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Specifications 'f`c s -?-dAt2_(-AS S\1do CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 AUG 8 2017 Structural Calculations UTYOFTI ARD BUILDING DIVISION River Terrace ��o INF PRO�,t�, � Plan 3 �- •; 601/10,, Elevation A ±d � �4REGF)li,, ,� Tigard, OR � ��' 2P/es 2z T GF��F 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 p y 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. RB.a.3 RB.a.i SIM. RB.a.3 RB.a.2 (2)2x8 DR (2)2x1 HDR (2)2x1.HDR (2)2.10 HD• TW.Al ADJAC: II r . _ WINDOWS:(1)&S ING>TUD�� v . ' a I BTWN.3GL TR ER` Ai C m _ AM PA T J I Thl / I K a-• o ' w / NI T tVy ` ••S� \ y U Ii o v T. m I &z : 1?ii , ca c J O F.'. h 2Q N 9 T \ C _. l II I C a 3 T MENEM ivii -A ..HDR (2)2=8 Ni %� I RR.a.5 M, TONT. BELOOOF OPE MIN.HDR MIN.HDR TO ROOF BELOW RB.a.7 R.B.a.7 ) RS E p_. ID TRUSS M. RB.a.6 OA - Roof Framing Plan 1 1/4"_ Ank P3 %.1111" imrizi(2)TRIM.@CTR.HDR TFB.a.2 TFB.a.22 TF9.a.1 __ __ _ .� r — �)2x8 DR •4 H1R , 4x10 .R j 4x1e HDR 4.1 HDR/ 2)2x8 DR ` ;_ ____ __ . 'r r, I WINDOWS:()3BIING 2)TRI . a' i STUD TWN.SGI�1 IS- D v TRIMERS,U.N.q.1 Z F�p S '" i '-STHD14 m y i �Z• --,1 ¢� mU O Z 61 STHD14 %\ 1 O( a ¢ I 1 _____ I m i i ___. ___ ___.___ ___ -______—_1.. Fi 4 lir_—_—___ ,�__�____ :rill STHD14 ii T S9.. 'r____1___$ _TF.R.a.8JL F{ '3.Sx TFB.a.9 ®' TFB.a.IO ;„—,----0.4' -,' - -'>®\®,�.\OV\1 4M•— ,= _..._rt.. 1-aicaaeee.L.. 1 t, 2 2\ 1 3'.�@.x y r r�Lf _ is -- UT,i WH �PEN FOI °L 1 i S90 : — CO STC4 G' I , II ' sTHD 4 i S_-ID 4 J E P4 ST37RI ,1111100 ST3'/'- 1 I : ii r ti , i „r, ------ --- sTHD/a TFB.a.11., ii ® TFB.a.12 2 w M .��—.2514PS HDJ' • xr,3.6xY .. I 4LV4F8 u - •i u y 55.0 S90 1i v en Iµ (-I f v TFB.a.6 x fel a. 1 F 1 M 1 _ 5 4 1 F6 n ' r. TF 14, v TFB.a.13 ? 1. m ,6 a l) LBS 25x1:_CONT. DR `3 3 0 11 STHDI4.3'S.1 ark P i, S1HD1a =in© LEDGER F 2 \,:==:1 0 _ .ice _—.._ '1 TFB.a.7 TFB.a.18 �=L„ 2)TFB.a.21 I MANUFACTURED ROOF / .. SZM. MANUFACTURED ROOF TRUSSES @ 24'O.C. • — x i.n.OF SLOPE TRUSSES @ 24'O.C. TFB.a.21 TO UPPER ROOF TFB.a.17=NOT USED ' OA - Top Floor Framing Plan MAIN FLOORSHEARWALLS 114"=1'-0° 3T•0- I I 18'-0- 19'-0" I I I -• 0 I 5'-0• O 312"CONC.SLAB a SLOPED DOWN �- 1/4:12 11-3.1 T /JI O , � PST-O.S 'SLOPE 1/4121 I T.O.S�'I M -r \ \ r c ® \ B YY 1r--1 \ 1 . r. c r sTND14.: A 24"44 x10 FTG FF .. '1'12. A W/(31M EA" F 4s6 OSYW/2 k .WAYTYP 11RQ r :' --' AC4CAP 8 PBS46 1 , k 0 m •11•••1'• 1 111°°141-11 113 4T{� x $11401I '- I. TPP. '/{3P.4/FAWAY - ..- fBEARING WALL..: � _ 4 ,:f :-:-:-:•:-:-::-:.: t,•1.4711 1 I_ T -• 4 --- \ 18'8 V4 2x6 PONY -•$• 4 1?+• - •• •• 8.7" •• ••• P•-•10' t4 61/4"1. •1 O _ _ , I Hou2 m ' 0 \ STH014STH0/4 O 0 ® I :Rx4PONYt ` ---� wALL I i I. o 1 I:..44•1'WAY'''. l IG W .... m ABOVWA: -:.' 19'-61/2' 312"CONC.SLAB 0 SLAB SLOPES 3 1/2" I ® -—- - FROM BACK TO APRON .n A VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN 1 I. 6. r .. L_._ y 7-71' 1 :':':':':':':':-:':':1: -T-10.S/2'1EiSi .I.` --0 1 O.S '' .. -PONY WALL - �. _ _ - ` �. • I SLOPED DOWN I \ I/ •5, • u ip I 1/4:12 .'aSm - _-� 1 0 - STHD14 STI-1014 '� I �Y ' a c Q I �\ in P3 18 56.1 ' L___�Y __�"'Willi ? \ ® :nt. B J ___ __ _ A P3 0 .,,•„...„.. 16-3" T-101. 6'-4" 5'-63/4' S-11/4" 6 58.1 OA - Foundation Plan Foundation Plan 114"=1'-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# 1 CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 4.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 Project 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 P!inted 28 MAR 2014,2:29PM R , € 114051T-1Engt'114651 1. 6 as. lti pie a a Beare �t i >x ,ING 1 83n,.' -5) " • 123 Lic.#.KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.a 1 r Calculations per 2005 NDS,IBC 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-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=7.20 ft Point: Lr=3.20 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.562: 1 D(0.1080 Lr(0.180) fb:Actual: 570.04 psi at 2.950 ft in Span#1 �' r Fb:Allowable: 1,015.16 psi : -• Load Comb: +D+Lr+H Max fv/FvRatio= 0.310: 1 A A fv:Actual: 46.57 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 0.035 in Downward Total 0.047 in Left Support 0.27 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 3.52 Live Load Defl Ratio 1730 >360 Total Defl Ratio 1277 >180 Wood Beam Design RB.a.2 :' Calculations per2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.0 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=7.20 ft Point: Lr=3.20 k @ 1.0 ft Design Summary w, Max fb/Fb Ratio = 0.745: 1 D(0.330)Lr 0..01080)Lr(41so) fb:Actual: 694.24 psi at 0.999 ft in Span#1 v4 Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H ' Max fv/FvRatio= 0.807: 1 A fv:Actual: 121.03 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 2.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 1.48 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3058 >180 Wood Beam Design : RB.a.3 Calculations'per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=22.0 ft Design Summary D(0.330)Lr(0.550) Max fb/Fb Ratio = 0.530: 1 fb:Actual: 493.67 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.634: 1 A A fv:Actual: 95.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 n,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.10 Live Load Defl Ratio 3876 >360 Total Defl Ratio 2422 >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 2014,2.29PM 6: (F y i�s 1. �1 'v E � ' 1T 1 t 1 1 Multiple Simple Bea�� , . irt�i Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.a.4 ..i-A,,,',,,,.. Calculations per2005 NDS,IBC 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-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=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 0 0 Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S WE 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 Wood-Beam i)esig l RB.a 5 Calculations per 2005 NDSB IBC;2009,CRC 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-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=7.30 ft Design Summary D(0.1095)Lr(0.1825 Max fb/Fb Ratio = 0.102. 1w. fb:Actual: 104.16 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H = = Max fv/FvRatio= 0.087: 1 fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 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 23041 >360 Total Dell Ratio 14400 >180 Wood`Beam Design : RB.a.6 Calculations per 2005 NDS:IBC 2009,CBC 2010 ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0(0.0301 Lr)0.050) Max fb/Fb Ratio = 0.139. 1 N 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 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 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 Printed:28 MAP 2314,229PM 14051T�11Engr1#4054 1 1� ,,,_:4';;.'.;' ,.'7' ull pse imp a B� F� -kn .., tom') , . ` Z ..:...,..�., '` ,,.._ , :.rENEFiCA..c tNc,19ss-26�� s_ta.1a. 3,�r�saq � �, 3 Lic.#:KW-06002997 nsee:C.T.ENGINEERING Wood Beam Design RB.a.7 .,. • Calculations per 2005 NOS,IBC,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-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=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary ,. , Max fb/Fb Ratio = 0.629. 1 D 0.3525)Lr(0.5875 fb:Actual: 640.02 psi at 1.270 ft in Span#1 •,, Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H 40 0 Max fv/FvRatio= 0.487: 1 A A fv:Actual: 73.06 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2.2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.014 in Downward Total 0.019 in Left Support 0.53 3.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.09 Live Load Defl Ratio 2614 >360 Total Defl Ratio 1897 >180 Wood Beam Design : RB.a.8 Calculations per 2005 NDS,IBC 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-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=4.50 ft Design Summary D(0.06750 Lr(0.1125 Max fb/Fb Ratio = 0.063. 1 fb:Actual: 64.21 psi at 1.250 ft in Span#1 :s 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 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 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 Wood Beam Design : RB.a.s Calculations per 2005 NDS,IBC 20098 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-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 Design Summary 0.0150, Lr=0.0250 k/ft,Trib=4.50 ft 0 0.06750 L,'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 ill = Max fv/FvRatio= 0.207: 1 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 Defl Ratio 4672 >360 Total Defl 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:28 MAR 2014,229PM ee Fife 1l.11 1 1#irtu tl 1 .L Hunt.17.. ,If1ir#' B aril , .. - ., ... ENE RPA7 Ir C. 983=2014,Budd-S-14-1-23;ve .14-t.zs Lie..#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design RB.a 10 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 71.0 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=4.50 ft Design Summary D 0.06750)Lr 0.1125 Max fb/Fb Ratio = 0.162 1 ��_ fb:Actual: 164.38 psi at 2.000 ft in Span#1 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 4.06,2-2x8 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 0.008 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 Defl Ratio 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 Finted:28MAR 2314,2.31PM M. ..... ,N yam;0i1�1T-IF.ng1 1 EC multiple Ir t $� .._. ENERCRI C 1NC..1983 2e14 Bu .6_id_123,Vei 14, .23 KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design : TFB.a.1 - 'Calculations per 2005 NDS,IBC 2009,CBC 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-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=9.50 ft Design Summary 0(0.15 }0.380) Max fb/Fb Ratio = 0.559: 1 fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H 1111 4. 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 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 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 Wood Beam Design TFB.a.2 Calculations per 2005 NDS,IBC 2009,CBC 2010,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 psi Fc-PrIl 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=0.940 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.20 k @ 0.750 ft Desiqn Summary u-,S X419 $ Max fb/Fb Ratio = 0.991 : 1 0. $ fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 ` Fb:Allowable: 1,076.80 psit Load Comb: +D+L+H • Max fv/FvRatio= 0.653: 1 A A fv:Actual: 117.57 psi at 3.240 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 0.032 in Downward Total 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Defl Ratio 1358 >180 Wood Beam Design TFB.a.3 Calculations per 2006 NDS,IBC 2009,CBC 2010,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 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=0.8840 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary - t',1'.-„tcg :, Max fb/Fb Ratio = 0.673. 1 fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.481 : 1 A A fv:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.°n 4x1° 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 2.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.53 Live Load Defl Ratio 2422 >360 Total Defl Ratio 2032 >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 2014,2:31PM QE14S)51T 1SEngrlt�sl 1rC6` 1 ti1Li1e dim e� �,,,,,,,� ' p3pALfii,.�`-1fJ83,-2{}14,L�+ :$.7t1, iyer514113:" Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design: TFB.a.4 Calculations per 2005 NDS,IBC 2009,CSC 2010,ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0010050.02680) Max fb/Fb Ratio = 0.165 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 4:=; Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft 2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 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 Deft Ratio 17653 >360 Total Defl Ratio 3457 >180 Wood Beam Design_. TFB.a.5 Calculations per 2005 MDS,IBC 2009,CSC 2010,ASCE 7-10 BEAM Size : 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Dt51g8 ,°9 tao) Max fb/Fb Ratio = 0.951 : 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • • Load Comb: +D+L+H - - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 Wood Beam Design TFB a s gatcuations per 2005 NDS,IBC 2009,CSC 2010,ASCE 7-10 BEAM Size: 5.25x14,TimberStrand, 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 2900 psi Fc-Pr!! 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Unif Load: D=0.080, L=0.8840 k/ft,0.0 ft to 9.750 ft,Trib=1.0 ft Unif Load: D=0.080, L=0.2720 k/ft,0.0 to 9.750 ft,Trib=1.0 ft Point: L=3.20k@4.50ft Design Summary Max fb/Fb Ratio = 0.862: 1 N8:8g$ f8: 8j fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H A Yr, ?' Max fv/FvRatio= 0.701 : 1 • fv:Actual: 203.32 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 9.750 ft, 5.25x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.214 in Downward Total 0.235 in Left Support 0.78 7.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 7.11 Live Load Dell Ratio 546 >360 Total Defl Ratio 498 >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 2014,2.31PM M itipie Slmpie Beam - t114t r 4451.' EC& . - .. . , . e.ENERCALC,I INC `:Bu 614i 23Ver14.1.23 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design TFB.a.7 Calculations per 200$NDS,IBC 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 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D(0.0450 L(0.0750) Max fb/Fb Ratio = 0.061 • 1 fb:Actual: 61.64 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi , ms's Load Comb: +D+L+H • ir Max fv/FvRatio= 0.050: 1 A A fv:Actual: 7.45 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.07 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.11 Live Load Deft Ratio 32446 >360 Total Dell Ratio 20278 >180 Wood Beam Design TFB.a.8 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870: 1 D(0.2402 L(0.640)C • fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H .�. Max fv/FvRatio= 0.467: 1 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 2014,8:02AM :857tr 1 ,26'MitIF Buri [e Beara , „ , , �, _ , n=Rr� artr 1983-014,eulds_ _1.26 er :14.1.26 Lic. #:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design TFB.a.9 Calculations per 2005 NDS,IBC 2009,CBC 2010;ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D(0.240 L(0.640) Max fb/Fb Ratio = 0.349: 1 fb:Actual: 795.35 psi at 4.150 ft in Span#1 • s Fb:Allowable: 2,281.78 psi K�� i '-z Load Comb: +p+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 SW 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 Wood;Beam Design : TFB.a.10 Calculations per 2005NDS,.IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.074. 1 .1.� � fb:Actual: 171.37 psi at 2.500 ft in Span#1 "fi � � Fb:Allowable: 2,301.93 psi ' r 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 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 Beam Design : TFB.a.11 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 2900 psi Fc-PrIl 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750. 1 D(0.180 L(0.480) fb:Actual: 2,135.82 psi at 9,500 ft in Span#1 Fb:Allowable: 2,847.26 psiy Load Comb: +D+L+H • • Max fv/FvRatio= 0.398: 1 19.0 ft, 525x14.0 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) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: 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':4,8.02AM F En9 14fls1-7EcsMol Multiple i 36, . , 8 4 4.116 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design TFB.a.12 Calculations per 2005 NDS,IBC 2009 CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D(0.1538 L(0.410) Max fb/Fb Ratio = 0.136; 1 fb:Actual: 312.49 psi at 3.250 ft in Span#1 , Fb:Allowable: 2293.36 psi Load Comb: +D+L+H f. Max fv/FvRatio= 0.117: 1 A E fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50k 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is 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 Wood Beam Design : TFB.a.13 Calculations per 2005 NDS,IBC 2009,CBC 2010,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=0.040 k/ft,0.0 ft to 9.50 ft,Trib=5.50 ft Unif Load: D=0.0150, L=0.040 k/ft,9.50 to 16.0 ft,Trib=7.70 ft Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft Point: L=3.20 k @ 3.750 ft Point: L=5.40 k @ 9.50 ft Design Summary 0 Max fb/Fb Ratio = 0.605: 1 R-----so._°,g,0o,osok._._..._..._...t fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 0(0 oazso Llo.zzol r Fb:Allowable: 2,349.29 psi - 1 Load Comb: +D+L+H Max fv/FvRatio= 0.397: 1 • 5 fv:Actual: 105.23 psi at 0.000 ft in Span#1 A A Fv:Allowable: 265.00 psi 16.0», 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L H Downward L+Lr+S 0.253 in Downward Total 0.292 in Left Support 1.01 6.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 6.17 Live Load Defl Ratio 758 >360 Total Defl Ratio 657 >180 Wood Beam Design TFB.a.14 T Calculations per 2005 NDS,IBC 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D(0 097501 L(0.260) Max fb/Fb Ratio = 0.214: 1 fb:Actual: 218.04 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.171 : 1 A A fv:Actual: 25.67 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 ft,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.17 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.42 Live Load Defl Ratio 7361 >360 Total Defl Ratio 5291 >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 8APR 2014,802A . _ .. ` GI114Q5f7 tEagl14t51 1EC5Multiple Simple ea st n re„ B ..,,ti, a;"A. „ , , 6.�„ „c,, _ 8NLC, tst`9 614,HHl9;S'4 9 26;7V 4.28, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.a.15 Calculations per 2005 NOS, IBC 2009,CSC 21110,ASCE 710 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-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: L=0.1720 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point: L=6.50k@2.Oft Design Summary Max fb/Fb Ratio = 0.679: 1 * + D(0 10) L(0. 720 fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 .. Fb:Allowable: 2,313.41 psi =` Load Comb: +D+L+H • • Max fv/FvRatio= 0.510: 1 A A fv:Actual: 158.03 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.042 in Left Support 0.21 3.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1196 >360 Total Deli Ratio 1150 >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 2014,232P t He-ti:114051T 1Engt's14 51.,1.EC5 Mui#Ipie Ili 11.11V tt ... ;?;:;'.',-,0,:'' 9I RCA1 _trlC 1sa za 4,'Bu 14=1,2 ,ver. _14.1 3 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design TFB.a.16 Calculations per 2005 NDS,IBC 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-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=0.10, 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(01? }801Q g80) Max fb/Fb Ratio = 0.434: 1 •0 fb:Actual: 440.69 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi ' , Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 A A fv:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.035 in Left Support 0.28 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.50 Live Load Defl Ratio 2644>360 Total Deft Ratio 1701 >180 Wood Beam Design,::TFB.a.18 (LEFT) ., Calculations per 2005 NDS, IBC 2009,'CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Desiqn Summary D.0.01 0 0..,0 - Max fb/Fb Ratio = 0.086: 1 t fb:Actual: 197.32 psi at 4.000 ft in Span#1 Fb:Allowable: 2,283.82 psi Load Comb: +D+L+H Max fv/FvRatio= 0.066: 1 X fv:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.Oft,3.5x14 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 0.018 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.48 Live Load Defl Ratio 10711 >360 Total Defl Ratio 5469 >180 Wood Beam Design : TFB.a.18 (RIGHT) 1, • Calculations per 2005 NOS,IBC 2009,GBC2010,ASCE7-10 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.750 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=0.50 ft Design Summaryx 0 0 .1., 0'3x' T- , Max fb/Fb Ratio = 0.099: 1 fb:Actual: 225.80 psi at 3.500 ft in Span#1 Fb:Allowable: 2,290.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.082: 1 A fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0ft,3.5x14 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 0.015 in Left Support 0.52 0.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.71 Live Load Defl Ratio 9474 >360 Total Defl Ratio 5462 >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 32P 1 l l e lnlPI sEl a� '''' /11' '7'' 1 --114 * 11 '-- ' ��; .Fe 0 140517�t4r.S. t.EC6= �a�s ,,,.. :''''. E3�IEKC#SLC NC'19 '201c;n i¢.14 9;.Y3,Nees.14.t 23 r Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design: TFB a 19 - Calculations per 2005 DS,IBC 2009,CBC 2010,,ASCE 7.10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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 Unit Load: D=0.10, L=0.320 k/ft,0.0 ft to 11.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary0(0 010051 L(0.02680) Max fb/Fb Ratio = 0.319 1 o{o L�o.3z fb:Actual: 721.37 psi at 5.500 ft in Span#1 �• � Fb:Allowable: 2,261.18 psi °sr` Load Comb: +D+L+H Max fv/FvRatio= 0.197: 1 A A fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.0 ft 2.0 n, 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 0.092 in Downward Total 0.122 in Left Support 0.60 1.90 Upward L+Lr+S -0.053 in Upward Total -0.070 in Right Support 0.63 1.97 Live Load Defl Ratio 906 >360 Total Defl Ratio 688 >180 Wood Beam Design: TFB.a.20 A ' Calculations per 2005 NDS;IBD 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary ,,,m, Max fb/Fb Ratio = 0.102 1 D 11 01_- p_1,80 fb:Actual: 233.95 psi at 3.117 ft in Span#1 �. �I Fb:Allowable: 2,301.93 psi Oa- Load Comb: +D+L+H t;i . . W ` Max fv/FvRatio= 0.088: 1 N: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 BeamJ)esi n TFB•a 21 calculations per 2005 NDS,IBC 2003,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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design 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 S 40 Max fv/FvRatio= 0.033: 1 A A N:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2)(8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 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 2014,2.32PM fOi l ivd Slrrij I B �Rt ,,. Ede 1 1-rttEnstlt4tsi t tee .� ,..,._� �•d ,:..-. ,..•.. � �11a�CALC,INC 19s3-2ni4 13vl9-6 141 23uer6 74 i.23,;. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design TFB.a.22 Calculations per 2005 NDS,IBC 2009,CBC 2010,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=0.940 k/ft,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 k/ft,1.50 to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=0.40 k @ 1.50 ft Design Summary D(0.142 i',(0 i, 00 884 Max fb/Fb Ratio = 0.452: 1 !3(0.10)L(0.94$' , fb:Actual: 487.18 psi at 1.500 ft in Span#1 Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H Max fv/FvRatio= 0.340: 1 A A fv:Actual: 61.19 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 0.007 in Downward Total 0.009 in Left Support 0.36 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 2.12 Live Load Defl Ratio 4820 >360 Total Defl Ratio 4152 >180 Wood Beam Design TFB.a.23 Calculations per 2005 NDS,1802009,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-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: ID=0.10, L=0.8840 k/ft,3.0 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.Ok@3.Oft Design Summary ,,,o, Max fb/Fb Ratio = 0.865: 1 D(0.14281 L(0.380 , fb:Actual: 878.56 psi at 2.720 ft in Span#1 ks. Fb:Allowable: 1,016.20 psi '.A Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 A fv:Actual: 120.83 psi at 3.400 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft, 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.044 in Left Support 0.30 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.28 Live Load Defl Ratio 1307 >360 Total Defl Ratio 1090 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /1 /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bad = 5.50 in. dact= 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(cI)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(d)= 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(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 372 INC. Seattle,WA --- � ,—_SAI ,-1 /� a 98109 Project: 1 W 1 � � Q�.. l (�►� Date; (206)285-4512 3os 14()Si FAX: Client: �--- •'�" Page Number: (206)285-0616 6e-k N.\ 11111(1/ IA • 'e ` 2.:..- .4r • 'z�C • I ! i t 11 ,It• • , 3�l � 1 t'=—ID'S �? . r• �a5=-',. '��•}/{r�� T�p H . • ! k I I ( ' .Ili. ..s-rt.)b 1 ! i , ! I I I i _ 1 ! i. 1 , I I 1 zrj I I • I ' 6. 1 , . • • ; : 'I i . , . � p�.,..0-;?Ti 1 �i. - 1 Il ! : I : L ' • • . ._ .. i l il II • 1 I - !'� • //1� lb, I i i 1 1 ! 1 i 1 i I/ f I F 1I !_ r.! 59 I 1� ' I L : , I.. . ! ! I I I 1 1 1 ! 1 I I • 1 I -! .1 ._. 1 .__ ..._ ; r I .1 I I I • • I I i I I I ! 1 i 1 1 i 1 I.... I I 1 i i I. i i 1 1 ; I ' ' i I I I z I ! - • 1 I i _ 1 1 1 i 1 1 I. • 1 .� .1 1 i • I i ! 1 ! I1 � i 1 I ; . 1- , ,, , , , , ,, , , j , , - ; I i I • I I • 1 j I I 1 I I ! I I I 4 I :' I i I .... t ' , I , 1 ! I 1 i II • i I • . i r I i 1 I . ; 1 i 1 S I 1 i • ' 1 1 I I 1 I 1 I I , I 1 ' i. ! i • 1 I I ; 1 " II ! ! ' 1 , 1 • 1 I • II ! I I StructuraI Engineers l80 Nickerson tit. CT •ENG 'N N E E R I N q s,11te 302 !., Seattle,WA �a1 ) Project: 1►.� L . T 1... Ol�� i: 0..'V)� (206(zo6)2es-4slz �i FAX: Client: K d/S ' \q1'V/�� , Page Number; (206)285-0618 1(4' OP vb� - Z �� IK►`rt-- 101 �llNt..�,. 6-Cut? �5lw sr�rzS C�l�ole (Z) M. (2) (5) Tc;.r. V-K. at)18 771 7:75 i3n 7 5,5 749, ►J1‘D-FLLR.. 9.D8/ E3,71 F75 IlLtE 3,p>e` 6,D', G G 951 9,5C 9.75' ?Or 2.5‘' 3,7" 5,D ‘, 3`�s C �N r�ion L-f . f3.7I ul= 8eDIJE 4- (1 4 3 F 2:?c,21. ic‘cyc - -Fte e �iX11w4,,Lky Structural Engineers 180 Nickerson St. CT ENGINEERING Suite sot Seattle,WA Y2-Vi Date: (20 9A109 G)285-4512 ,nom S PAX: 1 Client: S tl ' O� I Page Number: (206)285-0618 SU1LT ,Of :�" -rva�5 a 2 SJ Lr? STi3�5 (0-,-t. rbc:. WANLL 61.()1 .)) sly () (5) �t . D$ 771 ' -7:75' X131 �� 111\a..Ft, . 9.c E3711 - 131 G 9.5 9,75' 31 K10.8 rn�; 4 -4-QKosM 2 dV (/'‘ .c•-•U 7- LCD) 114 :\ 12_0 rrIrk ULT EP13 =1.0 4 �Z -AITCH < -Z GLE -Wt IN C. 41 39.A 6.71 6).94 .L uLT ThL`„ N �MNi)S. C' B L C ©, 1l a.G(-2C.244=15.9 f f co.umws . . mos .. . 2t,3 - --i- (.0.=„ (' cP3;) C(6 -) t Ic0/ - 128 j i m<s131 -7"74 r Structural Engineers Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III I Om 1 avert an =a • r Yfi . y - t " .0'.:;,4.:: ,- ma -, ® , AOswego - . b ,s,, om{ .-,y i as a p +.' Cl '` , x s 4F AMERICA' � A;:,,,'-„,,41.5,„ " ;;,1-111",4,--7-f,:; 81211 . , .••AOC'; 1, 'l , 02015 r e ',>�,. 3 � y' -v,!•:-.;.,,..' USGS—Provided Output S5 = 0.9729 S„5 = 1.080 g SUS = 0.720g S1 = 0.423 g SMI = 0.667 9 S°, = 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. NICER Response Spectrum Design tesponse Spectrum #o5 1.10 *SO' #. 9 • #11 0,00 0,04 0,50 0,77 to #,4G 0 0 t #, a,at� 0,44 #.12 o 0,24 0.22 d.16 #11 #. 0 0,20 0.40 0.00 000 1,00 1.20 1.40 1.00 1.00 2.00 33,E 0.40Q.S13 #.813 1.t 1, 1.10 1. tk I. 4P Period.T(sire) triol,T(sec} 7-00 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 A 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= 0.43 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://geohazards.usqs.qovklesionmaps/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 SMi= Fv*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 SDI= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels -- - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor (20= 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 A Sos= 0.72 5„=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(fable 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) Si= 0.43 k=1 'ASCE 7-05(Section 12.8.3) T,=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=Sm/Two) (for 7,5.71) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,•T,)/(TNR/10) (for 7".>.71) 0.000 W ASCE 7-05(EQ 12.0-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# 71 72 C3 74 C5 CS C7 CS C. 716 711 712 713 714 C1a C16 CI. 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 on, w,'h;' w,'h,' DESIGN SUM LEVEL Height (ft) b,(ft) (sgft) (ksf) (sgft) (kst) (NT) (ksf) (kips) (kips) Ew,'6;' VI DESIGN V V_:.,., NS E-W Roof - 19.00 19.00 1870 0.022 41.1 781.7 0.61 4.40 4.40 7.01 9.01'..S'< 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.'. I 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 13.14 I 16.34 E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F, S F, or, E w, Fp,_ aF_wp, 0.4'S00 1E'wp 0.2'5os 1E'wp LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, Fr„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 1 st(base) 0.00 0.00 0.0 41.1 0.50 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.A 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 A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 3100 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- Building Width= 37.0- 45.01 ft. V Wt. Wind Speed 3seo.c.at= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.cis= a his 93 mph (EQ 16-33) Exposure= g g Iw= 1,0 1.0 N/A N/A Roof Type= Hip Hip N-S E-W Ps3oA= 25.7 25.7 psf Pitch= 45.0 30.0 Figure 28.6-1 Ps3o a= 17.6 17.6,psf Figure 28.6-1 Ps3oc= 20.41 20.4'psf Figure 28.6-1 Ps30 o= 14.0'. 14.0':psf Figure 28.6-1 = 1.00 1:00 Figure 28.6-1 K:t= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*I : 1 1 ps=A*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) Ps = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Pso= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Psaand oaverage= 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 0.50 0.90 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-VV) V(E-W) 33.00 14.0 0 103.6 0 248.6 0 103.6 0 380.5 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 8.3 11.0 9.05 9.05 11.63 11.63 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 16.97 9.47 21.10 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 870.2 AF= 1114 13.9 17.8 V(n-s)= 16.97 V(e-w)= 21.10 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 A 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-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0:00 0.00 0.00 0.00 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 0,00 0.00 0.00 0.00 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.97 V(e-w)= 21.10 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 9.05 9.05 11.63 11.63 7.01 7.01 9.01 9.01 Top Floor 10.00 0.00 0.00 7.92 16.97 9.47 21.10 6.13 13.14 7.33 16.34 0 - 0.00 0.00 V(n-s)= 16.97 V(e-w)= 21.10 V(n-s)= 13.14 V(e-w)= 16.34 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 3713 Twin Creeks, Elevation A 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 N&S_Roof : .:z SHEET TITLE: `"• .(. vonCre . ..,�iy CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A Diann.Level: Direction: Typ.Panel Height att. Seismic V I. 4.40 klps Design Wind N-S V I. 7.01 klpe Sum Seismic V I• 4.40 kips Sum Wind N-S V I. 7.01 klpe 11)DISTRIBUTION TO SHEAR LINES C, C2 C3 Cd C5 C5 C7 CO CB CIO C11 C.I2 ^"1' CPI ::15 CII TribX Above Lind Load E •1 W,v Line E W tat Line Trib 2nd Line Trib. E •I W .1 2.199 3.50656 r ®i ®�®® 2.199 3.50656 ®i �� ' 0.00 0.00 IMEZ= ofm 0.00 0.00�__ gym ''°�' 0.00 0.00 . ez '® 'm' . 0.00 0.00�__ EZ,mail WNW '® 'm t. 0.00 0.00 0' 1 _ of 'm` .�.; - q° 0.00 0.00 0�� I=1:13MM L. 0.00 0.00 100.103 Balance Check: ok ok Balance Check: Ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E . E.Q. Wind Wlnd Wind Line ID Lwall Co Lwalt H,no. v V Amplifiers v Type Type v V (0) (ft) (0) (p10 (k) p 2w4,f'r (ply (pO) (k) 0.00 , 0.00 ■�o■�eoo 0.00 , 0 0.00 MEC ■®" 0' ®DOo 000 =mum 0.00 nummummezotliesioo o 0 00 imuamumo 000 s :. 0.00 a o 0.00 ®" �0' ■:700 i; 0.00 r o 0.00 0minmmai®iesimoo 0.00 a o 0.00 ®" ®" 0' ®®0' 0. o 0.00 ��oe®oo 00 b , • _ 0.00 s o 0.00 0♦o■oo■r�i■oo yr-1.00 OITabie 4.3.4 AF&PA SDPWS•Footnote 1 'S•ecial E DL U•Idt Factor: DL Uplift Factor wAM d ' 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted 1 R.Weed Net OTM Add•1 R„Weee Net OTM Add'I Mae. Line ID LOLs wdl ID(01) ID(#2) Line OTM Rv, Level Abv. Total D U U„, OTM Rore Level Abv. Total U U„,� U,,,,, HD (ft) (klf) Above Above (ft) (kip-ft) (klp-ft) (kip-R) (ki•ft) (kip-R) k (klp) (kip-ft) (kip-ft) (kip-ft) ki•R) (kip-R) (k) (kip) (kip) 6423 ::9 18.3 itfra,� ';? ff-16.07 17,81 29.35 -11.53 -11.53,,l'1,.0,0 J -0.72 28.40 31.88 -3.46 -3.48 ! -0.22 -0.22 NONE y 0.0 1 "AO: E.f,60 'OC11 g 0.00 NONE 0.0 P'166,`'.,"� 0.00 NONE �,� /,% 0.00 NONE P. Jt‘," �:i �;°d®' ' sa e`�"„•. x '®' „ ' sk{'r� , 0.61 NONE 1144K141 8.67 III 0.10 f a �}„ 0.81 NONE ' a 914 ' -0.10 'I( -0.16 cs a -0.02 El 10.21 „I ro 0.57 0.57UNIP,:I,'1,4t,,-,,,z„: .• 0.0 a 'MI =ME '`.0- `z. %---_ s- 0.00 NONE 0.0 n 4 �. a,,,. •i:_ a 0.00 NONE 0.0 ° y 44,,,'E'' 4 1;11 .5 ° , 0.0tE' 0.00 NONE 46 ';"' 00 , e. :. E;i. ew,�',06": „ka'4fi 7.0 0.00 NONE Holdown Cfr.Offset from SWEnd p,? 3 in £= 0.00 -11.81 N.E.T. 3/28/2014 CT ENGINEERING NRS_Top Floor EDSHEET TITLE sz.h� .a .r"�. CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A Diaph.Level `,or Direction. &o••;,j Typ.Panel Height 4 ,p;1+1;1ft. Seismic V I 2.8 kips Design Wind NS V 1 6.1 kips Sum Seismic V I- 7.2 kips Sum Wind N-SVI 13.1 kips 1 DISTRIBUTION TO SHEAR LINES Line 7riEb Y WMEN tat Line Trib Above Line Line Trib. ��UnEff.Im ShW r, t'. 1.401 3.06577 �® 3.60 6.57�� r®'. 1.401 3.06577- _® 3.60 6.57�� ---rl€ �m 0.00 0.00 0.00 0.000 . giiiriNii ;xs �m , , 0.00 0.00 0.00 0.00 0�r �m 0.00 0.00 0.00 0.00 pew �mz',isa ii 0.00 0.00 0.00 0.00 ' Wim'. 0,00 0.00 0.00 0.00 . . 0.00 0.00 0.00 0.00 ' - iiiminzi z=EMI Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.O. E.Q. E.Q. E.Q. Wind Wind Wlnd Line ID LwuP Co Lwall' F4,nu 0 V Amplifrers v' Type Type v V (ft) (ft) (0) (P10 (k) N 2.,,,, (00 (Pit) (k) 0.00 p 0.00 ��Wi p pp 0.00 0.000 p mamma.Kimmunirfas ma=0.00 ��p p0 0.00 iiiiiiiiiiailEil 0 p 0.00 ��poz. 0 .00 0.00 timmiammium mialmaimagi a ®�� ice® 0.00 a p 0.00 MEM p0 0.00 00.0000 _ p 00.0000 ��p pp 2.000 0.00 4, a = p 00.0000 ��pppp 0.00 c;`'; 0.00 s 0 0,00 ��000 0.00 0.00 ;`,Y i 0 0,00 .�0®®0 2.00 0.02 '-°° Q 0.00 ®" ®" 0®DO 2.00 p-1.00 (irTabie 4.3.4 AF&PA SDPWS,Footnote 1 'S.edel E.Q.DL U.iR Factor: DL Uplift Factor wM1nd 3)OVERTURNING RESISTANCE Seismic Uplift Wind Upll/l Resisted Resletad e.euud Net OTM Add) R.duc.d Net OTM Add'I Ma, Line ID Lair, w di ID(#1) ID(V) Lneu OTM Ran; Level Abv. Total C U Uwm OTM Rona Level Abv. Total U U,,,m U,,,m ID (R) (kit) Above Above (ft) (kip-R) (kip-R) (kip-R( (kip-R) (kip-R) (k) (kip) (kip-ft) (kip-R) (kip-ft) ki.-ft (kip-R) k (kip) (kip) OAc4 is i' I 374 +,{•'.Sii . 35.15 32.76 122.30 -89.54 c'j -101.07;1,17D a -2.86 59.81 132.88 7307,; : 76.55,;;,,,_.i<3 -2.18 -2.18 NONE /� o.a +,a 0 160 0 0.000 NONE "« 0.0 ..■■s aye■ ey r2 y(i .■■ a aa■ e■ 0.00 NONE 0.0 z -___ a'.,.^aW,,,,,,;,=1;17,11)._--_ ' 9 , &0 'a- 0.00 NONE 16.6 a t„ 14.32 21.23 24.01 -2.7 -2.77 '3 i' -0.19 36.78 26.09 1268 ' 1266(I a 0.29 0.89 STHD14 9.9rliEttr7.66 11.53 8.59 2.9'41,A2.76 , 0.36 21.04 9.33 11 71 'i. 16 08 cn¢SiitfiA 2.10 2.10 s1.lD4•:'. +_ 0.0 41%, -___ zza_ Pi!' z_-__ aaa_ a- 0.00 NONE � i,'r 1 0a a �� r,a�. ae -_„ ,>�� ,rr� a� 0.00 NONE 00.00 vn ,a.:��=m r �� a e=� 00.0000 NONRSSIMMIE 2.0 ? (161514.41111 m �m ,„�t�';1 a �imm a � r•1 0.00 NONE E.Q. ,F,!".41: _ ��IM� aa,i t:��! a�� a�a� ,= 00.600 NONe 0.0 -_ _ ,e"_ .1`a. .,rl a 4 -__ _i> z .;ec- 00.0000 NONE Holdown Ole ORsef frram SW End ,'In 1;= -11.61 -101.08 N.E.T. 3282014 CT ENGINEERING E&W Roof SHEET TITLE: °,.,�<:.::. �,.:a..k.: i ';M,.,..... Y CT PROJECT#: CT#14051:PI n 3713 Twin Creeks,Elevation A Diaph.Level: Diredian: Typ.Panel Height aft. Seismic V I- 4.40 kips Design Wind E-W V I= 9.01 kips Sum Seismk V I• 4.40 kips Sum Wind E-W V I= 9.01 kips (1)DISTRIBUTION TO SHEAR LINES Cl _ C3 C4 C6 C7 Ce C9 C10 C11 C:f3 C14 C15 C16 Trib S Above Line d Load Line E WInial Tat Line Trib 2nd Line Trib. mismisami 2.789 4.50607 ®' � _ 2.199 4.50607 ��m_ 0 'm' �` .'')l® ,> 0.00 0.00 0 - � " :7 0.00 0.00__ -- '® ..°.a"?rx 0.00 0.00 0__ m 0.00 0.00 0-- molar_iNAIN '®' 's�,, ?.?k 0.00 0.00M.=-- �m,,,. , (d;= [ 0.00 0.00 0�� I=�� L 0.00 0.00 �� Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.O. E.O. Wind Wmd Wind Line ID Lwall Co Lwall' H0.. v V Amplifiers v Type Type v V (ft) (ft) (ft) (PIG (k) P 2cvM r.r (PIf) (Plf) (k) �- ® ®�� r .�rrx: uiattl� 000 Aa p 0.00 ��p 0 0.W as ® ._.° E��mum 0 000 r,4, p 0.00 ��pp0 0.00 0.00 p 0.00 ��ppp0 0.00 .a % 0.00 a 0 0.00 ��0100 0.00 174;n1513 ' 0.00 p 0.00 ��p O0 0.00 ��a� . 0.00 r p o.00 ��p p0 0.00 i H = 0.00 i p 0.00 ��0©00 0.00 s 0.00 e 0 0.00 �E�0 ®0 0.00 7 o.00 p 0.00 �n�0 �0 0.00 p-1.00 "'Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.OL U700 Factor: DL UpliR Factor w/Wind:aR, , j 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Reeieted Reduced Net OTM Add'I Reduced Net OTM Add'( Max. Line ID La,a. w dl ID(91) ID(92) L,,,.., OTM 8000 Level Abv. Total 11 U U. DIM Ro,u Level Abv. Total U U,,,e U„e„ HD 30.14 17.81 8ip-1 (kip-ft) (kp-ft) (kipft) (k) (kip) (kip-ft) (kip-Il) (hip-ft) (kp-0) (kip-6) (k) (kip) (kip) Above Above p- (kip-11 32.4 �: '� -73.92 �"I -73 92 �'' S ""s°s -2.45 36.50 99.67 -03 17 1 -03.17 -2.10 -2.10 NQ Nd 6 12 kS 0.0 1 g.{(Y 0.00 NONE ,k vxp b 13.3 11.08 8.84 15.54 -6,69 it! _6 69 -0,80 18.12 16.88 1.24 4 1.24 s 0.11 0.11 NONE„ „ *3!;',1 N r 73.5 .F•y 11.24 8.97 15.91 A.94 t!1 E 94z.a -o 62 18.38 17.29 1.09 1.09 0,10 0,10 NONE aR „Tt. 0.0 Ma tF 1,:':*,..t 0.00 NONE 00 �a ( goo NONE 0.5 ;I o06 NONE, o.o ,t, , ¢ v ,;7. t'oo kTr6 0.00 NONE ; ' 0.° _ ,1 1110 ' , 9 - .il ::::: 0 00 NONE 00 a : 'e` 1': 1.00 0. '� 0.00 NONE,,: 6 o.o ;a 1,p0 9. o.00 NONE a ..a,F,: 0.0 AIN44-* R2ig , 1.D0 ::...,_0. % 0.00 NONE Holdown Ctr.Offset from SWEnd\Win I' 0.00 -87.55 N.E.T. 3282014 CT ENGINEERING E&W_Top Floor ,yt.1SHEETTITLE `E:': _ �'' `'l"T`" ' a CT PROJECT#: Ti14051:Plan 3713 Twin C eeke,Elevehon A Diaph.Level: 9'•r Directio^: I NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height 'xaF:„_:ft. Seismic VI. 2.8 kips Design Wind E-W Seismic VI. 7.3 kips COMBINED(DOUBLE PORTAL)WALL SEGMENTS Sum Semle V I. 7.2 kips Sum Wind E-W V i= 16.3 kips 1)DISTRIBUTION TO SHEAR LINES) Trib N. V level Above Line Load V ebv, V total Line Unl}orm Shear,v Line E W E W k let Line Trib 2nd Line Trib. E U W Ek Wk L ft E •I W NEWS 25% 0.701 1.83312 Te o 2.20 4.51 2.90 6.34 24.15 120 • / -': 50% 1.401 3.66624 l'Otft tf(('.. 1 32 2.70 2.72 6.37 23.0611 8 X'1 •� 25% 0.701 1.83312 i-£},Y, 0.88 1.80 0.58 3.64 4 wase bn, 0% 0 0 l ai' 0.00 0.00 0 00 0.00 0 MOM Pritill4 0% 0 0 14 0.00 0.00 0.00 0.00 0 -4' A••'' 0% 0 0 0 00 0.00 0.00 0.00 � E`;�, A jr. 0% 0 o >'. 000 0.00 0 0 0 0 WliM LRENAmm� 000 0.00 0.00 0.00 r.0M Balance Check: ok ok Balance Check: ok N.G.) ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.Q. E.Q. .Q. Wind Wnd Wnd Line ID Lwall Co Lwall' Flvu. v V Amplifiers v Type Type v V (ft) (0) (8) (P16 (k) P 2wh"' (p0) (PI1) (k) Rt:-Fu C1 C2 Cl C4 Co ('6 C7 C8 C• C10 C7( D1.1 C11 C/4 Or'r4 e,?, 0 00 +7 0 0.00 1.00 0 - - 0 0.00 E ` • lir; 0 00 '< Iia"; 0 0.00 1.00 0 -• 0 0.00 5l D 1' 1,1) 13 40 8 till 118 1.58 .00 1.00 118 ',141N�i P6 276 3.70 E u 'r1) 9 66 )". 118 1.4A 1-00 1.00 118 ro pry p6 276 2.67 ' . °,-n°`Caib-lamsiitaii .--I- e+ 000 HISSIMIll 0.00 MILLEMEM0 0 000 s ca m s�� WM = 0.00 0 0.00 1.00 1.00 0 - 0 0.90 p-1.00 UiTable 4.3.4 AF&PA SDPWS,Footnote 1 •Speve/E.Q.DL Uplift Factor ^='b DL Uplift Factor wMAnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift;e Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Max. Line ID L00 ee, wdl ID(#1) ID(#2) Lne. OTM R,,, Level Abv. Total Q U U,,,,e OTM Rod, Level Abv. Total U U,,,, U,,,,, HD (ft) (k11) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ll) (kip-R) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) 28.2 .,15:43N.',2,,:!-_ 41.195,'23.90 26.39 59.79 -33.40 -107.3211A:4 •4.49 57.69 64.96 -7.28ITA -70.44 -2.95 2.95 NONE o.o I E1 ,jvn 5u - hiiia 0.00 NONEi o.o F'elrrli. ,'•'. o.00 N°NE riStEM15 4 , t 13.15 14.39 33.17 -18 78 18 78 f ElOt; •1.43 33.88 37.47 -3.79 4,V.; -3.79 -0.29 -0.29 NONE ,✓' 11 7 ,1�` b 9 41 10.37 12.40 -2 03 E 2 03 4(81) 4.22 24.28 13.53 10 75 F. 10.75 ‘ 1.14 1.14 STHDN , 0.0 /* 3.7 3;•,' t Z e;,..•,, `'I 1�0' 0.00 NONE 0.0rit ,',0 3- (j(1' pal 0.00 NONE MIA:,'f 6.0 . 031.. 5 3 .:..•%. .xN. q4 3..K b , o o J v,1 l qP' g.00 NONE NON-STACKING SW ELEMENTS: �'`}0E 3 • 0.00 NONE ic tile.; ,k. 00 42( letri 7>o ek 1 Oa 0.00 NONE 1� 0 0 4', ! r V174,0� F..l,o o ° 0.00 NONE ` Holdown Ctr.Offset from SW End in T -87.55 -116 89 N.E.T. 3/282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq = 476.7 lb V w= 4506.1 lb V1 w= 3529.3 lb V3 w= 976.8 lb ► ► v hdr eq= 72.4 plf H head = A �, 1'10 ft u ss ,l s 3 • g.., c m^ :''„a.. =R 61 F2 WALL TYPE drollH pier= s w if P6TN E.Q. 5.5 r silakiWias plf P6 WIND feetir, ':4 I 'r YKf gltrAtyr H total = ti 8.1 u .� � a end 's' ! ! - ► + In"� c ��R 81” F4 3' F' feet JOA V," � a& cn m :; ] E_ l € hsro les %. D� 1.Hsill = l' lii feet >fE 1 , s' ,SII � is �� r x yr 1 �� •' � �q3 a fir" iii'�/x 6 P„,F�� z E s•Y //' iia y7, € 'G 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 o. 10 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 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 A WALL ID: S.2.A V eq 1091.8 lb V1 eq = 543.7 lb V3 eq = 548.1 lb V w= ;. 2237.2"lb V1 w= 1114.0 Ib V3 w= 1123.2 lb ► ► v hdr eq= 96.4 plf _ A H head= A a s t,E :.3 e� s a S , .'4,i1 :„4'''',, ',.,',',- h`�'1 1.10 ft �/ jai . « � .- P20*,/'' 3,1*, ,, � f a, ["� • - E «% �,' WALL TYPE H pier= n p/f P6 E.Q. 5.5 at',Pt4 , plf P4 WIND feet • � ..t` .., H total= • , t[,,,; _] Amp • F 44'4' �� / �EE 4, y„0Fa 8.1 ”:r \ Fd 6 k�fi ` ,� t, • 5` n feet A Fd ta Rj e F4 w� . 9l' K v qE 00: H sill = ]iff]� a f 1.5 feet '''.A' £44 far n REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= o 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 i CT ENGINEERING 7.7) Force-transfer Shearwalis (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: S.2.B V eq 1107.2 Ib V1 eq = 893.8 lb V3 eq = 213.4 lb V w= 2268.8 Ib V1 w= 1831.5 Ib V3 w= 437.3 lb ► ► v hdr eq= 96.4 p/f • H head= A ,y a"� 1:10 ft V '>„ i I k �✓,.'a M. =' ita ` � nk3 8 F2 WALL TYPE H pier= O ' = plf P6TN E.Q. 5.0 r I 2 IC's p, plf P6 WIND feet , •,' , z H total = �y`Et we feet A 0 t 311 i`.u+�\\ Y a £ *�aa t 3 31,41' H sill= z A 2.0 tel Y '(��fr,i, 9 .r3,aAr14. feet -Y I ,,E: I V REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 6.5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 0. ► o. Hpier/L1= 0.78 Hpier/L3= 3.25 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 3713 Twin Creeks, Elevation A WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq = 2119.4 lb V w= 6339.2'lb V1 w= 1705.6 lb V3 w= 4633.6 lb ► ► v hdr eq= 120.1 plf ► A H head= ;� .lirr- 2, p y r. 1.10 ft V6M . a -0.4 _ 1 �r w 8 F2 - WALL TYPE H pier a� : �,1 w. ®� p' p/f P4 E.Q. 5.0 •• . , %,�:. ., • plf P3 WIND feet H total= • ,, r y ,.. ,'' r , lfeetj . ,` h '£ItM :�s + 4o- " j,, b Y ` ,,i to '' °�� 3.,Z� 4 r, A ov tf ,+ L P..,;',",0",s1 4 H sill = 4a v si/�� R, c�i 2Y . g rI- '4 1 9r ,, 3.0 ]°" y %� � � , � 3 t ,s r c;, '*-4,1,7;,% ? feet2. ,s �� f64 dry'1 l us. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 82 Htotal/L= 0.38 1 0 4 4 ► Hpier/L1= 1.67 41 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 ?I hyo Technic os TT-100F 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. 1 ®2014 A PA—77rc Engineered Wood Associalwn PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ=790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1 Q31 EQ(1444 WIND) roundation 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 strop 2'to 18'roughwidth of opening per wind design min 1000 lbf for single or double portal j on both sides of opening I 11 1 _ opposite side of sheathing Pony wall height . �I Fasten top plate to header a h .4 with two rows of 16d '' ,' 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 jock-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" >1,1: nailed to common blocking thick wood structural panel sheathing with within middle 24"of portal height 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 Typical portal frame o ilk - construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of --Min reinforcing of foundation,one#4 bar jack studs per IRC tables I. R502.5 1 & 2. r i top and bottom of footing.Lap bars 15"min. j, O ( ) 1ii, - , ,,... ..„„„„,„k .,,,,,, -,..- : ,,,,,m,174;,,,,„„, ,. , i „,. , Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 CO 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,Mininnun Design Load for Buildings arid 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@apowood.org Form No.TT 100E 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 ©2014 APA—The Engineered Wood Association 180 Nickerson St, CT ENGINEERING Suite 302 INc, p� f� Seattle,WA / R zA6 L'vCxic� pl — f� 9e8 Project: /1 �� t `I'�"-'" Date: (206)285-4512 Client �1�`, Ci "�r (, ✓S5 2Q5,6),5,-2,-) Page Number: (206)285-0618 i 1 oO et Aj9 e y /— 9— `(J�6 r `.' X 1-6`` )2j` ki7 f3 72212- 0514 ?=. 757)m o 6 205177 /,,. N � flu Fes? J MR'�k,, - . I A )446 017_ xo,2 0 ) i9.5 't},h Q= a)(0,2 v) 0.312 (5 06 0/3 (1z) M n (240,i) (60) •i- - ())(,2)&a .(Le _ 66 ,01,14- q;. S K,v, utu, Tb /2X1,1 RA , »2__ m .&,(71u.D)N6., 8AC6 e Qv1 5 �� ;tat- 610 Pyr G, L. ct= 1,566 _ l w P, � Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1 • }A Table 2.2A Uplift Connection Loads from Wind tiii , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) 1 Unit Connection Loads( 1,1,1,2,3,4,5,6,7 s Design Dead Load - 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1.100 ni 60 428 468 509 598 693 796 906 1022 1146 1345 M . 12 70 80 92 116 142 171 201 233 267 321 0 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 li,;;`'` 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 • 1 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 13 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 i adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, 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 1619.2 ( 24 1 48 Multiplier 1.00 1.33 ( 1.60 2.00 4.00 sl • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wail or l wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) dfor each full wall above. ' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 14.,. - header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '� ''• 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. ( r: a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. *. 1: r AMERICAN WOOD COUNCIL 180 Nlckcrson St. CT ENGINEERING suite ao2 -+1� t(/�►/�j INC. Seattle,WA Pro(ect: 1 YI I6kt_ S)A� 1/4, Date: 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 V�1 NO1.9k0S _ (� ';Fq- .719V44) 1 L 4,05CD c �5 CPQ 1(.),5DD, most Mme\141 --TAB 2,2 A � vv. g II 33 I5P5F- & DZ CoNtikAM "MSS r & a Rap tag l/ b70- 0,c)(o,- (0,6) )sp 'AST Asb 666-y- i -r6), A} 277( Pke. /11 5 2)1 TF1446 ( CSN 1-6( 2,1_ 12( )(2) (1,�� 0.6) = A5Ov - 6A(te_ TM J -4o ` {71/ < (2 .>6,r 14= 642Y 117A V-by__ CA:06a V6- (1) -TYP. 6v,Nob,65pcio egi, P .Y. e -o 00)_ ee( nms) Dvi,od Structural Engineers TRUSS TO WALL CONNECTION ,I,I Vil1 tII` # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1 11 1 1 t PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" ,11x1 ,c, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ',:','1 ......111 1 SDWC15600 - - .lir, I11, 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1111(1 MP 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 111/0 )20 2 (2)SDWC15500 3 (3)SDWC15600 - - 14!' t5 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. \'` 0.131" X 3" TOENAIL AT 6" O.C. ::i c - -F--- \ H2.5A Sc SDWC15600 STYI FCOMMON/GIRDER TRUSS -1*-- PER PLAN TRUSS TO WALL CONNECTION TO EACH 111 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 51'F \AI.UI ' #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT Fl PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 915 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 5.35 L 110 1 SOWC15600 - - 4"1' 115__.I 2 H10-2 (9) 0.14B" X 1.5" (9) 0.148" X 1.5" 1070 7011 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 10711 7211 2 (2)SDWC15600 - - i/o 2.10- 3 (3)SDWC15600 - - 14:)!, I _ ._---- ' 5 ADD A35 A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 8d AT 6" O.C. _••.�� SDWCCONNEC110NS 1111 STYLE '�•''�•, laimbi: _ IMILiilla.7140.41 2X VENTED BLK'G. I H2.5A & SDWC15600 STY)F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 "= 1*-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. C T ENGINEERING Suite 302 INC. Seattle,WA r 98109 Project 1._. ( 'V • .t�Ip1 xt l.() I Date:3 JP (206)285-4512 FAX: Client: Page Number: (206)285-0618 CCC vi L 6 j • w c • . -1'( .,Kr,K . E. • • I •U 2 6S TALC, I I i I �' • I .I --I • 1 1 . � �7 IA J • • I ; ' • i , • • • •�T ' I 1 1 ,I y I , 1 1 I o • 33 I M� I i I , • • • t1 1 I I I t !_.I '. .1. ' I 1 ! 1 i S I. , i 1 I I ' I • I. I _: I • I. I 11 I I :" •--I•-•-••1-11-.1 I � ! 11 I i I I I I 1 I 1 I ...I .:•. . I I i • . 1 ' ; i I I I , ' I • ! i , 1 i 1 1 I I , II I I . I : , i j I I • I i i .. .. I ;•. 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L.. 1 : 1 1 1 , I I 1 I I I ' i I 1 11 I I , 1 1 1. 1 Structural Engineers POLYGON 5-5-14 AR O S E B U R G 3ABCD DAYLIGHT 2:57pm J4 MAIN 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T moi` 18 4 0 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p10 177#(111p1f) 2 591#(370p1f) 177#(111p1f) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER StrongTie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSW EGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 PL14-118 4-14-14 J5 MAIN 9:51 am R O S E B U R G loft 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 1h 11' / 13 8 4 1211 8 26 7 12 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#(656p1f) 315#(197p1f) 3 358#(224p1f) 90#(56p10 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.'4 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 -Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation accord'ng to the manufacturer's specifications. 503-479-3317