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Specifications /b ss-s- & 3/2p8o,trG sr- RECEIVE CT ENGINEERING APR 1 8 2018Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208 285 0818 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations Polygon at River Terrace ��o P R o Single—Family ��.,« �G'so'. Plan 3B 4�' �� �iNI Ilk 4.7 Tigard, OR 'y EG ,\ /PlFS T O Design Criteria: 2017 ORSC (2015 IBC) 02/07/2018 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, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 15Z,56_2111 ti ULUt_r<i br_rlan.ib_.tructural t,aicuauons tzu i uKsk.,).par rage.i or s5 CT E N G I N E E R I NGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace (Single-Family Homes)—Tigard, OR DESIGN SUMMARY: (Note—Dual reference for Plan 3 also includes Plan 3713) The proposed project is a single-family home development. 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 comprised of pre-manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open-web floor trusses. Main floor framing is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and 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. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 2 of 35 RB.b.3 RB.b.1 Ti m. RB.b.3 RB.b.2 GABLE END TRUSS GABLE END TRUSS \ I MIN.HDR I ' ' MIN.HD I MIN.HDR 'MIN.NDA v TTVP.AT AOJACEN 4 WRIDOWB.(�)P„ MO3TUD Q 'U a o ' BTWN.SGL.TRIMMERS m 1 ,4 a KI — I a a =: ' 1 I `.§T -' cij I a - x m 1 a 1 I Ar3'i $T L CJI 21 T:, til_ MANUFACTURED TRUSSES i I ' AT 24'O.C.TYP.U.N.O. IF o c II a x; [ m a flit�v _ 1 1- \ a mI A MIN.HDR MIN.HDR I MIN.NDP MIN.HDR GABLE END TRUSS I I I ) J _.- _ __.. GABLE END TRUSS RB b 5 - ---- RB.b.7-c-2 I I.,ru'nI J MIN.HDR GABLE END TRUSS RB.b.6 2OB - Roof Framing Plan 1/4".1,_0„ 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 3 of 35 AI TFE.b.l® ., H�. AliEllhatilMEIBW 41010"11TFB.b.e TF'B.b.22 2)2x8 HDRitatt DR ()28FDR 41 (2)x8 HD D.r 2)2x8 TDR s i ADJI)E - j L = WIN•.AWS 2z6 HING 2)TRI U. �' i? STUD:TWN.SGIL HIS BVD }_ ___ TRIM ERS,U.N.O. :x S R)TRIIA EA/�:ND I _ "-STHD14 F 1 - --- �N O H2 — y 8= 1.1 I - LLF , to, 3O _ w m /STHD14 I _ O(dj ¢ 1 _ o / l i 1 s ti : I i 2 Ii __- ________ ter---- ------ 7.-11 \STHD14 i X11 0 IL _ Ni r 3.5z LVL I 3.5x1 LVL A T1.. 1- y—K— k� �....„ea11 4 FI-- .. _..—.�..„ — {,� T.F.B.b.8 'II r_I_'� I©����A 1 TFB b_,9 �.Fw• '_� 0 I E iBELO Ni''� _EN FO1 I E —STHD 4 4__ m _ SJ D 4 _J ; , I�- \ ::\ i r. ti 'i I �' I „Z/ I _/�STHD14 Ls-J_1 L 4y- � '/ ' tet \ I ma 0 ��, 5.25145 HDR / I �«� ' AF LF J , T� © 3.5 4LV 8777 ©""•""`. "W TFB.b.12 I I TFB.b.11 -� i,/--A I 9.0 I 0 ml i o ..�' TFB-b.s = ' FI I In� =. 6111=W `x,Nuft_ti F B.b.17 A EM TF B.b.14 `L=r0•�•_ _.___.. J �l 1 I1��� 1 ii " „ w • I�GLIB •ill CONT. .a ` p I) MIN.HD' MIN.HDR Ei I _ a_ I•��I ' r ;`� 3.5z14LVLFe TFE.h.7 TFE.b.7 STHD1� I q ...o 4 AQ TFB.b.18 �s AS..` .SiHU(.FAJ - - -18 18 86.1 MAUFACTURED ROOF 56.1 LEDGER ry 1 RUSSES @ 24"O.C. N MAUFACTURED ROOF - i O. TRUSSES @ 24. C. 1u I 4x4w/AC4 PAIR 4x4w/AC4 PAIR .POST CAP POST CAP-�1 GABLE END TRUSS NOT USED: TFB.b.21 OB - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0" 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 4 of 35 L SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 5 of 35 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 PrnAed 28 MAR 2214.2 33PM Multiple Simple Beam File=Q:\14051T 1�Engr114Q51_-1:EC6 1/:KW-06002997 ' Licensee C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.b.1 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.385' 1 + * fb:Actual: 489.80 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182 >360 Total Defl Ratio 739 >180 Wood Beam Design : RB.b.2 BEAM Size : 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0(0.030)Lr(0.050) Max fb/Fb Ratio = 0.116 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.083: 1 fv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward Li-Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design : RB.b.3 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030j Lr(0.050) Max fb/Fb Ratio = 0.246: 1 fb:Actual: 313.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Defl Ratio 2310 >360 Total Defl Ratio 1443 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 6 of 35 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 Phntrid 28 MAR 2C14,2 33f.,1 Multiple Simple Beam File=Q:11051T-11Engr14051_1.EG6 ,tc ( 002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.b.4 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=20.0 ft Design Summary Dro.30)Lr(0.50) Max fb/Fb Ratio = 0.404: 1 fb:Actual: 410.94 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.552: 1 fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 Wood Beam Design RB.b.5 BEAM Size: 2-2x4,Sawn, Fully Unbraced 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 loft,Trib=2.0 ft Design Summary O(0.030 X40.050) Max fb/Fb Ratio = 0,118. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design : RB.b.6 BEAM Size: 2-2x4,Sawn, Fully Unbraced 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=2.0 ft Design Summary o{0.030 �rro.05o Max fb/Fb Ratio = 0.139: 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H T /\ Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi loft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 7 of 35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prnted:28MAR 28114,233PM Multiple Simple Beam File Q: = \,aos,T ,1Engr\laas,_1.Ec6 Lic.#:KW{1600299 £.s ... - � . Licensee C.r:ENGINEERING Wood Beam Design : RB.b.7 BEAM Size: 2-2x4,Sawn, Fully Unbraced 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=2.0 ft Design Summary D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.139: 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.00,2-2z4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Wood Beam Design : RB.b.8 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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 kilt,Trib=20.0 ft Design Summary Dm.30)Lr(0.50) Max fb/Fb Ratio = 0.280. 1 fb:Actual: 285.37 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi K' Load Comb: +D+Lr+H Max fv/FvRatio= 0.460: 1 A fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2so ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410 >360 Total Defl Ratio 5256 >180 Wood Beam Design : RB.b.9 BEAM Size: 2-2x10,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D(0.30)Lr(OSOi Max fb/Fb Ratio = 0.754 1 fb:Actual: 701.24 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.721 : 1 fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E LI Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 8 of 35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pr ntBd 28 MAR 2314,2 33PM Multiple Simple Beam File=Q:N4051T-1\Engr14Q51_1;EC6 #:KW-06002997 rt` : ..,.,; Licensee;C.T.ENGINEERING Wood Beam Design RB.b.10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary 0(0.30)Lrf0.503 Max fb/Fb Ratio = 0.713 1 , fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.736: 1 /\ fv:Actual: 110.34 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi a.oft,2-2:6 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 9 of 35 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 i f0:ed.28 PAR 2014,2:33PM Multiple Simple Beam File=©:1t4o51T-11Engr114051_-1.EC6 Lic. •:KW-0600299 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design : TFB.b.1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary `[14^a•1.o p Max fb/Fb Ratio = 0.631 • 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0ft 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design : TFB.b.2 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pr!! 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary °6744 )164P Max fb/Fb Ratio = 0.631 ; 1 F i r f 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design : TFB.b.3 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 kit,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D O 11FiN°'sfO) i Max fb/Fb Ratio = 0.631 : 1 • fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 10 of 35 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 m„ted 20 MrAR 2014 331'M< Multiple Sim pie Beam File=Q:11A051T 1\Engr14051_1 EC6 tc # KIN-06002997" z : .:.s Licen$ e G TENGINEERING Wood Beam Design : TFB.b.4 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary 000?0$. !.025807 Max fb/Fb Ratio = 0.165 _: fb:Actual: 209.46 psi at 1.250 ft in Span#1 %:. Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 250 n 2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653 >360 Total Defl Ratio 3457 >180 Wood Beam Design TFB.b.5 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(&�P8y.Q1s93$80) Max fb/Fb Ratio = 0.951 • 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fbo: Com Allowable: 1,272.20+D+L+H psi Load Comb: +D+L+H Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 40 2.2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 Wood Beam Design : TFB.b.6 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary 0 050 Low Max fb/Fb Ratio = 0.220: 1 �i0 iBl �o�Qj Y ' fb:Actual: 498.87 psi at 4.875 ft in Span#1 Fb:Allowable: 2,271.25 psi Load Comb: +D+L+H Max fv/FvRatio= 0.148: 1 fv:Actual: 45.77 psi at 8.613 ft in Span#1 Fv:Allowable: 310.00 psi 9.750 ft, 3.5)(14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 11 of 35 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 2C14,2 33P,9 Multiple Simple Beam File=©:114051T 1\Engr14051_1.EC6 Lk.;<f 1 6002997 ... �,,�' ' Licensee" C.T.ENGINEERING Wood Beam Design : TFB.b.7 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary D;0.0750)L(0.0250) Max fb/Fb Ratio = 0.069; 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 1 1 Fb:Allowable: 1,272.92+D+L+H psi Load Comb: +D+L+H Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.08,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844 >180 Wood Beam Design : TFB.b.8 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary + D(0.2401 L(0.640) Max fb/Fb Ratio = 0.870. 1 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 2 LA 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 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 12 of 35 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 F„rte$; APR 2C14 303PM Multiple Simple Beam '+ File Q:114051T 1\Engr14051_-1.EC6 Lie.#,KW-06002997 � " I nsee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design : TFB.b.9 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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 0(0240L(0.540) + Max fb/Fb Ratio = 0.349 1 o� fb:Actual: 795.35 psi at 4.150 ft in Span#1 *;,t0;'• Fb:Allowable: 2,281.78 psi e Load Comb: +D+L+H 10 Max fv/FvRatio= 0.260: 1 fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWE H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307 >180 Wood Beam Design : TFB.b.10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=9.50 ft Design Summary D(0.1425)L(0.300) Max fb/Fb Ratio = 0.074. 1 It:. fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi s Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.08.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076 >180 Wood Beam Design : TFB.b.11 BEAM Size: 5.25x14.0, Parallam, Fully Unbraced 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,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750: 1 D(0180)L(0480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 . + t + Fb:Allowable: 2,847.26 psi a" E Load Comb: +D+L+H 2 9 Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 13 of 35 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 803AM Fite=0:114051T^11Engr114051 1.EC6 Multiple Simple Beam Lic.#;:I'tWt16t3{t299T . �'`.,' � Com"�.��.�,��` :;• :, ,.;;�� ', Licensee,C.T.ENGINEERING'. Wood Beam Design : TFB.b.12 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=10.250 ft Design Summary D(0.15381 L(04101 Max fb/Fb Ratio = 0.136: 1 f ' fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,35x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844 >360 Total Defl Ratio 4250 >180 Wood Beam Design : TFB.b.13 BEAM Size: 5.125x16.5,GLB, Fully Unbraced Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0,370. 1 fb:Actual: 877.51 psi at 8.000 ft in Span#1 + Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H Max fv/FvRatio= 0.237: 1 • fv:Actual: 62.84 psi at 0.000 ft in Span#1 16.0 n, 5.125x16.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S VV E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 Wood Beam Design TFB.b.14 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary * D 0 0s 2+ r0 230) Max fb/Fb Ratio = 0.190 1 fb:Actual: 193.17 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.152: 1 / \ fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 5,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 14 of 35 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^_-014.9C3,a hi Multiple Simple Beam File=Q:114051T-11Engr114051_-1 EC6 Uw # IOW-06002997 ,. , Licensee; C.T.ENGINEERING Wood Beam Design : TFB.b.15 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-PrIl 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.80 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.324: D(0 050)L(0.1250) 1 t w J D'0 10)L(0+0) fb:Actual: 749.89 psi at 2.000 ft in Span#1 t Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 n, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393 >360 Total Defl Ratio 2254 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 15 of 35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:35PM Multiple Simple Beam File=O:\f4os1T^1\EngA]4051_t.Ecs Lic.#:KW-06002991 Licensee C.1"_ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.b.16 BEAM Size: 2-2x10,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(O& ? f,8.geso) Max fb/Fb Ratio = 0.883; 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H r Max fv/FvRatio= 0.585: 1 fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320 >360 Total Defl Ratio 1165 >180 Wood Beam Design : TFB.b.17 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.336 1 r • ��sQ?sap . 'sP ' . r fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H ai Lir Max fv/FvRatio= 0.206: 1 fv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L L: E W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 Wood Beam Design : TFB.b.18 (RIGHT) BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.057. 1 fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H -.I f Max fv/FvRatio= 0.052: 1 fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi sson 3sx,< Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Ir S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Sy ars +Lr+S 0.000 in Upward Totgl 0 in Right 5 018. §7_ F_Plan 3B_Structural Calculations(2017 OFL::d Defl Ratio 21381 >360 Total Defl R-afige 16 4'11-86 >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 PIVA 28 MAR 2014,235PM Multiple Simple Beam File=Q:\14051T^1\Engr114051_^1 EC6 .icy#.2 KW-08002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.b.19 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 klft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point: L=2.70k@2.Oft Design Summary Max fb/Fb Ratio = 0.275 1D(0.0240)L(0.0640) (0 t01 L(094 � fb:Actual: 621.95 psi at 2.017 ft in Span#1 * + Fb:Allowable: 2261.18 psi ` Load Comb: +D+L+H Max fv/FvRatio= 0.286: 1 fv:Actual: 88.56 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493 >180 Wood Beam Design : TFB.b.20 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 klft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k @ 11.50 ft Design Summary Max fb/Fb Ratio = 0.360 1D(0.0150)L(0.0250) D(0.10)L(0 340) * fb:Actual: 822.85 psi at 7.500 ft in Span#1 * Fb:Allowable: 2,287.12 psi �.r..... Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 fv:Actual: 72.34 psi at 7.500 ft in Span#1 Fv:Allowable: 310.00 psi 7.50 ft 4.0 ft 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.109 in Downward Total 0.117 in Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -0.017 in Right Support 0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820 >180 Wood Beam Design NOT USED BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)L(0 050) Max fb/Fb Ratio = 0.040. 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.033: 1 fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 899999 >360 Total Defl Ratio 30418 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 17 of 35 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 Pr3red:28 MAR 2.014,2 35P Multiple Simple Beam File=Q:114051T^11Engr114Q51_1.EC6 Lic.#:KW-08002997 . ?. . . Licensee r C.T.ENGINEERING Wood Beam Design : TFB.b.22 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.355 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.291 : 1 A A fv:Actual: 43.60 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.69 Live Load Defl Ratio 5290 >360 Total Defl Ratio 3464 >180 Wood Beam Design : TFB.b.23 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary op ,y 1693A8°i t } Max fb/Fb Ratio = 0.631 • 1 , fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi -' ?,' Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design : TFB.b.24 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 klft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary Max fb/Fb Ratio = 0.487 1 D(0.15381 L(0.2563) fb:Actual: 581.40 psi at 3.255 ft in Span#1 ' + ' + i Fb:Allowable: 1,193.24 psi a Load Comb: +D+L+H Max fv/FvRatio= 0.314: 1 fv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 18 of 35 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 Pu tad:25 MAR 2314,235PM Multiple Simple Beam File Q:v,4os,T ,1En9r,aa5,_1.Ecs Lic. ri \ \ \ Licensee:C.T.ENGINEERING. Wood Beam Design: TFB.b.25 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Design Summary D(0.1538)L(0.2563) Max fb/Fb Ratio = 0.461; 1 fb:Actual: 549.58 psi at 3.325 ft in Span#1 Fb:Allowable: 1,193.24 psi •,,,, Load Comb: +D+L+H 1 Max fv/FvRatio= 0.386: 1 fv:Actual: 69.54 psi at 7.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.032 in Downward Total 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Defl Ratio 1890 >360 Total Defl Ratio 1182 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 19 of 35 TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /1 / 1 Span = 7 ft R1 R2 Span Uniform Load (full span), W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dart= 7.50 in. Lumber Species/Type:--------- DF1 REPETITIVE MEMBER?-------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF = 1.00 CM(v) = 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(cIU= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cl)= 1.00 S E = 1.6E+06 psi NOTAL=U 360 CM(E) = 1.00 0 INCH Emin = .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fv,NOTcH (Tension Face) = < Fv' = 170 psi USE: (1)6 x 8 DF1 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 20 of 35 Design Maps Summary Report w` Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I sooum Beavertond ,11' 210 ar 3 Lake Oswego )1 Tualatin <_. /ice m 4) t @2015'MapO,uest a data '„ `., f @MapQuest. USGS-Provided Output Ss = 0.972 g SMs = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g SD,. = 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. NICER Response Spectrum Design Response Spectrum 0 RR 1.10 4.SD 0 S4 �s,TF 0 5.0 t1 ccc . , 41 E 18.55 , 0.4-ia i 0 22 0.44 0 13 ... 0 ear Fa':. :3 [3'. 0.11 0 os 0.03 0.2 4.40 0.00 0.2o 1.;i0 1.2.0. 1.40....100 L00 2.00 El 0.00 0.20 0.40 0.52 see 1..20 1.20 1.40 1.00 120 ..00 Period,I(sec) Period,I(sits) Although this information is a product of the U.S.Geological Survey,w;' provide no warranty, expressed or implied,as to the accuracy of the data therein.This tool s not a substitute€or technical subject matter knowledge. contained 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 21 of 35 http://ehp2-earthquake.wr.usgs.gov/desi gnmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 Step# 2015 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= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 10= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - 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 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 22 of 35 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Sos= 0.72 h„=19.00 (ft) Sol= 0.45 x=0.75 ASCE 7-05(Table 12.8-2) R= 8.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EO 12.8-7) S.= 0.43 k=1 '.'.ASCE 7-05(Section 12.8.3) Ti.=6 -'- ASCE 7-05(Section 11.4.5:Figure 22-15) ............................... Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So.,/(T*(RAE)) (for TT,.) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Soy•T,)/(Tr`(RAE)) (for T>T r) 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,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,.0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W ,% -7 _._ v.. ..._,., .. ..1, C.. CIF, VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area 01 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,(8) (sgft) (ksf( (sgft) (ksf) (sgft) (ksf) (kips) (kips) Ew,'h," Vi DESIGN V V..:..,, N-S E-W Roof - 19.00 19.00 1870 0.022 41.1 781.7 0.61 4.40 4.40 3.81 5.03 Top Floor 9.00 10.00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.50 7.71 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 10.31 I 12.75 E=V= 10.08 E/1.4= 7.20 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 23 of 35 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B N-S E-W F-B S-S 2016 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. --- --- Building Width= 37.0 45.0 ft. V u/t. Wind Speed 3sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sen Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable N-S E-W Ps30A= 28.6 28.6 psf Pitch= 25.0 25.0 Figure 28.6-1 Ps3os= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kzt*I : 1 1 Ps=A*Kzt"I*poo= (Eq.28.6-1) PS = 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pa D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps Band Daverage= 4.7 4.7 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof--> 0.50 0.50 0.50 0.90 16 psf min. 16 psf min. width factor 2nd--> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof -- 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0,00 1st(base) --- 0.00 AF= 721.5 AF= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 klps(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 24 of 35 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B 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-VV) Vi(N-S) V(N-S) V(E-VV) V(E-VV) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) ' Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81' 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 j 7.71 12.75 0 -- 0.00 0.00 V(n-s). 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 25 of 35 N8S_Roo( SHEET TITLE ;'*6.t]LATERAL(d.S(1OLM to.bock'-op/down) .. CT PROJECT#'. CT#14051.Plan 3713 Twin Creeks,Elevation B Diaph.Level Direction: [# y` Typ.Panel Height ,,,,`, V.„ft. Seismic V i= 4.40 kips Design Wind NS V I= 3.81 kips Sum Seismic V i= 4.40 kips Sum Wind NS V I= 3.81 klp• (1)DISTRIBUTION TO SHEAR LINESI II Trib% V level Above Line Load V ebv. [V t 101 Line ,nn She.,,[P I na E W E[k] W[k] 1st Line Trib 2nd Line Trib E k W[k] E[k] W[k] L[ft] E(plfl W[p11) .' 89% 50% 2.199 1.9059 ....S,:,::.';'1...• ,� �'•'3' 0 2.20 1.91 14.32 154 133 AAA. 90 50% 2.199 19059 - i 1v����� 0 2.20 1.91 15.41 143 124 0% 0 0 �5/ "1047%6 ••••••-;4.2-4,:, 0 00.000 0.00 0 0 0.00 0.00 0 0% 0 0 '-:;',,',,,...1.",..„4, ,, �x t 1005] ,;�"a'� 0 0.00 0.00 0 0% 0 0 0 109% ' 0 0.00 0.00 0 � 0% 0 0 y 100%. 100"% ,', 0 0.00 0.00 0 0% 0 0 100% ,„ • 51;, 0 0.00 0.00 0 E=1. ).L2...8...1..., £=f' 0.00 1 0.00 4.40 3.81 Balance Check ok ok Balance Check. ok ek "k MORE THAN 14.3 OF 2)DISTRIBUTION TO SHEARWALLS E.Q. E,(1). E.Q.plE.Q. E.Q.Type Wind Wind Wind WALL, THEREFORE Line ID Lwall C Lwall bow v Amifiers Type v ft, 0) (ft) 010 k) p 2w/h"' (pit) t (k) P6TN OKAY. WEST W 2.A'•-.14,32•..•--- 1.00;, 14(.32 „'..,A,111:.,,4;,..,: 154 2.20 1.00 1.00 154 P6 TN 133 1.900 ,,,;, ,.: i•400, 000 ,,,8.10.;: 0 0.00 1.00 1.00 0 - - 0 0 ' 160 D 00 8.101 0 0.00 1.00 1.00 0 0 0 .1; „Deb„ j 1.00'; 000 8,101 0 0.00 1.00 1.00 0 - - 0 0 i 99 0 00 `8110. 0 0.00 1.00 1.00 0 - - 0 0 •a E ,A 'f t -1 7 50 kip; 143 1.07 1.00 1.00 143 P6TN P6TN 124 0.928 E 9' aaq 791 ,S.14 143 1.13 1.00 1.00 143 P6TN P6TN 124 0.978 ,,* "" 07.91 s 9'00 0 0.00 1.00 1.00 0 - - 0 0 j 00°00 0 0.00 1.00 1.00 0 - - 0 0 ''''. .7„:„',,,,: ';':,..,;'„._;.*,'. 0 o0 0 0.00 1.05 1'00 0 _ _ 0 0 „' ®+ 0. 00C. 0 0.00 1.00 1.00 0 - 0 0 1 f.t10' 000 , 0 0.00 1.00 1.00 ' 0 - 0 0 p- 1.00 'Specie/E.G.DL UpliR Factor ,> DL Up/IS Factor wrYNnd. (£ ] 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resistetl R•auc•a Net OTM Add I Reduced Net OTM Add'I Max. Line ID L0 en. wdI ID(81) ID(82) Lean, OTM Roan Level Abv. Total Q U U OTM Rore Level Abv. Total U U,,,m U,em HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip ft) (kip-ft) (k) (kip) (kip-ft) (kip-rt) (kip-R) kp ft), (kir-ft) (k) (kip) (kip) WE ,, 163 4 •w 14.07 17.81 23.29 5.48 I,. -5.48 1,00 0 -0.39 15.44 25.30 -9.86 �^ -9.66 d -0.70 -0.39 NONE f 00 �; r\ R 1,,110 D ." 0 0.00 NONE a 0 0 - �wq.,v� ''.7%. :...'S .'1,OR 0 e, #} • 0.00 NONE \ 00 \ • �°", .0 iO 0.. # 0.00 NONE 00 1t 3,a, ,..•:.,L••••.'•:-'.•'..:••••••01'.0 .('99 0.. '. 0.00 NONE EAST , E.2,A 9.5 •3,19• , 7.25 8.67 8.57 0.10 0 0.10„1,913 0'. 0.01 7.51 9.39 -1.87 •p' -1.87,$,,�y D'. -0.26 0.01 NONE EAST E,2,0 9.9 0,18 7.66 9.14 9.32 -0.18 •0 -0.18 1,05 0' -0.02 7.92 10.21 -2.29 , 0''. -2.29 0. -0.30 -0.02 NONE 0.0 035 0 1110 a 0 0, 0.00 NONE �. / 00 0�1 • ');','?'"'''''''''''''!'9- C 110 0 .b'. „5 0.00 NONE �� 00 D3§ ,,,,,, ({gf a,D'. Ii1,'i' 0.00 NONE 1 00 0,/3 ` ,. f 0'. \\ �.;. 0.00 NONE ,.,:] 00 :0f-10' ..r1 .: '''''''1-' S.,F,..:ir, p'c ; 0- .;'....,%,', . •,•:E..7•'. --0.,. 0.00 NONE Holdown CV0/Poef from SW End V..6,,in £= 0.00 -5.55 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 26 of 35 N&S_Top Floor SHEET TITLE: YAM LATERAL 19.90IBII6(991«UpAi0Wr8)'', .� CT PROJECT#: CT#14051'.Plan 3713 Twin Creeks,Elevation B Diaph.Level r Direction. Typ.Panel H ight „'41J;.ft. Seismic V I- 2.8 kips Design Wind NS V I. 6.5 kips Sum Seismic V I- 7.2 kips Sum Wind NS V I- 10.3 kips 1)DISTRIBUTION TO SHEAR LINES! Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line E W E[k] W[k] let Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[plf] W[pit] WEST 50% 1.401 3.24819 r,WE97 100% 10086;4 2.20 1.91 3.60 5.15 35.4 102 146 BAST : 5096.° 50% 1.401 3.24819 EAST': 100% � '100% 2.20 1.91 3.60 5.15 22.48 160 229 0% 0 0 0 100% 100°(0 0.00 0.00 0.00 0.00 0 o% o o R ;', ,10E% ,;��;�. ...,1�7Eh�. o.00 0.90 0.00 0.00 0 • 1 0% 0 00 „vvv100% .700%.4 0.00 0.00 0.00 0.00 0 0% 0 0 ` " - 0 I 100% tOo%„ 0.00 0.00 0.00 0.00 0 0% 0 0 0 100% ,100%;;•,. 0.00 0.00 0.00 0.00 0 „` 0% 0 0 ,5 105% ,1009`,, 0.00 0.00 0.00 0.00 0 0=.32121_22._ 0= 4.40 3.81 7.20 110.31 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALL6 EQ. E.Q. EQ. E.Q. EQ. Wind Wind Wed Line ID Lwall Co Lwall' HH,,u v V Amplifiers v Type Type v V IRI (It) (ft) (,ft) (k) P 2wmr�> (plf) (If) (k) WEST W.1A 30.4 ''0.00 35.40 0.15 102 3.60 1.00 1.00 102 P6TN P6TN 16 5.15 ' ;: 1,08 0.00 9,101 0 0.00 1.00 1.00 0 - - 0.00 ,1,40 0.00 4.10 0 0.00 1.00 1.00 0 - -- 0.00 7.1 • I1,00 0.00 0,101 0 0.00 1.00 1.00 0 - - 0.00 »EAST 4.E.1 A 14,57 '1y;00 14.57 0,10 160 2.33 1.00 1.00 160 P6 P6 29 3.34 „EA,S7 6.10 7.01;:-:3mq, 7.91 9,10,1', 160 1.27 1.00 1.00 160 P6 P6 2 9 1.01 150 0.00 0,10 0 0.00 1.00 1.00 0 - - 0.00 0.00 3.10':. 0 0.00 1.00 1.00 0 - _- 0.00 0.00 0..10 ` 0 0.00 1.00 1.00 0 0.00 1.05 1 0.00 9,10 u W 0 0.00 1.00 1.00 0 - -- 0.00 00W 0.00 9,10E':i 0 0.00 1.00 1.00 0 - -- 0.00 OR_ 0.00 �,-0,10 0 0.00 1.00 1.00 0 - -- 0.00 p-1.00 'Specia(E .DL Uplift Factor y DL Uplift Factor wAMnd 3)OVERTURNING RESISTANCE I Seismic Uplift _ Wind Uplift Resisted Resisted a.aac.a Net OTM Add! R.aeaa Net OTM Add'l Max. Line ID Lel,n wdl ID(#1) ID(#2) LA,. OTM Roe. Level Abv. Total R U U,,,, OTM R0,0 Level Abv. Total U U,,,,. U,, HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) ki•R) (kip-ft) (k) (kip) (kip) W 0. 37.4 lat 35.15 32.76 122.30 -09.54: -548: -95.01 44 -2.70 46.80 132.88 -85.981:...!1:: -95.84 -2.73 -2.70 NONE :.,L.. ' 04Y 0.00 NONE 00 1, 0.00 E¢ 90 Ow 0.00 NONE 0.0 -` 0.00 \ � 0 �� : 0.00 NONE "BAST E,1A 16.6 �� 14.32 21.23 24.01 -2.77. 0.00 -277 =i -0,19 30.40 26.08 432 00 432': 0.30 0.30 NONE 09,07- 04,B 9.9 *40 7.66 11.53 8.59 2.94 «0,18 2.76 S r. 0.36 16.50, 9.33 717 176 488 0.64 0.64 STHD14 0.0 0 - 0,,(2[1 Qt, 0 0.00 NONE - 0.0 0,04 400 ,' N 0.00 NONE 0.0 , 4,470 300,= 'b , T.00 - n.O3 0.00 NONE 0.0 ,. 2„:';`00',, 4,90 ;i' \.®•. ,9.00 z'0 0.00 NONE NONSTACKING SW ELEMENT$ii\ 0.00 :00''•. ,'O,f10 6 „ {! 0.00 NONE „, 4TM E4TM'+] 0.0 [&0000.4, - ' 0,15 ,a., AIor , 1,1 0.00 NONE Holdown Ctr Offset from SW End; ' 3 in £_ -5.55 -95.03 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 27 of 35 E&W Roof SHEET TITLE 76.1)LATERAI E-W(side to side•leftfright) ,, y,�; - CT PROJECT#: CTA 14051 Plan 3713 Twin Creeks,Elevation B Diaph.Level: Direction: Typ.Panel Height ,',I ft. Seismic V I= 4.40 kips Design Wind E-W V I• 5.03 kips Sem Seismic V l= 4.40 kips Sum Wind E-W V I• 5.03 kips 11)DISTRIBUTION TO SHEAR LINES) Trib% V level Above Line Load V ebv. V total Line Uniform Shear,v Line E W E[k] W[kJ let Line Trib 2nd Llne Trib. EJk] W[k] E[k] W[k] L[ft) E[p11] W[plf] 7Fi`,C#i,,,- 99"%.„" 50% 2.199 2.51648 199% •;, 1,,190% 0 2.20 2.52 30.39 72 83 .OUTH{ 80%, 50% 2.199 2.51648 109%";� . 00% - 0 2.20 2.52 22.82 96 110 0% 0 0 100%x;! 99% 0 0.00 0.00 0 4 0% 0 0 109%,. 1,90% 0 0.00 0.00 0 0% 0 01003{] „,100% 0 0.00 0.00 0 0% 0 0 100%., ,,,,..', 100% 0 0.00 0.00 0 „, 0% 0 0 '?3 100 ,109!5 0. 0.00 0.00 0 ,g , 0% 0 0 ..,,uvml. ,61+'• ;...,t100%., 0 0.00 0.00 0 £=I 4.40 I 5.03 £-r 0.00 I 0.00 4.40 5.03 Balance Check: ok ok Balance Chack: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLE E.O. E.Q. E.O. 5.0. E.O. Wind Wind Wind Line ID Lwall Co Lwall' hI0 v V Amplifiers 0' Type Type v V (ft) (ft) (9) (WO (k) P 2w/h('' (FA (pIf) (k) NCATS N 2 A '30 39 1.09'_ 30.39 9)8 72 2.20 1.00 1.00 ., y,, ") 2.52 100., 0.00 A 7'[')'6 0 0.00 1.00 1.00 0.00 00....5.11+-r 0,A 11 33 1.00 11.33 ;!,...,,•••,,,A.10 86 1.09 1.00 1.00 e. e a ®__.f 1.25 00310.7;8.2.51 1149 100,,. 11.49 ' 8.118,= 96 1.11 1.00 1.00 1.27 1.001 0 00 8.10.- 0 0.00 1.00 1.00 0 r 0.00 „'. SAO 0.00 ,$,16,re0 O.DD 1.00 1.00 r r 0.00 tI6 0.00 0,19 0 0.00 1.00 1.00 r , 0.00 p•o 0 00 $.10 0 0.00 1.00 1.00 0.00 >'3;DD'i o 00 8,10 0 0.00 1.00 1.00 0.00 ,Tv" 0 00 0 0.00 1.00 1.00 0 -- -- 0 0.00 0 0.00 „;;1,00'..: 0.00 8,1„0„. 0 0.00 1.00 1.00 0 - - 0 0.00 p- 1.00 'Special E .DL Uplift Factor r7;"..4."-% DL Uphill Factor w/144nd: 4111 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add I Reduced Net OTM Add'I Mee. Line ID Lor,c wdl ID(#1) ID(#2) Leers OTM Ron; Level Abv, Total II U U,,,,, OTM Rore Level Abv. Total U U,,,,e U,e• HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (klpR) ,,,I,,, ,-,;3/4(kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) X1]0 324 019 a%:'' '30.14 17.81 91.73 -73.82 -7392 100 9. -2.45 20.38 99.67 -79.28 -79.28 ,'� -2.63 -2.45 NONE 0.0 015 r 100 0 _ e 6f 0.00 NONE � " 133 015 ' , ,^.,'11.08 8.84 15.54 -6.69 4'04- -6.69 1.00 9 -0.60 10.12 16.88 -6.76 0 "i -0.61 -0.60 NONE 13.5 0 95 - 11.24 8.97 15.91 -6.94 , -6.94 1,0ra a -0.62 10.26 17.29 -7.02 0 -7. a -0.62 -0.62 NONE �, x.7 „7 00 0 r 5 - 1,+54 '3' O 0. 00 NONE '1 0.0 0.5 '4',4}4 ,1,90 9 „9 0.00 NONE 00 0,15 °5r. _,.- too 1:0, o :1.';, 0.00 NONE r�Y RS ,, ' 0.0 „4.j5 � 0 i.00_,...4a: ,� 0.00 NONE 0.0 0.10i.0.4- ,ye - 9 3 0 :1. :. 0 ;�� 0.00 NONE e ' '. 0.0 `,0.16 ' ;9 -`),00'' '.-tf ,t}, 0.00 NONE 00 9,19' , 9 19 15 F 'i �bv, �?� 0.00 NONE ._�. 00 w.4,16.,. ,,, :'.0 109.x: =1?. ''gi F '', 0.00 NONE Hotdown Ctr.Offset Pore SW End ,, ;0 in £= 0.00 -87.55 i 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 28 of 35 E&W_Top Floor SHEET TITLE •IAA LATE)* �$R iElevation n �' ,.,i,,,;r',.,., CT PROJECT#: CT#14051'.Plan 3713 Twin Creeks, 8 Diaph.Level: `1 a<',?'i r N®I[..... LOAIJ VALV1�� 4.7f IVVVN ARL F®R Dvegion: r� r� '1 c 1•� ^r SEGMENTS Typ.Panel Heght�•,'. .^F-•zfl. SeismicVl= 2.8 kips Design Wlnd E-WVI= 7.7 kips COMBINED (DOUBLE PORTAL)WALL SEG Sum Seismic V = 7.2 kips Sum Wintl E-W V I• 12.7 kips 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform S. -r,v Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W1.05(k] E(k] W45.3(4 [k] L[ft] E1:191 (p1 W(plf✓ _. ISOeTO) ='•39% •+ 25% 0.701 1.92874>NORTN?A -2 "" 2.20 22 2.90 445 24.15 184 0`IZNTE11 „00% 50% 1.401 3.85749 SOUTH BOB&„,,,I, '5'. 1,32 1 2.72 5.37 23.06 118 233• 25% 0.701 1.92874 SOUTH 40°50 ','S<a, 0.88 1.01 1.56 2.94 4 395 734 „_,;,,,,?,,,,,%0,:-,;,:1•S„ 0% 0 0 0 105% 100%,, 0.00 0.00 0.00 0.00 . 0% 0 0 ,,0, .)05% - 100%a 0.00 0.00 0.00 0.00 0 0% 0 0 0 90% 100'% 0.00 0.00 0.00 0.00 0 o% 0 o q i, 1 % t,' 19A% 0.00 0.00 0.00 r 0 ,,•fit•• t, y ,,• , 196'4 0.00 0.00 0.00 0.00 0 £=I 4.40 5.03 r 112.75 Balance Check: ok ok Balance Chack: ok ok ok ok 2)DISTRIBUTION TO SHEARWALL8 E.D. E.D. E.Q. .Q. E.Q. Wind Wind Wind Line ID Lwsll Ca Lwall' H0,.ii v V Amplifiers v Type Type v V (ft) - (R) (R) (p6) (k) P (<i (of) (pt) (k) ,,X...19',19-N...."-ii'� 2410 '10(11 2415 010 120 2.90 10 1.00 SRA E-TRAM E..¢-WCAL(...., 405 100• 0.00 6'56 , 0 0.00 1.00 1.00 0 - 0 0.00 t 1q," 0 0.0. 1.00 1.00 0 - 0 0.00 • 13�i� 'Y 00 13 40 '% 118 8 1.00 1.00 118 P616 233 3.12 T, $ y,0,66 ,100 9.66 .'�q.,', 11' 1.14 1.00 1.00 118 PSTN 233 2.25 .. .. 0.• Oen •• 0 0.. y' 105 00 0. Lg01UT1» ',6 1 A 4 1+�0 4.00 44,- 395 1,58 1.00 1.14 1 100 +' 0 0.00 100 1.00 ' -: _ 90 o.". f12 t• 0 '00 _ 1_y 1 00- 2,z f- , iqq" 0.00 ., 0 0.00 1.00 1.00 0 - -- 0 0.00 p-1.09 •Special E.Q.DL Uplift Factor 49,91: DL Up01 Factor wMrnd BO.D% 3)OVERTURNING RESISTANCE I seismic Uplift Wind Uplift Resisted Resisted Reducae Net OTM Add I Reduced Not OTM Add'I Men. Line ID Lr,n wdl ID(#1) ID(#2) Lone OTM Rola Level Abv. Total n U Uwm OTM TM Level by Total Total U LI,,,m U,um HD (R) (klf) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) ckp-ft) (kip-ft) (k) (kip) (kip-R) (kip-ft) (kip ft) (kip-R) (ksp-R) (k)-- (kip) (kip) NORTH 051,4• 26.2 '0`($ ¶4.2.4�s `""23.90 26.39 59.79 -33.40, T3'B -107.32 4.49 40.45 64.98 -2451.05,"46 .403,79, „q 4.34 4.34 NONE.. 0.0 1,ry 0¢11) '110 0 - 0,00 9 0.00 NONE 0.0 rt \ 1 '0.0C 1 0 0.00. 0 0.00 NONE • E'#2 '.O i,A' 15.4 • 13.15 14.39 33.17 -1878 0.09 -18.78�pc1 0 -1.43 28.38 37.47 -9.09 9.Ob. 909 "q -0.69 -0.69 NONE , O�R5,1,0, 11.7 9.41 0.37 12.40 2 03 2.03 1 9 -0.22 20.46 13.53 6 93 9;90 6 93 •' 0 0.74 0.74 STH014 0.0 'j TOB 'Q O,pb - 9 0.00 NONE 1��f . 0.0 1)."55 - ,0,00 0 0.00 NONE Pr 0,1A s o 0 '� "� • 4°4',H5PTAL FRAME APA TEST1N1:,:: (25 '>.T. » ra 190 D 31� ;'0 0.00 NONE NON TACKING S • 's . r f s W ELEMENT$ >Da® T1Lf0 � � ' Sj[7 0 0.00 NONE B(f 1 �' 00 �9� r ^'Q 0.00 NONE � <,,-3,,,... 0.o ,YY;( »... ' .. T.4 S.. ® 0.00 NONE 9 Holdown Ctr.OBaet Irom SW End S'..In £_ -87.55 -116.89 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 29 of 35 7.7) Force-transfer Shearwalls JOB#: T C # 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 lb 1. 0. v hdr eq= 72.4 plf A H head = A v hdr w= 82.8plf 1.10 ft Fdr = 567 r 2 eq= 157 A Fdr�adl.w= r 9 F2 - 180 WALL TYPE H pier= vi eq= 107 8 p/f v3 eq 1177.8 plf P6TN E.Q. 5.5 vi w'= 123.4,‘',-;,'41 .:‘,-:::,,'''' v3 w'= 123.4 plf P6TN WIND feet Htotal = 8.1 Fdrag3 eq F4 e.- 157 feet A 4 Fdrag3 w= 649 F4 w= 180 p H sill = v 111 e• # 1.5 • vSlllw feet REFERTO'3)0.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► ► ► Hpier/L1= 0.34 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] Page 30 of 35 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S2.A V eq 1091.8 lb V1 eq = 543.7 lb V3 eq= 548.1 lb Vw= 1249.4 lb V1 w= 622.1 lb V3w= 627.3 lb ► ► v hdr eq= 96.4 plf ► H head= A v hdr w= 110.3 plf 1.10 ft v Fdragi eq= 310 F2 eq- 312 A ,.. I ; Fdregi w= •4 F2 - 357 WALL TYPE H pier= vi eq= 223 7 plf v3 eq= 223.7 plf P6 E.Q. 5.5 vi w= 256,0 plf v3 w 256,0 plf P6 WIND feet H total= 8.1 ♦ Fdrag3 eq= $ F4 e.- 312 feet • Fdrag3 w= 354; F4 w=357 3 3, H sill = v sill eq= 96.4 p/f 1.5 v sill w 110.3 pit k \ feet ♦ ♦ ` ' REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 4 Ir 4 ► Hpier/L1= 2.26 Hpier/L3= 2.24 L total = 11.33 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 31 of 35 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.B''1.j,',;;' V eq 1107.2 lb V1 eq= 652.4 lb V3 eq = 454.9 lb V w= 1267.1 lb V1 w= 746.5 lb V3 w= 520.5 lb ► ► v hdr eq= 96.4 plf ► • Hhead= A vhdrw= 110.3 pif 1.10 ft V Fdrag'I eq= 369 F2 eq- 257 • Fdragl w= , . F2 294 WALL TYPE H pier= v1 eq= 221.9 plf v3 eq= 221.9 plf P6 E.Q. 5.0 VI w= 253.9 pif � 4 v3 w=':,--W463.9 plf P6 WIND feet_ H total = 8.1 ,‘,.:,5',,,, Fdra 3 eq= F4 e.- 257 feet A ',-4, ''� Fdrag3 w=422w= 294 F4 2w/h = 1 H sill = v sill eq= 96.4,, 2.0 vSill w Cpl '� A `feet r ♦ . .. .. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 1 1 *41 I. Hpier/L1= 1.70 Hpier/L3= 2.44 L total = 11.49 feet ► Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 32 of 35 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.1.A V eq 2899.6 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb ► ► v/7,,d dr eq= 120.1 plf ► • H head = A 4 :dr w 184.1 plf 1.10 ft V - `� Fdreg7 el 4 # --- \\ -F2 eq= 1141 y Fdragl w - 1749 WALL TYPE H pier= . ,60.1:d v3 eq= 260,1 if P4 E.Q. 5.0 a 3y 98 7 p�f v3 w= 98.7 plf P4 WIND q. feet ... H total = .,qqqq 9.1 Fdreg3 eq= F4 e.- 1141 feet • Fdrag3 w=,644 F4 w= 1749 H sill = < ' v sill eq= 120 1 pit 3.0 v sill'w 184.1 pit feet \= • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 r 4 0 4 ► Hpier/L1= 1.67 o 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 Shearwallj Page 33 of 35 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart°•'I(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 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 to 5931 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs I Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening for single or double portal 1 per wind design min 1000 lbf on both sides of opening t _ opposite side of sheathing Pony , wall "1 height d /j ., Fasten top plate to header 3"x 11-1/4 netfieoder , with two rows of 16d (.-.-„ -"A01,:::eteel header not a8oz d'' sinker nails at 3"o.c.typ 1 i Fasten sheathing to header with 8d common or 1 Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max •F total Header to jack-stud strap per wind design. height Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" , nailed to common blocking max • thick wood structural panel sheathing with within middle 24"of portal height8d 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 r I Typical portal frame r.' J g construction "1 Min(2)3500 lb strap-type hold-downs ✓ V (embedded into concrete and nailed into framing) Min double 2x4 post(king b and jack stud).Number of L Min reinforcing of foundation,one#4 barI jack studs per IRC tables _-? /�top and bottom of tooting.Lap bars 15"min. R502.5(1)&(2). i \ ®'I t \_\---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) 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 34 of 35 180 Nickerson St, CT E N G wIN E ER I N G Suite 302 Seattle,WA A Project: e 1:3A4,I ' GVktizt kw/a__ 98109 Date: (206)285-4512 23 ,3 2 �5 L 2� fi z� rex: Client: r . 1 r i Page Number: (206)285-0618 o, C&cfc._ b n----ASVA At( A),50 g`' X th`` )Z" 3, t f2_ po- v44 6 7-as,7nv eirxiDi) �J��Ik-Tlu �t F !TSU f -1\441.kA (-rv(' e - N A11)t 860/1/1 VO:2) 60) 0. 312 ‘5 06 WZ3)C_Iz) U n (00,1) (0o - . Z� ,N�, 2 ())(,2) & ., e `-� A( GD`r ) c( X Ccs G, w(() 4 0, ;66 /2,,t)(z /0/4-4--)-y-f; 11z. 644—x, 1 M Ub'N6., ct 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 35 of 35 Structural Engineers POLYGON 5-5-14 ROSEBURG 3ABCD DAYLIGHT 2:57pm J4 MAIN l of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 18 4 0 0 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p1f) 177#(111p1f) 2 591#(370p1f) 177#(111p1f) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317