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Specifications (30) FE9 0 3 2016 CT ENGINEERING CIT. OF !- h ' Structural Engineers 480 Nickerson Street Suite 302 Seattle, WA 98109 BUG&N s h,v INC. B4,.re�3..�s��` ; ,A�i �,N 208.285.4512 (V) 206 285 0618 (F) #15238 Structural Calculations River Terrace PRp- 0 I N 4-fp Plan 3 6,� �- •. 60 Elevation A �REG�iNA Tigard, OR ,�.�, 2z ��` �� 1FS T G��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 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)285-4512(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. r= H a. RBai SIM. RB.a.3 RB.a. D_R RB.(2)2x1 r3 HDR (2)2x1(HDR (2):0410 HD' /E I1 T P.AI ADJAC_ _ , "' ¢ 1 WINDOWS(1).: ING v' : = Ilik I BTWN.aOL - R � o) fut a m i m a 4 I �" ift / T m m I / C K „U .0--- ,, Ki g,, ,, =z / C zz / ¢U kk � m '' cco \ ti ij N N1 im �� h a m ¢ / IT d / �: v l �I I 1 �T.o.3 T n :AO © a• SS. Fa \� i= ,t /(2)2AHDR (2)2x8 HDR \, _. B.a.S l / MIN.HDR MIN.HDR CONT.ROOF SLOPE TO ROOF BELOW RB.a7 R.R.a.7 II GABLEE DTRUSS SIM. RB.a.6 RB.a.6 OA1 - Roof Framinq Plan 1/4"=1:4., e P3 0 (2)TRIM. CTR.HDR @ -, TFB.a.2 TFB.a.22 _TFB Z _ � M— �-� -" �'- :.•�H R 6x10 •R 4 11 HDR 4x1,HDR r 2)2x8 DR .92x13x.92x13 DR i-fi15TYAb2 CERT-- ___._ ----_ I 2)TR p - • WINDOWS:()2x9N NG ,HIS D .y 2 STUD 9TWN SGL:. z -- --- TRIMMERS, .N.9. �'' g STHD14 N r-Z ¢J immormulerammoss 8r WU O STHD14 z� w_rn a ¢ \ i O@ m i I I __-__ _ z I � 1 r ti ti s Mnu1iwIN1l %in - _-_ i THD14 I.r__—__iiI 16 I L - TFB a TFB FB a 10 —p__**— — ,,s��ce0...a�2`®I X11— —#= 3.0: p ;. 1 II :' uar.I 1_ - ----,:-..,--'4= ;tel__7.M, __ ,E _ ___ BEFLOWi WH �,/1• 'QPE;FO'��' . _•THD4 _ +I _ SI 24_J CIO r•-- �, I -1., ST37 RI r r I \I i u--I-:. i I;'�� lr — - 'G _ TFB a lir 0 TFn - '12 11) ......1-,— 52514�SD -J1 4.. _ X.354wLTTeaww waoaaawaaaaaawa I1 sidak , ) s3.0 ' ¢ R. z TFB a.8 . 1 I FE.a.141 es is , a i ' TFB a.Z? 8 m �lI F • U3 25x1•:COI 13 l x STHD14 ,• I'as I I SND14 ' 127 2 LE. ER F 1 '1\�.��1-. drk, R 1 I!�s�^...iti_�S! 3S�S ► `41 TFB."a.7 o TFB a'18 >• .m.,'' TFB.a 21 I a r� " MANUFACTURED ROOF MANUFACTU2ED ROOF 1 _SIM nuOF SLOPE TRUSSES @ 24'O.C. TRUSSES @ 24'O.C. 0 TFB.a.21 TO UPPER ROOF TFB.a.17-NOT USED OA- Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4".1'-0" • 37-0" • 19'-0" 1 y - 5 0 312"CONC.SLAB t °p SLOPED DOWN /\ �- 1/4:12 P3 O J P3 1.,..3.1 H-0'-7112'1 - T.O.S. 'SLOPE 1/4:121 / T.O.S. " I .. � z-- HDU4 ,-_r q 3' STWDib " 4 28134'xI$'FiG _.F 1' 12• W7 3)#4 WAY TYP.'U.N.O� 4t AC4 CAP 8 PBS46 l 1 - ;1 ..`1 1'-12' ttt STH5/4 Q - k BEARING WALL O'x30'X70"'FiCa 'l. ( ABOVE TYP. /(3/#4EAWAY `� a �IBEARING WALL i. ABOVE _ L_ 2x4 PONY WAIL-� I_ 0 1 ll- T — _ �T.- — 114' 2x6PONY k '-41.2"7i14- _—_.� 8'-7^ :5 10 - r4-6 L.{ 1/4"�. I 12-.6 2 ® ` o STHD14 i l HDU2 -1 I.' I STHD14 T.O.S. 1 ]: l 1".FTS WI(3) .-. -.'-I. 19'-6t/2' 1.:.44:'WAY I BEARNGWAL _.I. m :-1'. 2„ ABOVE ''. I-.. STHDid 312"CONC.SLOB L':. 'F." _ J. ' SLAB SLOPES 312" ✓s I - FROM BACK TO APRON Ai © VERIFY GARAGE SLAB HEIGHT 'I 1' q PONY WITH GRADING PLAN WAPO '.I, Qe UP 1 I L I --I-1'-0 12" ® Mil TOS. PONYWALL IZD. 1 -. 312"CONC.SLAB I. 1�. • • I`SLOPED DOWN 1`-i/2'I_ STHD14 A'22�' - u�I r 1/4:12 IIAIM IXSTHD14 -'",—,,�,� • 1-10 1/3' 0 L. J ♦ 1-101. 6'-4" 5-63/4- 5'-11/4' 11111 OA"-=Foundation Plan Foundation Plan SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing`-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 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 Printed:28 MAR 2014 2:29PM $ O f� 1 K r r 6 & ff f 04 14r15*161� 1 Meir`- ...# ,e ... .. .moi .... Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING !wood'F eal Del,s,,n RB a 1 , ' AO -'-‘-' ,',', 'a-4,0-3rag, ,':',' 1 . Calculations per005;NOS IBC 9,GBC 2010,ASCE 110 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=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 , Fb:Allowable: 1,015.16 psi ... Load Comb: +D+Lr+H • 14 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 We od Beam eslgi RB a 2 " o... moi, calculations" r2`000, DS,IBC 2066;CBc2010, 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 Max fb/Fb Ratio = 0.745 .0 1050 Lr o 1a° 1 D(0.330'Lr 0 � , fb:Actual: 694.24 psi at 0.999 ft in Span#1 Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • Max fv/FvRatio= 0.807: 1 A A A fv:Actual: 121.03 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 8,2-2x10 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 W�Be�mp�lgl RBa3 Calcu t[cns,per 2005 NDS ,.tBC 2009;CBd IIO'ASCE -1O BEAM Size: 2-2x10,Sawn, Fully Unbraced ' Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 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 a Fb:Allowable: 930.87 psi ...,„,� F ._,, ri Load Comb: +D+Lr+H IIII 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 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D 1. 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: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAR 2014,2:29PM Title Block Line 6 1 1t YLv. . Licensee:C.T.ENGINEERING Lic.#:KW-06002997 Wait Beam ©eslgln RB a 4 '' , � ,: „. s .,F calculations•per2005 NCIS, BC 2008,CSC 2010;ASCE 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prtl 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 006750 Lr 0.1125 =lid k� 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 A - Max fv/FvRatio= 0.124: 1 fv:Actual: 18.62 psi at 0.000 ft in Span#1 3.0 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 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 Dell Ratio 13519>180 $ amDesign . RBa5 � 1 4 ), * : 'Caiculatio s 2 et'',Di.IB,+,G 2O09, BC 2O1O,ASCE T:iO 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=7.30 ft Design Summary D 0.1095 Lr 0.1825 Max fb/Fb Ratio = 0.102. 1 . fb:Actual: 104.16 psi at 1.250 ft in Span#1 �,: - Fb:Allowable: 1,017.68 psi • III Load Comb: +D+Lr+H A A Max fv/FvRatio= 0.087: 1 fv:Actual: 13.09 psi at 1.900 ft in Span#1 2.50 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 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 Defl Ratio 14400 >180 ea - � RB a 6Wo ,,,,, '\ * 4 V I N calruneiws r 2605tt IdC 24 09,'CB ASCE7 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=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0 030 Lr(0 050) Max fb/Fb Ratio = 0.139. 1 .' fb:Actual: 176.33 psi at 1.500 ft in Span#1 • Fb:Allowable: 1,272.92 psi 411 - Load Comb: +D+Lr+H - Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 3.0 ft,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 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 1 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 9PM l.j iia 0.V e t ! a'� ,:0.10'''' 4 i % : 0 EN t2 cat 91130 t3 �#TPrin(4 1 t15ed.28 MAP �2,t sri,v_ ,,..-. " 4Bu1d 14.4:13,Vert-iii,,2 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING W ,Beam4D gn RB.a 7 = .. Calc )attons,per 20055 NIBS 09C 2009,CRC 2010,ASCI""40* 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 . k � \ • Load Comb: +D+Lr+H 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 Deli Ratio 1897 >180 Wood BQ.am Design RB- a 8 v - ,. "Iv .; %:. .v,, 4 (Ca _la�tss2005�I DS,IBC 009,CRC 2010,;ASCI*7-1O. 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 0(0.06750 L(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 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 RightSupport 0.08 0.14 Live Load Defl Ratio 999999>360 Total Deft Ratio 23361 >180 vitoad am design RB a 9 , A, ISN1.. lculatiorts Si 200$ D IBC 2008 dBC 2016-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(0.1120) Max fb/Fb Ratio = 0.253. 1 xx fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi • • a' .uw, Load Comb: +D+Lr+H 0 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 Defl Ratio 2920>180 Title Block Line 1 Project Tifle: 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 tea 26 MAR2014229PM e 771,77777777 til .1 � €9IX 11 1 P77 s, .„ ® : a . i3t 83 4,1 5 1 , 4 3 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING ood a D .10,,,,.*:„: gt RB:- .10- B 8 10I2tfo8,Cf 2#310 SC> 7-1(, .,i. c aper,,, S, < .G _ laon 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 SummaryD 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 A A Max fv/FvRatio= 0.166: 1 fv:Actual: 24.83 psi at 0.000 ft in Span#1 a.o e,z-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr SWEH Downward L+Lr+S 0.005 in Downward Total 0.008 in Left Support 0.14 0.23Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23Live 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 Printed:28 MAR 2014,2 3 PM SIU,0t� $II11 i dtn i r` -.- t 1 41151T 1p3 t6 123 O,.� j� : ,-„rf'°�` IrRt.`14tt.�ix? $3-24i*�' ,,..,Cs.1�;!.�� if'.k'r'#d 1:2$`,, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 ciiikkodiaeam Design TFB a 1 ti� � .. ; .. ., '; ;. . .,- Calculations per 2#305 Pit3S,tar 2089 CBC 2010,aSC£7='f0;; 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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Desiqn Summary 010.1 le.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 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 B " Design TFB.a.2 ':.._... , Caleu)at:1 i s e,'r2005 DS.IBC;20099 10 C)E 7.1F0 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 Design Summary “LA Max fb/Fb Ratio = 0.991 • 1 °igo'.9$ Air fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 ` Fb:Allowable: 1,076.80 psi w Load Comb: +p+L+H :1,a� : . ,. • 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 Wci6d Beellit� esl [l', TFB.a 3 :. r. : - ;; .•-- ..: anssrlcuiatiz 00a NDS,IBC 2005,CBC'2010,ASCE 7 0 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=0.8840 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summar 4f blii 6 ga1 Max fb/Fb Ratio = 0.673. 1 ,. < ,a - fb:Actual: 724.40 psi at 2.000 ft in Span#1 ii; �p� 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 4.0 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 2.53 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 MAR201 23 PM 1,54,01,„ 'Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Wt 1 BeamZestatm TFB a 4 Calculations per 2005 +DS,IBC ;,$9,SBC 2O l,ASIIw,71 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.670 ft Design Summary 810010: 4640268°' Max fb/Fb Ratio = 0.165. 1 fb:Actual: 209.46 psi at 1.250 ft in Span#11V� 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 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653 >360 Total Defl Ratio 3457 >180 W t:rili d id TFB a 5 Air :; Caieulat€o i per20`05 N S,IB 200 CBC 210 E, 0 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 ocg&?g8 .;o1 0) 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 a.oR z-zxa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 lot ,seem es TFB a 6 xf a Cculatiorrs pe 2005',#03S,tF3+C .SBC 2014!);,;ASCE 710 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-Prll 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 klft,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 B{8883 f8i8; fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.701: 1 A • A fv:Actual: 203.32 psi at 0.000 ft in Span#1 9.750 ft, 5.25x14 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 0.214 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 Defl 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 fljj E .wait � 6��1i e r .t o ,0 F0.6 ,914051 28 1 AR is z1, 6 ,.., '<41§', < l, %:e.,%%;%%f " % 1„ EN %''%,''t INC„t983-201+3'4f%(}1kt&1' �23r V"2 % . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam ,?:Sign ` TFB a 7 " d r. x ,/ Calculations,]er 2005;NDS;IBC 2009,CBC 2010 AS9CE 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-Pill 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 �_, �' Load Comb: +D+L+HIP 0 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 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W Eli 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 Defl Ratio 32446 >360 Total Defl Ratio 20278 >180 Wed Beam.Design TFB a 8 ' 2'009,toltdABC7=1I BEAM Size: 3.6x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PHI 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870; 1 0 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 �jR � 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 APR 2014,802 AM T H s �� feu ��01' dS1T 't4. 4-;1 i (liIj�l Si$ip t � • , ,,. %.I F-• {->+4 , r, 6, 1, 4.T„8 N Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 SCI B�f'.,3CTM ©e�[I TFB a 9 • ici latiotls pert NDS, Bfr 2009,CBC 710 ASCE71OK 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 o 0240 L a 640 Max fb/Fb Ratio = 0.349: 1 `'-�'- .7 . .i. fb:Actual: 795.35 psi at 4.150 ft in Span#1 t a ' Fb:Allowable: 2,281.78 psi , Load Comb: +D+L+H • • Max fv/FvRatio= 0.260: 1 A fv:Actual: 80.49 psi at 0.000 ft in Span#1 8.30 ft,3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2 66 Live Load Defl Ratio 1798>360 Total Defl Ratio 1307 >180 W�cleri©�Sg TFB a�10 . W '� cura ons [�fi 11rtIS i(ftG 2tf ; (3C 20 U,ASCE 71 0 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc Prli 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 0 380 Max fb/Fb Ratio = 0.074: 1 • fb:Actual: 171.37 psi at 2.500 ft in Span#1 � • Fb:Allowable: 2,301.93 psi � " ` Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 A A fv:Actual 21.59 psi at 3.850 ft in Span#1 5.0 ft,3.5x14 Fv:Allowable: 310.00 psi Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr S W Eli Downward L+Lr+S 0.004 in Downward Total 0.0060 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 Deft Ratio 10076 >180 Be Dell TFB a,71„1,--, �'B - �� pe�I $, 3d2 °8*' BC 2117°,AaCE.710$' 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-Pill 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, 180 L 0 480 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 � M Fb:Allowable: 2,847.26 psi � ' Load Comb: +D+L+H . m '.w � �� Max fv/FvRatio= 0.398: 1 19.0 ft, 5,25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 2014,8:02AM _,. . „.. i,e,,.....AOOP:' '40�� , aft' t? q � �, 1.2fi;;, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wraacf eam Destgc ' TFB a 12 ,.... '. ,,. ,... diations pee005 NDS,tBC 2009,CBC2010; rCE 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 L SL 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=10.250 ft Desiqn Summary 0 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: 2,293.36 psi " z� Load Comb: +D+L+H : __ a - W• Max fv/FvRatio= 0.117: 1 7 1 fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 it 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844>360 Total Defl Ratio 4250 >180 d Beal�r�Ci tgtt, TFB a 13 „�. ," ..., Caictlar�ns per 2OOS4DS,1602009 CBC 1010,ASE 7,# 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-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,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 Max fb/Fb Ratio = 0.605 1 p(0.-°g°18.64 fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 D(008250 L(0.220) , i f Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H �� r + ` Max fv/FvRatio= 0.397: 1 . �� . � fv:Actual: 105.23 psi at 0.000 ft in Span#1 A 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 0.253 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 Birtiiirke,s101 0 TFB.a 14 Catcs`1 Fops per 205,NDS,tBG42009,.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 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 0.09750 L 0.260 Max fb/Fb Ratio = 0.214; 1 : � 7 � 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,2-20 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 6 Printed 8APR20 4 802AM Nur Line -von • ?� .r`Y111 8c - c te 1 t= t ".� 9i 1.1 r� � lm �✓ ,. . k. ' lEt ,;, 19 }1d� t-01 8 € G.,.,: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Nood Beim De ign TFB a 15 ,.;., ... :t .... 1 1emfrtttons T =NLi BC 08, $C 2#1 ASE 7'1#1 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-Prll 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 kit 2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point: L=6.50 k @ 2.0 ft Desiqn Summary �' Max fb/Fb Ratio = 0.679; 1 0(01==== r t 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 e, 3.5x9.5 Load Comb: +D31+51081..+.1101103 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 Deft Ratio 1196 >360 Total Defl 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 MAR 2014,2:32PM .. yg- / j li a9y1 t g w '>� s V`€' J�1 * fi yy -1 1. '. Multi 1e Slrrn" Ie Beam a,fir„ .I, , ,. ,. a xi.,. .. �, �;ble, ,xi -� ; :m Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood"Beam Design : TFB a.16 ,,', '...,'W....•• I nations°per tilitilbslipc.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, 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 Dt0.ro1?05 mizir Max fb/Fb Ratio = 0.434; 1 . fb:Actual: 440.69 psi at 2.500 ft in Span#1 b �.° y � �„�., " Fb:Allowable: 1,015.16 psi � � F� e 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 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 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 Defl Ratio 1701 >180 WoadSeam Design T 18 FB a (LEFT) AVI VA,,itU "c * i,��..z3 CalO)atinna` r*tiOS NOS IBC 2000,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=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary Df001 0 ,0 i-01 all M1111111111111111111111111=111MUM Max fb/Fb Ratio = 0.086: 1 � � fb:Actual: 197.32 psi at 4.000 ft in Span#1 - Fb:Allowable: 2,283.82 psi �;rr Load Comb: +D+L+H �_� .,R � F__� Max fv/FvRatio= 0.066: 1 A A fv:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0 ft.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 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 Dell Ratio 5469 >180 Wci 13 aeslg TFB a 18 RIGHT) \ " ,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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=2.750 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=0.50 ft Design Summary IVA7 1-P.COP 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 :. a Max fv/FvRatio= 0.082: 1 A A fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0 ft,3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 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 2014,2:32PM :Trrtfip :-Simpy + / 4 . ... p '41.440, x _ ,,Kr, ✓ , t9$32l4 p ... Lic.#:KW-06002997 Licensee:C.T.ENGINEERING WOtiaiBe i11 Desi TFB a 19 a ' Calculations 4005 NOS,tar 2009 Car 10,ASCE 714 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=0.320 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 Desiqn Summary a oto. n0 DLOL013051 L(o 02680) * - Max fb/Fb Ratio = 0.319; 1 11001) of Fb Allowable: 2,261.18 psipi at 5.500 ft in Span#1 v %h 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 n 2.0 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 0.092 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 WatiadBt t ® t ij 4 TFB a 20 ��P . , At .'i Cations per 200SNO IB O 2010,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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.320 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 IAN Max fb/Fb Ratio = 0.102: 1 D 41•(0301°, x(6'3 80) fb:Actual: 233.95 psi at 3.117 ft in Span#1 � Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H i; ., T a Max fv/FvRatio= 0.088: 1 • 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 * Beam Design TFB a 21 . ,/ :.',- � calculations*4°P5.. ,•;10c-I.009 CBC 2010,ASCE .' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Desiqn Summary D 0.030 L 0,050 Max fb/Fb Ratio = 0.040. 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.033: 1 A A fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.00,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) p_ 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 Deft 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 M iR$Je SiRlp�'� � 9 ,jE 3 r / s o- 14U51T § ,,,.: .._ :. .._.., . ,,,,,�,,,,,.. .. ...,..:. �.� a,,,,.� .,,..�.. ....-.5:93 Cit,,;.v:z, ...,a Nlu {i `?-fa s�.�'6.'1�'t.�,,,,A '"°t. � Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beare Design TFB a.22 v t'' Calcultions per 206t14-W IBC 2009;CBC 2010,A E.T 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-PrIl 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@1.50ft Design SummaryD 0.142 (Q 80)° d. Max fb/Fb Ratio = 0.452. 1 bo10tos4� .(3096 , 8$ 4 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 W*'� $earn Design TFB a 23 i .,. i Cfcula per 2#05 NOS,1 20tft CBO 2O i,.ASCE;:10: BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir 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=0.8840 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 .. t D(0.1425)L(0.380j(,,.i. L 0..�•0) i Max fb/Fb Ratio = 0.865: 1 fb:Actual: 878.56 psi at 2.720 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 A 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 Deft 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 bact = 5.50 in. dad= 7.50 in. Lumber Species/Type:----- DF1 REPETITIVE MEMBER?— N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 ECU= 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi SCF(B) = 1.00 CM(cl)= 1.00 E = 1.6E+06 psi 8TOTAL_V 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fv,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING Suite 302 1 N C.', ........, Seattle,WA /� 3 98109 Protect: 1M1(V , �,�� Ql,,,`� (_�}►(,�/.,) Date: (206)285-4512 Client: 3 c:z 141 DJ Page Number: (206)285-0618 • • : , . . 0 Eit'-' P?.SIM G7*Wi ....›. w),r-tt:'-i:;'-‘. : . I • ') ? B. ®,•; P—3 I,5 4 15. 2Z��x i i 1 Ii ��,� t� i �. �{• p.CJZ 281/x/' GT 1 I .. 1 4 i 1 171 I ! .p i 1 10 , � L I �- • , i III ! T It Mtg e) C- !.... 1__. Ti I I , I : I Lc 1 / I 1 I 1 �.�- I I i I 1 6t; : 3 : 1 I 1 1 n 2 j 1 9� 5 , I. 1 I I I i_ `. J i It r I 1 I : I 1 I... 1 1 + iI I 1 i i I I I i_ I I I . I i ! ; 1 1 I 1 i j • I ; , • i I I I 1 I 1 1 i i I 1 , I I i !i I I i Structural Engineers 180 Nickerson St. C T ENGINEERING Sime 302 Seattle,WA ,, 11 / � � INC./ 98109 Project:�w tk1 �.�\�-.u r��t. �--�(�7�� Date: re-V (206)285-4512 ..err FAX: Client: k\ )lJifl 4 OSI Page Number: (206)285-0618 Suic-c_ Up ro �• l • 1 L/� !� 11. `� 53F �-- (Hal‘ii-T Q-T-. LpC,. WANL.+1.. DEslw @iv,://c (;> -(2 ) (5) reel Vg. DS 771 -17 X311 6- 3'.a\ •5,5''` 74\ 921\ t\h‘b..FtR, 9.D x,71 '875 Wit- 3,D`'` 4.5'`` 6,01, 7,CK GAG F.931 9,5C 9.75' "ir 2,5v‘ 3,7 5,es 4, t1 L ) EWg, L- e 2 ,71 �� 66' 850Ar 4- U4- /o1FC_AP 2. 1/"."- 2)c2t e -r-te e 1 t4k----eR or:c Structural Engineers 180 Nickerson St. CT ENGINEERING ) Suite 302 --p-�- � INC. ` Seattle,WA Project: I Vb,)k [��. I L„_y��Of�) Date: Oz/141- (206)9285.4512Client: \} 4- ' \O I Page Number: (206)285-0618 + 1.5uit..-r— Op .c: ro a .• 2 , kiF*l ex-rr.- t::, 'H i r-1--1-c. Q... Lod.'. ill N 1-�,,. ��u I� �s�� gicce;�-- (Z) O ) (5 Tgr , . R 771 7 ' 3t31f to ►k1lD.F' . 9.08 #5.7I r _31 11, I G 1 '.7 ' 9,59.75' 3131 , Kt .� :K A 4' 4- ?Ne Z. r::,11, L T L CD.F. 5. 7- LC)) 411,14- ,� & 120m L. UL`f. , Cki? 1 )c i.0,ZoNE:_Q� IZ PtTCN < IT�-- ' c L w _C, 41 Com. ‘ c?.Z-I )'. � r. K1% . K - - c 39.A); 6.71 '.94 .1, =zoo -1-15-us-: -F__DIA. ywkiw)e-y÷ c' _ : ' y 619 • 2.4 51...0 o, \ = 0.G(-ZG.4)=15.9 F s- IcC ct4 act_MIMS . . . Ig, TV--i g :. , 2. ,S /f lcs- C FLANA,Cot _ ,gam) 01b , w- 2 <I OP F 12'4,r / �- ""7"/(11r . 152 <�l3 I 271 2Glebc -rYP .4- Q Structural Engineers Design Maps Summary Report Page 1 of 1 EMS 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 ,, r -1V o I } :77- :'17-74-.1-474::::;'*'" zB averton ,, ,, t 4 044 : tri �'• > - ✓ 9' 1-, a• m'« r ,1 M3# ankle x • t � Lake lsre g /"�+� N 0 14-T A� Src ohhf �� ' ; •x iii61, 11 �+ °��.++° n �� yi z 4x 3 "; :; ,a..sra.. USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S. = 0.720 g Si = 0.423 g SMS = 0.667 g S°i = 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. MCElt Response Spectrum Design Response Spectrum 0,90 1.10 0. . 0.70 0,92 004 0, 0.94 49.65 a 040 r 0.49 0.22 0. 4 0,22 t.#.19 0.11 0.00 0.490 0,00 0.00 0.20 0.4,0 0.40 0.00 1.0 1.20 1.40 1.00 1.10 2A 0.00 0,20 0.40 0.90 &SO 1.00 1.219 1.40 1.50 1.02 2.00 Pvlod,T( Period.t(0.93 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 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.dovkiesignmaps/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 SM,= F„*S, SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, 5D1= 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, = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 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 h„=19.00 (ft) Sm= 0.45 x-075 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) 5,= 0.43 k=1 ('.ASCE 7-05(Section 12.8.3) TL=6 1;,ASCE 7-05(Secbon 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T'(RAE)) (for T<Tc) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Se,'TJ/(T''(RAE)) (for T>Ti) 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,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if SSG 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# Cl C2 C3 04 CS CO C7 C8 C9 010 C11 C12 013 C14 C12 C16 C17 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevatior Height AREA DL AREA DL AREA DL w, w,'h," w,*5," DESIGN SUM LEVEL Height (R) h,(h) (sgft) (ksf) (sett) (kst) (sgft) (Imp (kips) (lops) 2w,'h,5 Vi DESIGN V Vw:*A N S E-W Roof - 19.00 19.00 '.'1870 0:022 41.1 781.7 0.61 440 4.40 7101 9.01 , Tap Floor 9.00 10:00 10.00 r'. 1517 0.029 333 0:022 49.8 498.0 0.39 2.80 2.80 693 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 I E=V= 10.08 E/1A= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F, £F, w; £w, Fp,= u_F,w,.. 0.4'Sos'IE'wp 0.2'So.*IE'wr LEVEL (kips) (kips) (kips) (hops) (kips) £w, F,,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 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 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00' 33.004 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- Building Width= 37.0 45.0 ft. V ult. Wind Speed 3 sec.Guar= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Gust= `_ g mph (EQ 16-33) Exposure= B B Iw= 1.0' 1.04 N/A N/A Roof Type= Hip Hip N-S E-W Psion 25.7 25.7 psf Pitch= 45.0 300. Figure 28.6-1 PS30 B='. 17.6'. 17.6 psf Figure 28.6-1 Ps3oc= 20.4' 20.4>psf Figure 28.6-1 PS30 D='. 14.0:. 14.0.:psf Figure 28.6-1 = 1.00' 1.00; Figure 28.6-1 K:= 1.00 1.00 Section 26.8 windward/lee=. 1,00 1.00'(Single Family Home) X*Kn"l : 1 1 ps=A*)t*I*Ps3o= (Eq.28.6-1) Ps = 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 andc 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 0.50+ 0.90 16 psf min, 16 psf min. width factor 2nd-> 1.000 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height An AB Ac AD An AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 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-W) V(E-W) 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(ns)= 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(ns)= 16.97 V(e-w)= 21.10 V(ns)= 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) —I 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960', 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N85_Roof SHEET TITLE: ,x ..))) ,.., `�','g' �•v'� ., CT PROJECT#: CT#14051:Plan 3713 Twn Creeks,Elevation A Diept,Level Direction. Typ.Panel Height= '�k ft. Seismic V 1 e 4.40 kips Design Wind NS V 1). 7.01 klps Sum Seismic V I• 4.40 kips Sum Wind NS V I• 7.01 kips I1)DISTRIBUTION TO SHEAR LINES) Ci .. C3 04 C5 C6 C7 CO C9 CIO 01i Cl2 013 014 CI5 C/6 ne Load Line Trib E/ W let Line leveATrib bove 2nd Line Trib. INEIM IEI E SheW v.1 VETT) 2.199 3,50658 AST '®' 2.199 3.50656 ®' ®MEM MD:EMMEN • '®' m.,xs. 0.00 0.00 0__ 0.00 0.00 0' 0.00 0.00 �� * 0.00 0.00 0' �� y"xz4 - 0.00 0.00 O�� a•, o.00 0 0 p11.1111111111E 0=LOWE E= 0.00 0.00 EMIRS Balance Check. ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.O. E.Q. Wind Wind Wnd Line ID Lwall Ce Lwali' H,, v V Amplifiers V Type Type v V (5) (7) (ft) (Pit) (k) p 2wAr r.i (PIt) (Pill (k) vo aUV"�",aa, b- /6.32 a Syn 136 2.20 1.00 1.00 105 P6TN Pb 215 3.507 4 fi FE 0,00 �,. Y 0 0.00 1.00 1.00 0 • 0 0 ),'")))));1)))));,))))).14,3a140.00 '° 0 0.00 1.00 1.00 0 - 0 0 0.00 $ 0 0.00 1.00 1.00 0 - 0 0 0.00 )' % I, 0 0.00 1.00 1.00 0 )0'l .A n..x i 143 1.07 1.00 1.00 149 POTS P6 228 1.707 t)«t55 N optarimagazil, 143 1.13 1.00 1.00 143 PBTN P6 228 1.8 377 0 00 f' 0 0.00 1.00 1.00 0 - - 0 0 y a 0,00 0 0.00 1.00 1.00 0 - 0 0 „g j •, 0 00 k 0 0.00 1.00 1.00 0 - 0 0 ryazz0.00 0 0.00 1.00 too o - 0 0 Wiz':'K.,*114 0.00 0 0,00 1.00 too o - o o ' p-1.00 1Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.G.DL Uplift Factor r DL Up/at Factor enWind: 3)OVERTURNING RESISTANCE Seismic U•lift Wind U.lift Resisted Resisted Reauc.d Net OTM Addl Reduced Net OTM Addl Max. Line ID Loi,rt w dl ID(#1) ID(#2) LAR, OTM Ron; Level Abv. Total ❑ U U.,,,, OTM R., Level Abv. Total U U,,,,,, U.„0 HD ft (kit) Above Above ft) km.ft kl.ft ki•ft (16-ft kl•-ft (k) M• ki•ft ki•-ft ki.ft (kip-ft) ki•-ft k) kl. kl• WEST =W-A.: 18.3 '0,1Wilit 16.07 17.81 29.35 -11.53 ,,),N'. -0.72 28,40 31.88 348 aikarEligiii, -0.22 -0.22 NONE .:,� 0.0 013 - 7. ,\::s to ,° ,-.`•;1••d''. 8,013 o.00 NONE... 0.0 (),'i't 0 1.411):''':0 ,lik(y mmi. 0.00 NONE. 0.0 4,.E r.: .0 `t,00 ) a. < `W %O''a 0.00 NON 0.0 la.15 a .ti "TOO ';.a'. a:v''!. 7.I.,,0`;.7.±, 0.00 NONE 9.5 d t?- 7.28 6.87 8.57 0.10.")5:.!)),i)))) 0 0 10 !100 " 0.01 13.82 9,39 4.44 " 4 44'::,Hyy n 0.61 0.61 NONE t: H' ` µ • ,-, � � 9.9 tl18 -' +".' -„' ... 7.66 9.14 9.32 -0.18 i�•; 0 18)))1,00 . � ':•0: -0.02 14.58 10.21 4.37 -:d•I a 4 37.))))))))))1)))))))41 0.57 0.57 NONE 0.0 615 Ix :?,, 0.00 NCSNE, &. 0.0 .0.15 v 1.48 ,.0 i 0.4‘4:1`t 0.00 NONE • --.a 1 s a'• '!'I( y ';': 0.00 NONE 0.0 111 ,•. ? 0.0 . .• 11.00 NONE ..''. itaffir 0.0 15 MENrr Holdown Clr.Offset from SW End ;Sin 5= 0.00 -11.61 N.E.T. 3/282014 CT ENGINEERING N&S_Top Floor SHEET TITLE: ,k'}z "L.k 7"7 9 1441 =gg,,,gggg,anw,d:� Ea ,.;.,f✓:. CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation A Diaph.Level: r Direction: Typ.Panel Height ft. Seismic V i- 2.8 kips Design Wind NS V I e 9.1 kips Sum Seismic V i= 7.2 kips Sum Wind NS V I- 13.1 kips 1)DISTRIBUTION TO SHEAR LINES] Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line E W E[k] W[k] let Line Trib 2nd Line Tib E[k] W[N] E[k] W[k] L(ft] E[pif] W(pit 50% 1.401 3.06577 W@9T j,'10St i, 11t)(8,0 2.20 3.51 3.60 8.57 35.4 102 (86 50% 1.401 3.06577 �T 11)11 2.20 3.51 3.60 6.57 22.46 160 292 x o% o o 0.00 0,00 0.00 0.00 0 € I' 0% 0 0 a 0 1 0.00 0.00 0.00 0.00 0 T" s 0% 0 0 S ` 04' I, 0.00 0.00 0.00 0.00 0 4 f o% 0 0 t h �'A111.4 0.00 0.00 0.00 0,00 0 7f f,4 + 0% 0 0 1 D.00 0.00 0.00 0.00 0 1,P �' 0% 0 0ajt 0.00 0.00 0.00 0.00 0 1= 2.80 6.13 E=I 4.40 7.01 7.20 113.14 Balance Check: ak ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLE .Q. .Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cs Lwell' H00 v V Amplifiers v Type Type v V (6) (01 (61 (Pg) (10 N 2tv,frlr' (Plf) (PIf) (k) " 0 .00 11113111O ii 0' 0 00 NM 0.00 PI.INISIO 0.00 ®" ®" 0' 0' 0.00 Eal 0.00 '1,7O1 0.00 111116MMEJ11p pp 0.00 ®ter Koz®muum®" i• ■tisosaimmam EMDIEFFIAMMORTO MEM ®IIILINIELLE NEM® 0.00 p 0.00 ��p� O 0.00 5, :_ 0.0o c. �.- .=:p 0.00 1.11111111120211111101111111121111111:111•11121•10.00 Rag; ttaarso 0.00 +;]pip 0.00 MiLLEiIELIMOO1101111O 0.00 15..wiERM =MOW 0.00 f '0 p 0.00 0 0.00 room 'far= 0.00 ; in. 0.00 magimignippp=jai 0.00 az r 0.00 lip 0.00 MiEMMIIMOY' DO 0.00 p- 1.00 '-”Table 4.3.4 AF&PA SDPWS,Footnote 1 'Specie/E.O.DL Uplift Facto ( „4)1;¢ DL Uplift Fedor wA44 d 3 OVERTURNING RESISTANCE Seismic 0•Ilft Wind U Ilft Reclstetl Resisted R•duud Net OTM Add'1 Reduced Net OTM Add'I Max. Lion ID Loi.ea wdl ID(81) ID(#21 L000 OTM Re, Level Abv. Total Sl U U,,,0 OTM Rona Level Abv. Total U U„-, Us,, HD ft (klf Above Above ft kl•ft ki•ft ki.-ft al-It ki•-ft k kl• (ki.ft kl•-ft kl•ft ki.-ft) (kb-ft) (k) (kl• ki• .T g�• a WE4T 1„', - �35.15 32.76 122.30 89 54 � n -2.18 -2.18 N n(4 0.0 14ram ae 7,, Z r•'Q o-r_ a 1100 H e[4 e r.s a r a 0.00 ,3 F,? � � 00 r d�c.r � n.o0. &&00 ' �,a111•311 .1,..,..R":.: 0.00 NONE.:': E ;Ellr 14.32 2123 24.01 277 .000. -2.77 1 b 7%. t, -0.19 38.76 26.08 •r 0.89 0.89 ST10314 F a &1111r.15illial 7.86 11.53 8.59 2.94 •(918 2.76 I#lI€ 0.38 21.04 9.33 Efflrflareltii; 2.10 2.10 ST1,14'. 0.0 .4.00 kz,i(} r 0.00 NONE 0.0 01 0,0a y ' 0.00 NONE g 0.0 ILIUM a ,,,0 0.00 NONE . 0.0 �.z' 0<60 '0'. 0.00 NONE :NON-STACKING SW ELEMENTS a x,00' ,^k 0.00 NONE- r a�n )sr &1111P: 0.0 r 0.. NONE`.. Ho/down Cfr.Offset from SW End. In E_ -11.61 -101.08 N.E.T. 3/28/1014 CT ENGINEERING E&W_Roof SHEET TITLE: Y*9Yv ,..' CT PROJECT#: CT#14051 Plan:113414:nkC:ppr:e eka,El torr A Dfaph.Level: Diredlon: Typ.Panel Height R. Selamlc V Design WInd E-W V I- 9.01 kips Sum SelemleVl- 4.40 kSum Wind E-W VI- 9.01 kip. (7)DISTRIBUTION TO SHEAR LINES) C3 (1 (0 C7 IMMMIXIII CO C9 Cf0 C11 C72 CI) C14 CID C10 IM Line TriE% w 1st Line ATbiinb Lind LLone ine Trib. PIM Mithirl- .a"3 _2.799 4.50607 � o ME= 0.00 0.00 0- AsWiplaiatimi 0.00 0.00 0 _ u,ni,r.kd?:,umimmi .; 0.00 0.00 0. �- �m a, 0,00 0.00 0. -- 000 0.00 ' . ^mm .. _ 0.00 0.000-- y=®i +0= 0.00 0.00 Balance Check: ok ok Balance Check: ok ok -70--, k ok gifinNA' 2 DISTRIBUTION TO SHEARWALLS E.D. E.O. E.D. E.O. E.G. WInd Wind Wind Line ID Lwall Co Lwall' t4.kl v V Amplifier. v Type Type v V IMILIM (01 (h) (R) (PIR (k) P 2ovm(1 i if) (Plf) (k) rani +e 0.00 r Q 0.00 �o0p0 0.00 an 0.60 Q 0.00 ��Q' 000' 0.00 0.00 MEM" 0.00 ®" ®" 0000 0.00 or," ent0Eal ,, ,,,,„,1=t,,.-,,,,,,' 0.00 a Q' 0.00 ®"•®" 0' 000 0.00 :r o.00 p 0.00 ��O�oO 0.00 `; 0,00 + Q 0.00 -0' p00 0.00 0.00 p 0.00 ��pNEN 0 0.00 tong • .. 0.00 a p 0.00 num 0 0.00 r, ..F 0.00 + p 0.00 ��O O 0.00 p-1.00 '')Table 4.3.4 AF&PA SDPWS Footnote 1 'Spade/E.Q.OL Uplift Factor 835 OL UpliR Factor wAMnd: PATARIM 3)OVERTURNING RESISTANCE I Selamlc uplift WInd UpIIR Realeted Reelated Nedro.a Net OTM Add'I R•du.•a Net OTM Add'I Max. Line to Lol,•, wdl ID(#1) ID(#2) L.a,. OTM Rory Level Abv. Total 11 13 U-,,, OTM Rona Level Abv. Total U U,,,,,, U,,,,, HD (fl) (klry Above Above (R) (kip-M1) (kip-R) (kip-R) (kip-R) (kip-ft/ (k) (kip) (kip-R) (kip-fl) (kip-R) (kip-R) (kip-R) (k) (kip) (kip) 7:2,,, NORTH N2A'" 32.4 - 30.14 17.81 91.73 -73.92 7392;;=' C-,17�'. -2.45 36.50 89.87 -613:201407.,71W1,./5, 3.17 -6317 y' -2.10 -2.10 NONE g ,:F 0.0 0.00 NONE %:1;1':6;4 ''44. 3.3 Illw `r`• 08 8.84 5.54 _669 669 -0.60 18.12 16.88 24 24 0.71 0.11 NONE ,,r, kt�`T $$�5: 13.5 -, '.`IPOOR 11.24 8.97 15.91 -094 -0.94' -0.132 78.38 77.28 1.DB 1.09 + 0.10 0.10 NONE , ";`1�„T'". 0.0 :',.v.-4 � + jr 0.00 NONE n 0.00.00 NONE " 7&3,7 'r ,,. 0.0 ;d 0.00 NONE ,• . 0.0 :�+ ,'e 0.00 NONE 0.0 kms_ A. i 0.00 NONE 0000 NONE $ 7°I 0.0 ', i f•'a oro oto 4,�+ 0.00 NONE 0.0 ! k; „�:{) '3e�x-s^;;0 0.00 NONE Hddonn Cfr.Off."hom SW End: in L= 0.00 -87.55 N.E.T. 3/28/2014 CT ENGINEERING ESW_Top Floor SHEET TITLE: $?, �s CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A ['mph.Level: Mrtr Direction: NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height iginR. Seismic V l• 2.8 kips Design WindE-WV 7.3 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Seismic V I• 7.2 kips gum Windd 1e E-W V i 18.3 kips 1)DISTRIBUTION TO SHEAR LINES Trib V. 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. E k W k E k W k L ft E •1 W • Kin i ,j WOE. 25% 0.701 1,83312 e` 2.20 4.51 2.90 6.34 24.15 120 .2� f 50% 1.401 3.66624 l a, e 1,32 2.70 2.72 6.37 23.06 118 276 O 75% 0.701 1.83312 E bWR'1 0.88 1.80 1.58 3.64 4 3• 909 0% 0 0 ,Ik,yii. 0.00 0,00 0.00 0.00 0 0% 0 0 _ 0.00 0.00 0.00 0.00 0 0% 0 0pAititirovi0.00 0.00 0.00 0.00 0 irdingaggemo o% o o is 0.00 0o0 0.00 0.00 0% 0 0e'' .� 0.00 0.00 0.00 0.00r o E. 2.80 7.33 E. 4.40 9.01 7.20 16, Balance Check: ok ok Balance Check. ok N.G.) ok ok 21 DISTRIBUTIONTOSHEARWALLS E.0. E.Q. E.Q. E.O. .O. Wind Wind Wind Line ID Lwall Ce Lwell' H.ru. v V Amplifiers v Type Type . V (9) (9) (R) (plf) (hi f, 2wilr•�r (plf) (PIf) (k) 9) C1 C'H G. (1:. C1• C712 ('14 ;4 4" 14`,",,,,,,,,`,12.,,„ ),,, 24.15 k i 120 2.90 1.00 00 ,' .1..k 'c . .. 6.34 n 0.00 a,j'' 0 0.00 1.00 1.00 0 - 0 0.00 s 0.00 0 0.00 1'0.0 r 1.00 0 :- - 0 0.00 1340 118 158 .00 1.00 118 p6TN P6 276 3.70 9.66 118 1,; 1.00 1.00 118 PSTN 98 276 2.67 _ 20 1. _0_ a0a erg .00 0 0 1.0. Oa.� 411 4.00 1.58 1.00 �r ; _ 2.86 9. 00 a 0.00 1 00 1.00 0.00 'T .00 ' e N: 0._0 I 10... 00 101111111111111111. S.a. i,3,, ..7 e._. -1.6,-- ',ra 1..i -, _ r..0 w. M � ( '': s 0.00 % 0 0.00 1.00 1.00 0 - - 0 0.00 p- 1.00 ("Table 4.3.4 AFBPA SDPWS,Footnote 1 `Special E.Q.DL Uplift Factor: DL Uplift Factor adWind:ti,' 3)OVERTURNING RESISTANCE 1 Seismic Uplift Wind Uplift Recieted Rne.ntntl R.buced Net OTM Add! n,4va.4 Net OTM Add'I Mex. Line ID Lo.e w dl ID(#1) ID(62) Leee, OTM Ron,. Level Abv. Total 0 U Uv,,,, OTM Rmm Level Abv. Total U U,,,,, U.,. HD (ft) (kIf) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (klp-ft) (k) (kip) (kip-ft) (kip-ft) (ki i-ft (kip-ft) (kip-ft) (k) (kip) 91. ew :11#0..t 23.90 26.39 59.79 -33.40 :, -107.32 ritiltirk 4.49 57.69 64.96 -7.28;:i..1,11 -70.44 Win -2.95 -2.95 NONE 3;, I!3b1111111111MI-1:•At11111Iatfilihaetti :s 0.00 NONE ri. 0.0 Fin .MNIMI liggi�_ INI `* 0.00 NONE '?ff-,4 13.15 14.39 33.17 -18 78 � � '�, -1.43 33.68 37.47 -3 78 1:,..y, ® 'a -0.20 -0.29 NONE 8.41 10.37 12.40 -2.03 -2.03 r -0,22 24.26 13.53 10.75 10.75 .y 1.14 1.14 916094 1 s l';'.. 0.0 x s --, r"a!x_ 1.1111w �".( 0.00 NONE litis .,,,!,,,,,;,,',10.0 INIONSE,-- 1 d ? b5^k� 0.00 NONE .. x a.-. a .. p_ I '1 ,v-6 0.00 NONE NON-STACKING SW ELEMENTS se■ !€ a:, x x"■ 1 0.00 NONE s1E 0.0 [Atti 0.00 NONE ',4,42111111111111211412111',,„yf. •' _4«,a:.willow m_ « 0.00 NONE Holdover CU Offset from SW End taint'in 0_ -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= , ... � , 1.10 ft , G,E , �T. R 1 r.,y�7a w s�• ! b Y x _: at,�9S � � �, �.. 61 F2 �' WALL TYPE s k1 i a '„I Eyck i1 ,� H pier= ,-,�, t • „a�,t. plf P6TN E.Q. 5.5 • 0 • $ X le • '” Of P6 WIND feet 'O', H total = 1 K toi,AA feet A r q' s n cy zap x V'ty` Oiill: ,,,„. F°1 � a dw s r ,' 3 r aE r & j. .H sill = i ii' ' ap , :1,,,,,-,, � E ky ' ' , feet n . € `, t� ,>3. rk6, 'Yr 4EU1 '4 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 r• i N.4 ► 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 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 Ib V3 eq = 548.1 Ib V w=' 2237.2 /b V1 w= 1114.0 Ib V3 w= 1123.2 Ib ► ► v hdr eq= 96.4 plf —� H head= A , 3 s " " m. `"` ',7--°'.'''''''''' x ,.'''.',,I,';';, 1.10 ft'' ' '; A xi .a z. .1,''.1:....0,1]1i,1 WALL H pier= ;:,,,,;,11.4,,.., ••.,' ',6.,,'^� E tQ plf P6 E.Q. 5.5 e, •'"1:.,i,!..1,1'.'4,,".1.1' „; , . e plf P4 WIND feet ��, ��, � � €�' , _� ' H total= � , �,` �� . 8.1 A ^sir mi s . )„ ,; feet d • ''3 � ;�i& tiI • l- , a, h q' I , ° �,c y H sill= 3. 3 a d sir Pi➢.a� �$ v §�B 1.5 '',�. st•51 d ' x }€, 3r� ffi : � , r EC _ feet -„f � kz �s .. � � I i Sufi{ REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5'` L3= 2.5 Htotal/L= 0.71 , . 4 o. ► Hpier/L1= 2.26 41 Hpier/L3= 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING Shear 7.7) Force-transfer walls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: S.2.B' V eq 1107.2 lb V1 eq = 893.8 lb V3 eq = 213.4 lb V w= 2268.8 lb Vi w= 1831.5 lb V3 w= 437.3 lb ► ► v hdr eq= 96.4 Of A H head= /� 3ojelik ttqt,,,"Jpi;',":•.‘',:,,,,i400-'„,,...1.i,';:!..',,,:f4';',Iitere;;;11keti* 1.10 ft t K ' 8 F2 WALL TYPE H pier= ��.. � r 444 plf P6TN E.Q. 5.0 m plf P6 WIND feet H total = t 8.1 feet A ,k n '' pf �'` k k� i Hsill = t, , :, �� .e.x 2.0 -' 2 :3 ,, ',, st . . feet ., J r 04.<'a-' h0t3r5, -.,.fir',AA-Arei1 ,t�a I.. ley :,16,44,%„,.!—:,..4.4,t,x�„ Yi . ;;;;E;1-1:0'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 6.5 L2= 3.5 L3= 1.5 4 o Htotal/L= 0.70 4 ► 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 H head= tr1 . 1.10 ft V E l"ctra, e .i 6 R F2, t4 t1 ,,,,,,i,,,,!:: Fdr ag` *= '''''8' F2 �CWALL TYPE H pier v1'eq` ` 80.E pll U • e plf P4 E.Q. 5.0 ' vi w 668,5,plf • plf P3 WIND feet H total t,',' ;14',M , ' 9.1 . k; 1 >wdta • F4 e.- 114'I ' s A , feet ;, , > drag3 w 9']8:; t. F4 w 2494 H sill - 1,;R V Sill#P , ( l plf 3.0ittlke- •, , - ,; 4 . tl sll� 262 5 pll ' ,'� feet ,, t` � '.,;,� ZR 3 9 E �t to R�g€ E b�SEG 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 ►4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total = 24.15 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 h h � f' a • ��ii • �r �: To •I_V a, lc .a aTecnnuc 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(ltem 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 0 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ = 790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val •s for APA Portal Frame Used on a Rigid-Base 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" 10fa b10,31 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 strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening I , l = _ opposite side of sheathing jr IfPony \n 1 wall • height . j iii + ,• .� 4 / � - 1 Fasten top plate to header •„ - r _ �1 • i with two rows of 16d `� $ sinker nails at 3"o.c.typ .ti, 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 - wa�� Header to jack-stud strap per wind design. i heightwaMin 1000 lbf on both sides of opening opposite • 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 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. � in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame � construction 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 or Min reinforcing of foundation,one#4 bar ,4�. I jack studs per IRC tables itop and bottom of footing Lap bars 15"min ,, 8502.5(1)&(2). t a i • 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 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 0 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 www.apawood.org 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.TL100� 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 E NG IN E E RI NNG Suite 302 Project: fl7an 0C1 e ,RAd k441LPAWL-- Date: 0 `" (206)285-4512 Client: i (, . ()55 292.P5',6,..5,?) PageNtnber. (206)285-0618 6'9 citYP Vn On7-AsVel-q/z) ® Q v ALTA- A\_:,60 d\ X 16`` 12"f3e3rDt Fvf2- i.0717)144 Oa- r-2)( Pcsmvs' 85114/1) Lgt-5-'6)&1-N-o- -rrr-A ia. , ('rv(' 1 -a ICY 0/16 (X.0,2 p. 63s,,, 6)(0;6/447). 0.312 WZ.3)612,) = 2 Co Cbz . z 1)e.2)1&,, ,e .- Fez atp4) tee ) 5` 8 XLH FT, w/(2) oi_ 0,;86 duiUr, " -2) /Z,t11 +,5`� 8AU, 10(4,9Vl1 5 c�- 0,5oe lw M ,n Structural Engineers i WOOD FRAME CONSTRUCTION MANUAL. G3 t • 1106 Table 2.2A Uplift Connection Loads from Wind (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 1.80 I 195 3-second gust(mph) i Roof/Ceiling Assembly 'Roof Span(ft) Unit Connection Loads(0)1'2'3'4'5'8'7 Design Dead Load _ Ill 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 Opsf8 36 272 298 324 380 441 506 576 650 729 856 MI 48 350 383 417 489 567 651 741 836 938 1.100 rn 60 428 468 509 598 693 796 906 1022 1146 1345 m . 12. 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 —• 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 ' 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 p 20 psf 36 32 58 84 140 201 266 336 410 489 616 ' ,l�t' 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 14 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 'I Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall or % . wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. i� 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the •:.' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. •[ 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. ;. 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. x:: Iii. AMERICAN WOOD COUNCIL C T E N G I N E E R I N G 180 Nickerson St. Suite 302 " Seattle,WA Project: �' 1-YavL Sl _C. Date: 98109 (206)285-4512 Client: FAX: Page Number: (206)285-06I8 14? VR'9 __�-_-_.� -74P 6,4•lei?ory • 11 ,5 QP : \i\)1/45DD A ' Q7f�lA-�J�n,9i. —T.A & \ / Ik6 • -7-7— I l D MPTF ( uLr) 15 P 1)Z II ,► " , 1: • CoKAao "TMss 4r)' . . . .• 36: q„ ¢ 4i3 i //-4,L• • -t • ;OLT: • 434 • '1. 1\151C r :1 7r69 eo.kwEr4rhylo f CDTis C *kin • 47:- ( 4)(z) ) :0•0 - 11(P, co 0 • 14= 6147Y v-6•y_j . ..-e9c*.16617. _ - Poo,hp6:- CD -rip ► '&64. PLY frarkut es. e f-Loce_ -7p (5Y e51,F4AF Divwd Structural Engineers TRUSS TO WALL CONNECTION ';1,1 vi11 or; , OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES t11'1II 1 1 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" 411.1 ,P) ...................... 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.'6 nil ... ...... ..... ........ 1 SDWC15600 - - iti' Ii:, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 10/0 100 .. ...... ...... ..... 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. III/0 7:'0 2 (2)SDWC15600 - - Kiln 9i0 3 (3)SDWC15600 - - 14al. 34'l ROOF FRAMING PER PLAN 8d AT 6" 0.C. 2X VENTED BLK'G. -t 0.131" X 3" TOENAIL � Ilk' '�,' AT 6' O.C. ----714.**.''''''''- f H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS ---F---\ 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 CONNEC110N !TF V/11.UH #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT 1-t PLIES _ 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 40 415 1 112.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 5.35 [ nu 1 SDWC15600 - - 4YE'' 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 10%P 77f1 2 (2)SDWC15600 . - - 0711 2..10 3 (3)SOWC15600 - 14nI ADD A35 0 48"O.C. ROOF FRAMING PER PLAN ' FOR.0H2.5ASTYLE AND 8d AT 6" O.C. CONNECTIONS2X VENTED BLK'G. 111.3. 111Illi I N2.5A & 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. C T ENGINEERING Suite 302 /1 I NC.�� '}� / A 7 Seattle,WA Project+ �-• (' C) 4 �Ltl I�� \Je\• 1 t.-ti L ( Date: 98109 (206)285-9512 MX: Client: Page Number: (206)285-0618 • -io 7"E .8t, loop . , i/l fl�`L��rL: J • (z); ) I x� 7 ` LL (1� td : 1C I I . Ii . . , I I , 1 I i I ' . ' I.. •j i f I : 1 . • .r a 1 :1 Vi`+l • / V 1 1 Ii ' 1 1 ; I __. j •I --- . I ' O .. . y 1 \ 1,..1., 11 �5c 1 , 1 ) II ! I I i 1 • _ i 1 1 ; . 111 . . . i ; 11 I I 1. i • " 1111 I 1_ 1 . I ; I I 1 ' 1 ' i : 1 i , i 1 11 • • • r _ .I ! : I 1 i . 1 1 _ I i 1 I : I .. 1 t , _. I - - . 1 • I •I { i_ t , : i.. 1 { 1 I I ' i i 1 i i I.. I I I i L I 1 . , i I ' • I 1 1 i I - _ I I. • ... 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