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Specifications (127) i`( caoi (a ..UU5 kLA CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (v) 206.285.0618 (F) #15238 RECEIVED Structural Calculations JUN 22 2017 CITY OF TIGARD BUILDING DIVISION River Terrace N o ,4 Plan 3 �G F' •' Elevation DI, ;d Tigard, OR • 4REGNk 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 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512W) (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.d.3 (3)TRIM @SIN. RB.d.3 HDR RB.a.2 (2)228 DR (2)2210 HDR (2)2x1C HDR (2)2.1HD' �1 — WINniAS(i)2ING STUD Aa79-- . BTWN.3GL TR ERS _. 2 a v' u 1 iL 1 x T ., Ii- - ®® ,,,...............1 { ' o w, z et li„, ii ' t 1$T -, I rilill ,.„ y G i mod 1111.1 �� / ` , =- lib r ____, 1 I My 1 Fir '® 2)TRIN 2)TRIM— HDR @HDR 1110 X1 HDR !I■■Ei DR -c, ■, Kd.._-, / : 1�1 RB.d.5 I--I �� R .d.6 RB.d.6 OD - Roof Framing Plan 2 1/4".1,0" 0 P3 $9.0 Aggirmatiank (2)TRIM.@ CTR HDR 1 TFB.d.2 _I-6 d.22 TFB.d.l _ 0x10 FOR -� ___: 4x10 DR -=_-=.;_-: -WINDDO S();4.'� �I 2. ¢ € WINDOWS()2xB ,o i STUD TWN.SO TRIM ERS,U.N.O. , w g H STHD14 y W Qd g= 7 L1___I_ _ L r wd 3° w a STHD14 -----(1 °@ s* o z --" i F ---U`- -_T J , STHD14 L 11 I r , BS9.0 F --- n a T" TFB d - :0L i 1:: __-} _ FUR.' _ S90 IBEL• , WH 2 �,QPEN FO':" CT41R G Li_ J a orsimito EI S'IiD74 J 1 ' r�``f ST37CIO `✓� -- L �x STHD14 '` ■�) q. uI9ml S9.0442, I El o x E �I ¢ l ' f, _ .TFB.d.19- --G :12 • •w`h ,s c �',1 'CONT.HDV 3 �-�III� �14 ,E. r>.a� Zliai�agui a'.� 'TNR d.21 SSG■ I��,\\ STHDaJ\_�-MII1��aaL_= •�- I�,_ TFB.d.7 _- MANUFACTURED ROOF �- �i =®a— MANUFACTURED ROOF m TRUSSES AT 24-0.C. ---- -'3.5x 4 LV FB TRUSSES AT 24'O.C. ©njp Te E.d.18 ®© NOT USED: TFE,d.20 OD - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1,_0,. 3T-0" I I 15-0" I I •• e 5'-0" ♦ 31/r CONC.SLAB m SLOPED DOWN —F 1/4:12•11-31 I P3 A' O � -7l/T.O.S. F{ 2' T.O.S (SLOPE 1/4:121 ( T.O.S. 6 • • r C - 9 • G'ti{ a —-, • ,o -WAYTP IJJtO. 1, r AC4 CAP S PBS06 t .t BASE• �' .: `. - ` t 912"T:II11 /S I'CTYP UNO ,' t $T:HDia F - BEARING WALL to 'X10"F'a l l ABOVE N TYP. '/(3a EA WAY r --: r:( •BEARING WALL � JABOVE _ [ 244 PONY WALL P6 I.' .-- I } WALL 7 • � r ..s1C—STHD14 STHD14 , I }kg P4.-HD112 I. C P4 MIS x4 PONY I F1IW/(31 I' o 19'-61/T Ti 414 a WAY I BEARNG WALL I 1O ABOVE :l. ♦ 1..\,:_i 312"CONC.SLAB 70 SLAB SLOPES 31/2' I — T-----� FROM BACK TO APRON O WITH GRADING VERIFY GARAGE SLAB HEIGHT 8 2x4 PONY•lll WITH GPLAN .WALL. ..r 7 0 :r q S8.0 6. 6. I1? t2� n i 3 t 9 18 I PONYW L j --I-7-7' �� -1'-6 1/2"I S6.1 I ® 6,41...•:0::-:.. .:. {'.U C 70.S. 312"LONG.SLAB L.-gI�• -I ,-1 SLOPED DOWN • - ♦ • 11 a •y+ . 1 1/4:12 1 a •a nt STHD1414—. ` 18 STHD14 "+Te____ __J '____ 10 _�J ,o P3 \ 5 8 N 10 56.0 '• P3 1-101/" 16'•3' 1.101/T 5'-61/7 11'-11/2" ♦ ( I ♦ OD - Foundation Plan Foundation Plan 1/4"=1'-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O`.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8'psf Mise./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4 psf NO gypsum concrete 0.0'psf 3/4" plywood (0,s._86,) 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 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 Printed8 APR 2014,7:50AM r �9Tt1�4A5 Multi le, ) 4'+ Beam ' ,.. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.d 1 s,',- r,4a •• CaicUI ons '�'IDS,WC ;SBC 2010,ASCE 140 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=5.50 ft Point: Lr=3.30k@4.80ft Design Summary Max fb/Fb Ratio = 0.475: 1 D(0 08250 Lr(0.1375) fb:Actual: 482.67 psi. at 3.100 ft in Span#1 �� Fb:Allowable: 1,015.16 psi ` 5 Load Comb: +D+Lr+H Max fv/FvRatio= 0.253: 1 fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1981 >360 Total Defl Ratio 1512 >180 'Beam Resign RB d 2 t �,,,, Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-70 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,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point: Lr=3.30 k@1.Oft Design Summary �p0.005 Lr 0.1675 Max fb/Fb Ratio = 0.761 1 D(0 3315 L 0'-. , , fb:Actual: 709.31 psi at 0.999 ft in Span#1 ==Z Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • ''' • Max fv/FvRatio= 0.826: 1 A A fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 Live Load Defl Ratio 3251 >360 Total Defl Ratio 3002 >180 Vilood Beam Design; RB d 3 y .. ;'> .„. . w ulatipns per 2l?D. ,0 0,ASCE,T il, D IBC 20 C G Z{14 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=22.10 ft Design Summary D(0.3315)Lr(0.5525) Max fb/Fb Ratio = 0.533; 1 "t„a fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi . Load Comb: +D+Lr+H 0 0 Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.11 Live Load Defl Ratio 3859 >360 Total Defl Ratio 2411 >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 2014,7:59AM v o J. , , . vr,% '-',-7,`-1?e%%"' dile 1:t14b511^�ft 4o51 1, s 1� Mii ple Sim•Ie:Ball . 1983-2014,Bu4d-6.14 3 4 •s. t€ Lic.#:KW-06002997 Licensees C.T.ENGINEERING Wcad Beam"Design RB d 4 tiV .... Catch nsr 2005 '�r i,`B 4!!'I1I� F¢B E/-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 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=4.50 ft Design Summary D(0.06750 Lr(0.1125) Max fb/Fb Ratio = 0.091• 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi :: Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A N:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R.2-2x0 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Is S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630 >360 Total Defl Ratio 13519>180 P;;;4' eam P4'1:4;-- *f RB d.5 .. . 4 'h'.:-.'; ', onseirr.2005.NDS,IBC 2009,CBG 2010;ASbE -1O' BEAM Size: 6x10,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 1350 psi Fc-Prll 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point: Lr=3.30k@2.0ft Design Summary �--, Max fb/Fb Ratio = 0.690; 1 D 0.3338 Lr 0.556 D 0.09375 0.1563 fb:Actual: 794.59 psi at 2.000 ft in Span#1 Fb:Allowable: 1,347.45 psi ,.0 Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 n, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.62 3.01 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 1.87 Live Load Defl Ratio 2059 >360 Total Defl Ratio 1812 >180 Wood Beam Desi1R6 d 6 ,c; t : n.- '' / •, i !. _ 0 �. . ., ._ alattons;�r 2005 135,iBC2t109,CBC 2010,ASCE 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-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=3.60 ft Design Summary D 0.0540 Lr 0.090 Max fb/Fb Ratio = 0.693. 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 ' `a Fb:Allowable: 1,271.47 psi • • Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.091 in Downward Total 0.146 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 657 >360 Total Defl Ratio 410 >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 Panted:8 APR 2014,7:59AM1 �.. - x ,QA ¢ 1 .far ` 1€� r m iso.n ,, • , ,, ,� ,.--.,4,L.,...r u ,. tf 4� Lie.#:KW-06002997 censee:C.T.ENGINEERING VV.0'. design; RB.d 7 t nsr2005TIDS,IBC 2009,CBC 2 te,ASCE 740 BEAM Size: 6x10,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 1350 psi Fc-Pr!! 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point: Lr=3.30 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.690; 1 D(0.09375 Lr(0.1563) '(0.3338+Lr(0..563: fb:Actual: 794.59 psi at 3.000 ft in Span#1 Fb:Allowable: 1,347.45 psi L Load Comb: +D+Lr+H • Max fv/FvRatio= 0.495: 1 A fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Li S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.33 1.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 3.01 Live Load Dell Ratio 2060>360 Total Dell Ratio 1813 >180 «d Beam b sigtt RB d 8 ;f , . Ca)culaiicrns per 200 lS,IBC 2009 g''dl,�..410,ASCE 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=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Desiqn Summary D(0.06758 Lr(0.1125 Max fb/Fb Ratio = 0.063. 1 fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A A fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 e,2.0x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S . 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999 >360 Total Defl Ratio 23361 >180 .df eam Desl�ni ; RB d 9 " ,,,g.,-.- CalcuTafiiems per 2065 SDSriK,-2009,CBC 2010,ASCE 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-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=4.50 ft Design Summary D(0.06750 Lr(0.1125) Max fb/Fb Ratio = 0.253. 1 fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.207: 1 A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft.2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Dell Ratio 4672 >360 Total Dell Ratio 2920 >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:8APR2014,7:59AM T Fie $ 1T 1 s � °v !:1,, ie a�e� v §., ;AI! ' ,.,,,v-4.4,„,,,,,,,,,,74-749,„466‘,„,,,Li ^:�t4 1 '`„<;;. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING WandB> mDesi RBd•10 --'1:41419,',,,4,= '•°,F A Icu• ' °. , r 2005 Nb tBC „ BC 2014 4 E 7-10'1. 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,437000..00 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc Perp 405.0 psi Ft 525.0 psi Eminbend xx ksi Applied Loads Unit Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162• 1 � __ tb:Actual: 164.38 psi at 2.000 ft in Span#1 t meg,•,. Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.166: 1 A A fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 0,2-2x8 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 0.0080 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 9125 >360 Total Deft patio 5703>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 23 MAR 2014,2:39PM .:;- Ro ; f 0Aistosir t\Engr1 1,Z1.Ec6- Mir Multiple Simple Be � ,.__,., , %-2014;Bead:6.14.1.23,Ver6.14123 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design TFB.d 1 .<ik ,,i ., X.',' i' - Calculations r 2005 NDSi iB 2009,CBC 2010,ASCE 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-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 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary D 0.1 0.380) Max fb/Fb Ratio = 0.559; 1 1111111•1111F ' fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.01t,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 W d B am'Design TFB d 2 t.9✓,// ,,, Calcutationeltai2005 NDS,IBC 2009 GBC 2010 ASCE 7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point L=3.80 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.761; 1 Dgd.li$Ai8°) p fb:Actual: 750.58 psi at 1.533 ft in Span#1 Fb:Allowable: 986.71 psi ,w Load Comb: +D+L+H -:---:::'-f?-k- Max fv/FvRatio= 0.492: 1 fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft.4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.020 in Left Support 0.49 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.25 Live Load Defl Ratio 2632 >360 Total Defl Ratio 2359 >180 ® . TFB.d 3 • -M .., ,A. : '' •• ''. t ions' a{i 51DS,IBC 2009,CBC 201B ASCE 7-10 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.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary �� - y Max fb/Fb Ratio = 0.675. 1 fb:Actual: 727.29 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi ,,, , Load Comb: +D+L+H ,k .,� s _� Max fv/FvRatio= 0.483: 1 fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft 4x10 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 0.024 in Left Support 0.49 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.54 Live Load Defl Ratio 2410 >360 Total Dell Ratio 2024>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 2014,2:39PM ter 0& " 4.134f351T #IEtI '41 $ 1.ECtf-P: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING BSRt Q�St�lt, TFB d 4 2010 AA.E?-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 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=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary Dirgtm t o.„,x) Max fb/Fb Ratio = 0.389. 1 rr. fb:Actual: 495.92 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H /x\ Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 e,2-ar4 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 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.27 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1460 >180 $eam pr n ITFB d 5 M Matto s 5 NDS,IBC 2009,CBC 2110,ASCE 7-49.„. BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft Design Summary D120�rim )W ____ Max fb/Fb Ratio = 0.998; 1 fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi 4110 Load Comb: +D+L+H - Max fv/FvRatio= 0.531: 1 fv:Actual: 79.61 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 rt,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Deft Ratio 544>360 Total Defl Ratio 356 >180 ' TFBd6 i GaTcu�ons G 'y,'9,.m a `10 ' BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summary NM Max fb/Fb Ratio = 1.511• 1 gi$j$itR$$$3 fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 X Fb:Allowable: 2,265.33 psi $ ,\ Load Comb: +D+L+H ,..... Max fv/FvRatio= 1.070: 1 A fv:Actual: 331.81 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.50 R, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr W H Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260<360 Total Defl Ratio 238 >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 2014,2:39PM e ,1 ens 1 ze i ENE 'f983.2 4z4-A:...!"!'.!1:' 1.. „, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wtod Be = P./eSt TFB d 7 " its^� ", . ...: �� .,,.: „ ,:' � ��%.... .... .Calculations per2003�NDS,IBC � ..s '�"� BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D(0.0450)L(0.0750) Max fb/Fb Ratio = 0.169. 1 fb:Actual: 171.22 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi .,,. 47.1 ' Load Comb: +D+L+H Max fv/FvRatio= 0.105: 1 A A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 0,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008 >360 Total Defl Ratio 4380 >180 fwd Beam Design TFB d s , � lt ,, J... . ., uatr !Si° IBC 2008,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-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 • rr,,, .,, • Max fv/FvRatio= 0.467: 1 A A fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 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 0.333 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 2014,8:05AM `.4 .t`,'.4 Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beare Dsign TFB d 9 ` r ifs calculations per c a BI BC 2010; 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 Max fb/Fb Ratio = 0.349: 1 �� fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2281.78 psi Load Comb: +D+L+H •= = Max fv/FvRatio= 0.260: 1 fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 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 4 tft'; i.+ n TFB d 10 Calculations per. 40,fr IEBC�9;CE 2010, Ir 710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.1425 L(0.388) Max fb/Fb Ratio = 0.074 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 A 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 Wood Beath Design TFB d 17 Calculations per 2005"NDS,IBC 2000,CBC 2010,I SCE 741, BEAM Size: 7x14,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-PrIl 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,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 k/ft,10.60 to 19.0 ft,Trib=12.0 ft Point: L=2.60 k @ 10.60 ft Design Summary Max fb/Fb Ratio = 0.752; 1 D(0.180 L(0.480) fb:Actual: 2,160.22 psi at 10.577 ft in Span*1 D 0.1650 L 0.440 t t Fb:Allowable: 2,873.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 fv:Actual: 106.97 psi at 17.860 ft in Span#1 19.0 n, 7x14 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 0.618 in Downward Total 0.796 in Left Support 1.80 5.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 5.89 Live Load Defl Ratio 368 >360 Total Defl Ratio 286 >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, 5n ;sry s' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING TFB d 12 29, 11.M*4WEIC 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-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=10.0 ft Design Summary D(0.150 L(0.40) Max fb/Fb Ratio = 0.133. 1 fb:Actual: 304.87 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.114: 1 fv:Actual: 35.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.49 1.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 1.30 Live Load Defl Ratio 5990>360 Total Defl Ratio 4356>180 TFBd13 r Cu{ations per 2005 NDS,1BC 9,CBC#?0,ASCE 7-10 BEAM Size: 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 k/ft,9.0 to 16.0 ft,Trib=7.30 ft Point L=14.Ok@9.Oft Design Summary „ q Max fb/Fb Ratio = 0.997 1t 0(0.1095L(0.2920) 0(0.0450)L(0.0750) + { fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 - Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H €, Max fv/FvRatio= 0.559: 1 . " "� `- - • fv:Actual: 148.22 psi at 14.400 ft in Span#1 • Fv:Allowable: 265.00 psi 16.0 ft, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453 >180 WootjAaiii D TFB a 14 «, Calb N(aIt{ per ,,, , S,IBC 2009;CBG *AC`C 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary 2(0.09375 L(0.250) Max fb/Fb Ratio = 0.206. 1 fb:Actual: 209.75 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.165: 1 A A fv:Actual: 24.70 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 0.16 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.16 0.41 Live Load Defl Ratio 7655 >360 Total Defl Ratio 5500 >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 20,4,805AM Fife 14051T' I n tt 1 1.EC6 Maltipie Simple Beam i2ENERCALC,tt1C.la$a-2014,Buad6.1a126,Ver.6,14.t26 Lic.#:KW-06002997 Licensee;C.T.ENGINEERING Wood Beam Design : TFB.d.15 Calculations'per 2005 NDS,IBC 2009,CBC 2010,ASCE'7-10 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 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 Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 k/ft,1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80k@1.Oft Design Summary Max fb/Fb Ratio = 0.246: 1 o.o,: .�30 ''3 aye fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.361: 1 A A fv:Actual: 111.76 psi at 0.000 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 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 1.10 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3003 >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 2014,240PM is y Impie � Lic #•KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.d 16 ukk4i: ..,,;'"" ` Calculations per2008 NDS,"IBC'iO0VO8 °...0,ASCE 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-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=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point L=100.0 k @ 5.0 ft Design Summary ... D• 1 0.03 0 Max fb/Fb Ratio = 0.457. 1y •• fb:Actual: 464.21 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi J ° " Load Comb: +D+L+H Max fv/FvRatio= 0.284: 1 A fv:Actual: 42.57 psi at 0.000 ft in Span#1 5.0 ft,z-zxa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Left Support 0.28 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 100.53 Live Load Defl Ratio 2460>360 Total Defl Ratio 1614 >180 W Beam Design : TFBd 17 �H ,., _ �titatl�hgr 2005 NDS IBC 2009,CBG 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=0.10, L=0.250 k/ft,0.0 ft to 2.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,7.50 to 10.750 ft,Trib=1.0 fl Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Point: L=2.20 k @ 2.50 ft Design Summary r D(0.0150)L(0.0250) Max fb/Fb Ratio = 0.310. 1 " D(0 10)L(0.250) ' * s47.10)4_(0.89,?) $ fb:Actual: 702.01 psi at 2.508 ft in Span#1 Fb:Allowable: 2,263.27 psi ,=. Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 4 4 •fv:Actual: 83.14 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.110 in Downward Total 0.122 in Left Support 0.35 2.81 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 3.17 Live Load Defl Ratio 1172 >360 Total Defl Ratio 1059 >180 0-, «cid Beam Design TFB d 18 ii„,4,*j `: Calculations pe $NOS,tBC 009 B:X040.ASCE BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary 14N01161,t(4a) Max fb/Fb Ratio = 0.140. 1 fb:Actual: 318.80 psi at 4.500 ft in Span#1 Fb:Allowable: 2,276.84 psi Load Comb: +D+L+H •ri;iifliE ••.. * • Max fv/FvRatio= 0.100: 1 U A fv:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Left Support 0.52 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.83 Live Load Defl Ratio 4879>360 Total Defl Ratio 3009 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAP 2014,2:40PM 1 i07.1 .' T 4 ''"tom ' I t � „goal ' & 04 ` r �4 ,. .. N4, ,. A... .... .3, " 4 i$ 4i :. ,?. 4.t Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wo d Beam t TFB•d 19 i Calculationi*r, B 2009,-CBC2010 ASCE1: ,, 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: 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=0.120 loft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=1.40 k @ 12.750 ft Design Summary „,m Max fb/Fb Ratio = 0.085. 1 Dire041z0 81o3201 fb:Actual: 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psi s Load Comb: +D+L+H 4 r $. Max fv/FvRatio= 0.094: 1 • �m .� fv:Actual: 29.10 psi at 11.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.029 in Left Support 0.61 0.61 Upward L+Lr+S 0.000 in Upward Total -0.010 in Right Support 0.72 2.61 Live Load Defl Ratio 11190>360 Total Defl Ratio 4288 >180 ,' E f 't t' NOT USED „H,. -g" . f' . W cUtations per 5 @:. i 2009-CBC 2010 ASCETIC 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=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 loft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary vs, Max fb/Fb Ratio = 0.102: t0 0 0 00 o e0) fb:Actual: 233.95 psi at 3.117 ft in Span#1 -{�{a Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 A • fv:Actual: 27.37 psi at 0.000 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 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 Wood Beam Ji gn' TFB d 21 ; i, y V i ; u..w 142005NOS01BG20085 BC 2010,ASCE7-;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=0.1450 loft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Design Summary �(G6014�)b94119) Max fb/Fb Ratio = 0.368: 1 D fb:Actual: 374.41 psi. at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi ...... :,L� Load Comb: +D+L+H Max fv/FvRatio= 0.264: 1 A fv:Actual: 39.59 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-ac8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.019 in Left Support 0.29 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.53 Live Load Defl Ratio 3874 >360 Total Defl Ratio 2503 >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 P4nted:28MAR 2014,240PM Lic.#:KW-06002997 Licensee:C.T.ENGINEERING , tied lie,,m, gn TFB d 22 .., .. ,, ,1/ ; % - 4' i ✓�jh,,.,, r Calculations >- E DS,IBC 20091 ,1 j 010 ASCE?-10 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.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Desiqn Summary `96114 }/ ?)t Max fb/Fb Ratio = 0.380. 1 fb:Actual: 409.10 psi at 1.500 ft in Span#1 Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H Max fv/FvRatio= 0.284: 1 A A fv:Actual: 51.16 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 1.91 Live Load Defl Ratio 5714 >360 Total Defl Ratio 4798 >180 4 ! 4\� % 1,tTFB.d 23 .. F,. i ... 4x. y - 2010,ASCE 7-10 _ � Calcu�au�pe 2005 NDSt IBC 2 E¢� 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.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.70 k @ 2.70 ft Design Summary . Max fb/Fb Ratio = 0.582- 1 ; iD(0.1425)L(o.:. a i fb:Actual: 626.70 psi at 2.693 ft in Span#1 *. Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 2 ,r fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 rt 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.018 in Left Support 0.31 1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.18 Live Load Defl Ratio 3023 >360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD / \ 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. dart= 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 FcII= 1,000 psi Cv = 1.00 CM(gU= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cI)= 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 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 31)2 I N c. Seattle,WA �� ','�' ,tom /� 98109 Project: 1 W 1� „'�J t�/�..� (.�yf: Date;-7L-4//(4-3 (206)285-4512 Client: 3 4"I4 Ds) Page Number: (206)285-06I8 • •. • I ltJ ba a t. . IF • • . . . . . . . . . , ; , . , . . . . . .. . . , , ; . ! ) . . , • • , .,.._ •.: lei; f -/� I I - VVV,y 1 I •I ! a .. i ; . L : I ? 1 I i ' 1 A 1 I 1. • o AllNtt b 11 •; 'l I 1 I 1 i I i.. { I1 , ! I �__ 1 wti_, {i1-• 1 ; t32x I • Z i' Ce,- 2; • I , I 1 - ! ' I. 1 i i ... I. . I. ! .I I 1_ 1 _ . L aX r •Q I III I ; I i I , j : I I I I 1 1 Li 1 I . 1 ! .. 1 . I ' ; I ! i . ! ! I L I • 1 , I__ i ' , I ;. • i1I II ! if' •• • .,: " •i 1 I I I l 1 ' I i I I• ! I 1II I 1 I ; � I I i i ; I I I • �. I I.. J - I_. I_ I 1 1 1 I11 I 1. I .i • II - 1 .. i ' I I 1/I 1 •• 1I II , 1 i f I i I , 1 • - 1 , , , , I , I , i , 1 ! , .I ..: I .i I I I I - I..I - ., . I - • 3 j 1 I 1 I._1- 1- ..'. 1 1 1 - I' •I 1 Structural Engineers 180 Nickerson St. CT E N G I N E E RING sulic 302 n i f�I N J Seattle,WA 9810 project: V i 1111 l f>L 16G. ON Mate: 0-V (206)9 285-4512 ,r�Yr4- FAX: Client: is 14-O� Page Number. (206)285-)618 -5135F L1/4-vEizi.o_ Qom, STvAS Lc,c . W LJ . DE-SIGN 'blc (Z) C3) C) (5) . DF3 771 7: 1 3, ) 5 9,2'' � 7� ,5 7� tAb..Eg, 9.cf31 8,71 "i5:71 U E 3.D'^ DY, 7,0c Gt G ,, 95' 9r5ff 9.75' 1 °-21-- 2,e\ 3.7" 50K\NIANL LS ' l.C. L-R e 871 -cl.1t, ul a J a 9 MI��C L u43 iFCAP 2 (' 2ic4 I Ca ' Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 (2Seattle,WA Project: Date: 0Z/1i 9809 06)285-4512 PAX: 1 Client: \\6/S4-- 'A OG I Page Number: (206)285-0618 OF, (uD� 2 G 2 ax-r . -.sol ; STi3�5 !6 (2) (3> O (5_.) 7,71 775X431 F 111‘b.. . 9. B' B,71 5 X31 G = E 2,9 9,5 9.75' 3131, 76K o. Hitt - l' A -CKusM r>az CoV 0-OF. (/'\ "C- 7- LO 12O rTk ULT ) E c P ,R ._1?-1.0,LZONE 40� �Z f'!TCH k Z of f h Gam 013� : 1c�1_C. (-39A); d,7��v,(4 .1 2• Sic = ©,c, 0,G(-26.4)-= 1s.9Fs ) X5.25 /('-it if.. Ico k52.2 Structural Engineers Design Maps Summary Report Page 1 of 1 ma os 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 �� igant . �, o ► -1 F F �` , lig & ,, ,,, Fa - •• ,,,:,.,,...,,-u.„, 'erm.144.--,;/""]. ,\,:'. -,„ .--,' -1,-.-04;,;,,, -7: ,;,,„..--,---,-b R---,TA - c s ,` King„ 0 seam �' '," z r e"` ,a, sx + 3' est da to " P E USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SOS = 0.720 g Si = 0.423 g SM1 = 0.667 g S°1 = 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. MCE es sponse Spectrum Design Respo se Spectrum 0 22 .10 0. A 02 0.12 1 gag 0, 4p. 040 tr.1? 0.S c.Ss ;' a 0.a4 St 0 CC 0,se 0.32 02 a2= 24 vt 0.22 0.20 0.11 _ 0.cea n 0.00 0,2& O.40 O.00 0. 3? 2. 1. 0 2.x0 1.00 2.20 l'et' . 0.04 0,20 0.40 4.40 0.30 1.00 1.20 2. 0 "0 . 1.84 2. P riad, { ) period,1'(sacl 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 D 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 Response S1= 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://qeohazards.usqs.govidesignmaps/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*SMl SDS= 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 Factor Do= 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 D Sos= 0.72 h,=19.00 (ft) Sm= 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) Tt=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(1-(R/Is) (for T<T,) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'T,J/(T''(RA0) (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,)/(RAF) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,'0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOIWF REFS /� Cl C4 CE CS Cl CS C3 710 C1' 712 C"3 714 C1 710 711 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 C.,_ DIAPHR. Story Elevator Height AREA DL AREA DL AREA DL w, w,*h,5 w,'h,' DESIGN SUM LEVEL Height (ft) 0,(ft) (soft) (ksf) (soft) (ks0 (sob) (ksf) (kips) (kips) Ew,'0," Vi DESIGN V Vy;m NS E-W Roof - 19.00 19.00 1870 0.022 - - 41.1 781.7 0.61 4.40 4.40 6.51 8.03 Top Floor ` 9.00 10.00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 ` 6.13 7.33 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st.(base) - 90.9 1279.7 1.00 7.20 12.65 I 15.36 E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,= DIAPHR. F, E F, a', E w, Fp,= EFF;_w,, 0.4*Sos IE'w,, 02'5os'IF'wp LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, F,,Max. F,,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. 3282014 ASCE 7-10 WIND Part2.A_GOV 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 D N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31.30 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. -- Building Width= 37.0 45.0 ft. V u/f. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gust=wighluismo mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Hip , Hip N-S E-W Ps3O A= 25,7' 25.7 psf Pitch= 45.0 '30,0 Figure 28.6-1 PB3o a= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps300= 14.0 14.0 psf Figure 28.6-1 X= 1.00 1.00; Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kn*I : 1 1 ps=X*Kzt*I*P*3a= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Ps a and D average= 15.8 15.8 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 0.80 0,70 0.70 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA 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-W) V(E-W) 31.30 12.3 0 91.02 0 218.4 0 127.4 0 260 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9.4 8.41 8.41 10.37 10.37 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 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s)= 16.33 V(e-w)= 19.83 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 D 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-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 0.00. 0.00 0.00 8.41 8.41 10.37 10.37 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.33 V(e-w)= 19.83 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(NS) 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 8.41 8.41 10.37 10.37 6.51 6.51 8.03 8.03 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 15.36 0 - 0.00 0.00 V(n-s)= 16.33 V(e-w)= 1933 V(n-s)= 12.65 V(e-w)= 15.36 kips(LRFD)i 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 3713 Twin Creeks, Elevation D 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 NBS_R0o1 ,� A"'" .. R >'"_ 'S0 CT PROJECT#: CT#14051.Plan 3713 Twin Creeks.ElevationD Dlaph.Level: s.;g?':;a;, Direction. Typ.Panel Height= ; ft. Seismic V I- 4.40 kips Design Wind N-S V I. 6.51 kips Sum Seismic V I s 4.40 kips Sum Wind N-S V I 6.51 tripe (1)DISTRIBUTION TO SHEAR LINES' .; _ 03 04 CO CO 07 CO CO CIO Cl/ 012 Cl/ 014 CI5 016 Trib Ni Above Line Load nn Shear,v BIM .E .1 W .1 Line E W let Line Trlb 2nd Line Trib �® 0�� 0.00 0.00 0' o0 0.00 0.00 0. o0 m 0.00 0.00 00 �m ht 0.00 0.00 0' o0 ...:eta-!'':'�, ��, a 0.00 0.00 000 y=111:111:1311 E= 0.00 0.00 �� Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.Q. E.O. E.O. E.O. Wind Wind Wind Lino ID Lwall Ce Lwall' Vnnc v V Amplifiers v Type Type v V (ft) (ft) (ft) (PIS )k) p 2wrba+ (PIG (P)t) (k) 0.00MMEJTatialk?'':110,311111512 Q 9.00 ��00000 ee 9.90 a o 0.00 ��o000o +¢ 9.00 z o 0.00 ��0000ME 0.00 e o 0.00 ��oe000 alliaAllta'nall'''''.151Nal' Milli MILIMINIMMEIMIDEIGLEZIMELMI Ell 9.99 oznotactimmanzatimmuimE + mi 0 9.00 mummum0�00o '41p E S:, 0.00 + 0 0.00 i�0®00' oI 9.00 + 0 0.009 ��00000 9.00 i o 0.00 ��o®000 mmiutanomp ,AE, 0.00 a o 0.00 IIIIMMELIM0 000 p-1.00 "Table 4.3.4 AF&PA SDPWS,Footnote 1 'Spacial E.Q.OL Uplift Factor: 'y yp DL Uplift Factor xv141nd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift + Resisted Resisted n.dmed Net OTM Add'I Reduced Net OTM Add'I Max. Line ID Lc", wdl ID(#1) ID(42) Lace OTM Re,0 Level Abv. Total R U l!„m OTM Ro,M Level Abv. Total U UWm U,,,,, HD ft (klf) Above Above (ft kill 1i•ft kl•S (hi•ft k ft) k (hi• kl•ft kill hi•ft kill (ki•ft (k (tri. hi. 16.2 g* � �: .13.90 17.81 23.03 5.22 5 22��'+;� -0.37 26.38 25.02 1.36'Q:4: 1 36 0.10 0.10 NONE -744 00 '41!'.:91:1'?' . p 4. s, 0.00 NONE r r„ ,4 U.S 1 t( e I 0.00 NONE '• 00 �. 'i 77 E j g'ffril0.00 NONE. �4 Cx 0.0 RP ''. Wir7 44,��A':j , 0.00 NONE c 18 5 Wv 16.22 12.03 32.38 -20.35 + -20 35( 1 d -1.25 17.82 35.48 -17.661,:l. -17.66 e. -1.09 -1.09 NONE . 9 9 1 .'s 7.66 5.78 8.32 -3.54 .3.541i5, Z . 4.48 8.56 10.21 -1.65 1.65 e -0.22 -0.22 NONE ,..: 00 °(( % d 0.00 NONE. �',�„c T,, 0.0 :41. ��'. 9g„a, t�.`1.G1 3a� eo 0.00 NONE ii rrrm.. 0.0 w,:a° `1, y"4e 0.00 NONE.. a :: 0.0 1 ti a a .1,•,..• ill 0.00 NONE m.� ., 00 ('10;k�� / ti .. 'I.,R 8'. c.#14 '',"' 0.00 NONE H(down Ctr.Offset from SWEnd Fin S- 0.00 2911 N.E.T. 325/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE'. f4 '11'.,d ai .FM o-�' 'a11 bp' - 4: CT PROJECT#: CTS 14051 Plan 3713 Twin Creeks Elevation D DiaphLevel: ••r Directio: Typ.Panel Height 44.4S 74 R. Seismic V I- 2.8 kips Design Wind N-S V I- 8.1 kips Sum Seismic V I= 7.2 kips Sum Wind N-S V i. 12.8 kips 1 DISTRIBUTION TO SHEAR LINES Line TriE% W tat Line Trib a L2nd Line Trib. IEll U E •IShear,Wm .l 1.401 3.06577 ea . INRECEMEECIIIMEEMOOKEINIIIEEI ', : '®' 1.401 3.06577 - •'O4d/a ®' .r®. MITEIMEMECil Well11112MUNI100'!6 0.00 0.00 0.00 0.00_,_ 113Mm 0.00 0.00 0.00 0.00 0MIIIIM� •3211111MPd'. 0.00 0.00 0.00 0.00 ' 1113311m 0.00 0.00 0.00 0.00 MEM Wim ; 0.00 0.00 0.00 0.00 r �m t 0.00 0.00 0.00 0.00 mom E=EMMEN E=IIIDEMECIIIIRECIIIIEM Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUT ON TO SHEARWALLS E.O. E.O. E.O. E.O. E.O. Wind Wind Wind Line ID Lwell Co Lwall' HN1,LL v V Amplifiers v' Type Type v V (ft) (9) (8) (pity (k) p 2816,U7 (p6) �y,� (PIB (k) 4P. a'G T.. ° ��MEY'eYa•1111i'iMiMiifi 0.00 a 0 0.00 1110EIMMIIMQ' QO' 0.00 0.00n Q' 0.00 miummoujoQ ing0' 0.00 0.00 0 `0 0.00 IIIIIMMIL311Q QO' 0.00 o®m000 o® MEMO 0 0.00p 0.00 ��ppp0 0.00 0.00 p 0.00 MILINIMEZEpp®0 0.00 0.00 p 0.00 ��pIpp0 0.00 a.00 p 0.00 MLIMMILLINppp0 0.00 0.00 p 0.00 MiL1311111/111ppp0 0.00 p-1.90 ,I/Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.O.DL Uplift Factor ;„;,.t^,0,# DL Uplift Factor wtLfnd: ,,b,(F,pb, 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add Reduced Net OTM Add'I Max. Line ID Le,gr wdi ID(61) ID W2) Le.,, OTM Ron; Level Abv. Total U U Uw,e OTM Rom Level Abv. Total U U,,,,, U,,,= HD (ft) kl Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kpft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-fl) (k) (kip) (kip) =. 37.4 35.15 32.76 122.30 -89.54 -94 76 7 5 S -2.70 57.54 132.38 75 34 ' 73 99 4n ' {)y -2.10 -2.10 NONE K,;:::'� 0.0 i '1016:7 p%9/� 0.00 NONE 0.0 e 0S'e .1,-0,1»S 1 IA 4 0.00 NONE 0.0 0Q't' n�;�rE 0.00 NONE 16.6 1a 14.32® 24.01 -2.77'Xi. -277 0 -0.19 37.29 26.08 1121 0.. 1121/Et,�l,474,`�1 0.78 0.78 STHD'14 V 9.9 �$, 7.66 8.59 2.94 ) -0.60 rs.% s1 410 -0.08 20.25 9.33 10 92 1 9.26**1.`k i 1.21 1.21 STHD14 D.0 J a a @i�I ";'1 i SJ, (), ` o.00 NONE 0.0tot€1 Q l6 �iy)Sj, '0,,�'y°. MIA 0.00 NONE O.oefl17 Gt +t,g it= f , 0 0.00 NONE 0.0 e -.m. COip .•p (Ye, r k), 0.00 NONE :NON-STACKING SW ELEMENT$ ' 1 �u lj:" t E4€taEl` D 4 a 0.00 NONE 0.0 . i$,* 0 r, i3O ',t`` li9IkR,,6 0.00 NONE Noldown CS Of/set Pont SW En d:Will, E= -28.11 -98.13 N.E.T. 3/28/2014 CT ENGINEERING E&W_Roof SHEET TITLE: s %L1! e m a:,,.rYa , CT PROJECT#: CIA 14051 Plan 3713 Twin Creeks,Elevation D Diaph.Level: Direction: Typ.Panel Height It Selamle V I- 4.40 klpa Design Wind E-W V I- 8.03 kips Sum Seismic V l 4.40 kips Sum Wind EW V i- 8.03 kips 111 DISTRIBUTION TO SHEAR LINES Cl 02 C3 C4 05 C6 27 C0 CO CIO C112 ' ._' C14 015 C16 Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. I E[k] W[k] E[k] W[k] L[ft] E[plf] W[pit] 1.4.0Agho 1. 50% 2.199 4.015131N,.'.', 00C% NEM 0 2.20 4.02 30.39 72 132 e; „4b 50% 2.199 4.01513, ;�i 100% - 10O>r `•'7.T 0 2.20 4.02 22 100 183 0% o o 100% 100% 0 0.00 0.00 0 �'•� 0% 0 0 .^ /// 017% 770% 0 0.00 0.00 0 P 0 0 0 ^'. - q�- 0 0.00 0.00 0 5% o o f E0 0.00 0.00 0 o% o o r ,o+ + 0 0.00 0.00 0 0% C. 0 v,i5� o o.00 0.00 0 0= 4.40 8.03 + E= 0.00 0.00 4.40 8.03 Ocience Check: ok ok Balance Check: ok ok ok ok 2 D STRIBUTION TO SHEARWALLS E.Q. E.Q. E.O. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cc Lwall' 1-4c,u v V Amplifiers v Type Type v V (ft) (ft) (ft) (PII7 1k) , 2wrhr" (Din (PIN 1k) '.. hF; 0.00 kiwi,Jo 0.00 mismp•pe©O 0.0) gataimunitubx: affiszawgimamiemmammamiszimataz,^9otl.'7."14+[S»:! mum 0.00 WIESAILIII 0.00 IIELJIHIIIUELMI0 QO 0.00 0.00 p 0.00 p•MEINIpOOO 0.00 0.00 ittliA.,p 0.00 MEANIE:1Mppp0 0.00 ' 0.00 Fastaimm 0.00 MEMIKKAIpOOO0,00 0.00 p 0.00 ��ppp0 0.00 0.00 p 0.00 ..p p0 0.00 'Mani NIBINEVWV 0.00 p 0.00 IMILIMME/Mp MIIIIMMIIIM= 0,00 0.00 15tAriN p 0.00 ptom.p Emammiu o.00 p-1.00 ri4Tebie 4.3.4 AF&PA SOPWS,Footnote 1 'Special E.Q.DL Uplift Factor 1771 DL Uplift Factor wM4nd• 3]OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Restated Roomed Net OTM Add'I Reduced Net OTM Add'I Max. Line ID Locen w dl ID(#1) ID(#2) Lone OTM Rove Level Abv. Total C U U,,,,e OTM Rove Level Abv. Total U Uw,e U,,,,e HD (ft) (klf) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) Mi4 32.4 rgrw _30.14 17.81 91.73 -73.92,15 -73.92„ sr -2.45 32.52 99.67 5714t3 5714 -2.23 -2.23 NONE Z w" 0.0 3'? °'i'^,y' s a 1+' E. 0.00 NONE +,,,, v 13.0 10.75 8.91 14.78 5.87 f} -5.87 >a -0.55 16.26 16.06 0.21f4k a 0.21 ;��n(# � 0,02 0.02 NONE �<. 13.0 -`�'; �-g��10.75 8.91 14.78 -5.87 � -5.87 12211' -0.55 16.28 18.08 0.211.'1 021IRa�°Ot`1+ 0.02 0.02 NONE_ E t b4 00 W^+ ,,F,,:ii + C 0 ,. 0,00 NONE t SY 0.0 '�y °:,„,p,.,"�' ,,,,,„„,,i,* 0.00 NONE 1 1 .,€' a 00 •�?' .rlAtitK �+ y4 ed�,,"„ e. � o.00 NONE * 9 0.0 i `', 451 . a4irtoligi ,iO 0.00 NONE (' 00 $ `,k/ 17 0.00 NONE ..,6:,,'„,.%,„i,*,,,,7010: ', 0.0 b'� �, 1l)l 1 - c;1 -.„£) " 000 NONE at, '"• 00 Stir 3^ 4,-i-,-, 4e 0.00 NONE it, 00 16' ^"nA`° -,-r,..,,,;,,p 0.00 NONE Holdown Clr Offset from SW End •41n E. 0.00 -85.66 N.E.T. 3282014 CT ENGINEERING E&W_Top Floor SHEET TITLE '-` 33t .',rre o;" �� CT PROJECT#�. CT#14051:Plan 3713 Twin'Creeks,Elevation D Diaph.Level: •r D1ep. NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height ft. Seismic V I- 2.8 kips Design Wind E-W V 1- 7.3 kips Sum Seismic Vl- 7.2 kips Sem Wind E-W VI- 16.4 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1 DISTRIBUTION TO SHEAR LINES Load Line Trf0% W E let Line TrlbAboVe Line 2nd Line Trlb, INIMINEMINEMEIVV7.vi a• g.` 25% 0.701 1 83312 j N+R 2.20 4.02 2.90 5.85 24.15 0 242 •> 00441 50% 1.401 3 86624 T 1 OU1.32 2.41 2.72 6.08 23.08 118 263 '2 R 244 25% 0.701 1 83312 r e Thl 40 0 88 1.61 1.58 3.44 4 395 860 or 0 0 ,11T r' 0.00 0.00 0.00 0.00 • IIPz 0% 0 0 0.00 0.00 0.00 0.00 0 o% 0 0Ix `4'0)P. 00.0000 0.000 0.00 0.000 0 0% 0 a c 49 0 0.00 0.00 0 00 .-,1 0 o% o 0 ( .:, , x'�H, / 0.00 0.00 (WI",0.00 0 0= 2.80 7.33 E. 4.40 8.03 WrO 5.36 Balance Check: ok ok Balance Check: ok ok Ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.Q. .0, E.Q. Wind Wind Wmd Line ID Lwall Cc Lwe6' H,.,,,,, v V Amplifiers v' Type Type v V (0) (0) (ft) (PIO (k) P 'M' (pit) (pil) (k) Ri0:12 0'i 02 0) Ci CU C8 C? C:8 C9 C10 CI, i,l,' 01', Ci4 'a 7lP a si 24 15 ( 0( 120 2.90 r-..0 1.00 ;„,y '-'-'r;';''' '+o' 5.85 55 „+rit 000 1 0 0.00 1.00 1.00 0&, 0 0.00 i':°k R", 00 00 )s #:10 0 0,r• 1 00 1.00 0 0 0.00 .a�N1. )L I ,{P', 13 40 l 118 .58 1 00 1.00 118 P6TN P6 263 3.53 e {i 1 'or. [ :' 116 1.14 10.00 1.00 118 P6TN P6 263 2.54 � < oy ice,-; �.� ,oa o 1.ar p 00000 i Iii e� '4'5030 00 e r 1 58 '1...' 0 rr .v.. 2.42- eidit 7,.c a 4 00 � 1 58 1 00 � - 000 000 100 1 ® 0 0.00 ` s„+ 1. 00 �, 0rr 1.00 •. . 0.rr /111 .s,,,,a;,.0, 0.00 0 0.00 1.00 1.00 0 - 0 0.00 A-1.00 'll-able 4.3.4 AF&PA SDPWS,Footnote 1 *S•ecial E.Q.DL U.m Factor.i '• DL U.!ft Factor w01nd: 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add'I Max. Line ID Lm.e wdl ID(41) ID(#2) L,. OTM Ra, Level Abv. Total O U U,,,,e OTM Rare Level Abv. Total U U„„, U,,,,„ HD (ft) (kit) Above,, Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (klp-ft) (kip-ft) (kip ft) (kip-n) (k) (kip) (kip) .;j4VI c N 1' •3 26.2 a14:'.:;f4.ei23.90 26.39 59.79 -33.40 -107.321,:q% -4,49 53.22 64.96 -11.74 g 78 89';'!",5.!.F1✓ 4.30 4,30 NONE E . �€k�-• 0.0 }4 h, a ,;$'141 ',41'01 0.00 NONE ail Milt 0.0 .;;i), IV& ,,ra. jjpa ,., E A'I+ 0.00 NONE T. iltrilini 15 4 ';',;;;;;E;#1.m4,',),t 13.15 14.39 33.17 -18.78 -18.78 rs -1.43 32.13 37.47 -5.35 1 OM! -5.35;cagy a -0,41 -0,41 NONE' 941 10.37 12.40 -2.03Mali -2.03'411;74..b.4 a -0.22 23.18 13,53 963 0p 9.63 ril, s 1.02 1,02 STHD14 s i.Ed VI w2,ss 0,00 NONE 0.0 a -___ asei_ ay a_-__ s- 0.00 NONE .,.,, 00a "1' j = 1=M .sely, MI�� M 0000 No a i « . 'NON-STABBING SW ELEMENT$ . r S Ia 0.00NONE �g 00 �� l [ F0.00 NONE .. :Alai 00 ,;"+24✓4 jj r gs ,1 - 0.00 NONE Hotdown Cfr.Offset from SW End f F t` at:'.,in Z. -85.86 -116.89 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 0 WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq= 476.7 lb Vw= 4015.1 lb V1 w= 3144.8 lb V3w= 870.4 lb ► v hdr eq= 72.4 plf —__•,. • H head= ' '' �" fk [ e€ 1.10 ftagr „.::_"uG �.t. 1�/ ,h p® & �,,;� .�a€ �;s ',. .I ','•5,0,i€E �r` t ` eta.a - ,,,,4-100.0,,,4„,,,,,,,, , ,; WALL TYPE Hpier= ',40 , " ; g /f P6TN E.Q. r i x; p 5.5 » :44 t t:.€ �• plf P6 WIND feet 4-r, e , •4� a H total = ate feet ,v. x dr »a 4.s I ' �€lI4orf t r�� c usW.'•-&°,1, €,1'� z�, 'W f � a sn j �,t.�E i °°a \ 4th aj T,a ,4=4;,, € E �, ../9 k°*: S I€rtt '.E`rt'!S! Pr='C t ' €';. H sill = ✓ i , w RSC fir,€P a t1' k • ` 1, n r 1.5 T� " .t E° 1' ,.P '� - . w • feet �i k W V7> ,-i 5 P,. , REFER TO'3)0.T. RESISTANCE'FOR UPLIFT H/L Ratios: L1=-16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 ► 4 0 ► Hpier/L1= 0.34 0 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 Shearwall] N.E.T. 3/28/2014 CT ENGINEERING WS 4.3.5) 7.7) Force-transfer Shearwalls (NDS SDP JOB#: CT#'14051: Plan 3713 Twn'Creeks, Elevation D WALL ID: S.2.A V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► P. v hdr eq= 100.0 plf A Hhead= �k` 49 `t " %' ' `,, . 18 5 . e jE E z ?1 T'Z fb \ Q Ql 4 l' E 1.10 ft, v €,EE -% K m F2 es czo� �E*< " �� "� E Nt 6 F2 x t€ WALL TYPE H pier= � q. E . � q /%/ plf P6 E.Q. 5,5 "R ;, #+ p/f P6 WIND feet4 44 .:,, ,,Ei ,'�` jtclie a �� H total= ,EE 3EFt x % ,A � p� u 8.1 feet , E ,/ .amomiskuokkge r, <r f . E E y � R i1r e r` - '3 r E«'r r;,li�ry F&� 1E C' t j r} :;10,14001MMIM 2.41,01.2041; ' 0'1 d 6j If �5 8 Hsill = 's,� fie; 110 t` . 1.5 0 ` a 18 E '. R is E3 a l�✓�f1A av,v4 , E ! ��. '3 � z1,w" ,, R�' S � , m€6,E~€ lam ',^> E feet " K s ,4 E r,,,A F >14ap ESlk 3 '' 'i q �¢; . d¢., a3..,: t�wuF$ .., irSa. • GJ r. ... 3,, i f.,i..i'. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 0.74 4 Htotal/L= ► Hpier/L1= 1.83 Hpier/L3= 1.83 L total= 11 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 D WALL ID: S.2!B V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► ► v hdr eq= 100.0 plf ► H head= A �a ./% � 'r . ' t A • 1.10 ft F ',�u, ',, v ' r rag1 eq 2 0 �.' r 50 ' 1 • 'd rr w= •6 F2 456,• �.' WALL TYPE H pier= � ;' p ' i,',P °tt r plf P6 E.Q. 5.0 ' s P r , O, 4,,: plf P6 WIND feet . H total = h=°) ,,, "has r feet E# r d r 456 F4 w h'�� iu 3 Aktk:$' 2v.'// s ri 101.24V1(11: ;!:41)4 �`3 r z H sill= [1 2.0 R ',/,,,,,-'40.1-04'",' ,'":',,44;"":',401.'V 10 ,, VAin w= 182.5 PIS fi f ; "` feet j xr.;, REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 4 o. i 4 ► Hpier/L1= 1.67 L total = 11 feet Hpier/L3= 1.67 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 D WALL ID: N.1.A V eq 2899.6 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 5848.2 1b V1 w= 1573.5 /b V3 w= 4274.7 Ib ► ► v hdr eq= 120.1 plf ► A Hhead= A �� y g" • $ r,�E 1.10 ft V E t, 0 ; dragl ffi ' , dra a WALL TYPE o, d, �l H pier o � w� - � . �a p 13 4'4\ plf P4 E.Q. 5.0 � ° p/f P3 WIND feet , E H total = fi' , r 9.1 ; E dry*' w61 . feet r , H sill= y` ' :i . 4, f 3.0 yr d -feet ,, z cif . REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 , ` 4 0 4 ► Hpier/L1= 1.67 .44 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 A PA ec nuc 4 ��o. ics TT-1O0F 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(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. I C�2D14 A PA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ = 790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De,gn Val• • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(lbf) 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 • • 0.51 3.42 1-101/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 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 are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap l' 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening 4 = opposite side of sheathing Pony , - wall , height . j {„: Fa en top plat to header ¢ with two rows of 16d .� ;' , / „� "r . a�rlr sinker nails at 3”o.c.typ Fasten sheathing to header with 8d common or " Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max - total 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" L nailed to common blocking max `" thick wood structural panel sheathing with EEE within middle 24"of portal height i. :- 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. E. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 t Typical portal frame construction j 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 f y, —Min reinforcing of foundation,one#4 bar _ jack studs per IRC tables i top and bottom of footing Lap bars 15"min 4 "t. � R502.5(1)&(2). Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into 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 References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail;help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions, findings,conclusions, or recommendations included in this publication.Consult 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 0 2014 APA—The Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 Project; - t7v�I NC1 R AvSO. ApL. Ma-- Date: Ao.t'GJ, DI , S9e8a1ttl9e,WA Client: •`1u' � (tor)285-9512 2:c ,j,2 ( Pae Number: PAX: g (206)285-0618 f& 3 o O. Qr. 4,1 fzX C6` - )2J' k VZJ1 6firczs—kw-K- TO(2- ?)077M44 oAL- 71) - Pm.)771 'S" 8511ADA (ZY0,2 gi-= 6)(0,2)/40) 0.312 ‘5 (C. (.16 WZ.3)Lle,,) M n (00:1) ( 0 _ ,�g�� ,N t))(,211a( (Le —. J � _ 66 01,4-4- ) ‘ •11, q ;. e5 �t�1 Go`' 5` ' X Cts w . Ot= O, 6 66( Uu, /Z-I lZ BAL6 pe„,v1 s raw 0,sod. M _ 10,, pi. Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1 fif. Table 2.2A Uplift Connection Loads from Wind '` • (For Roof-to-Wail,Wall-to-Wall,and Wali-to-Foundation) • . 700 yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembiy Roof Span(ft) Unit Connection Loads(plf)1,74,4,5,6,7 Design Dead Load - 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 .272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 2 48 350 383 417 489 567 651 741 836 938 1100 rrt PJ . 60 428 468 509 598 693 796 906 1.022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 . 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 'i�,; 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. a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, F multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 :i • 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 for wall-to-wall or t wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) ;'1 for each full wall above. ;I:i'`;. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the • '4 ii! header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ','.<r t ' 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. •': a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ',,;la. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �t�///�► �/ ��y,- / jam Seattle,WA Project: T1 r 6kL 01\14 6 C ?L`f� /R . Date: 98109 1 (206)285-4512 FAX: Client: Page Number: (206)285-06I8 t (� ; x- /45 7)7 wpizL 4 ,,Aory II/1,5 k4‘ D :A most Iv1A0A -T"A$us 2,2 4 ( ucd Mp,CoM-(A X 55 moi, 4?)1 36 w +4- 1&M wig" i‘76 I/6 o,c)(o,- (0,6) = )6v T ( cA ,t-- 6( 2)7-- t",77-;- ) "TYP, A90z� 14--- (1-6y zi-z2A)(0J5 (0,( No,46- (t) -rYR Gvmdo 64, 4PLY e FL-ace -0 (e( 6644 1)714)d Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VISI[II'', OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI III II PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 401.1 ,15 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 551 1111 1 SDWC15600 - - h' Ii5 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/0 100 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Ilio I:>n 2 (2)SDWC15600 - - WO 2.01 3 (3)SDWCI5600 - - IV1' ROOF FRAMING PER PLAN 8d AT 6" O.C. z 4 2X VENTED BLK'G. 0.131" X 3" TOENAIL SI ', AT 6" O.C. --lt---- \ H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -IL-- 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?Pr VAI Ur', I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI ' 11 PLIES T IF _- L-1 Ht (6) 0,131" X 1.5" (4) 0.131" X 2.5" "00 1 415 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 035 L 110 1 SDWCI5600 - - ?s', 1IS 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. I070 n.. 2 (2)SDWC15600 - - '.770 7.iU 3 (3)SDWC15600 - _ 1.1;: .._..- 4!) ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND iiiiNithilik SOWC STYLE Sd AT 6" O.C. CONNECTIONS � 2X VENTED BLK'G. �ir.IM .�I - I I H2.5A & SDWC15600 STYI F ; 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 Suits 302 Seattle,WA !—� ' 1�] • P S7 3 Date: JV `8109 1'ro est a�--- � u� 206)285-9512 PAX: Client: Page Number: (206)285-0618 • • C�•• __L ' •• I • wC'• • • • CF '•,Kkr.&• l�wl. . 7 • { ;,-ro . t 5n: . X000, .0 . • I I1 • • ) "`• 6 �7T, L 119 t tQiI • -- 1 .. • • 1 • Imo. •I H :. I � ., I T� i • V i 1 I �` (a,Z IiX33 10 • ; I , , • ' • i ' - ' ' i ' ' ' 1 i c ;,..... ; ' • -. ; ... 1-.) ; i , ...L;70kI I . I C. ! 1 i • 1 I I : ! i i i 1 , I I I i I- I. • I i ! I ! , 11 •i ' I 1 i s 1 ' f 1 i I ' I. . i " I • iI I I I , I - , _ I I I � I. I . i • T : • • I I i • I. 1 I ' I • i.. - , 1 : . : 11 . : : 1 , . , ! ! . , . I . Ii I ' I 1 ; I I , . 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I I I . i , j 1 1 Structural Engineers PL 14-121 4-14-14 J3 MAIN 9:53am R O S E B U R G lofl 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 / 13 8 4 / 1211 8 26 712 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235p1f) 99#(62p1f) 2 1049#(656p10 315#(197p1f) 3 358#(224p1f) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS 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 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" L/783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER �„ Copydght(C)2073 by Simpson StrongTe Company lnc.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_331 7