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Specifications (48) \ 31-Cn-e?,) S .C) -?.;‘(/_3Sn ' CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECFNED #15238 AUG 8 2017 C4k Structural Calculations BUILD11' GCAVIGIOI4 River Terrace �o PRO.,�, j Plan 3 � 1NF4til�1 �' •; 60 K. FF�• Elevation D 4d Tigard, ORREG��NA ��, �� zz �� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. (3)TRIM @ RB.d.3 HDR SIM. Rh.d.3 R3.d.2 •• DR (2)2x1 HDR (2)2x1CC HDR (2)a1=HD- Rh.d I �, 1. WINDOWS:(1)2k6 H INC STUD il 'o1BTWN.SCL TR NYERS L a-75 m BEL MI so ITEllik Ci 9 imilL H ..i x • it 7i1iho g a N ' i v0 N Z C Lk-¢r Fv '. O O uN 1 E• r b a tbI'',... a 8 A.., milmear SSSS.Elir,r --C Mil Er , Ii. 1 ihhi 2)TRIM 2)TRIN— iv Ip HDR p HDR 2 141 ,I, .........==:_,,,, „, _..=====:..... tD LI a-. f-® III Rh.d.S Rh.d.6 Rh.d 6 • 2 D - Roof Framing Plan dik Q (2)TRIM.@ CTR HDR ,TFB.V.2 TFB.V.22 i TEE d.1 _ --=.-.7.--=:=: H 4x10 .R 4x10 DR --•I , ---�+---- '-WINDv WS'((NW 51Mairr P i . I WINDOWS.(SOLI. Ii I STUD 3TWN.SG v ,}- TRIMMERS,U.N.4. I w g F STHD14 16 Zcc J _- 8 tir u . co z STHD14 wm Ir- ro Z t'. [ i EE-1 ___ ___ 1 _-.1 I STHD14 TFB.d.8 I ; TFB.d 9 TFB d 10 - : , L`_ rc_ rcc 1E - EO i WH a �``WEN �, ..0 I 999167 I I I ---,I E .:A Ensnmeim .s.l ,-- srHD .1 _ sHD _J " e, . . CO" TIT 2IIi,"l'' i s'''-'1 ___ ___ STHD14 E.' i © y /v �' ®' TFB'd.12 i © ., .d.1IPSLH,R 1.— — rte.,' _ _ - d4v .............1..„,,maaa a,, aa 9 SS.O ml ¢ M. o ro � s al m i W F �l ti m .== T�'B d 6 m1. y 1 .1111111..11fil�S��1 Tiff - c' I t -a 1/1 E �LTFB d,.13 I, _----3 lip- •'TFe.d.21 �== G,I�� STUD Aaral�-•IJI .�H R_-- 11 TFB.d.7 �� MANUFACTURED ROOF =u - � C� MANUFACTURED ROOF m TRUSSES AT 24”O.G. �"�� .5x 4 LV FB TRUSSES AT 24"O.C. Q09 TFB d 28 m iclo 937 NOT USED: TFB.d.20 OD - Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0" L 37 0' I19'-0" 44 '® 5-0' 312"CONC.SLAB m SLOPED DOWN /\ —Y 1/4:12 O6 O --1-1-3'I /--I-0'-7 I/21 I T.O.S. 1SLOPE 1/4121 / T.O.S. °' E 0 24'd441M FT '^�G .1;-1 12" Yl/{St#4 EA- FF : : 4,a QST Wtf21 .. m I - WAYTYP tLN.O. PBS46.':. IDI .::: '..:.:: ... :. .__ .,. ....::. .. .. 1_,� ..::. ' • • ..... ...... .... ........ .. FI :. .' . TVP. ' /{3t84 EA WAY 1 `r1 -. _ • { ,, _FBEARING WALL 1p iAEOVE '.- 2x4 POfYY WALL b 0 ♦ 13' 8.1/4 2 4 PONY 41/2 - e'.T 1-:. .5.10" r0. 6.1/0.'x. WALL 1 ... ,. �'i r arrl III .I. 0 �STHD/4 STHD14� 1111 O ® 1 _— . T.O.S. :. E14 PONY ... `. r 1: . ` I 1 O'ftTO I .SB.1. I' 15.61/r T I '#�4'a WAV l BEARING WALL .I. m ABOVE: ISTi-11814 I: 312"CONC.SLAB I ✓ - «'J. 31 SLAB SLOPES 31/2' I - — r-----t LI FROM BACK TO APRON 2 ,. I :'-• VERIFY GARAGE SLAB HEIGHT D7 I 2x4 PONY-� : ® WITH GRADING PLAN WU.. 0-'' .. . ..I. F- e • —14a I -I-1'-6•12'1 PONY W T_O.S. 1 312"CONC.SLAB 'I' J _1 SLOPED DOWN �_ - -.J.m ` ` (7 • F+ • + 1/4:12 w m _' STHD14}, ... 18 0 STHD14 C lr�____ ___ 1 ® m~ P3 S6.1 '� " .-'.' -• P3 -1011 16.3' 4.151/ 5'-61/1 11'-11/2- ♦ e CDD - Foundation Plan Foundation Plan 1/4"=1'-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0psf 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 Pnnied:8APR 2014,7:59AM lulfiple'-SlllrxtpI Beam .��,: -"'":0F4',-,',1''01',1''''''... E.., uidA 1T 1�t4t51 LECs ,.,.„ a ' ,'', Et IEI2C}SLC,INC'1983-2014,Bu te..1; i N G I N. 126 Lic.#:KW-06002997 Licensee:C.T.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design: RB.d.1 Calculatlo ns per 20055 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=5.50 ft Point: Lr=3.30 k @ 4.80 ft Design Summary U{3,. Max fb/Fb Ratio = 0.475: 1 D(0.08250 Lr(0.1375) fb:Actual: 482.67 psi at 3.100 ft in Span#1 Fb:Allowable: 1,015.16 psi '' Load Comb: +D+Lr+H ,. Max fv/FvRatio= 0.253: 1 A �� fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1981 >360 Total Defl Ratio 1512 >180 Wood Beam Design : RB.d.2 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-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,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point: Lr=3.30 k @ 1.0 ft Design Summary .1. ,'0 005 Lr 0.1675 Max fb/Fb Ratio = 0.761 • 1 D(0.3315 Lr 0.'•• , , fb:Actual: 709.31 psi at 0.999 ft in Span#1 =___ Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.826: 1 A A fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 1.50 Live Load Defl Ratio 3251 >360 Total Deli Ratio 3002 >180 Wood Beam Design RB.d.3 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.10 ft Design Summary D 0.3315 Lr 0.5525 Max fb/Fb Ratio = 0.533: 1 fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi • w .w° • Load Comb: +D+Lr+H Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.05,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.11 Live Load Defl Ratio 3859 >360 Total Defl Ratio 2411 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,7:59AM lmire` r �= AK ar = IrI51T 1 1 jam& i14.1� , �dERCJIC,1�A9 -20� 1�1��&:14 t,26,� 61+ $. i Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design RB.d.4 Calculations per 2003 N°DS,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 klft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.091. 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 �va• Fb:Allowable: 1,017.19 psi •V Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2,6 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630 >360 Total Defl Ratio 13519>180 Wood Beam,Desigin : RB.d.5 Calculations per 2005 NOS,IBC 2009,;CBC 2010,ASCE 7-'10 BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-PrIl 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 klft,2.0 to 5.0 ft,Trib=6.250 ft Point: Lr=3.30k@2.0ft Design Summary D(0.093751 Lr(0.1563) Max fb/Fb Ratio = 0.590: 1 D(0.3338)Lr(0.5563a 5 fb:Actual: 794.59 psi at 2.000 ft in Span#1 Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H , Max fv/FvRatio= 0.495: 1 A fv:Actual: 84.17 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.62 3.01 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 1.87 Live Load Defl Ratio 2059 >360 Total Defl Ratio 1812 >180 W8 Beam Design RB d 6 �. � icajoiationi4per2005 Nps.1903003,CBC 2010;cE 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 klft,Trib=3.60 ft Design Summary D(0.0540 Lr(0.090) Max fb/FbRatio = 0.693 1 � :' fb:ActuaActual: 881.63 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-254 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.091 in Downward Total 0.146 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 657 >360 Total Defl Ratio 410 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,7:59AM % INEn t s1 1:EC6 MU iple Simple .Beam ni teRCALC,Ir :1983-z( � t26, 1_26 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam [ „ . eSigti :" RB.d.7 Calculations per 2005 RCS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-PrIl 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point: Lr=3.30 k @ 3.0 ft Design Summary 1 Max fb/Fb Ratio = 0.590: 1 0(0.3336}Lr(0.5563) D(0.09375 Lr(0.1563) fb:Actual: 794.59 psi at 3.000 ft in Span#1 • Fb:Allowable: 1,347.45 psi •• T Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.495: 1 • A fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 1t 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.33 1.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 3.01 Live Load Defl Ratio 2060 >360 Total Defl Ratio 1813 >180 Wood Beam Design RB.d 8 Calculations per 2005 NOS,IBC 2009'CBC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary 0(0.06750 Lr(0.1125 Max fb/Fb Ratio = 0.063" 1 r fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi p _ a Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A A fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999 >360 Total Defl Ratio 23361 >180 Wood Beam Design RB.d.9 Calculations per 2005 RCS,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=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D(0.06750 Lr(0.1125) Max fb/Fb Ratio = 0.253. 1 1' '. fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.207: 1 A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 4672 >360 Total Defl Ratio 2920 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8 APR 2014,7:59AM 4 �r e QA14f i1T'1En 11 1 -'I 6 M 1,1 Iple SI.i pie Beam t x i3. ... - 1'N R ALC mu 1983-zo14,flint 6 to 1.2S,Ver-614.1.211, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood:Beam Design RB d 10 '`` , x 1 Calculations per 200$NDS.tBG 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=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162 1 � __ fb:Actual: 164.38 psi at 2.000 ft in Span#1 .''.2,4 -Z'';,kiitl • :;,•••;&};:,,,, ‘‘ .,. ,,_,,,,,, ,,, Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H AIIII = Max fv/FvRatio= 0.166: 1 fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.008 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Deft Ratio 9125 >360 Total Defl Ratio 5703 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2314,2s9PM - , ; 1 e , ,r �,, Ffe 31141Ts1T liEngd14o rt 1,Ece •-• pie''51t1 .e ,eam ,..x�`, � , ', «.�'''''"EN -11wftx'a -,.12ap Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design TFB.d.1 ' '- Calculatl ions per 2005 NDS,IBC 2009,CRC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.1S.)40 0.380) Max fb/Fb Ratio = 0.559; 1 fb:Actual: 568.47 psi at 2.000 ft in Span#1 � Fb:Allowable: 1,016.20 psis? � Load Comb: +D+L+H 0 • Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 Wood Beam Design TFB.d.2 Calculations per 2005 NDS,IBC 2009,CRC 2010,ASCE 7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary _ Max fb/Fb Ratio = 0.761. 1 INb11ie WA') fb:Actual: 750.58 psi at 1.533 ft in Span#1 Fb:Allowable: 986.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 A fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 n,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.020 in Left Support 0.49 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.25 Live Load Dell Ratio 2632 >360 Total Defl Ratio 2359 >180 Wood Beam Design TFB.d.3 .... Calculations per 2005 NDS,IBC 2009;CBC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary DOe1165;6'148?) Max fb/Fb Ratio = 0.675. 1 .' fb:Actual: 727.29 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi , ::;:,',: ,:., ,� Load Comb: +D+L+H Max fv/FvRatio= 0.483: 1 A fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0ft,4,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.024 in Left Support 0.49 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.54 Live Load Defl Ratio 2410 >360 Total Defl Ratio 2024 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2.397M , > LtM14054 i 14651,.1. 6" 119,4#I 1e S, !E:$ 111It `:_ ..�.��„ - � '�... >rav .. A,.o,tc" t9s3 2o1q s 1 zi`ver6.441:2 Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam design TFB.d.4 Caaiculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary 0 8'R IOW') Max fb/Fb Ratio = 0.389; 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1 - Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-zx4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.27 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1460 >180 Wood Beam Design:: TFB.d.5 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft Design Summary o .1- L. ...0 _. Max fb/Fb Ratio = 0.998: 1 fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.531 : 1 fv:Actual: 79.61 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.05,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Defl Ratio 544 >360 Total Defl Ratio 356 >180 Wood Beam Design TFB d s ".::,,Calculations per 2005„NDS,IBC„2009,_C:1 ,20 ASCE 710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 klft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summary «.70. Max fb/Fb Ratio = 1.511 : 1 - BR83---- fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: +D+L+H :_ Max fv/FvRatio= 1.070: 1 4i • •fv:Actual: 331.81 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.50 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWEH Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260 <360 Total Defl Ratio 238 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAP 2014,2 39P 01 114051T 1 114151 1,EC6 iuiladlp1eoitTip1eyearn �.,, j� `I±i�tEiic,At.>..�Nc Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design ; 'TFB.d.7 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=3.0 ft Design Summary D(0.0450 L(0.0750( Max fb/Fb Ratio = 0.169 1 fb:Actual: 171.22 psi at 2.500 ft in Span#1 = Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H Max fv/FvRatio= 0.105: 1 A A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008 >360 Total Defl Ratio 4380 >180 Wood"Beam design : TFB.d.8 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 740 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870: 1 D(0.240 L(0.640) fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 ,. Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H . Max fv/FvRatio= 0.467: 1 A A fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,8:05AM Multiple�lrlrmpie Beam a 4,r' COPS, iT 1 © s1 clx.. .... E t>Rei�,1f,[._19 -801 Buicff :1a 12p s;•s 14:1.26::: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood'BeamDesign: . TFB d 9 r: Calculations per 2003 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D 0.240 L 0.640 18 Max fb/Fb Ratio = 0.349: 1 >_�� Q �y fb:Actual: 795.35 psi at 4.150 ft in Span#1u Fb:Allowable: 2,281.78 psi •- Load Comb: +p+L+H ,, ...mo w Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5814 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.: T F B d.10 Calculations per 2005 NDS,lBC 2009,CBC 2010,ASCE 7-1i1 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 klft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.074; 1 _ fb:Actual: 171.37 psi at 2.500 ft in Span#1 d- Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.070: 1 A A Iv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft.3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in RightSupport 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076>180 Wood Beam DemonTFB di 11 Calculations per i005'NDIBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 7x14,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 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 klft,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 klft,10.60 to 19.0 ft,Trib=12.0 ft Point: L=2.60 k @ 10.60 ft Design Summary Max fb/Fb Ratio = 0.752: 1D(0 180)L(0480) fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 D(01650 L(0440) w , r Fb:Allowable: 2,873.95 psi � Load Comb: +D+L+H ,-,. ., . • Max fv/FvRatio= 0.369: 1 fv:Actual: 106.97 psi at 17.860 ft in Span#1 19.0 ft, 7x14 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.618 in Downward Total 0.796 in Left Support 1.80 5.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 5.89 Live Load Defl Ratio 368 >360 Total Defl Ratio 286 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,8:05AM Multiple Slmple Bean p4 ..y F . ,,, tlEttgrlt l 1,EC5 t "� ,,,,� �` ,,l': ,<�,.1 i=N�iR€i�41.�.`,IF1C=�ET983w2k}1d"f3€f�f!`.fi:1+�34B,Ver.614.1'. 6'.. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.12 x. Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr-II 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Design Summary D(0.150 L(0.40) Max fb/Fb Ratio = 0.133. 1 , _ fb:Actual: 304.87 psi at 3.250 ft in Span#1 . Fb:Allowable: 2,293.36 psi ` Load Comb: +D+L+H Max fv/FvRatio= 0.114: 1 A A fv:Actual: 35.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.49 1.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 1.30 Live Load Defl Ratio 5990 >360 Total Defl Ratio 4356 >180 Woad Beam Design TFB.d.13 .!•," Calculations per 2005 NOS,IBC'2009,CBC`2010,ASCE 7-10 BEAM Size: 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 k/ft,9.0 to 16.0 ft,Trib=7.30 ft Point: L=14.0k@9.Oft Design Summary Max fb/Fb Ratio = 0.997: 1 D(0.1095)L(0.2920) fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 0(0.0450)L(0.0750) t v y Fb:Allowable: 2,349.29 psi ., �' Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 • fv:Actual: 148.22 psi at 14.400 ft in Span#1 A A Fv:Allowable: 265.00 psi 16.0 IL 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453 >180 ,Wood Beam Design TFB.a_.14 ' Calculaticons peg 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary 0(0.09375 L(0.250) Max fb/Fb Ratio = 0.206: 1 fb:Actual: 209.75 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi mak. Load Comb: +D+L+H Max fv/FvRatio= 0.165: 1 A A fv:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.16 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.16 0.41 Live Load Defl Ratio 7655 >360 Total Defl Ratio 5500 >180 Title Block Line 1 Project Tine: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8 APR 20'4,8.05AM r �, '214315�1�tf 1 1� c.4: le S Bea • , !4 ERcA c NN 01.9a3-21,),14. Ud-s 1 1.266, v 6 4 i1e Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design TFB d 15 .Calculations per 2005 NOS,IBC 2009,LBC 2010,.ASCE 7-101 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-)0.: 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 k/ft,1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80k@1.Oft Design Summary ,W Max fb/Fb Ratio = 0.246: 1 t •ro.0114 Q O fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.361 : 1 A A fv:Actual: 111.76 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 w E H Downward L+Lr+S 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 1.10 Live Load Defl Ratio 3325 >360 Total Deft Ratio 3003 >180 I 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 Pmted:28 MAR 2014,2 40P l Q i �MURipieSimpie Beam % d 1 fir � tcA C 1983 f4 Lt t9_&14?1.23,Uer�k. 4.#.23 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design: TFB.d.16 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Desiqn Summary Max fb/Fb Ratio = 0.457 1 ova) 60.g3tio) fb:Actual: 464.21 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H Max fv/FvRatio= 0.284: 1 A A fv:Actual: 42.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2,5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Left Support 0.28 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 100.53 Live Load Defl Ratio 2460 >360 Total Defl Ratio 1614 >180 Wood Beam Design;; TFB.d.17 Calculations per 2006 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.250 k/ft,0.0 ft to 2.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,7.50 to 10.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Point: L=2.20k@2.50ft Design Summary ` ' D{0.0150)L(0 0250) os0 Max fb/Fb Ratio = 0.310: 1 ' D 0.10 L 0.250 ' • f .to)Lro.99o) fb:Actual: 702.01 psi at 2.508 ft in Span#1 + Fb:Allowable: 2,263.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 S iv:Actual: 83.14 psi at 0.000 ft in Span#1 10.750 ft, 3.5,14 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 0.110 in Downward Total 0.122 in Left Support 0.35 2.81 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 3.17 Live Load Defl Ratio 1172 >360 Total Defl Ratio 1059 >180 Wood Beam Design : TFB.d.18 Calculations per 2006 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=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary 0,011 ' b19:840 Max fb/Fb Ratio = 0.140 1 fb:Actual: 318.80 psi at 4.500 ft in Span#1 Fb:Allowable: 2,276.84 psi Load Comb: +D+L+H Max fv/FvRatio= 0.100: 1 A A iv:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 ft,3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Left Support 0.52 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.83 Live Load Defl Ratio 4879 >360 Total Defl Ratio 3009 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:40PM 'ACr k e L1tt4fl53 1 1-1 23 • �1 yAtC, 63 201 1 ! ' t23 X4.123 :s Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Woodaeam Design TFB.d.19 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.120 k/ft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=1.40 k @ 12.750 ft Design Summary Max fb/Fb Ratio = 0.085. 1 i Ri0g12t81,4810320) fb:Actual: 196.45 psi at 4.620 ft in Span#1 , Fb:Allowable: 2,302.53 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.094: 1 • • fv:Actual: 29.10 psi at 11.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.029 in Left Support 0.61 0.61 Upward L+Lr+S 0.000 in Upward Total -0.010 in Right Support 0.72 2.61 Live Load Defl Ratio 11190 >360 Total Defl Ratio 4288 >180 Wood Beam Design NOT USED ..._ Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary Max fb/Fb Ratio = 0.102: 1 D(0_01095) :0 ao fb:Actual: 233.95 psi at 3.117 ft in Span#1 utu TuT 4,4 1W Fb:Allowable: 2,301.93 psi ''x Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 • • fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Dell Ratio 8461 >360 Total Defl Ratio 7194 >180 Wood Bim Design TFB.d.21 calculations per 2005 NDS,=IBC:2009:Cat 2010;ACE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Design Summary WPf1')bt9412 J Max fb/Fb Ratio = 0.368: 1 fb:Actual: 374.41 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.264: 1 A A fv:Actual: 39.59 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 0.012 in Downward Total 0.019 in Left Support 0.29 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.53 Live Load Defl Ratio 3874 >360 Total Defl Ratio 2503 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAP 2014,240PM Multiple*imple Be�1 ij :;e �1 �� t ,1 1 i - �� °aza;u�:s.t�t`��s' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design: TFB.d.22 Calculations per2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary °Od93hS48P Max fb/Fb Ratio = 0.380. 1 , fb:Actual: 409.10 psi at 1.500 ft in Span#1 Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.284: 1 A A fv:Actual: 51.16 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 It 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 1.91 Live Load Defl Ratio 5714 >360 Total Defl Ratio 4798 >180 Wood Bean Design_ TFB.d.23 Calculations per 2005 NDS,IBC 2009 CBC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.70 k @ 2.70 ft Design Summary ,,,m, Max fb/Fb Ratio = 0.582• 1 D 0.1425 L 0. s:.ru�ies.d) ft):Actual: 626.70 psi at 2.693 ft in Span#1 :::_• Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 A A fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.018 in Left Support 0.31 1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.18 Live Load Defl Ratio 3023 >360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /\ /\ Span= 7 ft R1 R2 Span Uniform Load (full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dad= 7.50 in. Lumber Species/Type:------- DF1 REPETITIVE MEMBER?-------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cI)= 1.00 E = 1.6E+06 psi &TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fv,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING suite 382 INC. Seattle,WA �'�'� ,� 98109 Project: 1 W+111� P7 It .."6 : ()1,,.'� 4,C3)/l,� Date: 3 a (206)28S-4512 J� 14 DSS (206 Client: Page Number: (206)285-0618 • • , , , . : • • , ,: -: , A H-F,1!? :450\1‘fk : •F .i.- ,,d_o. , . . • • 2 ` I .i I ' • ' � S IS5t,' 7 _3, `1•..Cj-2 =3�i1 I •; • . mr, P '; I • ; - L }- I ' � • I I l'1 I • . • • jI yI l 1 l 1 Ty ;® •I I I It! l 1 -� - I I 1J , I , 1i I J 4X� V\ l I I I i Ii i . I 'i te - , . 1 1 I t t I I_. I � I ! ' i I I I l 1 I , 1 1 I I 1 � I I. I I I I II I ! + .. II 1 . , 1 L i I I , 1 Lt. I I I I ' I . .1 1. , 11! i I • : I i I ..L.I_ _ , 1 I I _ 1 I ' I I I I i 1 I . . 1 r. ! I I ; I I I • 1 1 •� 1 ; .I.-i I , 1 I 1 1 1 1 ' I 11 i I ..I. 1 • I__.l.. I , • i 1 . 1 I 1 ' II . 1 . I• I , I • 1 .1 ! i 1 1 I jI i i �. I j _. i. I i I 1 i .l I I • ! 1 I ' 1 • • I• I I 1 - 1 I • 1 • I. 1 i l•1 I .1. 1..1 1 1. _ i i I I I I , • 1- 1 i I I i -J I 1 I I v 1 I L.. .. 1 ' I I 1 1 - ! I 1 i I 1 I : , 1} ', . . , . 1 .1. - I I , Structural Engineers 180 Nickerson St. C r ENGINEERINP .: Suite 302 S98109 eattle, e,WAN C. Pro ect:T�7 C 6Q�1 Date: 004+ (:06) las-4s12 Client: k Page Number: (206)285-0518 L dC `v 1I/ .1/`7=5iw @� ��/C (f) � ) (5) T ' Vix• ve3 771 7.75' I 3, \ 9,2K 7' 5 7� 1,11‘D-.Ft , 9.Ds' 871 F.751 1117-3/5- I 3,Yr` Gt,xt,Gg 2, 9.75' 2,e\ 3,7" 5.6c LL' m.c- ItYg... e 8,-7/ 8eDk" (14- /aiFC_A • 2 �' t� -� � 1 Qac T-t e INS ‘orc i_Lr! Structural Engineers CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA Project: 1 10aF... : 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 a i.,,i'„,,,O. ''„ .. , -,. `: , 't 1,• '-m,-," '', , Mak,k. c ',',.,:`-.`'•<:.,-;',::---- ,J10#11,44,4;k.V•''''7'.''-r', ‘%'''', t w, , � �-� te• a' �� '' � - *`°� s a $ : 1 i..,,,,,, ,,„,, ,. ...,, ,'4 "' r `a �, 1 iii 1..N;„;::,,,..210 ,:, .• i. `,'- Tr �•,i,,..7.--/ti 21 0 "� , '' z4• dt �.• ° 0 #• fo- „A 9 'sa q USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g So, = 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 NEI-IRP"building code reference document. MCER Response Spectruma se Design Response Spectrum 1 20 0. 0 91� 0.72 0,29 _ 0,04 cs.>7 0.50 0. 0.48 0.'55 ; 0.40 A #a2 0.' O,Y2., 0,24 0.22 0.10 0.11 0.00 de,so 020 0.40 0.40 4. 1.00 1.20 1.40 1. 1.20 2,00 o.r 020 0.40 a.SO 0,00 1.00 1.20 1,40 1.50 1.00 2 L Peril.T(sec) Period.T(tet) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14051: Plan 3713 Twin Creeks, Elevation D Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 M1= Fv*Si Skill= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 Sal=2/3*SM, SD,= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD=,4.0 N/A Table 12.2-1 15. Horizontal Structural Irregulariti( - 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 0: CT#14051:Plan 3713 Twin Creeks,Elevation D Sos= 0.72 h„=19.00 (ft) Sm= 0.45 x 0.75 ='ASCE 7-05(faNe 12.8-2) R= 6.5 Cr=0.020 ASCE 7-05(fable 12.8-2) Is= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) T,=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAO) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T'(RA5)) (for 7<T1) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'TJ/(T�'(RA�) (for Ta.Ts) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/Ir) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,'0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REES C1 C2 C3 C4 CS C5 C? CO C8 CI0 C11 C12 C13 C14 CII Ct& C17 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,*h,' w,*h,' DESIGN SUM LEVEL Height (ft) h,(ft) (sgft) (list) (soft) (ksf) (sgft) (ksf) (kips) (kips) Ew,'h," Vi DESIGN V V_:.., NS E-W Roof - 19.00 19.00 1870 0.022 -- 41.1 781.7 0.61 4.40 4.40 S°6.51 `I 8.03'' Top Floor 9.00 10.00 10.00 1517 0:028 333 0:022 49.6 498.0 0.39 2.80 2.80 6.13 .7.33 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 12.65 I 15.36 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F, C F, w, 1 w, Fe._ F,-wr„ 0.4'Sos le'wp 0.2'S0s'Ie'wp LEVEL (kips) (kips) (kips) (kips) (kips) 24, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.A_GOV SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31.30 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. - -- Building Width= 37.0 45,0 ft. V ult. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sec.oust'1175 g :mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S EW Ps30 A= 25.7___,.25.7 psf Pitch= 45.0 30:0 Figure 28.6-1 Ps30 a= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps30 o= 14.0... 14.0 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kr= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00';(Single Family Home) *Kn*I : 1 1 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PsA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PS A and C average= 23.1 23.1 psf (LRFD) Ps a and D average= 15.8 15.8 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.80 0.701 0.70 16 psf min. 16 psf mm. width factor 2nd-> 1.00 1.00 wlnd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 31.30 12.3 0 91.02 0 218.4 0 127.4 0 260 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9.4 8.41 8.41 10.37 10.37 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s)= 16.33 V(e-w)= 19.83 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) V(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-1N) Roof - 19.00 19.00 0.000.00 0.00 0.00 8.41 8.41 10.37 1037 Top Floor 9.00 10.00 10.00 0.00' 000. 0.00, 0.00 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 16.33 V(e-w)= 19.83 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(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 8.41 8.41 10.37 10.37 6.51 6.51 8.03 8.03 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 15.36 0 - 0.00 0.00 V(n-s)= 16.33 V(e-w)= 19.83 V(ns)= 12.65 V(e-w)= 15.36 kips(LRFD) kips(LRFD) kips(ASD) kipsjASD) Part I Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof SHEET TITLE 5 £7s ."til 40" ;k v.>T `11;7 CT PROJECT#: CT#14051.Plan 3713 Twin Creeks,Elevation D Dieph.Level: Direction: Typ.Panel Height= R Seismic V l- 4.40 kips Design Wind N-S V I- 6.51 kips Sum Seismic V I- 4.40 kips Sum Wind N-S V I- 6.51 kips 11)DISTRIBUTION TO SHEAR LINES Cl it2 C3 Cr 5'5 C6 C7 CO i;!1 C/0 C/1 C12 .C13 C/4 015 076 Tri % Above m Shear•v Line E W let Line Trlb 2ndLineLoadr Llne Trib. MOM E •1 W .I ®m a 00 a;L n;=Ym :?;r ,r z,„ o.o0 0.06 O� u �m t%r 0.00 0.00 O�� o.00 0.00 0ummo 0.00 0.00 0' IM� OWNz � o.o0 0.00 0�� Mm 0.00 0.00 �� E_MX s= 0.00 0.00 EMI= Balance Check: ok ok Balance Check ok ok ok ok 2 DISTRIBUTION TOSHEARWALLS E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwell Co Lwall' v V A lifters V Type Type v V Ift) (ft) (ft) (Pg) (k) P Twihl+r (P11) (PIB (k) aw NISLEMEM 0.00 algi,0,y0 0.000®talli 00 666 NtrikAtME 0.00MalooeMOM o rOWDAKF'Tnal600 3 0 -0.00 MI00000 d,t=l,gor za 600 Q 0.00 EEIII 1111211oe000 WAWA i111. 4.114TMA M4Mlanal*ME Mal MI EKE NEM MINIMUM:MEIN!Ea oMEM EU MEM0LLIII® illfil 6.00 Marian 0.00 M MEMMICIOR 0.00 + 0 0.00 EU l�00000 IMIMS' 606 -_0 6.00 MU MILE Ma 00 O.o0 > 0' 0.00 alai ELM AIlan 111=0' 0.00 INALAMIll 0.00 IREGNIMZE Ina 00 p-1.00 ''"Table 4.3.4 AF&PA SDPWS,Footnote 1 •Spedal p.Q.DL Uplift Factor DL Uplift Factor wMind ¢ 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Max. Line ID Lot,e w dl ID(#1) ID(#2) L,R0 OTM Rona Level Abv. Total R U U,um OTM Rona Level Abv. Total U U_, U_c, HD ft (kit) Above Above ft ki•ft kl.ft kl.ft) (ki•ft M.-ft) (k) kl. M.ft kl•ft ki•ft) (kip-ft) W.-ft (k) to. kI. W)9T y,+ . � , 13.98 17.81 23.03 -5.22 e a s -0.37 26.38 25.02 1.36/81,11111115•1 / 0.10 0.10 N �T ,,, �7i66.:r t did:,^ 0.00 :LI:G „ 00 i " .�" a_ as r latkif 0.00 NONE . R) 00 g.e:.... a 0.00 NQN .; ' ea L ��': n' 0 ,' s a i l 1 a �< 0.00 NONEy !, h�. -20.35 �' � ;,,,,s,:.,, 18 5 116.22 12.03 32.38 x -20.35 of .s �,r'. -1.25 17.82 35.48 -17.66 t •• a 4.09 -1.09 r 9.9 7.88 5.78 9.32 a -0. m. -0.22 -0.22 ONE •r." oMir _ ww.mmiiankik o.00 NONE *10401111,11M$Siircitr` "1.11' ',V;AA s 0.00 NONE 1 bA..'° 0.0a $M,A7' - ,o _ 0.00 NONE 77.1 --<<, o V9. 1i; 0.0 a �" o.00 Nom ;Alit,W01 Haldovm CO Offset from SW End 00,iirin E. 0.00 -29.11 II N.E.T. 3/28/2014 CT ENGINEERING NBS_Top Floor SHEET TITLE: 9'c.,., ' ' FM!,7' .,tea. ro. ... _ ;;ZR, CT PROJECT#: CT#14051 Plan 3713 Twin C ks,Elev t on D Dleph.Level: .r DirecOon: Typ.Panel Height n. Seismic V I- 2.8 klpe Design Wind NS V le 6.1 kips Sum Seismic V I- 7.2 Nips Sum Wind NS V I- 12.6 kips 1 DISTRIBUTION TO SHEAR LINES Trlb% Above Line Load Uniform Shear,v Line E W 1st Line Trlb 2nd Line Trib. E ujj W , +'. 1-401 3.06577 cM® a', ®' ,,®, �� 1.401 3.06577 mENEEmseamEimsamminmErsi K011111-O0 0.00 0.00 0.00 0.00 O OMI BIWA KIEN CIIIMII• 0.00 0.00 0.00 0.00 Ol Wim iiiii6M61_' 0.00 0.00 0.00 0.00 O OMI MIMEO 0.00 0.00 0.00 0.00 pOH= IERIIm 0.00 0.00 0.00 0.00 OMIIIIM man wilm-m0.00 0.00 0.00 0.00 OlO1111M x-MIME' E.WIMIEEMIIIEMIEEDI Balance Check: ok ok Balance Check: ok ok ok ok 2 D STRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cs Lwall' F4wu v V Amplifiers v Type Type v V (ft) (0) (81 (p10 (k) N 2aN1t`/ (p10 (pm (k) r- v rr 1RILLI' ' 111LEINILEMMEIIIIMEM ULM litiaiiIIIIIIIO MEM 0.00e.-0 0.00 mum=um ®0' 0.00 0.00 p 0.00 11111711111EMpp0 0.00 0.00 FIEFIMMILIE 0.00 MILLIMMEalp ICE 0.00 fsamtazza gam TA11111.1131MMENIIKEMII NEM MEM ECM MAI EMI MELLEN O --r e ,MILIE' 111iCIZ®IRLIMMELII ELM MallIffiallOO10.00 = p 00 mgalmEslap mom p0 0.000 600a 0' 0.00 MIIIIIIIIIMQ' eo 0.00 000 p 0.00 RIIIIMIL2111III= pO 0.00 '. 'ISMAIlril.SIM 000 r p 0.00 MilLEMINEEMp 11111112111111111311111 0,00 rammasimmamegim 000 , 0 0.00 ®" EDUE0' 00 6.00 6,101ww,F--.:116t,",r,im 0.00 VANIIIIIM 0.00 MillIMMELIII0 M1=11111211O 0.00 n-1.00 mTeble 4.3.4 AFEPA SDPWS,Footnote 1 401 'Special E.Q.DL Uplift Factor DL Uplift Factor wA41nd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift.a Resisted Resisletl Roamed Net OTM Add'I Radme.4 Net OTM Add') Max. Line ID Lot.n. wdl ID OM) ID(82) L,,a OTM Rs,* Level Abv. Total f3 U U,,,, OTM Renu Level Abv. Total U U,,,,. U,,,- HD (ft) (kip Above Above (ft) (kip-ft) (kip-ft) (kip-ft) kip-ft) (kip ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (lo ft) (kip-ft) k) (kip) (kip) L $C, t 37 4 °,,; ,GIii, t 35.15 32.76 122.30 -89.54itil„,..::: 94 76 -2.70 57.54 132.88 -75.34 6 -73.89 -2.10 -2.10 NONE 000.00 BONE' 00 + 0.00 +NgNE.::- '''':('' '':."76,1 d i 0.00 NONE i*iiiii4iiatt,iiiiiIrp�,'p, 1rrfkill 14.32 21.23 24,01 -2 77 2 77 li; -0.19 37.29 26.08 11 21 fer 11.21 0.78 0.78 800)14 7.66 , 11,53 8.59 2.94 -0.60 -0.08 20.25 9.33 10.92 > 9.26 1.21 1.21 BTH014, as V, ?L :if:i o.00 NONE 0.0in,LYMIfni Off �'xC A",�� d:6. S` e4 ( s 0.00 NONE 0.0 e Nal i 0.0 e 0.00 NONE {8 r8( 0.00 NONE I NONSTACKINO SW ELEMENTS ,l- �_. a e, ,, 4® 0.00 NONE:::_ a 0.0 ::< it 4 %i �j»"if 0.00 NONE Holdown CO.O1/set from SW End: in £_ -29.11 -98.13 N.E.T. 3/28/2014 CT ENGINEERING E8W_Root "" SHEET TITLE: a•1e;V.A,' f 'f y. "-TAia CT PROJECT#: CT#14051'.Plan 3713 Twin Creeks,Elevation D Diaph.Level: Direction: Typ.Panel Height al Seismic V I. 4.40 kips Design Wind E-W V I. 8.03 Idles Sum Seismic Vie 4.40 kips Sum Wind E-W VIS 8.03 Idpe 11)DISTRIBUTION TO SHEAR LINES' C3 C4 C.5 C8 C7 C6 09 C10 CfI C12 Cil C14 C15 C18 v f Trlb IMENAbove LIne Load IMENIESNIMIEWEll Line E W 1st Line Trlb 2nd Line Trlb. 2. �®' �0® Wiffinirae 194.01513 0.00 0.00 ' 0.00 0.00 ' ammessiii4411 :�� r 0.00 0.00 - 0.00 0.00 OS- 000 0.00 0-- v 0.00 0.00 0' __ E j "4°,1„- 0.00 0.00 Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.Q. EA. E.Q. Wind Wind Wnd Llne ID Lwet Cs Lwall' H,,,,,LL v V AMplOtere v Type Type v V (ft) (R) (It) (PR) (k) p 2nc51" (PII) (PI/) (k) ® _ o��l� xe�caw re:r:... c�..t+,+Sa..s0 J 0 ._ a> 0.00 ��O O 0.00 neo s. a< 001:14/1 "110I1 .,:_ :..uwwi osaia ®' BASISSINASSAYMit:,:i;NNW llE 0.00 , -'0 0.00 m�I�O�oo 0.00 0.00 0 0.00 N�I�ppo0 0.00 KU; 44T4ISIMONIM. 0.00 e o 0.00 M��0' �eo 0.00 NAMn4,)I 0.00 ° 0 0.00 •��Q' X00' 0.00 000 0 0.00 M��p o0 0.00 nra *•;1 000 0 0.00 �p®oto 0 0 000 § 0 0.00 ��p®oo 0.00 0.00 ranakma 0.00 Ina innuraming=o 0.00 p-too .Table 4 1 AFBPA SDPWS,Footnote 1 0771 'S•ectal .0.DL U.iR Fedor • DL U.ill Factor tvAMnd: 3)OVERTURNING RESISTANCE Seismic Uplift Wind Uplift Resisted Resisted Redaeed Net OTM Add'I R.dueed Net OTM Adel Max. Line ID Lots w dl ID(#1) ID(#2) L,,ssr OTM R III Level Abv. Total n U U„.„, OTM Rena Level Abv. Total U 1.444, U,m HD (ft) (klf) Above Above (R) (kip-ft) (kip-ft) (kip-ft) (kip-R) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (lop-ft) (kip-It) (k) (Up) (kip) a« k 32.4 C,,w4 at 30.14 17.81 91.73 -73.92 -73.92 as 2.15 32.52 99.67 -07.14 67.14 a -2.23 -2.23 NONE S� + 00 WI 0.00 NONE ,j'„ 13.0 10.75 8.91 14.78 -5.87 -5.87 <' -0.55 16.26 18.06 0.21 0.21 0.02 0.02 NONE `` 13.0 .00:',61.,4 •� 8.91 orpts 0. ' 0.21 a 0.02 ONE wpmkiV o.0 y . rpr*® da ai-•:�®®® ® 0.00 NONE 0.0 a r,,3- ,® a � 0.00 NONE 4 -_I-I_. b_ ..__-_ 0.00 NONE 3/3✓y iii 0.0 Xvitt..f 0.0 a __1_i_ i._� (?0 e____ }• _"✓?,« _ 0.00 NONE Dia th.4 0.0 Mat' '-_I-I_� °>;1_ .e6 °__-_ a_ 0.00 NONE 0.0 a -_I-I_ a_ ar a__-_.,. a_ "- 0.00 NONE 0.0 x -_'-1_ a_ X100 ,;a,d'.__-_ n_ "- 0.00 NONE "?r ,a IMI •111_111111=1 + IIIIae aMIIIMIIIMM111 .1111M °I 0.00 NONE Holdown Ctr.Offset from SW End gren E= 0.00 -85.66 328/2014 N.E.T. CT ENGINEERING E8W_Top Floor S SHEET TITLE ' W. .a,' 3713 Eley. CT PROJECT#: CT#14051:Plan Two Creeks Elevaticn D Dieph.Level r NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height R. Seismic Vl= 2.6 kips Design Wind E-WVI= 15.47.3 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum SeismicVl� 7.2 kips Sum Wind E-WVI� kip. 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Loatl V ebv. V total Line Uniform S gar,v Line E W E k W k 1st Line Trib 2nd Line Trib. E k W k E k W k L R E W •I `�1401 3.66624 ` 2.72 6.08®i. � ® 0:: 700000 w� •..a 0% 0 0 ,✓L v�6^v 7;770000 :.'q` 0.00 0000000 lir■, 0% 0 0 • 000 0.000600o% 00 ) 000 0.00 0 00 0 0% o o a ' 0.00 0 00 0 00 A o G -tl. +, ii 0.00 0 00 0.00 0 E= 8.03 0 15.36 Balance Check: a4 Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.O. EQ. .Q. E.Q. Wind Wnd Wind Line ID Lwell Cc Lwall' H.m oo v V Amplifiers v Type Type v V (ft) (a) 71) (pl1) (k) p ,11 (p11) (Pif) (k) (ru r,v r2 (1'1. C5 C6 :'7 C5 L'? 'f4 �'®�:' y '� �. a � P.�lE® ba 0.00 0 0.00 1.00 1.00 0 - - 0 0.00 e.: 0.00 0 O.r• 1.00 1.00 0 0 0.00 �' - - ci 13.40 118 .58 1.00 1.00 716 P6TN PB 263 3.53 e 9 66 ;j• , 118 1.14 1.00 1.00 118 P6TN PB 263 2.54 II "N 0 ., 00_ 0 1.rr _ 0 DO '' umum Inailikir:72.::Filshiu:'',-:::i;--,,o � ��® �6.00 ®0 ®O 0.00 5:,- 0.00 0 0.00,. too T1.00 0 - 0 000 p-1.00 .Table 4.3.4 AF&PA SDPWS,Footnote 1 .11 'Special E.G.DL Uplift Factor: - s s DL UpliR Factor w/lMnd: ft;T.+' 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Reaiatetl nedecea Net OTM Add') Reduces Net OTM Add'I Max. Line ID L00.n wdl ID(#1) ID(#2) Loer OTM Rom Level Abv. Total n U U. OTM Ro,rn Level Abv. Total ,1":.0,1 Ue,=, Ue„= HD (ft) (kif) Above Above (R) (kip-ft) (kip-ft) (kip-ft) (kip-R) (kip-fl) (k) (kip) (kip-R) (kip-fl) (kip-R) (kip-R) (kip-R) (k) (klp) (kip) 26.2 ",,A 23.90 26.39 59.79 -33.40 -107.32 ae a -4.49 53.22 64.96 1174 -78.89 ?�is *€5' -3.30 -3.]0 NONE 0.0 >fY a :itb'k E3Fs 0.00 NONE 0.0 rEiIt 11.471; �rE ? 0.00 NONE 5.4 P Y 13.15 14.39 33.17 -18 78 iii -18.78 ,Plc&` , -1,4J 32.13 37.47 "535 5.35 k p -0,41 -0.41 NQNE ,,1E f" � 11.7 9.41 10.37 12.40 -2.03 - >ae -2.03 -0.22 23.16 13.53 9fi3 9.83 6, s7 1.02 1.02 STHD14 0.0 (�r, q } 0.00 NONE �� ilia {E 'i �R 0.00 NONE fir. .... ,YAL ItdtM ,APA', 'I:' �' „a,l +a,. 00 a ( &„,�"' 0.00 NONEa C e t c a nu tl` lindE 0.00 NONE t 0.00 NONE .� 0.o .�_. ., . .' 0.00 NONE Holdown Ch.OI/set Irom SW End; on E. -85•ii.66 -116.89 NE.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2.A V1 eq = 1722.3 lb V eq 2199.0 lb = 476.7 Ib Vw= 4015.1 lb V1 w= 3144.8 lb V3 V3weq = 870.4 Ib ► ► v hdr eq= 72.4 OfA H head = ' r t•i R WALL TYPE H pier= r€` r . `` a � o' R plf P6TN E.Q. 5.5 �� •� plf P6 WIND feet i,Rk H total = [ k4c-lYtkl';','11,0s'''''''& t,„-0' '4''''''',.. - . - ;,,...4fra*:;: -,,,,,,47,0„ 8.1 , X74 >r § ya v, �;,feet • % r 2 : P offt zf �1.4 R k y` Nke: .lirld ` SCI , yN� :Hsill = F 1.5 feet -s .�` 0 b p }40i EY.} F R' P, G �� 4'.�� 6 ��. :fib ,','0,;:::::11:,..1:.41^� „b w� REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1=,16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► OW41 Hpier/L1= 0.34 P. Hpier/L3= 1.24 L total = 30.39 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.A V eq 1099.5 lb V1 eq= 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► o. v hdr eq= 100.0 plf A H head = 1.10 ft 6 F2 z • WALL TYPE H pier= �& : ,,,� • plf P6 E.Q. 5.5 NA �y m ` • p11 P6 WIND feet "1 H total= s ,N '' %,strfi � ` ,�. r ;,, iii x• • ,' E` ,1 ' ' 4 . { dra . afeet • k.i'4,: , , V IR i 3 .- • ' . ' . >.H sill= E N i .' ,1.5 •, feet >' g' ts, : REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1=3.0 L2=5,0 L3= 3.0 10.41 Htotal/L= 0.74 4 0 4 ► Hpier/L1= 1.83 Hpier/L3= 1.83 L total = 11 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation 0 WALL ID: S.2.B V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 Ib V1 w= 1003.8 lb V3 w= 1003.8 Ib ► ► v hdr eq= 100.0 plf ► H head= A .tt x tok tt P ° z'>S; t; ,Ft" 1.10 ft Vefi :; , mA � 6 F2 WALL TYPE H pier= ',' kyr,, f P6 i f plf P6 WIND irr5A s as W . pl • feet H total = ` feet Ea R" }`, ' 6 ,tpE tot Itte,t tv ,t?.%,,pitist- --,f,,to-,', „Allitlitah.- • ;sr • r ; !: r 'r " �� roF rwr ips t, a � rHSIII= �r " t s `,;,6 � k. 3 \ � rx y * t,t ,o2.0 * 'a£vP t . jr feet j. REFER TO'3)0 T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 4 Htotal/L= 0.74 , 0 i ► 1.67 Hpier/L1= Hpier/L3= 1.67 L total = 11 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.1.A V eq 2899.6 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 5848.2 lb V1 w= 1573.5 lb V3 w= 4274.7 lb ► ► v hdr eq= 120.1 plf u 'H head= � Yr � , ► w U t F $ R rad i i a ,�11.10ft m• �E. dt ._ , :. °,&, „,,,. . ,r.. ` . WALL TYPE H pier= x: @• . tt7.I pif P4 ' E.Q. x,0 &°[ f , ;4',44",,V, plf P3 WIND feet :' „;,.„ ,..1,,,e,-,.....,„„...;„1„.1,, ,,✓y c,. '` baa H total = t , 9.1 feet �),4 i tae isat �� t F vkWittaaatit i op�,1 ', 1 A f ?8 v r %, H sill= 'R• x ,,:'„!‘,,7 f Fo-, ryiZ �EE 3.0 ', � % +t' az. r . a / f ;� c F / p , � ' d ; ,feet �R �5 ti fx1 N a,fa .A4 APIN, i �0 4 a ad41 j • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 ► 4 ►4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total= 24.15 feet ► Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 ,, 1;1 Technic M . 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 0 2014 A PA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ= 790#< EQ(ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearl"M(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 • • i. 0.51 3.42 1'-10 1/2" 8 1p520 EQ(2128 WIND) Foundation f r Wind or Seismic Loadingt'�b'��31 EQ(1444 WIND) (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 nota 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 I- 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening opposite side of sheathing t -'- 1 •,.= Pony wall • height . i. • r �� n Fasten Top plate to header ,�,, with two rows of 16d " ' ,�.m , ors ir ,}}$ sinker nails at 3"o.c.typ .L • 4 Fasten sheathing to header with 8d common or M ,* Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max total Header to jack-stud strap per wind design. ti, / wall Min 1000 lbf on both sides of opening opposite height side of sheathing. + If needed,panel splice edges /` shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max itthick wood structural panel sheathing with ° 4 within middle 24°of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. . nailing is required in each panel edge. � Min length of panel per table 1 • Typical portal frame •1', construction ;; \ Min(2)3500 Ib strap-type hold-downs i= (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of s —Min reinforcing of foundation,one#4 barin- s jack studs per IRC tables i �h top and bottom of footing.Lap bars 15'min. a r502.5(1)&(2). t 4._ 1 ' Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2°x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mtninutm Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wwW.apawoo org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 48466•(253)565-6600•Fax:{253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Form No.-11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA-The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither AM 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 AM 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—Thc Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 Project: fpm i.)c, e ,$)1 C /'l n n D Se81attle9,WA f'i��. I � 0 Date: (206)285-9512 a— Zit r?,3 2 (a 2 PAX: Client: r . 1 . , Page Number: (206)285-0618 As VY) o. C&S•V, 6 ----As-VA_60 47 e )2), „ ,,, / izrrpti 6KS--4'5))C-K- FV12- ?)6712114 1.5N, rD PvcovS".. 85714/ 1 � / Iv%AT V---8 „ /16 ()(0.2 �� s9.363,y) (1)(0,2)/60) 0.392 (t 3 (16 (WZ3)Cle.) 2 ori (60 — g� \ , t1 V,7 c act 66 - 4t) 68 ,°44- - q;, 0.;66LA u, /2Z ci= a,so . � r N w 7i ' Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1 1).7 Table 2.2A Uplift Connection Loads from Wind • , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed110 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3,4'5A7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf3 36 272 298 324 380 441 506 576 650 729 856 rn Z 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 • 12 70 80 92 116 142 171 201 233 267 321 13 24 111 129 148 188 231 278 328 381 437 528 m co 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 '- „f4 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, . multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 1216 19.2. 24 48 Multiplier 1.00 l 1.33 I 1.60 1 2.00 4.00 `i• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-ta-wall or iii. wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. '1 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the fr.. + ; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. ' s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. `k . ,_ AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 `y' / �/ ��/ INC. l // Seattle,WA �F Rckt_ �//wA (L'I� A Date: 98109 Protect: (206)285-9512 FAX: Client: Page Number: (206)285-0618 'LOCDL UP) 712)'14 74?7 1/1/01L— DkJ j \Wf I/ NA 2,2 A o MPS ( uL7j y. Vii ,► � 2 . CoNLAM mss ii7)1 36 2:1;"-- --4:-‘1,-1 (it 'P8 I/ 6/70- 0,c)(o,-)- (0,6) = )6v /ALT ;55 , 666--1-7viT061-F 491 ursc)0o QG /iws %5A3 )-6( 2)= (2 ( 4)(2) 1,o) 0,0 -- �v 2 4' v---"blt A, 6 119/Z)(0j5 (0,(0 -7_ aeri4i4 4M6“- -& Inc () WP 6viovbcodo e 64. PL s , T4 GsN '/'�V ,q, ( AVRYtka e 1->170ce ,1,15(L- (5Y ncr11) e5114F Dv14)d Structural Engineers TRUSS TO WALL CONNECTION ';I'I VAI 1.it'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 I I 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 4551) 41; 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>:SI) Ilu 1 SDWC15600 - - ,:ti',.. .. .1 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" inio 1(1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 16111 2.'11 2 (2)SDWC15600 - - rfh . 9.511 3 (3)SDWC15600 - - 111 :St.`1 ROOF FRAMING PER PLAN 8d AT 6" 0.C. 2X VENTED BLK'G. ''Ili 0.131" X 3" TOENAIL `' Ir." AT 6" O.C. PIE H2.5A & SDWC15600 ST11 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 '-IPF VAI UP, #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 11 111 PL1ES � 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 415 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.555 I HO 1 SDWC15600 - - 4°'l 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 7(01 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1070 VII 2 (2)SDWC15600 - - -1'ii 1.10 3 (3)SDWC15600 - - 14!>i; 1 i'.) -_ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND IIIIIIIN SDWC STYLE _ 8d AT 6' O.C. CONNECTIONS 2X VENTED BLK'G. IIIMIEit/&.Itill%0 IIMEN*..4.4iiko 111 H7.5A & SDWC15600 STYI F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 1 N C. Seattle,WA Project r�1.- /�( Qom • �L 1 h� � / Date: 401. 98109 3 aii. (206) (206)285-4512 FAX: Client: Page Number: (206)285-0618 • • • • • • I , , "io.5'., 1 fi '�, IDS' i �i �� ° I -_ iS' , ,• , , • . . . . . • . . ,• . , . .. . . . . . . . • a ` L� .. . . , . . . , . . . , , . .• , : • • • , , .- � . A, • . , , . : : . . • • , . , , . . . . . ,• • : . „ : , , : : , • , • , . . . . . . • . ,. . . • k � 7z• „ : . . . : .. . . •, ., • • �• I I I t\ I : 1 i I 1 1 I TCfM` �. , 1 I o ai'r dpi 2.„7 ,..„„„„, 11,.„.-' 1 ' ''''"), (71•41? �Z( , I I ► ' ! !• • • ' I StMAC` i: 1 I 1 , j I 1 I I i 1 II 1 I ... , I I �" ' ` : - I - :. I I ....I. : : I . 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I fir ! . ; . 1 I �� •1 I i I • Ii I I i I . � I 1I I i I , I 1 { .101_,..3":_k_1.,.. I •� I I i r- i I ' r ... ..)..t.A.. .1 ; .,...1 . Laj • ; L � ,. ; � , , l , � • __ I 1 I 1 j >_? II. � i. 72 •47 _ 7S Bob+S72 Z�b 7 I I 11 . 1 I , I I I I I I I L ( I - .. ': -- , .,-: ; ....-.F : i --,Nr.: : ' • : i',...- 1 -. - (, a: , . ! , . ' 0�i I I I . . , I ! I1 ZOO. :7-, 5c5S(A 771°) + r IiI , L. 1 i. . . i---,••••s ,IiLi I ( 1 f ._ � i . I i • . • 1 : , 1 , I I I . Structural Engineers 180 Nickerson St. CT ENGINEERING suite 302 I N I Seattle,WA ,,�/� 1 - T��A—/ j� Z, 98109 Project: �t �a►y �^`� ``u\ "' 'N -� Date: ✓/�0 / (206)28S-4S12 FAX: Client: Page Number: (206)285-0618 • I 2 , • • i • t • ' ; ! Ij • 1 • I . 7y i h I r • I I. ; i • ! 11• D (1637 � • � i Sii$ i !I I -I I i • I. � . ._- `• i �i 1 - - , i it i I L I I : • . • 1 I � • _ fTGj • tkyjt • }.. I I I , i 1 1 i i i 1 ' ! I _ 1 I I ' , 1 , • • it • • II I1 , , j , i i i . 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Structural Engineers PL14-121 4-14-14 � R O S E B U R G J3 MAIN 9:53am lof l CS Beam4.605 krnBeamEngine 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 11' fl 11` / / / 13 8 4 1211 8 9 m 26 7 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235p1f) 99#(62plf) 2 1049#(656p1f) 315#(197p1f) 3 358#(224plf) 90#(56plf) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" L/783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON ,,,�r� EWP MANAGER St2afl frIe 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. 503-479-331 7 1 POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm . , R O S E B U R G J4 MAIN 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T 18 4 0 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370plf) 177#(111plf) 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 Stro*Tfe. 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