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CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 AUG 8 2017 Structural Calculations CITY OFTK 'A D BUILDING. River Terrace �co E 4 Plan 3 44 Elevation B 16 k, � �REG�iNA Tigard, OR ,40, 22 1�� <s�� '4FS 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 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.b.3 RB.b.I sim. RB.b.3 RB.b.2 GABLE D TRUSS GABLE END TRUSS -_ ' I MIN HDR MIN.HD MIN.HDR MIN.RJR a' TYP.AT ACE k ¢ A O I BTWN. ALTRI PERS T‘ I , C o1 T1 a Z eh ¢T ...1 a1 IT a — oT KI xW; IA Ci ` •ESS.y R mx � N = MANUFACTURFDT ` �` I AT 24'O.C.TYP.U.N.O.U.N r1 OD o T s C 1 I/ / \.. ¢ 2 a MIN.HDR MIN.HDR 1 I1 1 MIN.HDR MIN.HDR 11- GABLE END TRUSS 1 I1 I • 1- �. GABLE END TRUSS RB.b.% I mm.nun MIN.HDR I I I I GABLE END TRUSS RB.b.6 ..._- OB - Roof Framing Plan 2 1/4•_1._0„ `® P3 6 TFB.b.1 HDU4 S7 TFB.b,2 TFB.b.22 TFB.b.3 TFB.b.3 TFB.b.23 )2x8 DR ( e FOR ( 2x6 H DR i i (2) HD (2)226 HDR 2)216 iDR A'INDOWS ACr611r-6�NNG 2)SRI o i STUD BTW..sal .N.O H/ S I}}_, 1 TRIMMERS,U.N.O. 4 C')TRIME�1'END E, 'STHDI4 w m SOix n • HZ — 8 li- e_?--- LLf m�j 3g re' c STHD14 ir \1 i ______Ll. o lJo 7 II s t "s z J' iI L______�•T -J 4__�_______ Tl F L.---- ''r______._ �I �STHD74 1I 3.Sz LVL ' 35x1 LVL ®.. TEA.b.10 �4 iii-�M— �- `\\\w\w`a�ti Oil=•4— r A 7..__x7...... .._.„,„.„7,„:„.,„.„.. .--..--- TFB.b 8 I 43 r _L-1r 0 _H TFB.b.9 c@ •• p ---- - I _ J ',FUR..: r+ ;._____s_ns3 ss ya EN FO •L 1 � ,'S9. 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OB - FA-Findation Pia -10, 6.-4" Founda}Ykr lan 1/4" 1'-O 0 . , I 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 33P Muhl le Sim le B m1983-201kt , N1 1 11EE1144 �� , E .AL BIM:5 14_123; x44:4..23- Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.b.1 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-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 = 0.386: 1 fb:Actual: 489.80 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H A. Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.00,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182 >360 Total Defl Ratio 739 >180 Wood Beam Design;: RB.b.2 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 D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.116: 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 l \ Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.083: 1 fv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Dell Ratio 4443 >180 Wood Beam Design': RB.b.3 Calculations per 2005 AIDS,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 D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.246 1 , , fb:Actual: 313.47 psi at 2.000 ft in Span#1 • Fb:Allowable: 1,272.20 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Defl Ratio 2310 >360 Total Defl Ratio 1443 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Painted:28 MAP 2014,2 33P ,` �5 M `u 7 11- h ��`°' r '"e 0 14€t,51T 1Engn14OS1 1,EC8s' tlu# ip,e Simp.e Bdal���` ERCAL 983-2014 BuUd':14 4 z, 1a t23: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design: R13-114 3 i'e 1 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 740 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.404• 1 m..... - .w,fb:Actual: 410.94 psi at 1.500 ft in Span#1 a ��` Fb:Allowable: 1,017.19 psi ` Load Comb: +D+Lr+H 11111 I. Max fv/FvRatio= 0.552: 1 A A fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.00,2-2,8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.450.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 Wood Beam Design RB b 5 '.. .. ' Calculations per 2005 NOS,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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.116. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 e,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lia W ELI Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design RB.b.6 r;Calculations per 2005 MDS,IBC 2009,CBC 2010,ASCE 7-10 s BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030 Lri0.050) Max fb/Fb Ratio = 0.139i 1 41111M fb:ActuActual: 176.3333psi 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 n,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 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 Sr Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,233P laSmIa~-;°beam « .r.. `tt :t9s�-�'<aeL1 14�053 t.�,v1e4rd$51-1E-C6 ijr � , ` , Lic.#:KW-06002997 Licensee:C.T.C,T.ENGINEERING Wood Beam Design RB.b.7 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 740 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(0.0504 Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi • • Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.092: 1 fv:Actual: 13.83 psi at 2.710 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 Is 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 Deft Ratio 5475 >360 Total Defl Ratio 3422 >180 Wood Beam Design: RB.b.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=20.0 ft Design Summary D(0.30)Lr(0.50) Max fb/Fb Ratio = 0.280. 1 fb:Actual: 285.37 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.460: 1 fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 250 ft,2-2x0 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410 >360 Total Dell Ratio 5256 >180 Wood Beam Design : RB.b.9 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.754. 1 fb:Actual: 701.24 psi at 2.500 ft in Span#1 , . Fb:Allowable: 929.74 psi • ' • Load Comb: +D+Lr+H Max fv/FvRatio= 0.721 : 1 A A fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft.2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Dell Ratio 2183 >360 Total Defl Ratio 1364 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:33PM �eb 9 _ ��, « •, AIL. ,e ami leo, 1 uiu..- IMpie ea ....,�. ! ,E� =,`„., $f Aisie,1983-2014.,Buk x"14.123,uei•:s.14_1 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING wd Beam Design r RB.b 10 Calculations per 2005 NOS,IRC 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=0.0150, Lr=0.0250 klft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.719; 1 £ fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psis: .... w_ Load Comb: +D+Lr+H Max fv/FvRatio= 0.736: 1 A A fv:Actual: 110.34 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 n.2-2,8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E El Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAP 2014,2.33PM Fie Q'l14051T 11En 14051 1.EG6 MUltrp a 4imple Be•am e„r , r, EE€ A 1se3-21!14,Buildss41 Vec-6 3 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beal» Design TFB.b.1 Calculations per 2005 NDS,IBC 20091 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary '96'.16 IS°,I8? Max fb/Fb Ratio = 0.631 : 1 , fb:Actual: 641.52 psi at 2.000 ft in Span#1 .. , Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H MP IP Max fv/FvRatio= 0.452: 1 A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design TFB.b.2 ,. ; Cal latl s>. i " an per 2005 SDS,IBC 20097CBI+,201b,,'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-Pr!! 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Db70'16 tCF.A$D) Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi filligieNERVitenekliiMPEEEIRMO Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.011,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood:Beam Design :°TFB.b.3 Calculations per 2005 NDS,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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D:6611.164dQ ) Max fb/Fb Ratio = 0.631 : 1 „•: fb:Actual: 641.52 psi at 2.000 ft in Span#1 & ; Fb:Allowable: 1,016.20 psi _ 'ter. ' - ..: Load Comb: +D+L+H IP 411 Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Title Block Line 1 Project Title: 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 2014,2.33PM at gEs i y/ 3 e i f10.0 14051T't 1403'1 'I,EC6'"-% Slit l B l as A i E ERCALC INc'„19 ,,ZOT4,Eu 614.1223er.614 123 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Wood Be",• ign TFB.b.4 1 Calculations per.2005 P4DS,IBC2009,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-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-Fern 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 D(0 0108.46S.02680) Maxatio = 209.46 psi fb:Actual 1 at 1.250 ft in Span#1 - x 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 Defl Ratio 17653 >360 Total Defl Ratio 3457 >180 Wood Beam Design.: TFB b.5 Calculations per 2005 RDS,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-Fri 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 Unit Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary oSedgg ,,09 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 N: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.b.6 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 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=4.0 ft Design Summary RiFo°;)'RAO ) Max fb/Fb Ratio = 0.220. 1 fb:Actual: 498.87 psi at 4.875 ft in Span#1 Fb:Allowable: 2,271.25 psia Load Comb: +D+L+H • Max fv/FvRatio= 0.148: 1 N:Actual: 45.77 psi at 8.613 ft in Span#1 Fv:Allowable: 310.00 psi 9.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775 >180 Title Block Line 1 Project Title: 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 2014,2.33PM r3(! 4` Fus 0.f1405T1w1��1 1,Ec£ MultipleSimple �r t1 ,; Et A c Nc tss3-ioi f, u s _12 r s 423 ,. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design TFB.b.7 Calculations per 2005 NDS,IBC 2009,CBC lu2010,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=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Df 0.0150 L 0.0250' Max fb/Fb Ratio = 0.069• 1 _ fb:Actual: 88.16 psi at 1.500 ft in Span#1 �' Fb:Allowable: 1,272.92 psi • • Load Comb: +D+L+H - - Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844 >180 Wood Beam Design TFB.b.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(0.240 L(0.640) fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi tft 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 8APR 2014,8.03AM tse iiiii :r i M.' 1,0 l s - 1 1 t'LEC6i 1=119 8gga,(iMC 1983201t Etug"14.1.26,lifei'.6.14.'[26 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam DesignI14 TFB b.9 `` 7 m :,-,-,x' ,)--)-•'9- � :•', ,- Q:calculatlans per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, FullyUnbraced 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 D 0240 L 0.640 Max fb/Fb Ratio = 0.349; 1 ••� fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H '. Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307 >180 Wood Beam Design : TFB.b.10 Calculations ons 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-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 �' �. s�k- Fb:Allowable: 2,301.93 psi l Load Comb: +D+L+H ..A. 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,3.5,14 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.b.11 Calculations-pwt 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 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750. 1 0(0.180 L(0.480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi Load Comb: +D+L+H . •_ Max fv/FvRatio= 0.398: 1 19.01, 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 2014,8.03AM • � � -- ...... ..i ENE AI-",.,,� 1983-2014,,BGli fi 14:1,26,�ter'S 14-118 multipl *-Imple eam ,, • ci s T_ 14 1 1 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.b.12 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10,i BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.410 Max fb/Fb Ratio = 0.136• 1 • ».r fb:Actual: 312.49 psi at 3.250 ft in Span#I • Fb:Allowable: 2,293.36 psi Load Comb: +D+L+I I Max fv/FvRatio= 0.117: 1 A A fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50ft,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 Wood'Beam Design TFB.b.13 Calculations per 2005 NDS,IBC 2009,CBC 2010,'ASCE 7-10 BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary � 4�q� Max fb/Fb Ratio = 0.370: 1 o Sa . �t8� .z1c'ol ' T fb:Actual: 877.51 psi at 8.000 ft in Span#1 Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H • A Max fv/FvRatio= 0.237: 1 • • fv:Actual: 62.84si at 0.000 ft in Span#1 P P 16.0 ft, 5.125x16.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 • Wood Beam Design : TFB.b.14 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-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=5.750 ft Design Summary D)0.08625)L(0.230) Max fb/Fb Ratio = 0.190. 1 fb:Actual: 193.17 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.152: 1 A A fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,8.03AM MUitinie 0i `'B s� "°i�,kY E Fps t 41)51 ,7 E., - .,,,,,,,,�. ,''I, ,, IERCALC.:INt 1983-M4,Bum& .t 6,Ver-6.14.1,26 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam aeslgO-' TFB b 15 ✓ ,• Calculations per 2005 NDS,IBC 2009,CBC 2010, 7-10 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-PrIl 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.80 klft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20k@2.Oft Design Summary .. Max fb/Fb Ratio = 0.324: 1 *D(0 50)1(o.250) D 0.10 L(0.80) fb:Actual: 749.89 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • - • Max fv/FvRatio= 0.268: 1 A A fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 fL 3.5X9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) CIL Lr S w EH Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393 >360 Total Defl Ratio 2254 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2.35PM ��1 t ,; .. A% ,-q%3' s t'134fl5t-r ttEn Y4 1 k:06,,i� 1t ap.e Simp : beam - ,., EVER C,INC 1988201%1•',Build 81d 1 ,Ver.S 4.1.23 .. .�,,,,„� _. _ „,, „fir „r,,,., ..,.,..:. - - Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design TFB.b.16 111::, 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0&181l8:8 80) Max fb/Fb Ratio = 0.883: 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi •„ a' au Load Comb: +D+L+H 0,.. Max fv/FvRatio= 0.585: 1 A fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 rt 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320 >360 Total Defl Ratio 1165 >180 Wood Beam Design TFB.b.17 r 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 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary .o.150 0 0 50 Max fb/Fb Ratio = 0.336: 1 ` 1 ' fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi ; Load Comb: +D+L+H Max fv/FvRatio= 0.206: 1 • is iv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 Wood Beam Design : TFB.b.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-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Dr g; ,: Max fb/Fb Ratio = 0.057: 1 fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.052: 1 A A fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50ft 35x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.40 0.51 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.51 Live Load Defl Ratio 21381 >360 Total Defl Ratio 11986 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:35PM xxs r _.. ,... ...,,. ENgER(".AL{':,�: 983-201' l 47 gE 14011` i ::MultipleSim 08111 �7ifi.1A.42�3t $1+t 1.23, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Del TFB b 19 Calculations per 20ttNDS 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 Unif Load: D=0.10, L=0.340 k/ft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point: L=2.70k@2.Oft Design Summary Max fb/Fb Ratio = 0.275: 1 D(0.0240)L(0.0640) fb:Actual: 621.95 psi at 2.017 ft in Span#1 * + Fb:Allowable: 2,261.18 psi " Load Comb: +D+L+H Max fv/FvRatio= 0.286: 1 • • fv:Actual: 88.56 psi at 0.000 ft in Span#1 A A Fv:Allowable: 310.00 psi 11.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493 >180 Wood Beam Design TFB.b.20 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=0.340 k/ft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k@11.50ft Design Summary Max fb/Fb Ratio = 0,360: 1D(0.0150)L(0 0250) fb:Actual: 822.85 psi at 7.500 ft in Span#1 t 0(0.10)L(0.340) f , Fb:Allowable: 2,287.12 psi Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 • • fv:Actual: 72.34 psi at 7.500 ft in Span#1 A A Fv:Allowable: 310.00 psi 7.50 ft 4.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.109 in Downward Total 0.117 in Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -0.017 in Right Support 0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820 >180 Wood Beam Design: NOT USED Calculations per 2005 NOS,IBC 2009,CSC 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 Max fv/FvRatio= 0.033: 1 A A fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 MAF 2014,2 35P nllt,l44ple Sirt'lple Berri''g°, . ,, Fite7_ ,, , 517 tEr114#51 1 , _�. 7 � �NERCAt. [Nc.1asp- ; s-14_12a;Verz444_1.23i;. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.b.22 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Dg0146 McbgB4) Max fb/Fb Ratio = 0.355. 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.291 : 1 A A fv:Actual: 43.60 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.69 Live Load Defl Ratio 5290 >360 Total Defl Ratio 3464 >180 Wood Beam Design : TFB.b.23 • 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=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary D ,1 ll n; Max fb/Fb Ratio = 0.631 • 1 , fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0n 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 'Woad Beam Design TFB.b.24 • Calculations per 2005 NOS,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.1 Fb-Tension 1,000.0 psi Fc-PrIl 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary L'1' Max fb/Fb Ratio = 0.487; 1 I D(0.1538)x(0.2563) fb:Actual: 581.40 psi at 3.255 ft in Span#1 Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H Max fv/FvRatio= 0,314: 1 A • A Iv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W 5 H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2314,2.35PM " 4w Fl8 ‘14059T 1Engr%14051 • 1.EC'6$11lie'wec1 -ENEi � " 2t7d�Bum�f�123,38.94 1.23 %f Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Bears Design : TFB.b.25 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.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Design Summary D(0.1538)L(0.2563) Max fb/Fb Ratio = 0.461 1 , fb:Actual: 549.58 psi at 3.325 ft in Span#1 r Fb:Allowable: 1,193.24 psi �•�' y1.,w. �a. •.> �� Load Comb: +D+L+H Max fv/FvRatio= 0.386: 1 A A fv:Actual: 69.54 psi at 7.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 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 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Defl Ratio 1890 >360 Total Defl Ratio 1182 >180 CT Engineering Polygon Homes 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. dart= 7.50 in. Lumber Species/Type:-------- DF1 REPETITIVE MEMBER?-------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(clu= 1.00 FcL= 625 psi CF(s) = 1.00 CM(q)= 1.00 S E = 1.6E+06 psi NOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 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 392 Project:"‘---I-C:-•111KC1 ›sk.) 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E - .1Q Structural Engineers Design Maps Summary Report Page 1 of 1 Ettsils 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 , , (off ryl■ ffA F3 3. �- riVi au ds �""'+a�».'�s,„,,,., R te' Ire ,€ / C4 •€., r k 46aie r f E .r I.7 Yi-iew.,- , \ i -:-74f5.17!), h rnp Citf ,� 4'a,h a rat',�3 j zea �`v , A C l ® rr Tto in -L44i.004° T„I'l-- f P s` i d f j ar k �' • P e e r ppsas� r USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g SMS = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 002 1.10 0. a 0.,0 0,72 0:.22 0,24 0,77 0,22 VI 0. 0,40 r 0.44 0.22 0 22 4.2# 0:22 0.12 0.11 0.1 0 00 000 0.00 0,20 240 0.20 0.20 1.00 120 1.42 1.40 Leo 3 G.cto 010 0.4.0 0.60 0.20 1.00 1,20 1.40 1.00 1.00 2,00 Period.T(sec) Period.1 lsaec? Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14051:_Plan 3713 Twin Creeks, Elevation B Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral 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.usqs.qov/research/hazmaps/ http://qeohazards.usqs.aov/desionmaps/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=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SM1= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor n0= 3.0- N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitie - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Sos= 0.72 h„=19.00 (ft) So,= 0.45 0=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) TL=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T'(RAE)) (for Ts 7,) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Soo'TJ/(T°'(RAE)) (for T>T,) 0.000 W ASCE 7-05(EQ 12.54)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MINA S,o 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W L.00EUP REF; Cl C2 73 C4 CS CS C7 CS CS C10 Cl, 712 C'S 710 Cl? C15 717 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,c w,'h," DESIGN SUM LEVEL Height (ft) h,(ft) (sgft) (ksf) (sgft) (ksf) (sgft) (ksf) (kips) (kips) Ew,'h,0 Vi DESIGN V Vy„m NS E-W Roof - 18.00 19.00 1870 0.022 41.1 781.7 0.61 4.40 4.40 3.81 5.03-' Top Floor 9.00 10.00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.50 7.71 ". 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base)hlaf - 90.9 1279.7 1.00 7.20 10.31 I 12.75 I 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, E F, W, o w, Fp,_ :F,_wpp 0.4'Sos IE'wp 0.2'Sos'IE'wp LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. - -- Building Width= 37.0 r' 45,0 ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sac.Gust= ,, m \\ ,mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable N-S E-W PS30A= 28.6 28.6 psf Pitch= 25.0 -_-.25.0 Figure 28.6-1 Ps30 B 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20:7 psf Figure 28.6-1 PS30 0= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kir= 1.00 1.00` Section 26.8 windward/lee= 1.00 1.001(Single Family Home) A*Krt*I . 1 1 Ps= *Kzt*I*Pa30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Pse and Daverege= 4.7 4.7 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.50 0.50 0.90-16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 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-'t V(E-VV) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) - 0.00 Ar= 721.5 Ar= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(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-W) Vi(N-S) V(N-S) Vi(E-1N) V(E-1N) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0.00; 0.00 0.00 0.00 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia_X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (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_ftoof SHEET TITLE: ; :,, i levaw.,�:• xi " '•'. CT PROJECT#: CT#14051:Plan3713 Twin C k Etion B Diaph.level: Direction: Typ.Panel Height= R. Seismic V I 4.40 kips Design Wind NS V I. 3.81 kips Sum Seismic V l 4.40 kips Sum Wind NS V I• 9.61 kips (1)DISTRIBUTION TO SHEAR LINES) 01 C3 04 C5 C9 CO C3 C't0 ..^.f1 i3 C14 C10 016 Trib% Above Line LoadIIMEI��rm Sheer,v Line E W let Line Trib 2nd Line, Trib. E •I W -I 2.199 1.9059 ����® 2.199 1.9059 ��m � m 0.00 0.00 0 �m 0.00 0,00 0-- la �m 0.00 0.00 0 _ m 0.00 0.00 0__ 0.00 0.00 0__ mammItg ,gy ::€ ' 0.00 0.00 0�� I= � F= 0.00 0.00 �� Balance Check: ok ok Balance Check'. ok ok ok ok MORE THAN 14.3 OF 2 DISTRIBUTION TOSHEARWALLS E.Q. E.Q. E.Q. E.D. E.Q. Wind Wlnd Wind WALL Line ID Lwall Co Lwall' Fiw�ll v V Ampilfiere Typo Type THEREFORE (0) (0) (ft) (ph) (k) p, AA"' (p10 (k) P6TN OKAY. i "; T' :3� de ` 154 2.20 1.00 1.00 154 ••t "r:. 1 3 1.906 0.00 ,, 0 0.00 1.00 1.00 0 0 0 00 '�� 0 0.00 1.00 1.00 0 0 0.00 ,-'L 0 0.00 1.00 1.00 0 - 0 ea 0.00 - 0 0.00 1.00 1.00 0 - - 0 >a 143 1.07 1.00 1.00 143 PSTN PSTN 1 4 0.928 °M ae � 't: "� 143 1.13 1.00 1.00 143 ;, N P6T. 1 4 0.978 0.00 0 0.00 1.00 1.00 0 0 0 00 A$,)t)'' 0 0.00 1.00 1.00 0 0 .e 0.00 : a 0 0.00 1.00 1.00 0 -•- - 0 MOgatag.its,- AMU 0 00 Y° 0 0.00 1.05 1.05 0 - o __ 0;;3A 5I'is` 0 00 •f'> 0 0.00 1.00 1.00 0 - - 0 p-1.00 uhable 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Up!,rifts Fsdor: DL Uplift Pastor end- �:k= 3)OVERTURNING RESISTANCE I Seismle Uplift Wind Uplift Resisted Resisted B•eu••4 Net OTM Add'l Reduced Net OTM Add'I Max. Line ID L.5.0 wdl ID(81) ID(#2) Lasa OTM Row. Level Abv. Total 01 U ll,W„ OTM none Level Abs. Total U Uwm U,,,, HD (ft) (klf) Above Above (R) (kip-R) (kip-R) (kip-ft) (ki.R (kip-ft/ k) (kip) (kIPR) (kip-R) (kip-R) ki•R) (kip-R) (k) (kip) (kip) 'g ff 16.3 p 14 07 17.81 23.29 5.48 5 48‘,17'1,)40,,,S17,411,,, 1(S!} 'E -0.39 4-B 25.30 -9.86Ill9 86 -0.70 0..39 NONE ���a7 0.00 NONE t 0.0 '�`n�•7e .'{, .a¢a r s..°. 0.00 NONE / 00 '<'f•rir / i aP 0.00 NONE 00 fi. Q 13 ,%k,� 0.00 R'''NEa;', wM.d 9 5 7.25 8.67 8.57 010 i! 0 10 x t'', 0.01 7.51 9.39 .1.87"A„e1 87 -0.26 0.01 INE Ilk", 9.9 7.66 9.14 9.32 -°'1' ::',4., -0 16 a -0.02 7.92 10.21 -2 29 2 29 -0.30 -0.02 NONE ,2.004 a' +,gyp + 1'I 0.0 0.00 NONE a r°a V. 0.06 NONE 0.0 0.6 .00 NtlNE° ;i. r �r�?.";�, 0.00 NONE Haldown CU..O//sef Irom SW End ;)„yin E= 0.00 55.55 N.E.T. 3282014 CT ENGINEERING N8S_Top Floor SHEET TITLE "#'4i: ;a44.°m'x.,. x CT PROJECT#: CT#14051:Plan 3713 Twin Creeks Elevation B Diaph.L vel1 •r DlrecOon Typ.Panel Height 4 .,ft. Seismic V I- 2.8 kips Design Wind NS V I. 8.5 kips Sum Seismic V I. 7.2 kips Sum Wind NS V I• 10.3 kips OjdFii fI:itj7CPit1:3%Ii'1%ieI?1 J '.. TrlE% Virel Above Line Load Uniform Shear•v Line E W 1st Line Trlb 2nd Line Trlb. E W -91024MIEZZEZIMEIWGETUrne21151075 0.00 0.00 0.00 0.00 pip 0m 0.00 0.00 0.00 0.00 pip K2.m 0.00 0.00 0.00 0.00 pip mm 0.00 0.00 0.00 0.00 pip RINAMSEMINNECZNIIIIEI11111111112MNERNmauwisymA.1m0.00 0.00 0,00 0.00 pip KEEK:p• uT 'N g..-n,m5yrr_ o.00 o.00 o.o0 0.00 pip E_EMMEN L-1E101pIECIIIIIM Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TOSHEARWALLS E.Q. E.Q. E.O. E.Q. EQ. Wind Wind Wind Line ID Lwall Co Lwa11' H,vna v V Amplifiers 0' Type Type v V (ft) (ft) (0) (Plf) (k) P 2wrSLO (PB) (Pg) (k) sr so- ° 00 �®'' ��®' 1l�® rgr 0. p 0.00 ��p po.00 0.00 p 000 ��p p 0.00 0.00 p p 0.00 rama ;- p 0.00 MEI E5111111116131111111311111Ell MUM MEM 00°000p 0.00 11111M1111111111131114111131111111121= 0.00 " e p 0.00 0.00 '7 0.00 SlatiELNI0.00 IMILLIMMEMIp MEI.p0 0.00 :741 <r 0.0o 0 ��o®ep 0.00 0.00 e p 0.000.00 0.0) 0.00 TI:Dir 0 0.00 ®" ®" 0' MCIIIIMMIMILIM 000 p-1.00 "Table 4.3.4 AFBPA SDPWS,Footnote 1 'S•-del E.Q.DL 1.1•11O Factor 11341 DL U i#Factor volMnd: 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add') Reamed Net OTM Add' Max. Line ID Lo,e w di ID(#1) ID(#2) LnsM OTM Ron; Level Abv. Total 12 U U,,,n OTM Rmc Level Abv. Tote) U U,,,,,, U,,,, HD (ft) (kI1) Above Above (ft) (kip-8) (kip-ft) (kip-ft) N711), (kip-ft) (k) (kip) (kip-ft (kip-ft) (kip-8) ()d.-8) (kip-fl) (k) (kip) (kip) SOP•!. 37.4 a G 35.15 32.76 122.30 -89.54 '''h -95.01 a a r„€„x-; r -2.70 46,90 132.88 -85.98rit 95 84':.'• „I '.,� -2.73 -2.70 NONE .a:.,' 0.0 MI 11111E111 as , 0.00 NONE fiEjigA0.0 e ---- ,x,�. aia+ r--�� x xa . <. ���y0.0 - - v,M- 0.00 NONE .,: ,.,' -___ res_ z -- sr - - r - x,:- 0.00 NQN xi ,':',,...,;140.011151117111511442111111 21.23 24.01 ® e s o-® o-% s -0.19 30.40 26.08 MIIITIMOIRio,Q. 0.30 0.30 e. ; 's 11.53IffellIREIa : n ea x 0.38 16.50 121® _WIFY7ff 0.64 0.84 3YHD�4 Aiwa 00 ';,4iitgallAM--- °"d-•'`D °---- sew- ., .;- 0.00 NON 0.0 a ____ 9e_?E 'e0 " 0.. N .. o.o e : 1=11111111111 , a---- , xx - - 0.. N," 1��� •REM-111 0.0 86 ` 4 NONE Malfrig.rG ONE 0 �.0 �e 6, ���� . ..� �04� +r` .---- 6a ee- `'- 0.00 NONE Holdoan Ch.Offset from SW End. --''-.F=-in L. -5.55 -95.03 N.E.T. 3/282014 CT ENGINEERING E&W_Roof SHEET TITLE: •'A5-`x;"%T7 `,`,. - 6 . ,"41,", CT PROJECT# CT#14051:PI 3713 Twin C k Elevation B Dieph.Level: Direction: Typ.Panel Height It Seismic V I= 4.40 kips Design Wind E-W V I= 5.03 kips Sum Seismic V I- 4.40 kips Sum Wind E-W VI- 6.03 Mps 11)DISTRIBUTION TO SHEAR LINES C1 C2 C3 C4 C5 C6 C7 00 C3 ^10 Cli C12 C/3 C14 CI5 C16 Trlb% Above Line Load Line E W tat Line Trib 2nd line Trib. z1111211 2.199 2.51648 ®MEIMM®MIIIIIIM rP7MPIPMEELEEUKO 4MdC.C2NECIESSIMI 0.00 0.00 OMS :'I, l00% 1tro^& » ,^w;0 0 0.00 0.0o ' miumme �m -» 00% orstammarog 0.00 0.0o O�� NEIIIm x.g 00% 100;.. 0.00 0.00 MMMIMI1111.111.1 momm ramm 0.00 0.00 omminimmi mm ,.. =am0.00 0.00 2=[DMZ E= 0.0o 0.00 EMU] eelence Check: ak ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwall' )lvua v V Amplifiers V Type Type v V (ft) (ft) (ft) (PIf) (k) P 2wnNfal (PIf) (p1f) (k) se. e r MEI"Aa ®iMMMILLEMEGEw:;:'.'.1 .... -:i..®� . I® MEM NOM' 0.00 /mop 0.00 gigamilamp p0 0.00 ''.‘"411101111111 Toszonagirm 0.00 p 0.00 MEM OI 0.00 zmaillingi 0.00 e p 0.00 11119211111ELIM0=XI BEM 0 0.00 0.00 e p 0.00 ��0 0 0.00 ' Rr 0.00 i , p 0.00 NEIMMELMp O 0.00 '� iA � 0.00 p 0.00 ��0 B ' 0.00 0.00 e p 0.00 IIELGIMMILL1110 0 0.00 of °wry o.00 altomp 0o maim=mum O 0.00 6.00 p 0.00 agaimigaiO 0 0.00 p-1.00 "'Table 4.3.4 AF&PA SDPWS,Footnote 1 •Speaal E.Q.DL Uplift Fedor DL Uplirt Factor wAMnd 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted 11.duc.4 Net OTM Add'' n.dve.d Net OTM Add" Max. Line ID Loa,,,, wdi ID(#1) ID(#2) Lam,, OTM Ror.; Level Abv. Total 53 U U,,,m OTM Ron, Level Abv. Total U U,,,, HD (ft) (kif) Above Above (ft) (kip-ft) (kip.R) (kip-R) (kI)R) (lop-ft) (k) (kip) (kip-11) (kip-ft) (kip-R) (lop-ft) (kip-ft) (k) (lop) (kip) war 32.4 1 #4W30 14 17.81 91.73 -73.92 s7,;; -73.92; 73 92',;),),0.44,1 -2.45 20.38 99.67 -79.28,,- -79 28 1.aa -2.67 -2.45 NONE "" 0.0 2 o 9141;�F?`f8, A .4K1 H , 0.00 4b6 I' `+ 13.3 x „y-Ld 11C8 8.84 15.54 -6.69"Iv -6.69 1 t -0.80 10.12 16.88 -6 76 -6,76 glEn -0.61 -0.60 NONE 0.�6 �k'1 13 5 �'4 �11.24 8.97 15.91 -6.94 -6 94 a lk {8 -0.62 10.26 17.29 -7.02 Ftl -7.02 a -0.62 -0.62 NONE ^BEY 0 0 7t1 % . 0.00 NONE 00 7 % 0.00 NONE 0.0 ,a:1' 0.00 NONE.,' 00 ,;;p . ;- x 0.00 NONE,"' r 3� 0.00 NONE 6 t, P �." , - --7., a ar -;_: timmimm.aimiuse0.00 NONE 0.00 NONE x gmimpea 0.00 NONE 6foldownClr.Offset from SWEnd in £= 0.00 -87.55 N,E.T. 3/28/2014 CT ENGINEERING E8W_Top Floor SHEET OJETITLE'. i::.':,:,'' :',a'?vN �,i"/.I ,,, :' CT PRCT 8. CT#14051:Plan 3713 Twin Creeks,Elevation B DiaPh.Level: M. NOTE: LOAD VALUES SHOWN ARE FOR Direction: Type Panel Height ININNIt. Seismic Vl• 2,8 kips Design Wind E-WVI... 7.7 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Seismic V f• 7.2 kips Sum Wind E-WV i• 12.7 kips 1)DISTRIBUTION TO SHEAR LINEN Trib% V level Above Line Load V ebv. V total Line Uniform S,. r,v Line E W E k W k let Line Trib 2nd Line Trib. E k W k E k W k L ft E •II W .1 ' 25% 0.701 1.92874' r®' £`a . 2 20 2.52 2.90 4.45 24.15 �f 184 �` . i p 50% 1.401 3.85749 'AI 1 32 1.51 2.72 5.37 23.06 118 233 �. 25% 0.701 1.92874 �''I'Mti; 0.88 1.01 1.56 2.94 4 395 734 a ,,tea, kms 0% 00 > 0 00 0.00 0.00 0.00 �;g o% o o o 0o 0.00 0.00 0.00 o �'j, ""Tx,;'". 0% 0 0 , gyve 0.00 0.00 0.00 0.00 0 T% 0% 0 0 1`' t= 0.00 0.00 0.00 r 0 sz. 1 0% 0 0 „i„,,orgigiusamp: Aimmlit0.00 o.00 0.00 0.00 0 E= 2.80 7.71 0= 4.40 5.03 r 12.75 Balance Check' ok ok Balance Check: Ok ak ak ok 2)DISTRIBUTION TO SHEARWALLE E.G. E.O. E.O. .0. E.O. Wind Wnd Wind Line ID Lwall Co Lwall' H.v.LL v V Amplifiers v Type Type v V (ft) (ft) (ft) (PIS (k) 0 (PIf) (Pin (k) r i.. r: r:< %3 ,4 C;; ... .H C li .i4 Ya,� 2415 "'i 120 2.90 !r0 1.00 .., T$nAgAIF'sa .A 4.45 fX 0.00 0 0.00 1.00 1.00 0 s - - 0 0.00 ` 0.00if,IJ,'.',4 0 000 100 too 00 0.'F "' 13.40z� 118 8 1.00 1.00 118 P6TN P8- 233 3.12 ' :r 9.66 11 t 1.14 1.00 1.00 118 PSTN P9 233 2.25e o- 0 KENO WES(151 1.M 11111111.11 . a s 0 00 S-„lime 0.00 1.00 0 00 a e 00X00 100 _ _IW.PIP 1C. q;y.,4n+43', 000 „£, ' 0 0.00 1.00 1.00 0 0 0.00 p-1.00 "Table 4.3.4 AFBPA SDPWS,Footnote 1 'Special E.O.DL Uplift Factor DL Uplift Factor wA41nd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Reaiatetl Reduced Net OTM Add! Reduced Net OTM Add! Max. Line ID Lo,,,,,, w dl ID(811 ID(#2) L,a,,, OTM Rory, Level Abv. Total O U U,,,,, OTM Rome Level Abv. Total U U,,,,, U„• HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-0) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) q 26.2 Lv'' �P 'm 23.90 26.39 59.79 -33.40 z z-107.32 -4.49 40.45 64.96 -24.51 -103.79 §,', A.34 A.34 NONE iiigaiR"t�w� r 3E e�' M SIM 1.9i101 0.00 NONE 0.0 �><'.+ 1.11F.'1,72 Ina �, 0.0 EAx-: : V s;a ,, 0.00 NONE 15.4 71; :, 13.15 14.39 33.17 -16.78 I e aj -18.78 h -1.43 28.38 37.47 -9.00 0 09 y a -0.69 -0.69 NONE 11.7jilliiiii 9.41 10.37 12.40 -2.03 2 03 ) -0.22 20.46 13.53 6.93 .:~:s:. 0.74 0.74 STH014 V'.-4' .-4 ,v a_. - 0, e,.'e; !MTn ,.fes., d --e, s a e® z 0.00 NONE 1f II- 00rp ;. tri till.'"isle s 000 NONE °. o r a r 0.00 NONE k, a NON-STACKING SW ELEMENT$e E� G' rr ""`,.t4.&° sd ' 0.00 NONE G 0.0 ,8 f e 0.00 NONE r-.. Ir a�,,;., 00 .v y, 8i:�; Mil ._ €€ r 0.00 NONE • Holdown Cfr Offset from SWEnd 4214 in I= -87.55 -116.89 N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq = 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 lb 110. op. v hdr eq= 72.4 plf • H head = '8 , MieM , 1.10 ft 4 V E "S ' ,, 9� P &;j1,,,4,k \E!�. I�t� 'YE xY i R 47,77510 9 .. F2 . 0.:0.',,,,V(14,4;,h 'A WALL TYPE �` 4' ,E B 3 l t C ri H pier= = ljj ' cif NA eq'=;, ' ; plf P6TN E.Q. 5.5izr • /f V,,,„;:',., 'rir,i90,b.44t,tei, plf P6TN WIND feet H total = I °' s% y' !ii fA :feet , ,410,44,4 • � ,'WE � Ru A y i- . ,,Etk,Ne ' t o ," j00 y, ' rx y,,% ° , Ear,H sill - R N.iy • � .� ..s €k feet '. - v".t. V ':. ,0 - ate' " '. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 o Htotal/L= 0.27 ► 1..414. 0.34 Hpier/L1= 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 B WALL ID: S.2.A V eq 1091.8'/b V1 eq= 543.7 /b V3 eq = 548.1 /b Vw= 1249.4'/b V1 w= 622.1 /b V3w= 627.3 /b ► r. v hdr eq= 96.4 plf H head= A tea, 1.10ft V r,` i, ., 1 lf.?. ...„ 9 x, F : 1 �' ) 357- x WALL TYPE H pier= 1;2 a j-H plf P6 E.Q. 5.5 � .,gor b. plf P6 WIND feet ,:sir, H total = j y s E F • k3,M4P �, z e a -4 " 8.1 e • R C l J e, j ," Al, 85 feet 4 xi e� E :E� 't : ?, t $�#561414,4"4 ` * �s;1 `�� ifif pEf,i 2w/h E.. ':"C.; d�{E';j2 ✓fs .Ji-5 , ,,,.:,,,,,,,004,,t1,. ,ilf .kt, � s 4 ."H sill= -M feet t . r-, 54.41 _ REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1=2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 r 0 4 0. Hpier/L1= 2.26 At Hpier/L3 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin JOB Elevation B WALL ID: S.2.B V eq 1107.2 lb V1 eq= 652.4 lb V3 eq= 454.9 lb V w= 1267.1"/b V1 w= 746.5 Ib V3 w= 520.5 lb ► ► v hdr eq= 96.4 plf A H head= t. . ,r 4 1.10 ft Vt. .. mob : '• 4 ,N 'a 1 WALL TYPE H ler= , n f plf P6 E.Q. Pier If P6 WIND feet � H total= iy • b feet 8.1 �� , . HSIII= 1 & j &y : , 2.0 feet a .. ;, p? REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2,9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 i 4 ► Hpier/L1= 1.70 Hpier/L3= 2.44 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 B WALL ID: N.1.A V eq 2899.6 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 /b V3 w= 3249.2 lb ► ► v hdr eq= 120.1 p/f ► • H head= i, ,'R" 1.10 ft u i'E'" . , i s11. Iii�" � .,€:.. ..f s 426,4t� ���� ,t '� � �� ''':,"' ;'-',1,',.(/;014116,� WALL TYPE H pier= 11 I z . o °p/f P4 E.Q. 5.0 K€ E , p/f P4 WIND feet R H total= , N ' '` ,4 N 9.1 „,,141?,. ' o feet A ,,o tt � . k' R�1i' i3 t� z i 1 '4:‘,1,/',e;,1,,,,',,FT t 13 A € 3� n5�3�a �Srt.tf s �� `�` ��I , r :!eta H sill= , ; '..:',,:t.,='”,{ ,4oN, ! _� 3.0 ,." t /.1� h feet ; is , . 51,' 1"s4,✓E E i � • i : . qtr # - ;7y '6,4,11144 "�'� ' ,( t, REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 1 0 0 0 4 ► Hpier/L1= 1.67 • Hpier/L3= 0.61 L total = 24.15 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 • ( t • A PA TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered WoodAssociation PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ= 790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. .s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••tt(Ibf) Deflection(in.) Load Factor 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" 10g 1 31 EQ(1444 WIND) Foundation for Wind or Seismic LoadingfF (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 for single or double portal j per wind design min 1000 lbf on both sides of opening t -z--� ` i i ..= = opposite side of sheathing Pony z 1 wall . height . I Fasten top plate to header " t '+• with two rows of 16d .t• ", , :giLi sinker nails at 3"o.c.typ .4 ~�Fasten sheathing to header with 8d common or ? Min.3/8"wood structural 12' i• galvanized box nails at 3°grid pattern as shown /panel sheathing max total Header to jack-stud strap per wind design. wall •▪r Min 1000 lbf on both sides of opening opposite I• height side of sheathing. I. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max , " thick wood structural panel sheathing with within middle 24"of portal height .',. :.r 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. g ;.4 in all framing(studs,blocking,and sills)typ. . ' nailing is required in each panel edge. .4 Min length of panel per table 1 # Typical portal frame construction Min(2)3500 lb strap-type hold-downs 11. (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar ,�.-_ I jack studs per IRC tables pr go / top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). -, ,, .-,,:--V-71:-.._.,:e, ...;.;-. ' ,,,:,,. .n.,.:d ss<, 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 installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 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,Mtninum 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.TI.-1 OOF 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 snake 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—Thr Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 R ���N c. n Seattle,WA l/v 11A1v1 Ge fmLl+vv'�C ."�"` Qj f�/l'l. �I , 98109 Project: Date: (206)285-4512 Client: -✓1�'� 2,5031" , L t/ �� l/� l�v72 Page Number: FAX: (206)285-0618 „� - (0QOrriO tjn 0, s.ie_ On----Ast)(A-q/z) AC-4 -7 A),..5(1 X tb`` )2” k i 21( Leillt P KS--/4)'C-K- R ?0"7'5,114 oof} r* (a t� e5144 h, k-C)u ?.►I U -ice 2 AT - 4/16 ( )69,2 9,3 I►y) )(0,-/)/617 = 0,317_ ‘5 ( 06 5_13)(1z) V n, (2.40,1) (60) , v t))(,2)&a() (e Le' ) 5' I S x1 rg, 1,0/(2) of= 0,;86 wur - 12Xozn2_ 044- l N iu to N6.• AO-) --- c _ t' 82 U, g_9V 115 �� 1I,12- 1 ci= O,Se3 Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 • . Table 2.2A Uplift Connection Loads from Wind • , (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 7.70 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'z'a'4'5'67 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 psf8 36 272 298 324 380 441 506 576 650 729 856 Z In 48 350 383 417 489 567 651 741 836 938 1100 Fri Xi . 60 428 468 509 598 693 796 906 1022 1146 1345 in • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 m co 10 psf 36 152 178 204 260 321 386 456 530 609 736 —+ 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 • 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 '% 20 psf 36 32 58 84 140 201 266 336 410 489 616 '') '" 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 B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 12 161922 24 48 Multiplier 1.00 1.33 I 1.60 2.00 4.00 1• 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-wallor i. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pit) 1 for each full wall above. 31 ' ... 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the iii(rheader/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 a t-.Y includes the overhang length and the jack span. k' a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. -ii __. AMERICAN WOOD COUNCIL 180 Nlckerson St. CT ENGINEERING Suite 302 "'� a �J l / INC. Seattle,WA Protect: 1 YI )Ckt- S(► t6IL ! Li1 A Date: 98109 1 (206)285-4512 FAX: Client: Page Number: (206)285-0618 VI)1 .91 � - ► 145 72L1 U-5V- WAD .A- I most mw\A 141_ � .� 22 A wi lk6 MP+ ( uLy! PO t) CaM-Am `Tss 4?)I 36 4e: 1111Mlie 1//. °,6)(0,7 (0,6) = )5P IAr3 uroc : 1-VP nw (1 -D91446 ( (Am%) 2)=--- 12 ut,-.= ( 4)(i) 0.0 --11' 11(.P, A.90 6)1(2‘ e-- TM ` '-71/0 -4 r2 ( ->6r Rom (may 1-72/z)(,,75 (0,6, 4_,, 44_ ,v& (t -r(p GvAN4ndo &64. P)_Y. 'et ( i t s 0 Fes.- (e( n ) = fi Dvw,) Structural Engineers TRUSS TO WALL CONNECTION 'A'1 VAI III• #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1 II I I I PLIES 1 HI (6) 0131" X 1.5" (4) 0.131" X 2.5" Of) ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 1111 1 SDWC15600 _ - ,,,-_ _._Iib 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11111 /11 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. I0/1) .:n 2 (2)SDWC15600 - - ')/(1 7.so 3 (3)SDWC15600 - - 14`x;. :41'‘ ROOF FRAMING PER PLAN 8d AT 6" O.C. ' z 2X VENTED BLK'G. W 0.131 X 3" TOENAIL AT 6" O.C. r . 4-4 \N2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS --,I--- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ';PF VAI(J1 #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IFl ri PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 qi; 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 53.E 1111 1 SOWC15600 - - 4w, 115 2 1110-2 (9) 0.146" X 1.5" (9) 0.148" X 1.5" itl/t) 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 107 7'20 2 (2)SDWC15600 - - 9 it i ri.W 3 (3)SDWC15600 - _ 145", ti,i! ADD A35 ®48"0.C. ROOF FRAMING PER PLAN FOR H2,5A AND SDWC STYLE 8d AT 6" O.C. CONNECTIONS �` .Milifr $41-4% 2X VENTED 6LK'G. MIEL1 _ 1111 H2,5A & SDWC15600 STYI F iCOMMON/GIRDER TRUSS - 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) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 /? INC. w Seattle,WA 98109 Project a)1--.�( .. 1 I �..-rlrj ) 3 3 Date:3 di. (206) (206)285-4512 VAX: Client: Page Number: (206)285-0618 • C . w� s- 1 • • • —7.10 '2 6S • 's-SALL • i I . ? • • • �I . . i i i i I i • , . , , • HH: H ' . ii: • . , i . 111 • • , I . '. , ' I i . i ��.;i a ; - , (D 24et fit i • t i t i • Ifs'- I_. __i_1 I 1 I i { ; Com ,,.1.1,.; 6 1 , I i i ; I I I 1 ? i (. ' i I 1 { i .f._.._._ 1 I i I - I i._ I i.. I. ! ! _ 11 I. I I I • 1 I ; I I I . t; HH ' • I , • 1 i r i 1,..... i I ... ;.. t"i I .I • I 1 I ; • • I i . . . I i ' 1 111 11I it ?. I iI I I I I ! ! • I I...i .. . I tr-T i I . ' I I I I I I . 1 • , 1_ i 1 1 . , • i I i ( ! I ! 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I 1 1 1 I. :. : : I 1 1 1 1 1 1 i . . 1 1- i I 1 • I ' , I l i 1 1 I • 1 I • I I , y 1 I'' '. .,....1. - 1. 11 ! : . 1..! .1. 1 i , - 1 ., ,, , , , . :I--1 I 1 I • , . 1 11 1 I 1 1 1 i 1 1 , 11 I , , Structural Engineers I POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm R O S E B U R G J4 MAIN 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 'T`_ �. 18 4 0 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p1f) 177#(111p1f) 2 591#(370p1f) 177#(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.'4 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. 503-479-331 7