+H .,u� ..,.. � ..,..; ._ ..�„ m.,, ,3 ,.. .,. � -.a„�, �„a Max fv/FvRatio= 0.467: 1 A • fv:Actual: 144.75 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 13.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE 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 1 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. Title Block Line 6 Printed:8 APR 2014,8:03AM , iim , , Licensee C.T.ENGINEERING Lic.#: KW-06002929 97 L : Description TOP FLOOR FRAMING 2 OF 3 eam esgi TFB•b•9 ` C tct lat � 2 6 E ,� *• � � � � �, � BG 9 G>�ZQ7 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 D 0.240 L 0 640 Design Summary �1. 1. 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 Load Comb: Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 8.30 ft,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 0.055 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 2.66Live Load Deli Ratio 1798 >360 Total Defl Ratio 1307 >180 e ig TFB b 10 ,dSG 7�p 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=9.50 ft D 01425 L0380 Design "AllONIMAIIIMMIErM/IONZOIN 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 `; ,, ,er 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 n,35z1 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 0.004 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 + 13.13e m C1e�gn TFB b.11 B I+I, �I tai ' ' , , ialul�1€►spar 245 �fi 1 t 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; 1D 0.180 L 0.480 fb: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 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 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 1 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 „i _ Printed:8 AP2014, 3A r t - i . , A a S: 0 80. ar✓ �,,,, „",;,, •' .4:::,i7.:,P4,1:4'7,,A;l... ,;, Lic.#: KW-06002997 ,� ... °...,. ."..,, � . A 4 ' i �„ � dv , 1..::� � �TFB b 12.°. Licensee C T ENGINEERING 7 G ,moi, 0., ,, ,, 0A.110 pn r2005N ss,3ksC2009, G0rl,, E ii 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=10.250 ft Design Summary D 0.1536 L 0.410 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 Load Comb: +D+L+H .., . � ,..� ...._ .. Max fv/FvRatio= 0.117: 1 A A• fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 a 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 Defl Ratio 5844>360 Total Defl Ratio 4250>180 v ' ' ° TFB13 i l by. �� Ca�cula" r2il0S-' ,re an �.. \. .. g,,ftC 2ff'iD ASE' 0 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 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 . DR8N9)) r fb:Actual: 877.51 psi at 8.000 ft in Span#1 Fb:Allowable: 2,370.99 psi � v Load Comb: +D+L+H � Max fv/FvRatio= 0.237: 1 A• • - fv:Actual: 62.84 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 16.0 n, 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 pe1i TFBb14 ' S'ik ,\\\t D" -BC,009,?BGjoitY1$E 740 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-PM 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 D 0.08625 L 0.230 Max fb/Fb Ratio = 0,190 1 :..yes: fb:Actual: 193.17 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi .Load Comb: +D+L+H IP Max fv/FvRatio= 0,152: 1 A A fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 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: using " ttings"mu item Project Descr: and thenthe using the"Printingen & Title Block"selection. Title Block Line 6 Printed: 201480 _#a i .°.. -,.., 3'1'2',460.-AWE- r :..g01 1;'' 1� r ti SC.T. 8 ' . ._ Lic.#: KW-06002997 Licensee:C ENGINEERING .6 4: $r jr1 r TF!3,,.t3,0 5 t BEAM Slze: 3.6x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-PrIl 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=1.0ft 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 ., D(0 050)L(0 1250) Max fb/Fb Ratio = 0.324; 1 r r r r D o 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 4.0 n s.sXs.S 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 0.020 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 Deli Ratio 2393>360 Total Defl Ratio 2254 >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:28 MAR 2014,2:35PM Mu ® ,,"‘,,,,,.'10.," Sltetip14'• Bea /i e r5o r , 3- : 983-2#}14 x ,, o� ., ,,.� ..,rae,,,.., ... -, ,, .,.6:h, � rr ; ,, c�.�,.t 3�.txa cam_ ,..,,. �. . .. �. . - -.:: n „u. . a; Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 e« gi -- Design' TFB.b.16 4. moi %,,, r 7, \' ,%., calcy e f,'„,..,APS."IBC 2000 CEO 21 SCE T-iia 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=0.10, L=0.80 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 = 0.883. 1 ,.........- - -- ...........- fb __fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi , Load Comb: +D+L+H 1111..-.. s. 0 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 n,2-22(10 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 Design • TFB b 17 k`„ :A.1,„2`, , "„ W--• ` Calcuiatlo per 20015----:1--IBC 2009,CBC 2010, 5710.' 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=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary .o. • *0-s0 Max fb/Fb Ratio = 0.336. 1 " ro- '1°`1J=m Fb:Allowable: 2,261.1896psi P _, fb:Actual: 759.60 psi at 5.500 ft in Span#1 o, 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 ft3.5X14 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 Wooc(3 Desig TFB.b 18(RIGHT) y \��\ i 4- Caleulations;per 2005 NDSB 2009,CBC 2010,ASCE 110 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=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 ______iommingor fb:Actual: 130.97 psi at 2.750 ft in Span#1 o� Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H i Max fv/FvRatio= 0.052: 1 fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50ft 35.14 I 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 Printed:28 MAR 2014,2 35P Lic.#: KW-06002997 Licensee:C.T.ENGINEERING W « t °a Des1g\�, TFB b 19 %; � ���/�/ ..�.. .= � �[` iCulatiG>EiS jiiir�Z€ND1E5C .....,s�r`tfit 2#i16,`./'15tE 7111., 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=0.340 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=2.70 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.275' 1D 0.0240 L 0.0640 fb:Actual: 621.95 psi at 2.017 ft in Span#1 : 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 Fv:Allowable: 310.00 psi 11.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.080 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 . Beam Desi,t I TFB b 20 /x; / y/// - cuiladGlnS NbS� '"8, �.". Lb' 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=0.340 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@11.50ft Design Summary Max fb/Fb Ratio = 0.360. 1D 0.0150 L 0.0250 DD10 L0340 =_imenc_ fb:Actual: 822.85 psi at 7.500 ft in Span#1 Fb:Allowable: 2,287.12 psi Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 • • fv:Actual: 72.34 psi at 7.500 ft in Span#1 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 Defl Ratio 880 >360 Total Defl Ratio 820>180 I _ Beaoi Desi NOT USED // /•, ,"� i al l �1� 8 i C',2008 ACT 10 �- •.� �../�1//�,,, �/ , F .,.. . ?..�� 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-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 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 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-are Load Comb: +D+L+H Max Deflections Max Reactions (k) W 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 Defl 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 Printed:28 MAR 2014,2:35PM y % j % $SSA t MGA # i 1e ,�� g Lic.#: KW-06002997 Licensee:C.T.ENGINEERING W6'614 resign TFB.13.22 Cala ns per , 2005,C8 200,'A 716 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 °b olig Max fb/Fb Ratio = 0.355. 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 T, Fb:Allowable: 1,017.19 psi �..x, .._.. . Load Comb: +D+L+H 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 3.0 R 2-208 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 Support 0.36 0.69 Live Load Defl Ratio 5290>360 Total Defl Ratio 3464 >180 Woo Design TFB b 23 Cal 4ations par 5; ;2009 B i10 £T-'I4 iii \-i 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 °b°e,1R it , Max fb/Fb Ratio = 0.631; 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1a Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A N:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 It 2-208 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 �iC1[YQe�11ti baTFB b 24 `7•7_(% ulations per 00N.DBf TBC 2009,CBC + ti,APE 710 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 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 LoadComb: +D+L+H ,; .... :.. -..� ........ �„ Max fv/FvRatio= 0.314: 1 A 7 fv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 n 1.50 ft, 4x10 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 Printed:28 MAP 2014,2:35PM Lic.#:KW-06002997 Licensee:C.T.ENGINEERING W, ood x��'�;� TF. B...b 2�5 e/ms , utatictr�� `i , CBc ,,,��i4SCE '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-Prll 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 y, � � 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 ft 1.50 n, 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 Defl Ratio 1890 >360 Total Defl Ratio 1182 >180 CT Engineering Polygon Homes Twin Creeks, Plan 3713 A TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD /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 FclI= 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(q)= 1.00 S E = 1.6E+06 psi NOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING= 0.73 inches NOTCH DEPTH = 0 inches fV,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA ---rt"--1‘)11•3 (//���p !t e� 1 98109 Project: tip►>� t`� 1/1..+� `�Y��) Date: (206)285-4512 Jc I4 DJ FAX: Client: Page Number: (20G)285-06I8 • • 1 • 1 A it _4? Yt5 � • ; '. ; - ' : IF .. . ' , , • 4..---,?-it ; , , i i , _ 4Q5 . • . • f, .•• . ._. i .• . .L.::.,_....,1P....13•I �•90 .- iZ zx •I �}� ? �r � 3281 .S_ _ • �� tlTla i r 1 _ ' I .l. ' ' - i 1 I I _ I - 1_.' - '' I T$ e- 1 I I .. 1 ft I i I t i 1 — I it NI z) l (3 � I__1. i 1 1 I 1 I. h Z 3aK 7.1'8 R i 1 i : • • ' I I - 7�K ? r , ; ,..--: 1; �x SIK 1 ? 15.E I , II I - I ' L. v� ; ' r �9 78 , I ! ! II ! I i ! i ' I ' I j t 1 i 1 1 I • I 1 , J I—Ir� j ' j r 1 } I I 1 , j I I I 1 I i� i I ! ;.� I 1 1 1 • • 1 ;• i , i ! • ! I i ( 1 I 1 1 1 I , , , i1 , .. 11 1 1. I ! I ! ! II . _ 1 ' 1__ _ i 1 I II • • 1 •1 1 i , • , 1 I 1 j i. • 1 i i • i ; 1 ' 1 i 1 1 1 I . I 1 I ! 1 ; I 1 1 • _ 1 I • - -i '1-- •1 - •� 1 • I I • I i 1 1 , - I c f � 1 I I 1 1 I Structural Engineers 180 Nickerson St. CT ENGINEERING Suite ane Seattle,WA Project: 11 1 1.. �( ; I L.t t D►L� Date: ���'�-� 2U)9285-9512 Client: k\e:> . I VS I Page Number: (206)285-0618 TE5uILT- i.e. 1HE—I C i-t-rvrolD Lb.. WALL. "Culp c DESIGm i6, Z 3 (5) _) . a DS 771 7 L3 3,7} 5,5" A' 92- � 7 ,n-Fuz. 9.ue ,E37I f3:75' i 3,t)" 6.01' 7 K GAG ,.9 v' 9,5, 9.75' 7I2,5‘.\ 3.7" 5.o'' 3V‘ s a t l.C. : mveg,io L--f e 8,71 uj 6 8e0Ar m 4 3/01FCAP 1/" l} e ICcre T-tp: e 11,1v:-ER‘or Structural Engineers 180 Nickerson St. CT ENGINEERING i suite 302 Seattle,WA Project: y�/1�1 «F\�.e..[��: 1 [7 Ly[_9©�1 Date: /114 981(19 6 (20G)285-4512 1 Client: a d ' \'OG 1 PAX: Page Number: (206)285-0618 , a - l}r*2 -KeGT14 LW. 1--bG. 6-vu gtcltt. (i) (3> ) (5) -Gr: a 771 7:75 • 1- Gt.sgt*GZ 9`.9 ,5C. 9:75' 3131 16K t0. LI, 4-crus' dz L.4,‘-v- -1245.0..... j 7-1-0 , _ , 120;, k ULT. p �( I. 5. -��TCN.< h�- G .e oR yWC. j (-39.4) 6.71 1194 Zoog oc._T "gLr: r, MiwS4 C, s . 2.4 gLc o, 15.9fs s- ,mac '' rx.jam .. . '2- t ) -t6.25 /6,/ „ +.k-/s5p79) t. co,(c-- ‘ 2.'g <.s131 z Structural Engineers Design Maps Summary Report ii Design Maps Summary Report User-Specified Input Report Title ThuSunset OctoberRidge 9,2014North 00:30:30Plains UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.5944°N, 122.975°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 / 1 l r h 1 Asx € � F/�//,+ 3� cam, ✓it - .� . '4,;,--,--1---- p���_ # . �% �' .; ". . 4° ��� y.' 'pan a �` � v� y . . • Ing / ' F1'T � li, /� ,} �-ito sy - yG� USGS-Provided Output S5 = 1.0188 S„S = 1.112g Ste = 0.742g Si = 0.455 g S„1 = 0.703 g S01 = 0.469 g d For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) an deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEa Response Spectrum Design Response Spectrum 0.22 1.20 0.90 1.08 0.72 0.96 0.64 0.84 0.54 r 0.72 @r 0.49 ifi 0.40 0.4010 f 0.32 1 0.48 0.36 0.24 0.24 0.14 0.12 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.80 2.00 0.00 0.20 0.40 0.40 0 80 1.00 1.20 1.a0 1.60 1.80 2.00 Period,T(sec) Period,T(sec) http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitu... 10/8/2014 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3 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 Si= 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://earthquake.USCIS.gov/research/hazmaps/ htto://qeohazards.usgs.qov/designmaps/us/application.Dho 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 Sans=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F,,*Si SM1= 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*SM1 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 = 0 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 C20= 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 3 Elevation B St's= 0.72 Ir„=19.00 (ft) Sol= 0.45 x=0,75 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 '.'.ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182.............ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) TL=,6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos I(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Soy/(TWO) (for"f•7",_) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,•T,)/(T'`(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,)I(Rllr) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLUNG DESIGN BASE SHEAR= 0.111 W LOOKUP REF# CI C2 C3 C4 CS CO C7 CO C9 CIO C11 C12 C13 C14 C15 C10 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 Elevation Height AREA DL AREA DL AREA DL w, w,"h," w,"h," DESIGN SUM LEVEL Height (ft) h,(8) (miff) (est) (sgft) (ksQ (sgft) (ksf) (hips) (Idps) Ew,•h," Vi DESIGN V V_..... NS erW fdRoof - 19!00 19.00 -- 1870' 0.022 41.1 781.7 0.61 4.40 4.40 3.81 5.03:ff. Top Floor 9.00 10.00 10.00 1517 0;028 333 0.022 49.8 498.0 0.39 2.80 280 6.50 7.71 l 10.00 0100 000 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 10.31 I 12.75 I E=V= 10.08 ENA= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,,= DIAPHR. F, E F, w, w, Fa._ ::F,•wa 0.4.5oy'IE`Wp 0.2 Sos•IE•Wo LEVEL (Ides) (Ides) (Ides) (Ides) (kips) 2w, Fp„Max. Fp,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 N.E.T. 3/28/2014 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 3 Elevation B NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. - -- Building Width= 37.0 450 ft. V u/t. Wind Speed 3 S«.Duct= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Goat= .\411 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 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00': Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) Ps=A*Kn"l"P.3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsA..dc.V..o.= 24.7 24.7 psf (LRFD) PsBand Daverage= 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 psi min. 16 psf min. width factor 2nd-> 1.00' 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height A5 AB Ac AD AA AB 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-VV) V(E-VV) 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 8.50 Top Floor 9.00 10.00 10.00 9.5 140.6 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 Ar= 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 3 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(N-S)(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-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 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(na)= 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) 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 3 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) —' 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 N83 Roof SHEET TITLE: u CT PROJECT#: CT#1405t Pian 3 Elevefon B Dieph.Level: Direction: Typ.Penal Haight= R. Seismic V I- 4.40 kip. Duign Wind N-S V I- 3.61 kip. Sum Sel.mlc V i 4.40 kip. Sum Wind N-S V I• 3.81 klpe (1)DISTRIBUTION TO SHEAR LINES' vL3 C r5 CR CB C0 C?0 .Cif r13 C1d ^f5 Cffi C7 C12 Trib% Above Llnd Load MEI Line E W 1.t J . Trib 2nd Line Trib 4 in f` , 2.199 1.9059 _ _ + S„z -;`M ��m® s .12‘.11: m N a n 0.00 0.00 . 3f�m 0' 0.00 0.00 0' � : �� p 0.00 0.00 . I. 4 % ®m x %:'O 0.00 0.00 Off= CVs . ��_ = g� 7V 0.00 0.00 0 � ;y r...... Wim- ,. .,.... .. o.00 0.00 O�� E_�"' E. 0.00 0.00 �� Balance Check ok ok Balance Check ok ok ok ok 2 DISTRIB TON TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lweil C. twat!' blw..o. v V Ampll0ere v' Type Type v V (R) (R) (9) (pit) (k) p 2wrh(ai (pit) (pH) )k) q1 fry 111211 k �)��� '` r man 1.906 ri =' 900 / 0.00 ��p OO ?, .. 00 3 • 0.00 ®" ®" 0' ->o o 00000 .x < • 0.000 �M0' X00 a V ' ° 4 009 ;0' 0.00 �" �" , 00 WI. WIE2MMEMI , .., i 000 i 0 0.00 ®" ®" 0' 0 0' k �nio 3 000 : • 0.90 ��0 �;- 0' 3 000 y • 0.00 ��Q 00 4 s s., 000 1'. LO 0.00 ®" ®" 0' , c „�$ , .";,. 0.00 _..r. 0 0.00 ��0 0 p-1.00 ohable 4,3.4 AFBPA SDPWS,Footnote 1 'Spatia/E.Q.OL UpliR Factor. OL Uplift Fecior u/lMnd: 3)OVERTURNING RESISTANCE I Sel.mic Up11R Wind Uplift Resisted Resisted R.aucW Net OTM AWl n.duc.d Net OTM Add'I Max. Line ID La„r. w dl ID(#1) ID(#2) Low OTM 8cm Level Abv. Total t1 U U„m OTM Rare Level Abv. Total U Uwm U. HD R kl Above Above R ki•R hi.R kl•R kl R ki R k M. hi R ki•-R to ft ki ft ki ft k N. ki• r ... ® y11 14.07 17.81 23.29 -6.48 qF -0 39 15.44 25.30 -8.88 ® ...„...1....,. -0.70-0.70 -0.79 NO �' �x d 0 0 ) 3 �� mi ri � o00 �� . x0 �° 0o s/� i ` ;- � ' '_ i 0.00 NONE 0 ' . t 'MEQ .1K 14,, •14V 0.00 NONE ,. iM 0.00 aO�CE 0 P '. 7.25 8.87 8.57 010 i¶1 0 10 0.01 7.51 9.39 -1.57 ® •ki •0.26 0.01 NONE I, _%� •1 „a® .41' 9.14 9.32 -0.18 -018 � ' ....::•., -0 02 7.92 10.21 -229 -0.30 -0.02 NONE'/ b .' ;r 1 e � 0 0 Lk i .va� h� � ;__ 0.00 NONE a oo $ 3 0.00 NONE IT:.' 0 0 B 1`1 3 ? ? I 0.00 NONE. i:',...:,. .1 00 :.:7..... -:.::.=:i'.': f f?'_ »� b' i m !_ g 0.00 NONE T E= ,ti,, i. 0.00 NONE Holdown CIc Offset from SW Entl y`,In T= 000 -5 55 N.E.T. 3/282014 c 1J --. F; ! ! ! ! ! ! ! ! ! ! ! j .27'; xn o o TID . 9! L11111I O LL i O - Z- .3 0E111111 ., Y Z y i:iiiiii Illiiiiiiiiiii j Z iet ik J11123010101 1111111 g •• a `S'INH000000E1% wv0009IIIIIH w 3 2 g H m W E W iiiiiiiiiiii: , - g, i 1 7 . & W ag m W> -111111111111i a r O > W m Yi 6 Y W u _' a-.- g < '_dr h E .. � .. � y.._ E vi o a x`'- a 4O U 0 ¢ al.:! iiiiiiii * tl : a 1,m = J E 3,y yS a i - '11111111111111111111 W i! t W 3 H ��������W V Q g Z W 7 m — may\ C - w mo ,s -. 3 T m I nN m W Z F- ! - : 2 ui CT ENGINEERING E8W Roof EDSHEET TITLE: M. CT PROJECT 0: CT1/14051:Plan 3 Elevation 8 Diaph.Level Direction: Typ.Panel Height a. Seismic V I• 4.40 kips Design Wind E-W V I 5.03 kips Sum Selsmio V I 4.40 kips Sum Wind E-W V I- 5.03 kips Ii)DISTRIBUTION TO SHEAR LINES) C1d G'15 C16 Trib% MEM Above Llnd Load ��� Lin E W let Line Trib 2nd Line Trib dpi ®2.19® ;'�` a 'Ai ice' �i1.11MIIIRECELIMMECIEMINZMIIMEZ p o.00 0.00 ME= ' _ ' * !MI 0.00 0.00 O =NM ' Wim . A i $ME 0.00 0.00 MiliM-- ®m , a,i3O 0.00 0.000MOI1O1 ®f_ s r,• 0.00 0.00 ' ��;-- ,.s »: .�. rt...€ 0.00 0.00 E_�� a= 0:1,0 0.00 �0 Relents Chock: k ok Balance Check: ok ok k 2 DISTR BUT ON TO SHEARWALLS E.Q. E.O. E.Q. E.Q. E.O. Wind Wind Wind Line ID Lwall C. Lwall' H v V Amplifiers V Type Type v V (ft) (ft) (R) (pif) (k) P 2wrhr` Oaf) (p0) (k) I MEM �1 4 j o00 p 0.00 ��0 000 , i • 0.00 ��p 0 0.00 000 �p 0.00 ��0 ' 0.00 0 • �� , 0 0 0.000 € i 000 00 0.00- • 0.00 ��0 0 000r p 0.00 0 0.00 r 1 000 • 0.00 MEZEMB=p - 'Mi= 0.00 000 0 0.00 ��O - ' 0.00 .. 000 O 0.00 ��O 0 0.00 p-1.00 .'Table 4.3.4 AFBPA SOPWS,Footnote 1 'Spada/E.Q.DL Uplift Factor. DL Uplift Factor wh4fad: 3)OVERTURNING RESISTANCE I Selsmle UpliR Wind Uplift Resisted Resisted A•auc•d Net OTM Add'I 6•aue•d Net OTM Add') Max. Line ID Laa wdl ID(91) ID(92) Lu•. OTM %n Level Abv. Total Q U UWm OTM Rmu Level Abv. Total U UWm U,,,,, HD (5) (kif) Above Above (R) (kip-R) (ki•R) (ki•-R) (ki R) Mi•R) (k (k(p) ki•-(t) ki•5) km.ft) (ki R) (idR) (k) (kip) M• Mt" s Yi 80 14 17.81 91.73 -73.92'/� ®��1 ,�� x,45 20.38 99.67 79 28 �}�,, ® -2,53 -245 NONE 00 '� "�'® �� 0.00 NONE ,' `$ U 13 3 F� .11.08 8.84 15.54 .6 691 ® 3�a -0 .50 NONE , -0.60 10.12 16.88 -6 7611 V 1: -0.51 {®11.24 8.97 15.91 A,94� / - � � -0.62 10.26 17.28 7 02 I � � ��. 7 02 . -0.62 -0.52 NONE,;;,;;;;, t1 n 0 0 sI 1 45e; Tf E ti T1��' � �.�� y,-�, ✓Q- 0.00 NO t , 00 x" <�_ 0.00 NONE ��, "; > .� ,X 0.00NONE ��' '� ��' ' 0.00 NONE ! 0 ` s 1 �a 4 . � �_ 0.00 NONE 00 � Pq �r a`i 0.00 NONE.w 1 s �- � "*., 7;R 0.00 NONE 0.0 ,n 1 ' 0.00 NON E Hddown Clr.Offset from SW End in 0= 0.00 -87.55 N.E.T. 3282014 CT ENGINEERING E&W_Top Floor LI SHEET TITLE: " CT PROJECT 8: CT%14051:Plan 3 Elevation B DieLevel Dlrec0ph.on: Typ.Panel Helpht R. 8elsmic V i- 2.6 kips Design Wind E-W V I- 7.7 kips Sum Selsmlc Vi- 7.2 kips Sum Wind E-W VI- 12.7 kips -T-I:UTL•S. • 1 Trib% Above Line Load ��� Uniform Shasrv Line E W 1st Llna Trib 2nd Line Trib E •I W ME201 0.701 192874 3 • a ga®® ��ll ®I�® l r yx�% a ("Em` 3 '• - 0.00 0.00 0.00 0.00 ' - • �� � �� � , �� c 0000 0.00 0.00 00 00: 0.00 0.00 0.00 0.00 ' 11:i2Mm0.00 0.00 0.00 0.00 - , a,,; ,. _., 0.00 0.00 0.00 0.00 Z=ECCI® Z=oz:Nmanzosum® Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TOSHEARWALLE E.O. E.O. E.O. E.O. E.O. Wind Wind Wind Line ID Lwa9 Ce Lwall' Kvu v V Amplifiers v' Type Type v V (5) (R) (Si (PIN Or/ N 2W4'6 ii (pif) (pit) (k) 000 p 0. ��0 0 00. 000 , 0.0000 0 0.00000 0.00 W sMOM 0.00 MEAHEME O 0 0.00 - 000 W p 0.00 NEEMOILEM0 0 0.00 900 0000 pp 00.0000 minamiza0_- p 00.00 0000p 0.00 MILUMMillnO O 0.00 • 0000 sp 0.00 MiEGIIMOCI311O O 0.000 p-1.00 oiTeble 4.3.4 AF&PA SDPWS.Footnote 1 *Special E.O.DL Uplift Factor. DL Upon Factor vOIMnd: 3)OVERTURNING RESISTANCE I Selsmlc UpllR Wind Uplift Resistetl Resisted R.doe.a Net OTM Add') Rwvue Net OTM Add'I Max. Line ID Loo.n w dl ID(91) ID(#2) Lieu OTM Roy.. Level Abv. Total s1 U U-,., OTM Ron. Level Abv. Total U U.,,,, Ute- HD (0) Id Above Above (9) (Id.R) (ki•9) (kip-R) (ki R) 00-01 (k) (kI.) (kip-R (kip-R (kl R) (kip-R) (kl R) (k) (kip) ki• Y lr ® • 23.90 26.39 59.79 -33.40 107 32J1 ds -�2' •4.49 40.45 64.96 -24.51 103 79 '; -0.34 -0.34 NO E I 00 'v+ Min �€ ���� 0.00 NON- ' 0.00 NONE ' r -18.78 :„....111f1i �? -1.43 28.38 37.47 -9.09 -9 09 tpy, -0.69 -0.69 NOINE . 13.15 14.39 33.17 • 9.41 10.37 12.40 -2.03 2 03 ac•i -0.22 20.46 13.53 6.93 %' 0.74 0.74 6THD 4. • 00 �- %,,, 0.60 la � • � 8 ar 00 17 a - , .� 0.00 NONE !ion l[NIICb3iia 0.00 Nara' � E � .., 0.00 �_� - va f3N ��;5. Hddown Cfr.Olfse(from SWEnd_ _.m Z= -87.55 -116.89 3/28/2014 N.E.T. CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 , Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 lb ► ► v hdr eq= 72.4 plf i • H head= Pier • 3 �� �f y WALL TYPE 5.5 plf P6TN E.Q. �' f P6TN WIND feet pl H total= feet kik Jl� f A l ' b13 i 3 f3 H sill= 1.5 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 ► Hpier/L1= 0.34 Hpier/L3= 1.24 L total= 30.39 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwallj N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 Elevation B WALL ID: S.2.A V eq 1091.8 Ib V1 eq= 543.7 Ib V3 eq= 548.1 Ib V w= 1249.4 lb V1 w= 622.1 Ib V3 w= 627.3 lb v hdr eq= 96.4 plf • H head= '4 ; 1.10 ft WALL TYPE H pier= plf P6. ':. E.Q. 5.5 3� �f�, plf P6...._ WIND feet � Htotal= feet H sill= 1.5 feet . REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2,4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 ► A ►4 ► Hpier/L1= 2.26 ► Hpier/L3= 2.24 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 3 Elevation B WALL ID: S.2B 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 —� • H head= 1.10 ft WALL TYPE H pier= pl P6 E.Q. s � . plf P6 WIND feet H total= 3� 8.1 feet � E Hsill= 2.0 feet ET788 � • ♦ REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 , Hpier/L1= 1.70 Hpier/L3= 2.44 .4 L total= 11.49 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 3 Elevation B WALL ID: NIA V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 4445.2',Ib V1 w= 1196.0 Ib V3 w= 3249.2 /b ► v hdr eq= 120.1 plf • H head= 1.10 ft if3 � WALL TYPE H pier= a i plf P4 ;' E.Q. 5.0 plf P4 WIND feet H total= 9.1 feet � 3 H sill= 3.0 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 r ► 4 0 4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total= 24.15 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 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA Project+ L /t'(( D •4 �LV 1 elk• PLA 3713_Date:3 ,;,)► 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 Crwi.. • • W • • • • C ' • Ef : Kkr.& ill • . : • 1 2 1 4\7,6:1E-7'' ,' /y1� i i 1. • . . , , `� ��, 119: : C a � , 1f II . I : r `J�'']0 I I. I. II 1 ! i l� 1 : I ' I • ' (]vl�� 1 I o CN: (DZ« I ; I 1 33 i_ I • i 1 I , 1 i _ I ; II i SMp I C �3,f,5 � . . is 1 �► . �.. ;. i I 1 1 . i I 1 • • I i 1 I • I 1 -1 . . • I 1.. 1 . I i._.I : • • ' I. i I : I I 1 1 ' • 1.. i i i • j i... _ _ . I I „ I I 1 1 1 .. I _ - .. I i. I I I • .I. t .._-_ _._ ..._ - ___ I ... I II 1 1 I i I s 1 I I t • , II.• i I 1 1 I I , ' I I 1• I 1 • I I I I I.. I• . L i I I ; 1 I I 1 . 1 I i i '.. I : 1 i i . ' 1 II • 1 I • • 1 _,.. I i I 1 j • I I • ; 1 • i 1 1 I - -1 ,' 'I I I i...1 i 1 1 , 1 I I 1 • • • .. I I • Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 �y''�, _ Seattle,WA INC. 1 f L. 71 4 ' 3/z9,44 (98109 20 project -13:3° �( ° ! 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