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Specifications (34) MS- C)1�� t L9q1-n ?:›jvc2aS(Un CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 APR 10 2018 Structural Calculations cr`0, ; .., r, BUIL INu DIV : ON River Terrace 4°GPRoPlan 3 INF � Elevation B t fa • RECNk TM Tigard, OR 22 ,, � �� 14-S 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. 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 RS.b.- Rim. RB.b.3 RB.b.2 GABLE E D TRUSS I GABLE END TRUSS T ' MIN HDR I y I / I ,n MIN.HHDD MIN.HDR IN.HDR TYP.AT .ACE ¢ 4 Wit ID- I.Mt. 10 DTUD a ! BTWN.S4 L.TRI RS g 1 44 m at • ` 1 �j ¢T a C 1 I. ---i j a _ i T J ml m r L ,z 9 ,2 1 ¢ -, 1 1 T A xC3$y 1 ; ..ESS.J .Q 21 a 1 r MANUFACTURED TRUSSES I AT 24.0.C.TYP.U.N.O. T 0 m 1 " xi col s1 a x1l 2 N m - 1 I I / I I • / xl a Ix MIN.HDR MIN.HDR MIN.HDR MIN.HDR I I I ../ I I �' GABLE END TRUSS GABLE END TRUSS - RB.b.5 RB.b.7 / I An.rtLR I MIN.HDR GABLE E D TRUSS ,- RB.b.o L O2 B - Roof Framing Plan lg.=1.-o" 1 O ® HD 812 TFB.b 1.(713 . -T .02 F'B.b.22 TFB.b.3 13FB.b 3 B.b.23 s scam:: ^--- _..-_. .;' —2)2x8 HD- )2x8HDR 42k8 DR (')2x8FDR 7 )2)2,8HD•� 2)2x8 DR -- -_ 17AT AbJ c WINDOWS)()2x0 I'� . -0 i 1 STUD BTWN SG4HIS a D i_ 1 TRIMMERS, .N.O. 4 HIS2) ' ti (2)TRIM 7A:ND 1 STHD74 a I 1 j ,§ ; . i! ¢ ¢ g. —U- 1 LL 1 w W STHD74 \ f, -- 16 ! 1 _____ Ixr x / S z r ti iit ----- -'1 STHD74 'li 16 it __ ___ 1 59.0 ___ A 1 r b b 10 3.5x1 LVL ,3.5x1 LVL 1. ��}. �..I,}� - Baa\�W��`i � � ��, - p -. 1 TFB.b.9 Y I�I 1 2`_ ____ ' _TFB.b.P I 1 lam. �I I F Lok:1 WH tri NFO, BELON1 L h • ; 59.0 i 1 L, i7 „e. _STHD 4 1 i _ _ S1 D a 1 1 CI° 1 i-y- .w < wvzaww _- ' I i r , E„: ® __ _ 5.25 14J.'S HDA �-. .1.... _3.5 41V . ` g „v'i'' TFB.b.11 1 , 9 I TFB.b.12 pp�1 59.0 I �, o ss.0 4 WI N .6 x 5 1nA Al ox 71 Im 1 uF . Dry ¢ A"l..Ij ..n,- Qat 0 _ 1 • u• : TER b.6 r I�i� 1 . x, a F '3' r TFB.b.17 1 __ ,■ TFB.b.19 �� i IJ �yrru:...ra.y:. . .Its 1] GL=5.1• Ip CONT. a +` 0- Gin MIN.HD• MIN.HDR F i I•MIMI SIG •3.5x14LVL FB TFB.b.7 TFB.b.7 e STHD74 S-HDi4 rl T __ _ __ 1 TFB.b.18 _ r)GXUL I.SI U (.' 18 0 56.11g S61 MAUFACTURED ROOF LEDGER N 1 TRUSSES @ 24'O.C. N MAUFACTURED ROOF -0 -0 TRUSSES @ 24.oz. _ v F I 4x4 w/AC4 PAIR 4x4 w/AC4 PAIR F Jr POST CAP POST CAP- GABLE END TRUSS NOT USED: TUE.b.21 (DB - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4”=I'-0" 3T-0 ,, I 18-0 18.-0• 0 5-0• 31/2 CONC.SLAB °t SLOPED DOWN /\ —_ 1/4:12 P3 P3 J 1'1.-3•, 1-{-0'-7 12"1 T.O.S. 'SLOPE 1/4:121 / T.O.S. ' 11064 .k 4 3 i "�, STHD74 : 24 'wJ YO'..FTG .I :: ::::::::]...„...,.../.1,2.....„...!:12 � ` ' . .W/{3)S4EA k .4,r PASTwfA?J k "� m WAYTYP 1i LE "r .'/fC4 CAP 8 PBS48.. ... .11111- • k _ - 1 I. .- CTVP UN'O N 1 L \ .t , 7.® . L � Y30•X10`FTG .'k. .. .' .: Tr '.A�`�rE--W I. 1 ALL TVP. /{3)74 EA WAY � :r. k ••• _ "[HEARING•WALL r is A80VE : W 2z4 PONY ALL :I P6 in s m 1 .13 81/4 2x8 PONY �' 4T7?'..-� o 1 • rr 1 - -V 112" l \ L .. j. �STHDid -...- ; CD CD STHD14 ___1g WO•HDU2j., SIG T.O.S. 1 .. .2114 PONY L I —-___.,_ 18 L - r m 312•CONC.SLAB 6 a SLAB SLOPES 31/2 r I t: '„-----V r FROM BACK TO APRON r m 2 1 ' VERIFY GARAGE SLAB HEIGHT D1 1 J2y4 PLSNV V eWITH GRADING PLAN WALL IL Ise -0 \ `9.1 -1-1'-6 1/7 ' T.O S. 1 t - ...1. in • STHD14�'�- STHD14 `_AM! ' L-- 1 P3 0 10 18 '� S6.0 S61 3112'CONC.SLAB SLOPED DOWN P3 1/4:12 \ F.. L J ■ a � --L _ •I� N. `! 1 3/4 y //-4 1/41 '�101/' - Foundation Pian:101/- 6'-4• , F ,11ry-r8M1?- • 1/4' 1'-0" ' ' 0 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing - 3.5 psf Roofing -future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf 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 �r3�'ed 23 NAP_^Ctq,233P'�! Multiple Simple Beam File=Q:114051T-1\Engr114051_-1.EC6 ENERCALC,INC 1983-2014,Build-6 14 123,Ver.6.14.1.23 :KW-1800299* 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-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{J 050) Max fb/Fb Ratio = 0.385: 1 +, fb:Actual: 489.80 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.051 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-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Dro.o30)Lr o 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= 0.083: 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 Defl Ratio 4443 >180 Wood Beam Design : RB.b.3 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-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 ktft,Trib=2.0 ft Design Summary D(0.630 Lr(0 056) 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 5,2-2x4 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 Prnted.28MAR_014,233PM File=0:\14051T-11Engr\14051_-1.EC6 Multiple Simple Beam ENERCALC INC 1983-2014,Build:&14.1.23,Vec6.14.1.23 Llc.#;KW-06002997 censee:C.T.ENGINEERING Wood Beam Design : RB.b.4 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-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 x(0.30)�rcoso) t Max fb/Fb Ratio = 0.404: 1 fb:Actual: 410.94 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.552: 1 fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 Wood Beam Design : RB.b.5 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-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 oio.o30>pro oso) 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.�so e,z-zxa Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design RB.b.6 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 o{o.o3oy lr(o.055 Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 e,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,233Pki MU�tlple Simple Beam File=©:114051T-11Engr114051_-1.EC6 ENERCALC,INC 1983-2014,Build 6 14.1.23,Ver.6.14.1.23 LIC:# ''KW-0 002997 '' y.. Licensee C.T.'ENGINEERING Wood Beam Design RB.b.7 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 Max fb/Fb Ratio = t * D(0030)iLr(0.050) 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 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 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 0)0.30)Lr 0 501 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 2.so ft,2-zxe Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 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 Defl 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 = 0,764; 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 fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-zx10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364 >180 Title Block Line 1 Project Title: 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 Pr need 28 MAR 2014 2 33PM File=Q:\14051T-1\Engr\14051_-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Licensee;" .I_ENGINEERING Wood Beam Design : RB.b.10 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 0(0.301 Lr(0.50) Max fb/Fb Ratio = 0.719: 1 fb:Actual: 730.56 psi at 2.000 ft in Span#1 Load Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H !X� Max fv/FvRatio= 0.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 4.0 ft,2-2x8 Fv:Allowable: 150.00 psi Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pr n ed:28 MAR 2314 -^33P 1 MUItlple Simple Beam File=©:114051TM1Engt114051_-1.EC6 ENERCALC,INC.1983-2014,Build 6 14.1.23,Ver6.14.1.23 Llc.#: f-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design:` TFB.b.1 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 kilt,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631 • 1 • t fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 455 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.2 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 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631t De -1 , fb:Actual: 641.52 psi 1at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 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,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 Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631 : 1 2 j °b313}XG0A8o' fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4 G ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.022 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 Prn,A:28 MAR-014,233PM File Q:04051T-1\Engr114051__1,.EC6 Multiple Simple Beam ENERCALC,INC.1983-2034,Build:6.14.1.23,Ver.6.14.3.23 tic.#'KW-06002997. ': :? "Licensee:,C.T.ENGINEERING Wood Beam Design : TFB.b.4 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Max fb/Fb Ratio = 0.165; 1 11 `:: fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi 1111 Load Comb: +D+L+H - Al 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 n,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 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 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=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D s 0 80 3 • Max fb/Fb Ratio = 0.951 • 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.Oft,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-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=4.0 ft Design Summaryoso,t��o6,Osg i Max fb/Fb Ratio = 0.220: 1 fb:Actual: 498.87 psi at 4.875 ft in Span#1 Fb:Allowable: 2,271.25 psi Load Comb: +D+L+H Cj Max fv/FvRatio= 0.148: 1 2 fv:Actual: 45.77 psi at 8.613 ft in Span#1 Fv:Allowable: 310.00 psi 9.750 f1 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 Wit' IP Simple Beam ENERCALC,INC 1983.2014ile,Build 6 14 11.23,gVer-6 14.1 23 iic.#y. W=06002997.. Wood Beam Design TFB.b.7 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary D(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) ib:bable :Actual: 1,951.14 psi at 6.500 ft in Span#1 I f 0410 :d Comb: +D+L+H 46- ..,.... Max fv/FvRatio= 0.467: 1 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: Engineer: Project ID: You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8APR 2014 8.030M File Q:114051T-11Engr\14051_-1EC6 Multiple Simple Beam ENERCALC,INC.1983-2014,8w1tl:614.1.26,Ver.6.14.1.26 Lit.i17.MV46002997 , ,., , ... ' . Lice... C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design : TFB.b.9 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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 Summar)/ D(0.240 L(0.640) Max fb/Fb Ratio = 0.349. 1a " ft):Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H sA _ ,_ z - „t.,. Max fv/FvRatio= 0.260: 1 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 per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.1425,1 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 psis, Load Comb: +D+L+H • Max fv/FvRatio= 0.070: 1 A fv:Actual: 21.59 psi at 3.850 ft in Span#1 s.on 3.sx,a Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076 >180 Wood Beam Design : TFB.b.11 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design-with ASCF 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(01aol L.(0.480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 -, Fb:Allowable: 2,847.26 psi , 51 t , , . Load Comb: +D+L+H ,., -. . Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 n ted of P2014 8C AM Multiple Simple Beam File-Q\14051T 1\Eijgr14051 _1 EC6 ENERCALC,INC 1983-2014,6wld 6 14 1.26,Ver 6.14.1 26 lwlc.# KW=08002997 ` �' Wood Beam Design : TFB.b.12 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=10.250 ft Design Summary D(0.1538 L(0.410) Max fb/Fb Ratio = 0.136 1 < lb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H - . .: w, Max fv/FvRatio= 0.117: 1 fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 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-Prll 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 klft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.370 1 o(3t$Nf no, lb:Actual: 877.51 psi at 8.000 ft in Span#1 ; Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H Max fv/FvRatio= 0.237: 1 A fv:Actual: 62.84 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 16.0n, 5.125x16.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490>360 Total Defl Ratio 841 >180 Wood Beam Design TFB.b.14 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-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(0.086251 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) r/ 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: Engineer: Project ID. You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted:8 APR 2014 s:o3rt File=Q:\14051T 1\Engd14051_-1 EC6 MUltlple Simple Beam ENERCALC,INC.1983-2014,Build;6.14.1.26,',Vec6.14.1.26 NG Wood Beam Design : TFB.b.15 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pr!! 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 k/ft,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=2.20 k @ 2.0 ft Design Summary 142. Max fb/Fb Ratio = 0.324 1 D(0.050)L(0 1250) D 0 10 L(0 80) fb:Actual: 749.89 psi at 2.000 ft in Span#1 7 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H " Max fv/FvRatio= 0.268: 1 A fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 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 Punted 28 MAR 2614,2 35P 4<. �■ File=Q:\14051T-11Engr114051_-1.EC6 j Multiple Simple Beam ENERCALC,INC 1983-2014,Build.6.14.1.23,Ver 6.14.1.23 Lic # 't -06002 ..., Licensee':C.T"ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.b.16 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, 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 °r08184i3 glom Max fb/Fb Ratio = 0.883. 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi ;- Load Comb: +D+L+H 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 ft,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 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary 1 '0 0 Max fb/Fb Ratio = 0.336 1 8{�0 g4 ia .; , , fb:Actual: 759.60 psi at 5.500 ft in Span#1 3 z Fb:Allowable: 2,261.18 psi N -P 3 , Load Comb: +D+L+H 14.% • Max fv/FvRatio= 0.206: 1 A fv: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-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 kilt,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 t Max0 b fb/Fb Ratio = 0.057. 1 � fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi fi ii Load Comb: +D+L+H Max fv/FvRatio= 0.052: 1 A fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.5015 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w S 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 Pr;nted:28 Map 2814,138PM File=Q:\14051T-11Eng\14051_-1.EC6M atle Simple Beam ENERCALC INC.1983-2014, Build:6.14.1.23,Ver.6.14.1.23 Lie.#;KW-060022 . .. a * r �..,. � �\ ' Licensee:C.T.ENGINEERING Wood Beam Design : TFB.b.19 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 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point: L=2.70 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.275 1D(0 0240)8(0.0640) fb:Actual: 621.95 psi at 2.017 ft in Span#1 .�(a+8'+��+4e; ` r ` Fb:Allowable: 2,261.18 psia ��4 is Load Comb: +D+L+H Max fv/FvRatio= 0.286: 1 fv:Actual: 88.56 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493 >180 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 klft,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 @ 11.50 ft Design Summary Max fb/Fb Ratio = 0.360 1 0(0 10)L(0 340) Dt fb:Actual: 822.85 psi at 7.500 ft in Span#1 + . 0 0150'L(0 0250) + Fb:Allowable: 2,287.12 psi .,/ Load Comb: +D+L+H ' Fs 9 Max fv/FvRatio= 0.233: 1 • S fv:Actual: 72.34 psi at 7.500 ft in Span#1 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 Ratia---880 >360 Total Defl Ratio 820 >180 Wood Beam Design : NOT USED 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)L(0.050) Max fb/Fb Ratio = 0.040: 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.033: 1 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 899999 >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 Prn'ed 28 MAP 2014,2 35884 Multiple Simple 13--2-in File=Q:v14051T-1vEngn14a51 -1.EC6 Llc ENERCALC,INC 1983-2014,Build 6.14.1.23,Ver6.14.1.23 KW"„#: O6002997. \ 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 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 Max fv/FvRatio= 0.291: 1 - 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 Deft 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631 • 1 ®'1 it fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H (� Max fv/FvRatio= 0.452: 1 X\ fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 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.24 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-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 Max fb/Fb Ratio = 0.487. 1 D(01538)L(025631 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 C� fv:Actual: 56.57 psi at 6.230 ft in Span#1 , L, 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 S 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: Engineer: Project ID: You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted:28 MAR 2C14,2 35P ■� File=Q:\14051T-1\Engr\14051'_-1.EC6 Multiple Simple Bean? ENERCALC INC •1083-2014 Budd614123,Ver6.14.123 1!r,1h,#.;Z.KW-06002997 ... '. ENGINEERING'.'. Wood Beam 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 klft,Trib=10.250 ft Design Summary D(0.1538 L(0.2563) Max fb/Fb Ratio = 0.481; 1 i fb:Actual: 549.58 psi at 3.325 ft in Span#1 a Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H Max fv/FvRatio= 0.386: 1 fv:Actual: 69.54 psi at 7.000 ft in Span#1 o n 1.50 ft, axlo Fv:Allowable: 180.00 psi 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. dact= 7.50 in. Lumber Species/Type:---------- DF1 REPETITIVE MEMBER?--------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cl)= 1.00 SS E = 1.6E+06 psi 'TOTAL-L/ 360 CM(E) = 1.00 0 INCH Emin = .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(int) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta (in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH= 0 inches fv,NOTCH (Tension Face) = < Fv' = 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. C T ENGINEERING Suite 302 IN0. ! siz i. �Prjct: `1N �^'�� • e�. ) llale: 3 z4 4 Client: 3 - Page Number: (206)285-0618 -6:„ #‘1/1\/\* .. ..; 4F-..riti1, -1,-1?--- :: , • • ID : • 1 , I' ',,j Aik ':. - i' : : : , , : ; : • b I P=3•I •4O 1 2Z2x I 1 a 4 . ! i .1. ': . ! , - 1 1 1 ,.6 i----i.S 5 , --- F!-s'S' ( 5 .2.5.- S201/24 • ffww ; ; I i 3 .._ -.:... 11,'/x\ fiFi V1 1 - '- - - - - I 1 1' - I Ii i i ' 1 1 ' I , , 1 - • 11 , , : • , ; : ; , , 1 I I 1 I i i _ 4_w I i 1 I I { I l i 1. i I 1 �- I i I j I• j i 1 I I I : , 1 1 i I ! 1 1 I 1 i :_ I. • ; I { 1 i E I 1 I • , 1 j 1 Structural Engineers C T 'N ra .1 N ,p p N 180 Nickerson St. Suite 302 (Seattle,) WA Project: IK L 1. -1(5 1..," O� )BIU9 Dale: (2UG)285-9512 Client: $ j PAX: Page Number: (206)285-0618 5435F LINcul2./ .1--- Le56 W .DEs*m (Z 5 __) 1TA?_ . apg 771 7.75 t3f [ 3Y\ 5,5'\ x,71 '5.75 IlLtir3,D" �,� 6.(9.\ G G 9 . 961 9,5C 9.75' 71 2,e' 3. 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Structural Engineers 180 Nickerson St. CT PCrloiejenctt:: kEN5ryG I N —E�Et'( R �I .�yNG N c". suite 302 Seattle,WA A Date: ��1 20285-4 512 ) \10 JK' i:;11_,•1 0 $ PAX: OPage Number: (206)285-0618 'u — -- iSTi3�5 Q� L .. \A/ANL�l.. 6-tul sIC t6,` (z) (3) ) (5) tJi‘b..F . r E371� f5:71 X31 1 G 9,5 9.75' ,s131 , -7.5'` 10.E I4;2 I7,ec A Ll' - -CKusM (N3C-- 7- LC) v a- '1 12,0 rnrk UL`` l CS P_-E),1C }=I.0, Ft- 12. rl Ga Le 7- f c3c0) Lll -zolAty.)w)e.„--; . 2.4 5LC = 0G 153FsF s- v\cam ort Low . . ��'ClG rg.c 21, A 46. p F +-12/ .(S6F614) �- 1� 12.8 (IF iiia<s3 ,11 z �� > Structural Engineers I Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 2rni3 .... „ ), - I 50001n agea ve r ion i 1 10 i li--iciF) 1 r 0 - ,', li 1411ilwaokle t3- -- 10 •'1/ rd 1 Oswego .1 I i i•-- il _.: ---; li• •--„ A ..-,,r....4 ,-,`':-''' '''. 1 y ...v,,,,,,,. ', F• ,': t.ong ',.....,t, L-„-,,,:, -.::"• 71-,:-.. .0..., Tualatin . .. , il'ilkFKIUeSt 20 IS M _ ,,, (Dap(tpest , is dgFa.® INI a @ MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Si,s = 0.720 g Si = 0.423 g SMI = 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. MCER Response Spectrum Design Response Spectrum lo,c8 cl.o cso 0 22 0 12 0 sia 13 s4 oiit7 e sz — Ail o 60 eh 0 40 a oF5 6 0 4.0 0.44 0:22 0 22 0 24 0.7.2 0 IC 0 1.1 0 00 0 00 0.00 0.20 0.40 0.20 0.20 1.00 1.20 1,40 1.20 1.20 2..'00 0.00 0.20 0.40 0€0 0.02 1 20 1 20 1,40 1,00 1.20 ;Lao Per(ed,T(sets) Period.T(ssrs) 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.govidesignnlaps/us/surninary.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. = 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.qovidesiqnmaps/us/apqlication.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 SM1= F,,*Si SM1= 0.68 EQ 16-38 EQ 11.42 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3"SM1 SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels -- - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitif - 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 hp=19.00 (ft) So,. 0.45 x=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Cs=0.020 ASCE 7-05(Table 12.8-2) Ir= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) Ti=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/le) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=S0,1(-"(R/Ie)) (for T<T5) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'TO/(T4(R/Ie)) (for T>T5) 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,)/(R4e) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C,, = DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,'h," w,'h,' DESIGN SUM LEVEL Height (ft) h.(0) (sgft) (kst) (sgft) (ksf) (sgft) (ksf) (kips) (kips) Cm'h;w Vi DESIGN V V.,.,,, N-S E-W Roof - 19.00 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 0.00.0 0.00 0.00 0.00 1st(base) - - -- 90.9 1279.7 1.00 7.20 10.31 I 12.75 E=V= 10.08 EH.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F; 7 F, w, I w, Fp,= IF,=w4p 0.4"Ste'Ie'wp 0.2"Sos"Ie'wp LEVEL (kips) (kips) (kips) (kips) (kips) Cw, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3/28/2014 ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. --- --- Building Width= 37.0 45.0 ft. V u/t. Wind Speed 3Bec.G,st= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust= 93 93 mph (EQ 16-33) Exposure B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable N-S E-W Ps3oA= 28.6 28.6 psf Pitch= 25.0 25.0 Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 P030 c= 20.7 20.7 psf Figure 28.6-1 Ps3o D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00 Section 26.8 windward/lee=' 1.00 1.00(Single Family Home) A*Kzt*I : 1 1 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PSA = 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B and D average= 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) wlnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 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 AF= 721.5 AF= 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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 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(n-s)= 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03, Top Floor 10.00 0.00 0.00 8.39 13.31: 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75. ki.s LRFD , ki.s LRFD kiss ASD ki.s 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 wallowable (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 N&S_Roof �. ISHEET TITLE � jy'' '± rI' CT PROJECT#: CT#14051 Plan 3713 Twin Creeks Elevation B Dieph.Level ?RDU Dictio reTyp.Pna el Height=„ (('�,'.R. Seismic V I- 4.40 kips Design V i- 3.81 kips Som Seismic V I. 4.40 kips Som WindWind N-SN-S V 1- 3.81 kips I1)DISTRIBUTION TO SHEAR LINEOI C. Trib% V level Above Line.. Cf9 Line E W E k W[k] 1st Line Trlb 2nd Line Trib. rm Shear,v 2.199 1.9059 w, ��E(pi W •I 2.189 .8059 ��me® 417'11 ."5"wlat32. � ___ 0% t,�' 0,00 0.00�__ 0% m 0.00 0.00 __ 0.00 0.00 0' __ 0 0.00 0.00 O__ WW1 PRIM0% 0,00 0.00 0' _ 00£_�� a £= O.OD 0.00 Balance Check: k ok Balance Check: ok ok ok k 2)DISTRIBUTION TO5HEARWALLf E.Q. E.Q. EQ. E.Q. E.O. Wind Wind Wind �AIORE THAN 14.3 OF Lne ID LweII C L ell H...- V V Amplifiers v' Type Type v YV/\LL, T��//HgqRFORE yi�� (5) (ft) (ft) (p11) (k) p 2w.00 (PI4) (k) P6TN OfA/"'1Y. "WTS i ft 1 14 32 ;" ':' "' 154 2.20 1.00 1.00 154 P6 �TN 133 1.906 0 00 05 0.000 100 1.00 o 0 00003 o 00.0000 too 1.00 - - 0 0 �4.„,,,v,,,, � 0 00 8 10 0 0.00 1'00 1.00 0 0 000 6'0 0 0.00 100 1.00 0 0 W S2y�f ,< 7.50 610 143 1,07 1,00 1.00 1 3 PSTN P6TN 124 0.928 2 , , 7.91 319 H: 143 1.13 1.00 1.00 1 3 PSTN PBTN 124 0.978 .,-,./,'...'-.,.':.':,:., � 0.00 .'a1.,°0;"'" 1Q' D 0.00 1.00 1.00 - - 0 0 -''7,`-:,."',..',,,,.'141?' ,'„ r°�' D 00 1610 0 0.00 1.00 1.00 - - 0 0 ., 0.00 0.10 0 0.00 1.00 1.00 - - p 0 o oa 0.10 ' o 0.00 too 1.00 0 0 •,,., .f'' '.. 0.00 au 0 0.00 1.0o 1.00 - 0 0 p- 1.60 "'Table 4.3.4 AF&PA SDPWS,Footnote 1 'Spacial E.Q.DL Uplift Factor ')Ln„ .vO.Y DL Uplift Factor wrlMnd '.'' ,Qy. 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resistetl Resisted Rsaucea Net OTM Add' aeavad Net OTM Add'I Mex. Line ID Lo w dl ID(#1) ID(#2) L,00 OTM Roro Level Abv• Total R U U,,,,. OTM Ron0 Level Abv Total U U,,,m U,,,m HD (I) (kit) Above Above (R) (kip-R) (kip-R) (kip-R) (kp R) (kip-ft) (k) (kip) (kip-ft) (kip-R) (kip-ft) (kp ft) (kip-R) (k) (kip) (kip) b ' 163 0 $ D(' . ....,;),.....067: } 41Qc� ,� ".14.07 17.81 23.29 -6.48 " 0 -5.48 79'. Q -0.39 15.44 25.30 -8.88 -986 .fir.. -0.70 -0.39 NONE 00 o1s v ,, ,15,E X 0 10'4' , t 000 NONE yam` ' 0.0 Q ` Q 14Q t., '' CJ. 0.00 NONE �r '( 0 0: fit. ,. 0.00 NONE 00.00 Qin S 11 N 0,) 0 %1 ''' '" ' ' 0,5 \ 7.25 8.67 8.57 010 0 0.10 1,]1 0.01 7.51 9.39 -1.87 + .1} _ !' -0.26 0.01 NONE -� °r 8 9 § •, 7.66 9.14 9.32 -0.16 0 -0.16 1 0Q l �IR -8.62 7.92 10.21 -2,2977.,,,l,.11-77:::' , -2 29 Q. -0,30 -0,02 NONE ':',Z ,- 0.0m .^ 6 0.00 NE I 0 *9.9..,- , .tt. 0.00 NONE.. 00 10 �`' 0 `0 O.DO NONE 0.0 � . 9 146 6' 0.00 NONE W ^ ..✓ 01) 4 : 0 0.00 NONE Ho/down Cfr O%se(/rom SWEnd,,. , in £= 0.00 -5.55 N.E.T. 3/26/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE E0.2)LATERAL font to:;book-up; ,<__ „i- CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation B Dieph.Level r Direction: Typ.Panel Height , ,ft. Seismic V I= 2.8 kips Design Wind NS V = 8.5 kips Sum Seismic V i= 7.2 kips Sum Wind NS V i= 10.3 kips 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line Eb W E[kV] W[k1 1st Line Trib 2nd Line Trib. E(k) W[kJ E(q W[kJ L Ertl E[plf] W[pl - z-, x.',5034„ I': 50% 1.401 3.24819 WEST 14I 100% 2.20 1.91 3.60 5.15 35.4 102 146 50% 1.401 3.24819 EAST 1 ':. 0i%'• 2.20 1.91 3.60 5.15 22.48 160 229 R %'"' . ,;k= 0.00 0.00 0.00 0.00 0 e. , m i 0.00 0.00 0.00 0.00 000%% 0 0 0.00 �( 0.00 0 00 0 00 0 a�� a ) 0.00 EINE T k fi 0,00 0 o% ' t -.., E_ £ 4.4010.31Balance Check: k ok ealanc�Chec: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLB E.O. E.O. a.Q. E.O. E.O. Wind Wind Wintl Line ID Lwall Co Lwall' lino,L A .lift v Type Type v V (ft) (II) (9) (PI1) (k) N 2W/h"' (pit) (Pal) (k) W�£,t`T 1 ;35.+1 100' 35.40 102 3.60 1.00 1.00 102 POTS P6TN 146 5.15 h 'a 1 0 0.00 if i 0 0.00 1.00 1.00 0 0 0.00 0.00 0 0.00 y ":-.'"-:•'--.:4.6t; 0 00 0 0.00 1.00 1.00 0 - - 0 0.00 EAa1 �,. OLS 14.57 160 2.33 1.00 1.00 160 P6 P6 229 3.34T 1.0Q- 7.91 160 1.27 1.00 1.00 160 P6 P6 229 1.81 a a 000 0 0.00 1.00 t.00 0 - - 0 0.00 y 0.00 = a 0 O.00 '1.00 1.00 0 0 0.00 0.00 0 0.0o too 1.00 0 - - 0 0.00 "rf000 0 0.00 1.00 1.00 0 - --- 0 0.00 0.00 0 0.00 1.00 1.00 0 -- 0 0.00 s m :kiy f ai 0 0.00 1.00 1.00 0 - - 0 0.00 p-8.00 I'ITable 4.3.4 AF&PA SDPWS,Footnote 1 'S'ecce/ .O.DL U.rR Factor 4i 49 9?/c OL U•01I Facfor wNNnd r0,r p. 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted P.M... Net OTM Add'I Reduced Net OTM Add! Max. Line ID Lor,.. wdl ID(#1) ID(#2) LAati, OTM R00 Level Abv. TolnI O U U,,,,, OTM Ronn Level Abs. Total U US,, U,,,,. HD (ft) (klf) Above Above (5) (kip-ft) ;kip-ft) (kip-ft) (hi.ft� (lop-ft) (k) (kip) (kip-ft) (kip-ft) (hips) k.ft) (lop-ft) \ k) (kip) (kip) 4V:1 ''''' vim37 4 3 ;„ 35.15 32.76 122.3 -89.54 -95.01 D -2.70 46.90 132.88 -85.98 -95.84,r s -2.73 -2.70 NONE lz . :: 00 D�1G. ': �.' s®a :4.:'"%' d C 0'. 0.00 NONE 0.0 RR • ' r s as sa a. 0, i ,,,..1.Q.,.' � .O 0.00 NONE 0 0rig ,& ,5 q, 0.00 NONE /k € n J''''',4:`,, 166 •,, 'i 14.32 21.23 24.01I� -2.77 277 a, -0.19 30.40 26.08 4.32 rYj 4.32; '$' 0.30 0.J0 NONE a: - 90 ,'J..'••„ ° 2.76 ,oritirlimmiimmiul.t°..<„ 0.36 16.50 9.33 717 •2. 4.88 0, 0.64 0.64 STHD14 's e® a 0.00 NONE D.0 r v [} � 0 0.00 NONE 0.0 + ' eo ,a pnri s ��6 ,9 0.00 NONE 00 00PTA ,� I a e .e t( 0.00 NONE NON-STACKING SW ELEMENTS,, r'3i I ,110:16e:;&,:, ,o;b) 5 0.00 NONE„i F ,,,10 Ia t'a i 0.00 NONE 0.0 Holdown Cir.Offset from SW End`..!..--41"3'':m E. -5.55 -95.03 3/28/2014 N.E.T. CT ENGINEERING EBW_ROO( 1!791 SHEET TITLE r gym{iiid:`47t iflRxit .., CT PROJECT# CT#14051.Pla 3713 Tvnn Cre k Elevation B Diaph.Level J, Direction: �' Typ.Pa el Height cR. Salamis V i• 4.40 kips Design Wind E-W V i• 5.03 kips Sum Selemlc V I• 4.40 klpe Sem Wind E4N V I• 5.03 kips 11)DISTRIBUTION TO SHEAR LINES' .'.s .,_ -� ,:� r„ :: ,: ., eat Cat• Trib% V level Above Line Load 'V ebv. V total ^ Lice Uniform Shear, Line E W E[k] W[k] let Line Tib 2nd Line Trib. E[k� W[k] E[k] W[k] L[ft] E[pit] W[pif] 50% 2.199 2 51648 ` ,j;p 0 2.20 2.52 30.32 72 83 B - 50% 2.199 2 51648 � Vj ] '� �, 0 2.20 2.52 22.82 86 110 ,� r 0% 0 0 - 'a}`�x 1 r 0 0.00 0.00 0 F,F 0'/0 0 0 7„ 0 0.00 0.00 0 0 0.00 0.00 0 55w tiy,,., f s 105%/ a 0 0.00 0.00 0 "C ,.;x222. 0% 0 0 %.I( 'Ya 0 0.00 0.00 0 E= 4.40 5.03 E=I 0.00f 0.00 4.40 5.03 Balance Check: ole ole Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.O. E.Q. E.Q. Wind Wind Wind Line ID Lwall Ca Lwal1' I4veu v V Amplifiers v Type Type v V (ft) (ft) (ft) (PIt) (k) p 2wihl., (PIO) (PO) (k) a:owilp,mtlia...III e Q 0.00 ��0�®0 0 eIIIEEEMI e ® ®MILIIIM 1= xi 0.00 r 0 0.00 MAMIE00EM 11111110 0 0.00 NICORMIN 0.00 (l" 000 0.00 KM 0.00 SIPERMAIM 0.00 MILCIIMEN0000 0.00 z.............ECE1 0.00 INANUM3111 0.00 MilIMME111pMOM 00 0.00 as 0.00 OILERIMM 0.00 IIMIM®" ©000' 0.00 •"....718111771,11116112 0.00a 0 0.00 ��0000 0.00 0.00 p 0.00 MILIAIMEMoeoo 0.00 gi 0.00 tilaitatmO 0.00 MELIIMMINIOOOO o.00 p,- 1.0o 0>Teble 4.3.4 AFBPA SDPWS,Footnote 1 I 'Special E.Q.DL UpliR F f r „$i DL DP"Factor Mind:[ti 3)OVERTURNING RESISTANCE S mic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I R.ducsa Net OTM Add'I Mez. Line ID L00,,, WdI ID(#1) ID(62) Lena OTM R0,0 Level Abv. Total [3 U U,,,,, OTM Rorm Level Abv. Totel U U,,,m Ue„m HD ft kit Above Above R lei.5) lei•ft) ki.ft) lei.0) (lei•ft (k) (lei. lei•ft lei.ft lei.ft kip-ft) lei•ft) k) hi.) lel. xi.4a, 20.38 99.67 7928 e' 7928 (j', -2.63 •2.45 NONE o i, '. 0.00 NONE $ UY' S 13 3 d ^ ';11.08 8.84 15.54 -6 69 t] -6,69 d a' -0.60 10.12 16.88 6 76 0 -6 76 4: -0.61 -0.60 NONE 10.D 35 11.24 8.97 15.91 .6.94 f r -6.94 -0.62 10.26 17.29 702 702 1d -0.62 -0.62 NONE "p ,2. 0 1 d \ e fl. ON 0.00 NONE 0.0 a ' ; i .; .�, giji. 0.0gra .; . i�• . ffi ASM:a \ 0 il 0.00 NONE IIMMIC \ ' 00 UMINON � £'V a ! �k A ��'. 'O: 0.00 NONE ,1) t1 S>y b0.00 NONE ^ 0.0 '1 1. .fig: "f1'' 0.00 NONE iliall ,4 0.D faMEIREIN iniiiinlEi4V:iitalii IMMO .0 0.0 " .'' .. 1,1.11111.14 p: „�.,.:p: 0.00 NONE Holdown Ctr,DEed from SW Eva 3 in E. 0.00 -87.55 N.E.T. 3/28/2014 CT ENGINEERING E&W_Top Floor SHEET TITLE 7;8.2)4AtE441,(&da[k] Y]c+.,.:,_. .,N.,`,t, , - CT PROJECT#: CIS 14051.Plan 3713 Turin Creeks,Elevation B Daph Level x"or NOTE: LOAD VALUES SHOWN ARE FOR Direct on: Typ.pane,He,g„,. ,1`'.,ft. Sum SeiSelamsmicic Vv i• 7- 2.8.2 kipkip:s Design Wind EM E-W V I• 12.7 kips VI• 7.7 kips L// Sem Wind COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform Sr ;r,v Line E W E[k] W[k] let Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[B) E[pl i W[plf] NORTH S% 25% 0.701 1.92874 k3QJ46 a r i; 2.20 2.52 2.90 4.45 24.15 :r 184 rrE.131T ., 50% 1,401 385749s 0% 45 1.32 1.51 2.72 5.37 23.06 118 233 $,P),lTkt 25% 0.701 1.92874 }„g' 40% �` 00% 0.88 1.01 1.58 2.94 4 395 734 0% 0 0 10046 00% 0.00 0.00 000 0.00 n 0% 0 0 ,..9.',,,,,0 1 ,,.04 0.00 0.00 0.00 0.00 0 00Z 0 0f v, 0.00 0.00 0.00 0.00 0 o% 0 0 q r 4 i 0.00 0.00 000 0 '� = 0% 0 0 --.:,,,,;,,,,,v,.4-4,,,....,,,,,, , 0.00 0.00 0.00 0 E= 2.80 7.71 s 5 I 4.40 5.03 t 12.75 Balance Check: ok ok Balenc-Chet ok ok 2)DISTRIBUTION TO SHEARWALL£ E . E.Q. .0. E.Q. Wind Wind Wind Line ID Lwell Co Lwall' H,vwi v V A pl iers v Type Type v V id (ft) (ft) (0) (PK) Ik) p (Plf) (p0) (k) NgRITh, A ,„� -,,40 2415 ‘,..',1.'..:.7%. 120 2.90 �� _ :"..4 '.i 4.45 spirr •r CEN ,PitailV '. ii-;,1 , ,O,,... 13.40 ,'f': ' 118 .B 1.00 1.00 118 P6TN P6 233 3.12 ,LI ® voloritzmwmiiiiimuipiirwimmip wry .r ,,, 0.00 •,:.6v;i 0 0.00 ,r 1.00 0 - - 0 0.00 p- 1,, 1 I '/Tabie 4.3.4 AF&PA SDPWS,Footnote 1 •S-•- ...DL U•iR Factor 49,50 DL U•/irt Factor wM?nd :'00.0.-0 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted -.docs. Net OTM Add'I aadao.d Net OTM Add'I Max. Line ID Lm,,,, wdl ID OM) ID(#2) Low, OTM Rvca Level Abv. Total n U Uw, OTM Rove Level Abv. Total U U0, U,,,. HD (ft) (klf Above Above (ft) (kip-ft) [kip-ft) j(kip-ft) ki•ft (kip-ft) k (ki•) N.ft) (kr.ft k ft (ki•ft) (kip-ft) (k) (kip) (kip) 1 E ��7t. ,R N,1,$ 26.2 ,,a3 y 23.90 26.39 '59.79 -33.40 ,,;}-10732 -^•a -103.79 't1 -4.34 -4.34 NONE a� 00 .x� 0.04 i` „0 0.00 NONE q. ��- 000 `; •••� 0,05 4 0.00 NONE 0.0 DlA #A 909 , • 0 -0.69 -0.69 NONE ryi m .r 00 693,:,; 't] 0.74 0.74 STHD14 ta •s , 00 ,'0 O.OD NONE 00 0 0.00 NONE kt:',416.0 A , I4fAi. ATOt(Nr:) R • ii NON-STACKING SW ELEMENTS> , �i +s 0 0.00 NONE �- ,... 00 `�ii,($ �'�•�,..' e.a e .7.02 0 0.00 NONE Holdown Ctr.Offset from SW End lieji in E= -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 Vw= 2516.5 lb V1 w= 1971.0 lb V3w= 545.5 lb v hdr eq= 72.4 plf ► • H head = A � �,�.hGlr'w:.,. 82.8 plf. :t 1.10 ft V Fdragl eq= 567 F2 eq~', 157 • Fdragl w= • 9 F2 180 WALL TYPE H pier= vi eq= 107,8 plf v3 eq= 107.8 plf P6TN E.Q. 5.5 Vi w= 123.4 plf v3 w= 123.4 plf P6TN WIND feet H total = 8.1 v Fdrag3 eq= . F4 e.- 157 feet • Fdrag3 w='649; F4 w=; 180 2w/h = 1 H sill = Faille 1.5 82.72.48 plf p/f• v 6111 w.. feet 1 V REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 Hpier/L1= 0.34 0 4 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 Sh1e3Ta lls (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 Ib V3 eq = 548.1 lb V w= 1249.4 Ib V1 w= 622.1 lb V3 w= 627.3 lb ► ► v hdr eq= 96.4 plf ► • H head = v hdr ww 110.3 pit' 1.10 ft u Fdrag1 eq-. 310 2 eq- 312 Fdregl w= �4 F2 - 357 WALL TYPE H pier= �i � ; 31 pif=� v3 eq�-': 223.7. plf P6E.Q. 5.51 560 plf �; v3 w= 25 .0 plf P6 WIND feet • , • A. . �, Htotal = 8.1 � , . F4 e.- 312 feet ;F ,, ttrr ,,,,Ali':'" E4 357 Hsill = !! ,' 1.5 v if '� !v'3 7pli:... a f ‘01,0\,•, �� feet � � �: � � • \ � a 3 VREFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 4 o., L3= 2.5 Htotal/L= 0.71 ► 0.Hpier/L1= 2.26 ► Hpier/L3= 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, 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 lb V1 w= 746.5 lb V3 w= 520.5 lb v hdr eq= 96.4 plf -0- A ►A H head = A v heir t+t 110.3 plf" 1.10 ft - V Fdragi eq= 369 F2 eq= 257 Fdragi w= . F2 -- 294 WALL TYPE H pier= t 'i'eq= 221.9 plf v3 eq= 221.9 plf P6 E.Q. 5.0 vi w= 253.9 pit' v3 w= 253.9 plf P6 WIND feet H total = 8.1 Fdrag3 eq= F4 e.- 257 feet A Fdrag3 w=422 F4 w= 294 2w/h 1 H sill = v silt eq= 96.4 p/f 2.0 v sill w= 110.3 p/f feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 Hpier/L1= 1.70 �� Hier/L3= 2.44 p 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.1A V eq 2899.6 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb ► v hdr eq= 120.1 plf ► • H head = A ,. v hdr w="': 184,1 plf 1.10ft V , Fdragl eq= 420 F2 eq 1141 .. , A ,, Fdragl w= •'4 F2 ,- 1749 WALL TYPE H pier= vi eq= 260 1 plf v3 eq= 260.1plf P4 E.Q. 5.0 vi W= 398.7 Pit. , v3 w= 398.7 plf P4 WIND feet H total = 1 _ 9.1 v Fdrag3 eq= , I F4 e.- 1141 feet A Fdrag3 w= 644 F4 W= 1749 2w;/h= 1 H sill = =v sill eq 120.1 pit 3.0 v it w= 184.1'pit feet e r . REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 i ► 4 ►t ► 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 • 6,rfiit .y�' Tec nis a N ‘.. .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 AM—Thc 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.) t) Shearta•ft(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a,b,1031 EQ(1444 WIND) Foundation 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 1. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing Pony ,■ '; wall height 1 Fasten top plate to header Min.37 0 1-1 net Header i with two rows of 16d steel1 ender riot allowed sinker nails at 3"o.c.typ ._ Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' ' galvanized box nails at 3"grid pattern as shown panel sheathing max i totalHeader to jock-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges i'l •• shall occur over and be 10' •• Min.double 2x4 frac ming covered with min 3/8" - nailed to common blocking mx r thick wood structural panel-she thing-with within middle 24"of podal _ height g8d common or galvanized box nails at 3"o.c. a height.One row of 3"o.c. nailingis required in each Iii in a41 framing(studs,blocking,and sills)typ. panel dge 9 tit Min length of panel per table 1 • t;.1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) 51 Min double 2x4 post(king }; and jock stud).Number of Min reinforcing of foundation,one#4 bar t f lock studs per IRC tables top and bottom of footing.Lap bars 15"min. �" R502.5(1)&(2). j I 1 1! I { i 4,\\_ Min footing size under opening is 12"x 12".A turned-down \ Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Associarion 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,Minimtun 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 wyywy apawocd.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:hel Form No.TT-1 00F p@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application �� of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St, CT ENGINEERING suite 302 _ p� p�� -(�� Seattle,WA ��Tcl- / R aI��N�n�C. L't/K3i�- i� �C/T 98109 Prosect: r��1 �+ r+�� llate: ��• (206)285-4512 25q31Client; + ► +- Page Number: FAX:(206)285-0618 l7QeT U o. le_ b • • 0 6 Al ' �3`` X Lb' )2,1( k L'30T'' sfrfzs-___tA3-2g_K_ Top_ .‘o-r4) ?)077Divi 8/1-9- r-D( 2D5)7nvv-egiuDrii\I _ 1 t (zY0,2 _ �� U•5 v jiv, gt- (1)(02 �� 0�312 (5 �� ,t� 6W/3 e z) = z o,ti CIO© - - it/ h -=r ( )(,2) I� � Cil J �C v � S �= [el 51 ' s x16 w/(2) ot_- ©,;8„ 6-NUR), 7) /2.,01 t„)/ 4-`Q 3 112. 60-4- l U'D'Ni., �- Inv n.44- ,� Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL 63 l . :/.9k Table 2.2A Uplift Connection Loads from Wind • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly42'3a s c,7 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) ' '' 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 '272 315 362 412 465 521 612 0 O psf8 36 272 298 324 380 441 506 576 650 729 856 z m 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 mm • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231 278 328 381 437 528 m 10 psf 36 152 178 204 260 321 386 456 530 609 736 CO 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 li7iil 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 ' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 . 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 i Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. s Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, t: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) 1216 19224 48 Multiplier 1.00 I 1.33 1.60 I 2.00 4.00 ,.1.' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or • wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) l _. for each full wall above. 6When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the t,(!ti) header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '''"\i° 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length : r includes the overhang length and the jack span. t-'J+ 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 7.._giV:. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite sot Project: P) I N C. Seattle,WA 98109 v' 5`l�.. ' a'' • ir. ' Date: (206)285-4512 FAX: Client: Page Number. (206)285-0618 \Ai) iqi) -.O'ND '`-' OlVF*. t.. .7- 1134) 74?7 'Mira_ 6o0K5e/7)okj ! A,5 '"-. Pi., WnD :i.A.-it4s, opost, mkovIAL --rileLg- q._, 4 \ /1iki Ho. MP i ucr • 6 41,41.4,.:-H-` 3 / 5 A, f)Z • a axittAm -rpwiss J --,-- 41-?)/ - . i ,6 -- -;---------47... IA iffirerk, i'8 l/�x . r . 0 --::- 6.12v-x 7' o,c)(61 - (0,6) -=-- . )f3 , ---. .1 . .?). -. '- f---._ LtLh A -,/) - : . 1 116 : iP Gv3 4iws 2Y AMO Th465 • ( (*UN) . ; .,t-6( 2,1-- '12 ( uL ( 4)(2) 0,,9) 6.0 = 5 2 -tra y dpi Ayo 6»K(13-e- - J ( < (2 ( ->6'r , I4 14-7- (14 1-72/Z)(0.,-5 (0, `- 4-101(- Vb - - *c, Pe\9,i 1Vc () - (P. c e 6. PLY, .� sr ,,) ,66-D 14- - ),e__ TO A5/0i i) & e ' 002_ Ce_.= (5Y nAs) _ )x Div,d Structural Engineers TRUSS TO WALL CONNECTION ',i'i \Ali 11<; # OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES will I I 1 1 HI (6) 0.131" X 1.5" (4) 0.131' X 2.5" •iiiri ;I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:') ilii 1 SDWC15600 - -- - - •„� Ig' 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" I+1/0 100 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10/0 2 (2)SDWC15600 2 3 (3)SDWC15600 - - '•�0. .1.;n0 ROOF FRAMING PER PLAN 8d AT 6" O.C. z 2X VENTED BLK'G. ' ' 0.131" X 3" TOENAIL lV'"•. AT 6" O.C. :`- '=1)°'.' .1-12.5A & SOWC15600 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION a=r VAI U #OF TRUSS F[JES CONNECTOR TO TRUSS TO TOP PLATES 001 II T 1 1 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5 00 415 - 1 H2.5A (5) 0.131" X 2.5' 1 SDWC15600 - (5) 0.131" X 2.5' ;', ho - ^`S', 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148' X 1.5' 10/0 7011 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5' EA. 107 220 2 (2)SDWC15600 - - sl?0 2.50 3 (3)SDWC15600 - - lfl5; I ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE 8d AT 6' O.C. C % 0NNEC11ONS 2X VENTED BLK'G. 1111111k1MAII' 1114111 INF I i I H . A OW.15600 I 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) 1 191 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA 1 No. 98109 Project �p 1 �'L —� �_^ 1. k- . Date: dP (206)285-4512 FAX: Client: Page Number: (206)285-0618 .42. w� � � • W C: : lC,r. NI a4. . i -';:(:2-) C1-•, I . • ; cam; • t I I • I I : I I I � I ' TA o • �F. I �3 a,2C3 i e 1 I • I I I I {.N� G�13 55 , I1 � 1 1 I t 1 ! , ; 1 I i • ' , 1-. .. 1 i ' I 1 ... 1 . i - - 1 I 1 r .I ' 1 1 I , 1 •• 1 1 II I ' 1 i' - - I • j I •I I _ 1 1 i j - .i i • ..I. .. �... ... 1 I - 1 1 : 1 I I I - I I I , I • • - _i... _...-.: 1 . I i c I . . t 1 I i • I I I . I I I I I I : , t • I I • I I I 1 I I I. I • I •• I . • • ., i I I t I , I .• I Structural Engineers CT ENGINEERING 180 Nickerson St. Su1te 302 INC: Seattle,WA ,n �,p /, r^ .. Lam, Proicct: ' Gl� 4 �� C' a f ( 9F'k:�� ..� ji Date: ✓ Ze5 14 98109 (206)285-4512 Client: FAX: Page Number: (206)285-0618 • • CH • kW L ''.k -- =flI G • o LVL ! 14 ,1,1 1 = C� .; 11+ 7 Com > I ( 1/ ,_ 2•. Wit" crn. . • , i I • , • ,I i 3 I r , . : . , b �� , • • ; ; i: , , . : : :, 1 , : • , ,, , : : : , ; . , L. •, , lu�� :Ld . : , : . : . ; , :, , , , . , ; , , 1 : . . . , . . I . , : ,. , : , , , , , I . . :. : „.. :, . . • .; : , , • i , . ..: ::,, : Vv 7 ten,, 1, 41t t; v i 1 ` 10 j { , 1 I I • I i 1 , I I I i ar1Vr� + , �DSL , : I , - 1 -- • e CI41,-E3 I ' •• ' j1 :c I . , 1 L i ' ' ' i 1 2 • D• ...•:.........K � s 1 •. O � 1 I I i ', LI C. I • 1 I 1 . � Ii • _ Structural Engineers 180 Nickerson St. CT ENGINEERING suite 302 Seattle,WA N C. co V..04..5 98109 r � ` "•..:.�ate:Project: I L- ,� (206)285-4512 PAX: Client: Page Number; (206)285-0618 CONT rG�"f ` l�T . ' . • FFA uk1 .4'1111111\1 )2.. ' (zrzo ""� ,. i1. • • I i { Qt ; :t`\ S 4f 1, 12 71?.:. I1 , 1 ; 1 i 1 i i I. i I ' 1 ' i L, , i 1 I : �+ I i (: {!' 1 M ft 1 i I 1 I : i 2.1 ; to lc? L 1 - , , ' I ' .•:.!6 .:!° iPint! 1 ' :.lir'7.." , ' (ii.. r. . I i It : I i i 1 , iii , ,- ,' , ' 1I - 1 �. , ;`D�; • aP�.j� �(;, , 1 VAN . : ,, :. -ter- 1 , ,• •! , @( . I ; , .,. !.1, ! ; ! I 1 ) ' 1 I 1i ' i I . 1 ; 5 512 +°z - I,�Z ("T 8 + 5 � 4! ✓ \3 i, Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 I. � �� ® {1 NA., _ / �1 Seattle,WA Project: �1 f GrOo� • ti ""1 Pel ` .k� . {' L- N .;� i 13 Date: za f�� (200)9285-9512 FAX: Client: Page Number: (206)285-0618 ', C ;144 :FP4D +)G •2 I .. . . I I I ) ©!N, .Low oN IoW T -r , 11 I I • • • % 6G37, . . . 00 , , . , ; , , I , . , , . . , . . ,, my.: • . . . . • . ,• „. , , , . . .. ., • , • . 1 . , , , , I . :, i , . „ ,. .•• . . ,...,; , , .. , . : , . ........._ : .4E",„s_, , : , , .. , , . 1 (-_-.)-- 1,,,,\-. : , . , i -„ . , , „ ; .-• ,, ; , 1 ; • , , , : , - " , ,, , : ; , .. , , ,, ., , . : , , , , ; , . . , . 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I I I I I I I I 1 I 1 1 1 .1 i j I - ` I I 1 I i I I , I I i iII Ili I i 1 : 1 II i Structural Engineers POLYGON 5-5-14 R O S E B U R G 3ABCD DAYLIGHT 2:57pm J4 MAIN l 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 -r / / 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.'# 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 Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317