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/LL S7-AOfC1—ocx_v 1 377U pi/ 775—'74r CT ENGINEERING ` E Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) M" "P CM'OF ;';Rt. ?,'!to Structural Calculations River Terrace �o PRp, t4 Plan 3 ��' ��'"E'� Elevation D I11 tt eh ► Tigard, OR REG*NA 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 P h: 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 r CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. (3)TRIM @ Rd.d.3 HDR SIM. RB.d.3 R3.d.2 (2)2x8 DR 22v/�HDR 22z1�HDR I ADJAC:1111111 IIII IIIIIP'iJ IV 1 /I� m , _mem 1 NE Al 11,- I1 Ifl b illIil. z �i ---1 -, _ =III I iiii 11 ;,,. alimmul it i r� leiX111 1*11 = IiVP!illihill , 3 1 RB d.5 rAM Rd.d.6 RB.d.6 OD -1Roof Framing Plan 2 1/4 = ab 1 P3 0 (2)TRIM.@CTR.HDR ,TFB-d.2 Trb.d.22 TFB d 1 law, -_ -_ L•:_2) R 9x10 r 4x10 DR 1 STUD eWM SG A 1}_ ___ ___. TRIM ERS.U.N.4-1 w b F -7 mw L j H Z — 8 ___ lf LL r W V O iv I STHD14 a a.-1 ;H 1 _ r •ti 1W1 _ , . T. ' __ _ __ S THD14 se 1 °i +il 16 I I---r -r - TFB U T f �� TFB d 9 TEE d ( 1 LVL ■7 _.._—�_ xvmzolvws 1 L`_ ___er c� 1E _1 FURN.i I'� /4'a WEN FOi- ' iBELOJJ j i� L `'1 1 59.0 1 - �1 I I I I n1 • 110. it - ...... F —srHD s ND a _J Imo_ I , ST37 RI •�T3}... r ii- TUB /.a.11pSLL H.A r�L-- _ JET- :- �00012Vawa LIMMWa®�®®o'w�� WY if 9 S9.0 N Et2 aIW Z W " en ro „I ¢ 1 J2s}q HDR .I wl' TFB.d.17 F I P 1 ::I:.1 �._ TFB.d.6 - 1 ___ .TFF.d.14_ I -a S0:l Y'�. =11..O=a_ 0A�:G`YY�i3:C- • re LEDG... 11,111111_CONT. �0 111111•16§11111_,, t B d.ii 3 CONT.HDA • Areata ��� "r TFB•n 21 =SGiK STHD L�t �• .. _�HD _ _ 1,_ TFB.d.7 I.�� - - — _ :C!-'_I MANUFACTURED ROOF MANUFACTURED ROOF ,5x� TRUSSES AT 24"O.C. ®TRUSSES AT 24"O.C. TFB.d.18 m© NOT USED, • TFE.d.20 (:)D - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4•=1•-0• 31-0" r 9 0 T r ♦ 0 r 31/7'CONC.SLAB Io SLOPED DOWN /\ —4- 1114J:12 P3 P3 -I-1'-3"I /�J�-0'-7112"1 T.O.S. ISLOPE1/4:121 I T-O.S- HDU4 rr[_q 3') SFWD14...� • 1 i 2d x2b'x10"F7GFl i : .-::: -::. ......::1„.112' 4x6 POST W/(2), .-.WAYTYP.LLN-O r' ACA CAP 8 PBS46 x B1 io a r1'-1)2"i e '. F BEARING WALL. .-- --...-- ---- a--0-FIG..— ..1.�: ABOVE T1P. /{31#4 EA WAY '(.' m 4BEARING WALL.' `ABOVE -'2z4 PC7NY WALL. P6 r 8 13'- 1:/.4....:......&i. /4 2a6PONV - •4 41/2"{- 8 ' -T S 1R r4-6174'T.1t o WLL. L. .S • STHD14 STHD14l ? A.A.. HDN2 '.j. A8.4 zx4 PONY r. I WALL - - 71. - I 90'X70' Se.O .L I .FT W7(3) I - r 19'-612- I k4 WAY BEARWG WALL - -!- e rr 312'CONC.SLAB 9 SLAB SLOPES 3 1/2' FROM BACK TO APRON 2 ® VERIFY GARAGE SLAB HEIGHT D1 \ 12x4 PONV WITH GRADING PLAN ;' 7 56.0 o r.1/ I - n A V I m 11 PONY W L =Sir I: ®EiEil ® r ®! 9 ■WILT .5 l312"GONG.SLAB 1 e I MillMMIIIMIIIMIIMIIII • J SLOPED DOWN _D7.' __ __ _J_4L is STHD14 , STHD14 u J4_ __�___J r____da _yJ 6\ 18 SA II P3 1-101. 15-3" 1-101/: 5'-61/7 11'-11/2" '(' 1 i r 41.13) OD - 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 (OS.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 314"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 �q��. „0„..,,,,.......v �, � �� �� h Printed: APR 20 4 75�A Lac.# KW-06002997 .. ,�;;,� ,.,,,,, i.>�. „,,.I .:� 83�m tK „��1 d��4�t� M �,��i.2�y', Licensee:C.T.ENGINEERING Description : ROOF FRAMING Woad Bd� Dee�lgn RB d 1 .. �r \r te: .. t atr��lens per 00 NDS JBC°20$i `;t••'';BC 2010,A$CE"7*til 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-xx1,300.0 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 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 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 Def Ratio 1512 >180 B " 11rii3elgn4 RBd2 i } raa �nosn;, ra,cYsclEa BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.10 fl 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.Oft 40 Desiqn Summary m Max fb/Fb Ratio = 0.761 • 01005 u 0.1675 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,z-zXio Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 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 Deft Ratio 3002 >180 Wood B im 4$4911-‘1 sjgi . RB d 3 u1 tions2O05. ISIB 2009,CBG 2010,'ASCE -1D Atif/E::Arv-i Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.10 ft Design Summary D 0.3315 L 0.5525 Max fb/Fb Ratio = 0.533: 1 � a.� fb:Actual: 495.92 psi at 2.000 ft in Span#1 x Fb:Allowable: 930.87 psi " Load Comb: +D+Lr+HIll 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,z-zxio Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L111 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 Deft 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:&APR 2014,759AM iVialiatiVerSpp � y y, .. .;:. ',.#1.9.1. ,'.,4 t ,* ** Lic.#:KW-06002997 Licensee C.T.ENGINEERING Wad amDesllgif RBd4 r.,,,,, s ',':',4",'. , 'SC. 51T-T:bliiiiiiiiittifrer 20ND 05 S, BC 2009e B12#?li.ASCE 11O 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 Summary0 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.091- 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi ---- Load Comb: +D+Lr+H = - Max fv/FvRatio= 0.124: 1 fv:Actual: 18.62 psi at 0.000 ft in Span#1 a.o R 2-zx6 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630 >360 Total Defl Ratio 13519>180 W. a Be sICft RBd5 9 .*.. w i 2005.A.fi s,1 2001 �O1O AScEM 1° 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 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point Lr=3.30 k @ 2.0 ft Design Summary L °' D 03338 Lr 0556 D 0.09375 Lr 0.1563 Max fb/Fb Ratio = 0.590; 1 =__ fb:Actual: 794.59 psi at 2.000 ft in Span#1 ,, �: ,,„ ,„ s Fb:Allowable: 1,347.45 psi , z r, „ Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.495: 1 fv:Actual: 84.17 psi at 0.000 ft in Span#1 s.o R silo Fv:Allowable: 170.00 psi 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 W. a B , es i RB d 6 ; , lc at[a ger 2 $NbS,ilk 2009,cB>;3,20109iSGE 10: BEAM Size 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=3.60 ft Design Summary D(0.0540 Lr(0.090) Max fb/Fb Ratio = 0.693. 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi 41 IIII Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.343: 1 Iv:Actual: 51.43 psi at 0.000 ft in Span#1 5.0 R,2.2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.091 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:8APR 20175 A 1i94 :� - � r c '440.4: _ $ 4 T /tr Sf Bej' � rA' ra gip't - j R. ,r. --',,,, 4 x.1P -2...44-',',,,,,,,,a,/ 'ti } t • i ,.., . ,.,,; r' / s ,, Licensee:C.T.ENGINEERINGLic.#:KW-06002997 Wood jeam } ign RB d 7 Caicura ons $NDS"113009,"C 10 ASE 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-Pill 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 Max fb/Fb Ratio = 0.590. 1 D 009375 Lr 0 1563 I(0+338)*Lr(0 f 563), fb:Actual: 794.59 psi at 3.000 ft in Span#1 Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H • _'.�y, .. ..tib Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.011, 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 0.331.87 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 strgn RB d 8 r, . , , ,falcula i snsoitoos 157IBc 09,CB tie,A CE?C10., 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 = 0.063 1 =:_: fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi • =n ' 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 it,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 Dell Ratio 23361 >180 Wod Beanliesig g RB d 9s. ,- e' ,:. a; : Cnit ons ; r 15 P117S,IBFRIA09, 2°10, CE7 la 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 __ 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 tv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 a 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 �� �y Printed 8APR t20014 7:59AM :� j .,�E]U� /� jE& f i Y Gli %h j m � b 9W :41 �tV�t YUJi44� iv„u' ipie` ' r` .11 - r/ j1 , ! ,,__9 ';... Et*NE„IRCCil,L`sx„ 1983.241*s i .. 1 $ , ,t6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Bbng4RBo :. 44„ ,,, iii i ,-_ :'k. Y, CaiculaUan s per 200.1:44 EC'2099,CBC 201 ASCE 71O 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 SummaryD 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162. 1 fb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi �'.;' `,, , ,.' Load Comb: +D+Lr+H Max fv/FvRatio= 0.166: 1 A A fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 e,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 Deli 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 s, ( 39PM . „e Block / , "' .�r" �E "E1,=177;:';173'11,4),W544 2 dnF 31 2 a Lic.#:KW 06002997 1 .. ; e: ' GI Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 '4 ood eam �esigit TFB d 1 £ a. ," ., ,•: ;.;- •C± is Mations r 2005 DS 1116 2009;CB{ Dt 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-Pit1,300.0 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 00,„,.:380 Max fb/Fb Ratio = 0.659; 1 fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi ;.•,,,.,_, a�•a�, ,, Load Comb: +D+L+H • Max fv/FvRatio= 0.401: 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.o a 2-2x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lia 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 Aa. . ceett''M1 esiOi1 TFB d 2 t al lations Pei*""Ant G 009,SBC 2°10.ASCE 710 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-PHI 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; 10%Qj 5 -4°8i8°) 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 • • fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft, 4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 Defl Ratio 2632 >360 Total Defl Ratio 2359 >180 W�Be tri ©esgn 'yTFBd3 .... :'' >. f_ Cal lai[ons pet2005 Nos;IBC £t09,CBG 2010,ASCE 7 IO 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 %Wlas.[Mr Max fb/Fb Ratio = 0.676; 1 .. fb:Actual: 727.29 psi at 2.000 ft in Span#1 , , Fb:Allowable: 1,076.80 psi • ' Load Comb: +D+L+H ID Max fv/FvRatio= 0.483: 1 fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2L 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 MAP 2014,2:39PM r i1ifT .z• f,r�1 1 *IAA tp � > x .. .. , .` ;: tee: C!1 , erot9d3, 14` 3 + 143'13',., .74 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING B61'T'1eSOli TFB d 4 k� �: „ Cakcu [� rer 2405 PS,JBC 20p9,C C 201 Q,ASCE 710 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 °Wi g'0 iO O) 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 z.eo n,z-zxa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 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 V{O4B mpeSion TFB05 r \ z s C culonsg er Of51 J 18 -20O :Cep 2f3 0>ASCE 7 `i BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft Design Summary D581s)4& ?lot 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 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 o '13 , 11'De jg TFB.d.6 \ .._. lobs NS,YBC 20p9, C201O,A 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=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summary Max fb/Fb Ratio = 1.511, 1 B 818 �8 fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: +D+L+H �..,a Max fv/FvRatio= 1.070: 1 A • fv:Actual: 331.81 psi at 0.000 ft in Span#1 10.50 n, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.484 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. Titletl, Block[Line 6 Printed: 82014 2:39PM QUIT " / --IsATR _ ` s ,! .; Y r„a'" 443'i4QJ 't P�g. > € ti ALX i983-20 -x1§ilic6 $y .Vert#' rE23 Lic.it:KW-06002997 Licensee:C.T.ENGINEERING Wed Beam I?�gn TFBd 7 . . '3 A i g'it 77: ! Calc iationEs per 3005;NDS,I'll,21009, 2010;,ACE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D 0.0450 L 0.0750 Milinieriiiiistiorawa- iiiimine Max fb/Fb Ratio = 0.169. 1 fb:Actual: 171.22 psi at 2.500 ft in Span#1 ,: �v Fb:Allowable: 1,015.16 psi �.>.- ••• •u, � �••• .•.. Load Comb: +D+L+H Ill IIII Max fv/FvRatio= 0.105: 1 A A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 it,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008 >360 Total Defl Ratio 4380 >180 Wood Bea171Pesigii TFB d 8 ,, ... �` calculati©xns %' '��� ` per209$NDSB'IBC 2009,'CEC2016„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=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870. 1 D 0.240 L 0.640 grattailpit- fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 ' .� ��, ; 3 • Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H 0.�. �, �..<.., Max fv/FvRatio= 0.467: 1 A 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 Prinirni:8 APR 271:17571•1 0 i4,8:05AM 1 i t ' ✓i �£ N ,,,,-MAY', 4 s iR ,, ,�$h s l=ie ft �,1T. 27�' 'd 4,�U Y e�A rrr iii. _ �y� /- jj d , P. .,4.� ��..... .: . �. � �.. .,._ � ., � �' IC_75I��-�7+1 �.'I4't, �i�c�3„��{ v,: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : - - TOP FLOOR FRAMING 2 OF 3 iAt+eiad Byrn C3aign TFB d 9 per S,IB 0,'AS 2005;Nt3 c'2 201 c0-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design SummaryD 0.240 L 0.640 Max fb/Fb Ratio = 0.349; 1 ...... .. � ��-" fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2281.78 psi 5 Load Comb: +D+L+H z, �. _� � �._._:_ .:u:.G � ». ':...�u �v... 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 9.30 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 Weird B , tgn, TFB d 10 c U atrp .er 200 tB 2009,Bc 2t{'IOr „ � cai ng, , fl 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=9.50 ft Design SummaryD 0.1425 L 0.390 Max fb/Fb Ratio = 0.074. 1 p i' fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 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 0.004 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 Iestgnt `TFB d 11 y r ,' c `Mattiain r 2#f05 iosi i'tr 609-x1ic 24,1 Asc 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-Pill 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,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 k/ft,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: 1 D(0 1650 L(0 440) + D 0.180 L 0.480 fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 Fb:Allowable: 2,873.95 psi Load Comb: +D+L+H . maF � . _ Max fv/FvRatio= 0.369: 1 ' fv:Actual: 106.97 psi at 17.860 ft in Span#1 19.0n, 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 Pnnled 8APR 20 4 805AM"� `f'� s � s r �� '* $c �� a 14t 1i� 5 Pt� !�,! � es ,,,,,,--'W � , ° : r ?.- _ter �� �� ? tFp41�r , � 2 � k�� 12U8�$3. "Lic.#:KW-06002997 Licensee :C.T.ENGINEERING Vood'Beafili'tieslgn TFB d 12 4:4::. ... „. ,, „,„ 3talciiiido4jier io5 NQ IBCP2009,�; BC 2010,ASCE'?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=10.0 ft Design Summary 0 0.150 L o.ao Max fb/Fb Ratio = 0.133 1 � ����� P fb:Actual: 304.87 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi _ .. Load Comb: +D+L+H :,� .. ws .. ......... ... Max fv/FvRatio= 0.114: 1 A 0 N: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 tiica„ i�P0t>�i' � TFB d 13 w< �� i i Foatciiations: �� �, ... .;., � s,�... .�� 'gos Nib',It3d2009';SBC*010SCE 710'. 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 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=14.0 k @ 9.0 ft 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 + * • D(0 0450 L(0.0750) Fb:Allowable: 2,349.29 psi �a� V� .. Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 N:Actual: 148.22 psi at 14.400 ft in Span#1 A Fv:Allowable: 265.00 psi 16.0 ft5.125x19.5 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 ©sign TFB a 14 .. . . At': i .. •, �. ".-*';.--0-*, cal Ions.per' Otla`lam IB 2009:. 10,, SCE 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-Pit 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 D 0.09375 vo.zso Max fb/Fb Ratio = 0.206. 1 ' � �'� fb:Actual: 209.75 psi at 1.625 ft in Span#1 ......... 1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H • �<� � • �� � Max fv/FvRatio= 0.165: 1 A A N:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.16 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 Title: Engineer: Project ID: You can change this area En g using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8 APR 2014,a JyiFNje. - h � s o 5A ,41E-11 A �� ' 14 � fin ., , ;, , ,f , F f � #A9gJ '* , f 4 „ , . Lic. KW-06002997 Licensee C.T.ENGINEERING Wood B inffl 09 TFB d 15 iculat►ans:pe .. r SI5IDW IBC 2009.GBG 2010,AStfi 70: 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-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 Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 klft,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=2.80 k @ 1.0 ft Design Summary .ioo, oi � o Max fb/Fb Ratio = 0.246: 1 r fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi H+ L + D Load Comb: + • Max fv/FvRatio= 0.361: 1 A A iv:Actual: 111.76 psi at 0.000 ft in Span#1 4.o R 3.5x9.5 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 0.014 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 Defl Ratio 3003 >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 e , pIM: 0 P 8M 2014,240PM a i . 4 # r I. ; ' `�� f ER ,1t G"u.�,, 91 0.1 :6 <23 y4=4.14, ,� Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 ;fid Beam Q, Sigl TFB d 16 '-',';,*, '''T,,,-,;;;*'''' °>, ._A.., ? _.,, "'"?[,:-:::•: R , c .. 'i:aiGlRGit[S'Of AS`Afi15,It3C 2009'CB'42010,ASCE PI6,: 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=0.180 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 Design Summary Q„ Max fb/Fb Ratio = 0.457; 1 Dcgi g)LLL0.0,160)0) fb:Actual: 464.21 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16si Load Comb: +D+L+H p . 411 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, 2-2x8 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 8e,,am©eSigti TFB d 17 '' :.. " :.; , ,,. __ , ateutatrons Jer 2t3D 'NDS,t13G 2009,CIBC 201. ,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-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=0.250 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=2.20 k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.310: 1 * 0(0.0150),L(0.0250) oit(o fb:Actual: 702.01 psi at 2.508 ft in Span#1 ==�=5= + + t Fb:Allowable: 2,263.27si r � Load Comb: +D+L+H p Qq Max fv/FvRatio= 0.268: 1 • fv:Actual: 83.14 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.110 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 Boat»Basi TFB d 18 , `I `. it �Catc tion er 20ti tiosAaC 2009 CaG 2O1€a,ASE 7=4k 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 Max fb/Fb Ratio = 0.140. 1 ................... `..��� fb:Actual: 318.80 psi at 4.500 ft in Span#1 ,,,„ s ^ '• Fb:Allowable: 2,276.84 psi Load Comb: +D+L+H :_ Max fv/FvRatio= 0.100: 1 A A• N:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 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 . . v .: Pnntb ,MAR 2014, 4 0PM E � � Ie �»t ✓Z5;-,Mc !? fi.4,4a0gm10,,w � �� �` ,,,:;,,,,, ,,,,005. ,,-: ` 1 c g ,, : , .� , �. , e.,,,,:44-:.-1 -:„ . ,,, ,, , , � . aENeR th ;IH J207Bu 11 23 , �1-2 s Lic.#:KW-06002997 Licensee:C.T.ENGINEERING WOO Remifl ims TFBd19 , . '4 .14.. '> A-Ix- 1 C kuFat[ons ser2O055 DS, BC'209,ICBG f}10,A 7 1 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-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=0.120 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. 1milliiimilliiiiiiiiiiirlllim.1l. ,,2,r I411c320 fb:Actual: 196.45 psi at 4.620 ft in Span#1 �!'������ Fb:Allowable: 2,302.53 psi � Load Comb: +D+L+H �., .tea_ .,. ..... Max fv/FvRatio= 0.094: 1 •A A fv:Actual: 29.10 psi at 11.000 ft in Span#1 11.0 ft 1.750 ft, 5.25x14.0 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 0.010 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 W B ` e NOT USED 1 _'W Ai-`w' ftal > s r**44:4*167#20.09 tttiO;J.#,C0 1 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-PM 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 0 0 0 80) o0lb�0o� `t6°� fb:Actual: 233.95 psi at 3.117 ft in Span#1 � Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H , Max fv/FvRatio= 0.088: 1 :J • fv:Actual: 27.37 psi at 0.000 ft in Span#1 5.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1. Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 estgn 'yTFBd21 '° 9k. .4 =+ton er�b ili .,.. Og,,, f3 701E st q710V. ' Si FBG 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=0.1450 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft • Design Summary W11')0-43g) Max fb/Fb Ratio = 0.368: 1 fb:Actual: 374.41 psi at 2.000 ft in Span#14 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 4.0 ft,2-a8Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 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 P9ated.28 MAR 2014,240PM �11 l i :s mei.. A ,I[ fi-4d 6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING tWIlidd Beata DesignTFB d 22 ... !� • '' , = ,calct/latfens ger2tll;i5"NRS,I13C4609,CIr,iII30 AitE4-10" 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,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 0E9M j691Pi 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 t �, 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 3.0ft,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 W� Bealmesign TFB d 23 • Calculations x2010,ASCE 7-10'. ..:, - �'� n� .:: `� ' r,. .�rZ�Jw i�l�S,113C 2009,CBC' 2010, 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-Prll 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 Max fb/Fb Ratio = 0.582 1 D(01425)�(0 ;)o L fb:Actual: 626.70 psi at 2.693 ft in Span#1 } ; Fb:Allowable: 1,076.80 psi fi Load Comb: +D+L+H = � ` �.�yw = Max fv/FvRatio= 0.492: 1 fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 It 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.016 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 /1 I\ 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 batt = 5.50 in. dart= 7.50 in. Lumber Species/Type:--- DF1 REPETITIVE MEMBER?-------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(cIU= 1.00 FcL= 625 psi CF(B) = 1.00 CM(c)= 1.00 S E = 1.6E+06 psi E'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 3112 ---.�,_','�' INC. Seattle,WA Project: 1 W 1� ..� , t er) ' 1 C;yf,� Date: 3 Z 9 (206)285-4512 Client: J t.,`c I 1 O5�) Pa ge Number: (AX: (206)285-0618 i IIIII'e-- N� 1 ' 1 11/11 ;..` $eP z`!� ••. • • • C1 �, � I — lzy, • i � 3.� .�s • : , y. 2y - 2I ;J . • ' ' ! -6 's5 ' " ' F's:S: tr- t2:5 S.214-3V2 I ; I I i �g t • I i ! f t ., •I I — I i r w� _ I 's i I aR Z •I a ` K ,3K ', K I �L �/2 7 1 a a I i i I __. i.._ "_ I !. I ' Its , '� J 1 . 1 . I a I • i � I l ; I 1 ; • , I I I 1 1 1 I 1 . _ a .I. I 1 j i i I 1 I 1 I j a • 1 I 1 ' 1 ' I ; • I . • . I , 1 I ; i I I ` ' I 1 Structural Engineers 180 Nickerson St. CT ENGINEERING suite302 NC. i Seattle,WA ' 1 (/�' .h--t.L 0..V4.1. (206)Project:�w�N \�'+�r� t` �--� 0� Date: 9810 285-9512 ..ter c1� PAX: Client: t`\Jl/o \ (7 1 Page Number: (206)285-0618 G OAF: 5F LTz- t-- �`� GiA T QTht. L . 6-Tui -sl NG�Ic` c (Z) (5) r V'.g. 771 ' 7:75 I3 3:f' 5,5 74\ 9.2"` t�1�D 9.cei B7I '75 II 3,tP dek. \*\ 6,DY, Gr G ,.9 51 9,5C, 9.7 ' 7 2.5\'‘ 3.7s'_r 5.0K C3`/‘ t . )N zoo L-R , 87I -cu eat), z_ i/t4 iFcAp 2 P /C - T ' _e- N� icat-� Structural Engineers C T E N G I N E E R I N G 180 NEckerson St. Suite 302 �1 N C. Y/2-4 ,0A41- Seattle,WA Project: + Date: (206) (206)285-4512 1 Client: ) OE j ' \ FAX: Page Number: (206)285-0618 E5u1t,T-- :O u/ .- 2x G liF*2c-r a;. ‘o Aja,AL. ------)\1K T1-1. gic,;4.3�' Qom'Lod', VNjL 6�U .DSICN (z-.M----.------)(AD Vjg. ' 771 775, "3o3l F to 11111› ' . 9. g, 1-, 7! X31 ' 31311 -7 6 10.E 14/it vie -0-must Cau L i t_ (OF (NSC- 7-ZD� At A ;A) IZOrn h UST Cep 1 ' -1. � TCN r 1 ) - n, zbN�� Z ` �t tZ 1 * 7-- n• - -,-i-t-- "wr- ki F-c- A—i 0 E. J ç-394) 7Is 'i 1 1S�rC . 2.4 gLC. .: O,CoW' 0 (2C4YI5F Sr.\/1CC ow cru uuS , 1g'6,/e...- rr-os 21,3 f- --r- /. ' We. = PL,ol,, A,c ora. ,g otD F , Lu---,- - < p. t) +,-L-(56pst-) + ISO, X52. <sl3I� � Zx' 2e, 16ac TEP-101Z4 Q Structural Engineers Design Maps Summary Report Page 1 of 1 Is 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" HE x v ,Risk Category I/II/III .� vet �, �r % yr .. ,� k 1 � � -,t"... , ,„„..,-, .. ,,,,,,:,--let,-4-1",-,--v,if-...,1,.,2i----,NI.,,,A,,'---,1- -. .„',i'-,.--?-,44}:„.,itekt. .-;,,,,,.,-*„,,,,,,',--, ,,,,.:.-,.',"-k,,,,,,,,,--- :1-0; '':',' 's #t , CA" Mg tiE l' 6: r ��, t-4 a' ' � w _n %& ',',g;.'--'-';', ,,f ` lt' ,' � ,. . ..tear , , USGS-Provided Output Ss = 0.972 g SMS = 1.080 g sin = 0.720 g S. = 0.423 g SMS = 0.667 g S°� = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. t4 E*Response Spectrum Design Response Spectrum e 040 1,10 4, 9`72. 017 @.5C S 0,44 .0.22 0.32 VI 0,24 40,23 it 0.0 on 2 4, 1, 0.22 O.0* SY .# . . 1. 1.28! �.9� 1,0 1.3ffi0 0.00 0. 0.4 O SO 4 1�! 1. 1.20 1.4* i. 0 i_ 2 0 Qtffi1 { C 1411'14441,'1`(eec) 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 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://oeohazards.usqs.00v/desionmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.1 I' 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 Sims= 1.08 EQ 16-37 EQ 11.4-1 SMI= F„"Si Sim= 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"SM1 SDI= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design CategorySDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitk - 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 20121BC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT ft: CT#14051:Plan 3713 Twin Creeks,Elevation D Sos= 0.72 h„=19.00 (ft) Sm= 0.45 x=075 ASCE 7-05(Table 12.8-2) R= 6.5 G='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=11 ASCE 7-05(Section 12.8.3) T�=6 a.ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/Ie) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T�(RAO) (for T<T,_) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'T5I(TNR/t5)) (for T>TO 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/1,) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if 5,1 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF6 CI C2 C3 C4 CS CS C7 CS C4 CIO CII C12 CI3 C14 CIT C16 CIT 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) (soft) Om() (soft) (ksf) (soft) (kst) (kips) (kips) Ew,'5," Vi DESIGN V VL..o t Roof - 19:00 19.00 rr 1870 0.022 411 781.7 0.61 4,40 4.40 :6.51 8.03` Top Floor 9.00 10!00 10.00 :'.1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 613 7.33 110.00 0!00 0.00 00 0.0 0.00 0.00 0.00 lst(base)'' - 90.9 1279.7 1.00 720 12.65 I 15.36 E=V= 10.08 EI1A= L20 • DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,_ DIAPHR. F, E F, a', E w, Fp,_ LI,_wap 0.4Sos IE'Wp 0.2'Sos'IE'Wn LEVEL (kips) (kips) (kips) (laps) (kips) Lw, 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 1 st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 3282014 N.E.T. 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 u/t. Wind Speed 3 See.Gaal= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed ""' P 3Sec.Guat=� fmph (EQ 16-33) Exposure= B B Iw= 1.01.0 N/A N/A Roof Type= Hip Hip N-S E-W PssoA= 25.7 25.7 psf Pitch= 45.0' 30.0 Figure 28.6-1 Ps3oB= 17.6" 17.6 psf Figure 28.6-1 P5300= 20.4 204 psf Figure 28.6-1 PS30 D= 14.0` 140'psf Figure 28.6-1 = 1.00: IMO Figure 28.6-1 Kr,= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kr,*I : 1 1 Ps=A*Kzt*I*Poo= (Eq.28.6-1) Pse= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PsB= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsAandCaverage= 23.1 23.1 psf (LRFD) Ps B 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' 0.70 0,70' 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB Ac AD per28.4.4 per28.4.4 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-W) V(E-W) 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 4: 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) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00: 0.00 0.00: 0.00 8.41 8.41 1037 1037 Top Floor 9.00 10.00 10.00 0.00'; 000. 0.00; 0.00 7.92 1633 9.47 1933 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(ns)= 16.33 V(e-w)= 19.83 V(ns)= 12.65 V(e-w)= 15.36 kips,LRFD) kips(LRFDL kips(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 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) (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 z 'y,3 �y •uSm. "' a p 00 m 4 t r m a z kt�y: a 2 133 a. �i m A y czi z 'II 43 3013®3®30133®- R DP -kR .,2'h m A m M 10000000 A T x eke o m at ,�"i F ' e> os 3 000001000001„ .1 u g5 °2 n • 1111111 10101010:01010:110:0101 <n°1 " • S m m :11111111111:1:11:111111111110,,k :11:11:11111111112, 14 1111®®1111zz om m O ' �• 3 22Q i 11E00000:: 11111111111J pr IuIIi,IIIH 11 o 11111111111' ;; 000 $ ow+ aS ' $ oo _ C3 6 4 2 • 1111111111118111111111011311 : INp_' a a CT ENGINEERING N&S_Top Floor SHEET TITLE: - A CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D Diaph.Laval: r Dire050n: Typ.Panel Height ft. Setsmlc V I' 2.8 kips Design Wind NS V I• 6.1 kips Som Sel.mlc V i 7.2 Sem Wind NS V I 12.6 kip. WIIMW ES TdE% Above Line Load � Uniform Shear v Line E W Mel 1.t Line Trib 2nd Line Trib. E •I W •1 1.401 306577 °s=n fiTri ° �����m �� �� 3.60 6.32��� gym _ 0.00 0.00 0.00 0.00 , <u ?.:xi 0.00 0.00 0.00 0.00 ' MI. 0.00 0.00 0.00 0.00mummimmi MMEMMEM � g 0.00 0.00 0.00 0.00 ' �m 0.00 0.06 �m 0.00 0.00 0.06 0.00 . Balance Check: ok ok Balance Check: ak ak Ok ok 2 D STR BUTION TO SHEARWALLS E.O. E.Q. E.Q. E.O. E.Q. Wind Wind Plod Lone ID Lwall Co Lweii i-lv," v V Ampllfern v Type Type v V (5) (ft( (5) (PI1) (k) N 2.07"' (P� (PIi) (k) h, Jx 0.00 p 0.00 ��O O 0.00 ,r.,..y�m..�i,�E ;E°?°; 0.00 J4 0.00 ��0 O 0.00 : ' ' a k; 0 00 `, 0 0.00 ..........O 0.00 maimm.i.,-,......ELM _ .,', o00 ... :p 0.06 .�0- 0 0.00 '. 000 > • 0.00 ��0 0' 0.00 000 0' 0.00 ��0 0' 0.00 000 "sO 000 ��O O 0.00 : - a< 0.00 » 0 0.06 ��O 0 0.00 000000 '4(($ o00 ��O O 0.00 p-1.00 v ieble 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Feclor.' DL Up/ld Facior wM9od: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted limaNet OTM Add'I 5.50.4 Nat OTM Add'I Max. Line ID Lon. w dl ID(#1) ID(#2) Lnau OTM Rm0 Level Abv. Total D. U U,,,0, OTM Rc1M Level Abv. Total U U,,,m U,.„ HD ft k Above Above ft ki•ft ki•ft ki•-ft ki•ft ki•-S (k ki• ki•-ft kl•-ft kl•ft (ki•-RI kip-ft (k kip ki• �(,rT`T,4 ''L9�afi��aldr�'' ® ° is Lrs=3515 32.78 122.30 -88.54�:.®? "�`}' -2.70 57.54 132.86 7534��®�� X2.10 ,: r; � i' x �s ' ON 00 # * � � �'a�".� o.00 NL1N� :;=.;M�za,aa4:17sx:Fz ° ! 0.00 NONE � 'ffi+13 r®,'r 1 3 14.32 21.23 24.01 -2.77 fsa ®i*, . ," .6.19 37.29 26.08 11 21$� i® 0.78 0.78 STNC1id' �, 'r- ®�f6 xi: F s „' F2„ 7.88 11.53 6.59 2.04 0 80 xa` �: n -0.08 20.25 9.33 10 92 I - i.21 1.21 STH01q ro ''' 00 t .: � �. �• 0 0 � F o.00 NONE .,. y• g 6 • :.°' . � �� '�*°��----- 0.00 NONE::i. • o 00 NONE ,� JtL�cevteu L17 1a�414 tEf °Y■ fi` 0.W NONE Ho/down Ch.O#sef/rom SWEnd a „In 0. -29.11 -96.13 N.E.T. 3/28/2014 CT ENGINEERING E&W_Root SHEETTITLE ;;::5 rr n .,,.. CT PROJECT it: CTa 14051:Plan 3713 Twin Cre ke,Elevation D Diaph.Level: Direction: Type Panel Height R. Selemlc V I- 4.40 kip. Design Wind E-W V 1- 8.03 ripe Sum Sel.mic V I- 4.40 kip. Sum Wind&W V I- 8.03 kips 11)DISTRIBUTION TO SHEAR LINES C _ C3 C4 CB C6 C7 C6 C9 CIT CU CIT C19 THEAMEM Above Lined Load Uniform Shear.v Line E W tat Line Trlb 2nd Line Tribe E •1 W •I w ) EtEll 2.190 401513') ie r `�'T , O®"®' INIEIXIM0® MallIEI=EIEE1 ' '.4 -rbc? ' IIIMMIEC11®' ®®" IIIKEINI 'ark '®m • •' 0.00 0.00 . km snEM 0.00 0.00 O�� m •rhe �\r rO 000.00 ' m 0.00 00 0.00 O-- km'm 0.00 0.00 imm KEE112 •a,t, ... ",x 00.00 0.00 OI•= 0=�1 .f��O-.,,o.00 0.00 IOMMIXO Balance Check: ok ok Balance Check: ok ok ak ok 2 D STRIBUTION TO SHEARWALLS E.Q. E.O. EQ. E.Q. E.Q. Wintl hind Wind Lina ID Lwa11 Ca Lw.)) H,.,,µL v V Amplifere v Type Type v V (5) (ft) (6) (Pit) (k) p 20'4' 1ar (PM (Pil) (k) a , 0000 J 0.00 ��0 0 0.00 tea: 7 000 ,� p 0.00 ��p 0 0.00 7 a aoo GPO 0.00 ��O ' 0.00 0000 17Au7 0. I�I�O O 0.00 &adxrr,; 0000r'p 0.00000 0 0.00 • i 0000 � p 00.00 ��p p�0 0.00 a0/T.,k sti a. 0000 0 0.00 ��0 0 0.00 �� ro 000p 0.00 ��p� p 0.00 000 "O 0.00 11101IMMUMM0 7110 0.00 p-1.00 rilTable 4.3.4 AFBPA SDPWS,Fc0tnote 1 'Special E Q.DL Uplift Factor: DL Uplift Factor wAMnd: 3)OVERTURNING RESISTANCE I Selemlc Uplift Wind Uplift Resisted Reeleied n.dur.d Net OTM Add'I 6•dvwd Net OTM Add'I Max. Line ID Lw.r W dl ID(#1) ID(82) Lcea OTM Rcra Level Abv. Total 13 U U..,,� OTM Rono Level Abv. Total U U,,,,� U,,,,, HD (S) (NO Above g2 Above (ft) (kip-ft) (kip-S) (kip-ft) (hi.R) (k1p-8) p (k) (kip) (kip-ft) (10P-ft) (kip-S) (kip-8) (kip-ft) (k) (kip) kl• vc� ® ak a a r�30.14 17.81 91.73 -73.92 ,a>®.zs*'�4 J -2.45 32.52 99.87 -07 14 t® i S -2.23 -2.23 N•N.. 00 r x1111) t - 111111 i ns :Y 0.00 NONE k. 'r7T! m 13 0 3 b8 dI 10.75 8.81 14.78 -5.87 ® \ -0 55 16.26 16.06 0 21 ,� 0 21 0.02 0.02 NONE 00 �z$Y 5 €�v 6s x n�"s � ii 000 NONE 00 4 V 0 l F e 0.00 NONE • 3 r 0 0 x s " • t�i .f /I/.,�. 0.00 NONE ( fi� 00 �a � 00.0000 NON .c,'i i 1_ 0.00 NONE ,w • ;% sees•,k.�:.a. :� « :.� �°e 0.00 NONE,.'' Holdown Cir Oflsei(roe,SWEd -:sin 5e 0.00 -85.66 N.E.T. 328/2014 CT ENGINEERING E&W Top Floor SHTITLE CT EET PROJECT#: CT#14051 Plann 3713 Twin Creche,Elevation D Dleph.Level: r Direction: NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height R. 9elemlc V I� 2.8 Nips Design Wind E-W V I� 7.9 kips Sum Sebmic Vl- 7.2 kips gum Wind E-WVI- ,6.4 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1)DISTRIBUTION TO SHEAR LINES Trlb Abo ��RT1/�+ % ve Line Load ���L1tli' ars v Line E W � 1st Llne T Ib 2nd Line 7 ib W .I a n£� 25% 0.701 I833121L ' ',t' '1 220 4.02 2.90 5.85 24.15 �0 242 •1 i. :EIREMEEIZIMMEI, MIEINIQAIMEIMM 860 5 0% 0 0 000 0.00 0.00 0.00 o 0 0 s y r 0.00 0.00 0.00 0.00 0 o% o 0.000 o.ao a.ao o.o• o 0% 0 0 „,,,j ,r yi T, <.a 0.00 0.00 0.00 •.•U 0 £= 2.60 7.33 E= 4,40 8.03 0 15.36 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. EA. .O. E.O. Wind Wnd Wind Line ID LweII Co LweIr H,.0 v V AmpIIIiere v' Type Type v v (R) (R) (R) (p11) (k) p (p11) (p11) (k) 0 0.00 r , I 0000 o o.•• too too 0 0 0.00 a$l~ 1` 9 66 . 118 1.14 1 00 1.00 116 eft ,p, 263 2 54 ry6. 000 • 000 � n 0 3 00 0.r• 1 00 . 00 0•• • p-1.08 "£Table 4.3.4 AF&PA SDPWS,Footnote 1 'Specie/E.Q.OL UpliR Facfor. 'tix DL Uplift Factor oPIMnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Reeleted Resisted aeduaed Net OTM Add'I Reduc.4 Not OTM Add'I Max. Line ID Lcl,r, wdl ID(#1) ID(#2) LAne OTM Roy Level Abv. Total n U U,,,,� OTM R0,v, Level Abv. Total U U„„e U,,,,� HD (R) (kit) AboveAbo R) OP-R) (kips) (kip-R) (kip-R) (kip R) k) (kip) (kip-R) (kip-R) (kp ft) 001,40 (kip-R) (k) (kip) ki• , ao s, 00.0000 NONE 1. 0.00 NONE ® 33x- 9.41 10.37 12.40 -2.03 c 2 03 . -0.22 23.16 13.53 9 63 a5; ate' 0 0 • , 'I � 2 si,l)• 000 NONE x� • ■® r �) e • ?� s 0.00 NONE € T£ •7n, aNONE ,:<£,.� 0.00 NONE. Holdown Cir.O/feei from SWE d '�£_%_:in L= -85.66 -116.89 N.E.T. 3/2&2014 CT GENG 7.7) Force-2tw4 . JOB#:ERICT#I14051:'PlanShear3713 Twin Creeksalls , Elevation(NDS D WAENLLINID: N.2.A V eq 2199.0'Ibransfer V1 eq= 1722.3 Ib V3 eq= 476.7 Ib Vw= 4015.1 Ib V1 w= 3144.8 lb V3w= 870.4 Ib ► v hdr eq= 72.4 plf ��SDPWS �r£a5)z �o „,,,72.,:4 i jet ' 3 • WALL TYPE 3 x plf P6TN . f P6 WEINQ.D p y 1 feet � H total- >ds� i s ,w�✓spa° F3£ s�S� i r 2�� � ,lm .3 � 6i ate'vu feet f i a'i �, s+ ', ' , ,f � °_ x '�6 r n '7.z'” �$1 xt + ` e .Jafi ° T gP w a r ro t nrz H $III= �,�ess � � lad a ��` 1f a � a a � � � YS 16 7� 1.5 � feet REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 ► 4 ►11 ► Hpier/L1= 0.34 -4 Hpier/L3= 1.24 L total= 30.39 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.A V eq 1099.5 lb V1 eq = 549.8 /b V3 eq= 549.8 Ib V w= 2007.6 Ib V1 w= 1003.8 Ib V3 w= 1003.8 /b v hdr eq= 100.0 plf --i • H head= A a • - ., • • a+ 4 •P. 5 • • ,�. Pte` .6 F2 r a Wyk 3 (' � � � • WALL TYPE H pier= kQ plf P6 E.Q. R syr feet �� plf P6 WIND H total= j33 r ' r'�s ✓ 's � ' u�33 £ 8.1 feet • �� s . fppt`�,S£' :' � H sill= 1 5 `� d't 9 � / i` �£ f � � • s pus • feet REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 ► Hpier/L1= 1.83 ► ► Hier/L3= 1.83 ► p L total= '' 11` feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.B V eq 1099.5'lb V1 eq= 549.8 Ib V3 eq= 549.8 Ib V w= 2007.6 Ib V1 w= 1003.8 /b V3 w= 1003.8 Ib ► ► v hdr eq= 100.0 p/f A H head= s WALL TYPE ��� ` f P6 E.Q. WIND H pier= 11 f P6 5.0 s * n' a 3`'$f �- +a�n/ s r - 3 ,lj� wi "° pl feet H total= feet H sill= 2.0 • feet REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 4 0 4 0 4 ► Hpier/L1= 1.67 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 o ► v hdr eq= 120.1 plf --► A H head= Fes, 1.10'ft u a2 % '' rP w WALL TYPE f � , r r plf P4 E.Q. feet % �' ,� , plf P3 WIND H total=9.1 �Y� �` "«r,3J s C nr eri '- �,��'<zas".�tt5s • • r � feet x c 'i� ;a �;a" sr �r, if �rm3 � r €3f ` H sill- :3 � �s d feet3.0 y �� , as . . �,e3w.3,..rlh' a.� F��7.,_ac-n.,.. ..�_ as4�,..., 4lrrvz, �, ,�Ls ✓�,.,� X3,s . �"� 9� .�, �,. A,.,,2+.. - ice, ' ✓..,€��dn REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 Hpier/L1= 1.67 0 1 Hpier/L3= 0.61 p 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 y _ J ery • t 1 1,IS ,. 4' .1 1 i Vii_ Si -1.. 4� • ,.x •1 A PA ±C1 MC MSS TT- 100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 C.2014 APA—Tru Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ= 790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val`. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear(o)(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'-101/2" 10 1 31 EQ(1444 WIND) oundation 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 he multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs —Extent of header with double portal frames(two braced wall panels) - " Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening I .. _ opposite side of sheathing Pony 1 wall : height . :,„ :„,,,,,..„....„ $ »l-- ;" :.:' Fasten top plate to header •i r# E ,, with two rows of 16d Rd sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown max /panel sheathing total Header to strap " wall jack-stud per wind design. height Min 1000 Ibf on both sides of opening opposite - side of sheathing. •Z: nailed If needed,panel splice edges shall occur over and be 70' :�Min.double 2x4 framing covered with min 3/8" to common blocking max „ i4. thick wood structural panel sheathing with �. within middle 24"of portal height i.;. ... 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 h construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Mm reinforcing of foundation,one#4 bar. C jack studs per IRC tables # top and bottom of footing.Lap bars 15"min. %r` R502.5(1)&(2). t y ; 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 o 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 411 APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 Form No.TT-100F APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@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 Wuud Association 180 Nickerson St. CT ENGINEERING t . , Suite 302 Project: oc1 e ,3NS,bbc "kAaP4M--r Date: S8a1t19e,W A (tor)285-4512 Client: 25q3, ,2. L 22�5167.7. ) Page Number: PAX: (,° (206)285-0618 3 f 1L 6/9 O On----ASVA— A,LiIC G( A\,.;5(1 Y X d6`` J2" k ie?)! bkrzs--vve4 Tvg_ (49-r)-E) / ?)07TPiti 172* Pma746Ill,,. � 7►u ?T►1i f Ri C -mcbK f Ac PML tots j9 s n'tv, a- (1)(0,-6/60))0,)(,16). s9z3)61z) J (60)C C ALA= to` ) �( 5' ' P X Com CI i r r 8AL6 eQ�V I 33-4 k 2- die l 1'5 MG L. 1 w ` Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 . ki) Table 2.2A Uplift Connection Loads from Wind , .• . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly Roof Span(ft) unit Connection Loads(plfff'3'4'5,6'7 Design Dead Load - 12. 118 128 140 164 190 219 249 281 315 369 MI 24 195 213 232 •272 315 362 412 465 521 612 LI 0 psf3 36 272 298 324 380 441 506 576 650 729 856 Z tri 48 350 383 417 489 567 651 741 836 938 1100 rrt XI . 60 428 468 509 598 693 796 906 1022 1146 1345 Q . 12 70 80 92 116 142 171 201 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 —+ 48 194 227 261 333 411 495 585 680 782 944 2 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 t. i ii:' 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 • • i- 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. Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 I 19.2 I 24 I 48 Multiplier I I 1.00 1.33 1.60 2.00 4.00 `•i- 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. .i• s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or i. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) ^ ,:, for each full wall above. i .1:= ofte < < • 6for ends of headers/girders,multiply the tabulated unit uplift load by 1/2h tf,�. When calculating uplift loads p Y 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 E'' includes the overhang length and the Jack span. :`i s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. ,f. R' Pk., rs, AMERICAN WOOD COUNCIL C T E N G I N E E R I N G 180 Nickerson St. Suite 302 `1,�,►/!��/'�/ ��/ INC. � ASeattle,WA Protect: T1 1 )ckc 5)(Ull) -,L vJ• Date: 98109 (206)285-4512 Client: FAX: Page Number. (206)285-06I8 1 \ (i) X145 wo-a_ 60,AV , WAD A- caw, MM)V 141 1 l o 114P14-- / uLT g 33 C 15P P, DZ -, .0)..)--E i eogtkA N "Thss 6.?"°" (.0,c)(0,7 ( .0,6.) 512 ----1---aTO j : . 'i2 G 1r a NO/1113W-5 *'0/16,10 K Tis • ( CANS -6 2,�= 12 ( 4)(7) (1,o) ) 7_, v 2 c6P060- 6-6y .... *-6 900\1196" () -TYP 6vio.Codo .e64. PL ' ,q. A-1.754wiTyac 0 PL,ace F,11-75(L_ (0 naki e3.44F. D,D1,tx\J Structural Engineers TRUSS TO WALL CONNECTION ';I'I VAI 111'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'I u I f 1 PLIES 1 141 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 4oll it': 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 531) 110 1 SDWC15600 - - .;It', ii!, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" THAT too 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Lint) 2.'11 2 (2)SDWC15600 - - 'S/0 2 10 3 (3)SDWC15600 - - 1411', alt' ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. iim 0.131" X 3" TOENAIL '�'' AT 6" O.C. : i f H2.5A & SDWC15600 STY F COMMON/GIRDER TRUSS --1--- 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 '-SPF VALUE` i OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UCLA-T) f-1 PLIES - _L__1 Ill (6) 0,131' X 1.5" (4) 0.131" X 2.5" 4400 415 1 H2.5A (5) 0.131"X 2.5" (5)0.131"X 2.5" 555 L. 110 1 SDWC15600 - - 4°' 115 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)/0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 107n 2?0 2 (2)SDWC15600 - - l'A 210 3 (3)SDWC15600 - - 14,64 _ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN iiiiFOR H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. 1111111 .8.- vittioli IIIIIIEL 1440 .._....., ......... ,....___..! I ,....,mg I 11 H2.5A & 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. C T ENGINEERING Suitc 302 INC. Seattle,WA Project 1- .a F L LV 1 t X\• Pt...-Acki Date:= r 41110 (206) (206)285-9512 FAX: Client: Page Number: (206)285-0618 • • • • . tFE:r--,A-4,.:Kki-,&: MEct4•LL • I `�CDN 2.. T ��• . zx6 L.. I 7 `'rpt . 11.9: dda c . , I : - . I � 1 I i � i ! I 1 ` : I i. I 1 1 , 1 �l StMA 1 ' 1. 1 ►� 1 I _. l 1 : l 1 1 , 1 I 1 1 , i 1 I 1 , , I { 11 r i I I I I I ' , • I I I ! I i 1 : I f.. : I : 1 ! I 1. • 1 • I i 1 . i. 1 1i ' I . I I I 11 • .. j. 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