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Specifications (16) /t,t-5 7-1-0 -00�Cr—O0 3 RECEIVEDt330� sw 0 k► CT ENGINEERING FEB3 216 gneers Structural En i INC. / / 180 Nickerson Street Suite 302 Seattle, WA 98109 w�i y . (w_ 206.285.4512 (V) 206.285.0818 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace ks' � o IpRQ. Plan 3 .<<; \.° , C • 64414•' . w . �� Elevation B Tigard, OR tk sREG1iN�g�`22, <c< /PlFS Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 18o Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. 4 RB.b.3 RB.b.i sir,. RB.b.3 RB.b.2 GABLE D TRUSS GABLE END TRUSS I MIN.HDR ) ) MW.HD MIN.HDRM.HDR sn TYP.AT .ACE L . ill I DO ..(I) . O IJD ¢ A 0`. xo BTWN.S.LTRI ERS C &fi A 11 I I� o . C co cA'ill x MANUFACTURED TRUSSES Al 24.O.C.TYP.U.N.O. ESI ,, 1111 2 f II1.1. ._. /® �1®® IllIP C MIN.HDR MIN.HDR 1 I GABLE END TRUSS GABLE END TRUSS RB.b..`. RB.b.7 )mm:nun)I MIN HDR GABLE DTRUSS RB.b.6 04 y: f �� l3 2OB - Roof Framing Plan 1/4"=1.-0" 0 HD 4 TFB.b.l TFE.b.2 TFB.b 222 - L"-„_.. _G 'o.. SMP_. __)2�- 02x8NDR (%.8 DR-- (,2xe-DR (2) HD' (2- HDR 2)2x8 DR '-- -- r - -- -''-'WINDGWS )2x8 - -- --- 2)TRI 4 = 1 � -- STUD DWS 9.)2x9+NG IS:D . = 1 SND�TWN.SG4 i TRIM ERS,U.N.q.i R)TRIM F 6 aND STHD14 R y QO r z _ __ I _L1 _ i J r if z'H STHD14 '7 kk r1 __ 1 r kr I� o ii i 9 / w ___ I ii <- iii 16 I �' -e- S9.0 YrI___ '' TFB b 10 3.5x I LVL ' '3.5x1 LVL HB i7 ).}I �}{— , T\\\\A\\\°\A\ TFB.b_9 sl Ate`. _ 0 I !� � TFB.b 8 �� i r_y_tir 0 1- ' FELOW EN FO r lint. I .L '1 S9.1 le -BELOW WH 2 g"pp I I II .:I_._. ' I �.. E _ST1-1D4 1 - , __S D4 _J --. a :::.:=.--_-: __ "ST32 RI� ST3T- v/ I x, r y 1 1 I ;I i/' i `-"`---L __ ___I____ STHD14 r ti I i/ t- _ ,,4, I L 1 i 3 _ � 0 r_ 5.25 14 5 HDR '= ........- 3.444�V _ .©,sa oa��e�a �W c. TFE.b.11 y TFB. . 2 it b1l o 0qap i� wl NI .p • E is 11 -0 Ste ' l IN F i i 1---_-- - -: .i - '.ay "LF!i Y TFB.b 1 +I TF b.14 • I �+ m iiaf'I► __I I - \ \--' li i■N i lJ w ININNGL=5.12 1 p CONT. .3 0. NE MIN.HD" MIN.HDR E. •SE 1 Pc pi y ,`�_3.5x14LVL FB TFB.b.7 TFB.b.7 cb STHD - _ /- - D14/i TFB.b.18 ©�I S R)2xe I N 1.5I HIA.FAM, 18 I© MAUFACTURED ROOF v . THUSSLA @124”U.C. N LEDGER " -0 MAUFACTURED ROOF .O TRUSSES @24'O.C. —S w /qCq PAIR S I E I 4x4 w/AC4 PAIR qxq w Ifr POST CAP POST CAP- GABLE END TRUSS NOT USED: TFS.b.21 OB -Top Floor Framing Plan MAIN FLOOR SHEARWALLS I t .,0'.9 I ..9/l9-.L .9-.0 .Z/L Z-/ 0 I 4� i I .4/l.1 � I��I — 1 _ , �I -7,-.-7711 1 -- - .: 1 N I g I y. .,-, I I �. P' imL II (E1 a x INS 'o I „ • 9 t �a 4 11:, \I i�I� r'. I m X13 ._: j_ T ® / , ,.., _, 1 b s Ctel • 9D Y :;-,-1 U.: $ ::1 O „.1 ,flO NZ • . +�w� w5 HI 4 og7Z N ?&'-a.: • • 1:,' O t.N ¢3 O !wo T • 66 1b I I ' its bc 46 - 49 0 49 L 0 2/1•9-,EZ Z/L 9-.6L ©D SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 j �` ' Pnnted 28 MAF 2014 2 33PM ! o * , 4 c, 4 -�- 4'1 4 00 '1'1 *39651 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wi4I Be1io,b,#sign . RB b 1 ,,, A 4- , 0 * * ,.,: 7 taicula�tRo s l er os 1Ds,1jBC-t 9,CBt+P D,.AscE 71° BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = pro oao>Lno 090 0.385: 1 fb:Actual: 489.80 psi at 2.500 ft in Span#1 °Y•` `1�� Fb:Allowable: 1,271.47 psi 0 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,Beai resign RB b 2 A •,; . ,�. ,7; le. * alculal�ierl4 per 2�48#it3‘I�3C 21109;CSC:Olt I��C 7i1 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = D 0.030 Lr 0.050 0.116. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi 00 Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.083: 1 fv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0 04 0 07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 rW09Elearrepeiliiff RB b 3 . „T *`,2005 1138;lBC 2009,"VSC 2if"[0,i SPg 7=10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = oho oao?U'o oso> 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 Deft Ratio 2310 >360 Total Defl Ratio 1443 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAP.2014,2:33PM Title Block Line 6 un r1F a �` o a xji ,��#a � ,�� .-vr*f:.n" ;J`t o ${ Licensee:C.T.ENGINEERING Lic.#:KW-06002997 W4 B6a T5esign'"e RB b 4 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=20.0 ft Design Summary D 0.30 L 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 A A Max fv/FvRatio= 0.552: 1 fv:Actual: 82.76 psi at 0.000 ft in Span#1 3.0 ft,2-2x8 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) g 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 Dell Ratio 3041 >180 W 3�m �st3n� RB b 5 . �. , �.. I° * ro .0 24.093 2010 E 10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)L,(0.050) Max fb/Fb Ratio = 0.116. 1 " fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi - - Load Comb: +D+Lr+H Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 2.755 ft,2-2)(4Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) g 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 MOO 07e1li'11TiN RB b 6 .14;9it f i4 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(0050) Max fb/Fb Ratio = 0.139. 1 1.,•••,,w""-.......m,. „ .s fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi - - Load Comb: +D+Lr+H Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 3.0 ft,2-2x4 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Max Reactions (k) _D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Dem.: and then using the"Printing& Title Block"selection. Title Block Line 6 /, Printed:28 MAR 2014,2:33PM Lic.#:KW-06002997 Licensee d - ee:C T ENGINEERING +>olladai'i beSigil l RB b 7 " 4 Calcutatanns` r tWP* it3G 204r GB,,C 044 A'xCi,'1 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-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)1.00 0501 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 A A Max fv/FvRatio= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 ill ifi Ede rbi( RB.b 8 _ r, ' ,tea 4p-:4 11 Cations r Js 1CS'ii6�'s 209,,tB 201, AE-77.101 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D030 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 ,`_: r Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.460: 1 A A fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 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 Deft Ratio 5256 >180 Word�eairn ✓ ✓✓ ,... - : Ca of ier2ti0S. ib 13 013ktap ctviASCE A BEAM S UsingAllowable Stress Design with ASCE ¢e: 2 2x10,Sawn, Fully Unbraced 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=20.0 ft Design Summary ...............3 �0 s Max fb/Fb Ratio = 0.754. 1 . tb:Actual: 701.24 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+Lr+H • - . .. • Max fv/FvRatio= 0.721 : 1 A A fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6Printed 28 MAR 2014, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING 4°� at> tfesIg RB b 10 � 4 = MCW , ionsa''''ver—,20014, i ,is 2f s,1w6 #?10,ASdk 74 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-Pal 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 '�,�� 050 Lrx.. Max fb/Fb Ratio = 0.719. 1 fb:Actual: 730.56 psi at 2.000 ft in Span#1 , Fb:Allowable: 1,016.20 psiIII Ill Load Comb: +D+Lr+H A A Max fv/FvRatio= 0.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 a o e 2-2x8 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 0.023 in Downward Total 0. 370 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000in Right Support 0.60 1.00 Live Load Dell Ratio 2053 >360 Total Defl Ratio 1283 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using " ttings"menu item Project Descr: and thenthe usinSeg the"Printing& Title Block"selection. Title Block Line 6 �v „, r � ` t �- 1 ted 8M� 233 1*Zi 4 1 ; 44 Lic.!I!. K -060027�, • * •7 � r -� '•534-8? ° "Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 t44;-.'°64-, ocI Beam Ape TFB b 1 4 " 4 .. p02{�fl5Ni3S�*diflflff-GBG 2t1"Ii� E T'i BEAM Size: 2-2x8,Sawn, Fully Unbraced ` Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631: 1 °b°o.1&1�VW?' fb:Actual: 641.52 psi at 2.000 ft in San#1 Fb:Allowable: 1,016.20 psi p � � • Load Comb: +D+L+H • Max fv/FvRatio= 0,452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 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 11V4‘6"3-66111' De Si •gn TFBb2 . fali7 r 5 ti3Sx 38C 2tItICfl, BG 60,ASCEfl BEAM Size: 2-2x8,Sawn, Fully Unbraced a ° sx �10, Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850 psi Fc-Pr!' 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0,631• 1 • •• °c�o'1$ IdP' fb:Actual: 641.52 psi at 2.000 ft in Span#1 '' , � Fb:Allowable: 1,016.20 psi • Load Comb: +D+L+H �� A Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.oft,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 loos�Beam aeslgifi TFB b 3 ,. ., "� , ` ,i ' v. t alcu atio s ier2flfl5AI S ISt 2fltiii,CR 201t1ia A 1 7» fl BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0,631: 1 °R61.167 4d4lP) fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20psi � h Load Comb: +D+L+H • .a , ...a`A,, Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed.28 MAR 2014,2.33PM Title Block Line 6 VP,"It- mAiv ve*:044sitertatiwio,51244a, ,.-060�02997 ,e-_.. - # Lic.#:KWLicensee:C.T.ENGINEERING @� f�4 TFB b 4 z alcu ttrt�; w fi 4Iii;DOs...B *10 P►v�t:ET='1) ' 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 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary 0(0 0108?,10.02680) Max fb/Fb Ratio = 0.165; 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 � � Fb:Allowable: 1,273.28 psi 410 Load Comb: +D+L+H - - Max fv/FvRatio= 0.126: 1 N:Actual: 18.90 psi at 2.217 ft in Span#1 zson 2-z.1Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H 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 6a191 +eSi TFB b 5 s os3 ac x0 cuulat�s r`, t5, sE 7 tf 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=0.1720 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.670 ft Design Summary O'k1.48f °1930) Max fb/Fb Ratio = 0.951• 1T �fR s fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 • Fb:Allowable: 1,272.20 psi 4. Load Comb: +D+L+H - - Max fv/FvRatio= 0.506: 1 N:Actual: 75.89 psi at 0.000 ft in Span#1 a.on 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 0.083 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 B� eSl r1^ TFB b 6 * ,Af. V.t1caORrteie5 t0s+ 204.1r„Gacva, 7� 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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=4.0 ft Design Summary • $06 0 1 1 Max fb/Fb Ratio = 0.220. fb:Actual: 498.87 psi at 4.875 ft in Span#1 � � Fb:Allowable: 2271.25 psi Load Comb: +D+L+H Max fv/FvRatio= 0.148: 1 A A N:Actual: 45.77 psi at 8.613 ft in Span#1 9.750 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Dell Ratio 2958 >360 Total Defl Ratio 1775 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Desert and then using the"Printing& Title Block"selection. Title Block Line 6 Printed.28 MAP 2014,2.33PM tic.#:KW-06002997 v� „�. , :, 4 1�tsr�4'9�� . Licensee C.T.ENGINEERING Etein00-10th TFB b 7 BEAM Size: 2-2x4,Sawn, Fully Unbraced rZfl05 2009 BC3 ASS7 D Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.069. 1 D(00150 L(00250 fb:Actual: 88.16 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+L+H Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L 15 WE H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844>180 NO$B am „Avg " TFB b 8 41cons,'p r l 11) IBC;0E1 .. 3 040 E 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870. 1 D 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi p � Load Comb: +D+L+H � ' .. � .. • Max fv/FvRatio= 0.467: 1 A • fv:Actual: 144.75 psi at 0.000 ft in Span#1 A Fv:Allowable: 310.00 psi 13.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH 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: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection, Title Block Line 6 .. n Printed:8 APR 2014,8t K? 51i :03AM e� 19tit � � � � „ . � 8 h 1 2 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING G Description : TOP FLOOR FRAMING 2 OF 3 W1�B'3eanrh 0406n TFB b 9 .� 4 ,+a v-44, „ ` a ��GUjaiii* r . 1� .s4.p l0 200,9 ,`.B r i AS�itiiO.: 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 kift,Trib=16.0 ft Design Summary D 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 Load Comb: +D+L+H Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 8.30 R,3.5414 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H 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 11��B� rt} s�9 TFB b 1 4440)71041#0130006#�c> d* o� '►scic140 BEAM Size: 3.6x14,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 kift,Trib=9.50 ft Design Summary D01425 L0380 �� Max fb/Fb Ratio = 0.074 1 � fb:Actual: 171.37 psi at 2.500 ft in Span#1 z �s �� Fb:Allowable: 2,301.93 psi .,„ xY _ � • 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 5.0 It,3.5414 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076>180 BeapesiI ti 4f.TFB b 11M 01' , a Thi- f5 jDS; 84201 Ol P2f 0A-,4b/ E710 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-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 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750. 1 D 0.180 L 0.480 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi . ... Load Comb: 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 Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 p 3AM Muit$ie�t1'lj i� B .�at ly �"t Printed' t"�R 2014, O . .>. " ..s" .3,,, --,:,;" ::r.," zkr .: " .„; , .," E + , ,T-180,0014/ =1340..2.4.„ Br'i 6 D. Lic.#:KW-06002997Licensee:C.T.ENGINEERING �WotidAi in D Stgi TFB b 12 :: � 5�+ � '� �'..- �: � �� CauiatF�sins= �2i� +tDS,tBC X09,CBC Z©1t?,AS�7 10`. BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary 0 0.1538 L 0.410 Max fb/Fb Ratio = 0.136 1 �� S Fb AAllowable: 2,293.36 psi p at 3.250 ft in Span#1 < "" « �� Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 A - fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 a 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W S 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 -c- Right Support 0.50 1.33 Live Load Defl Ratio 5844>360 Total Defl Ratio 4250>180 WWodB at esgn-.?TFB b 13 , Calcic 1atios pec05 i,pS i''t 200 Bq Z01i liSG X10 BEAM Size: ✓"5 125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary p Max fb/Fb Ratio = 0.370. 1 * o088 ��Ctk??0i * r fb:Actual: 877.51 psi at 8.000 ft in Span#1 Fb:Allowable: 2,370.99si Load Comb: +p+L+H p z k - �' Max fv/FvRatio= 0.237: 1 • • • fv:Actual: 62.84 psi at 0.000 ft in Span#1 16.0 ft, 5.125x16.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 VV id Beath s�t] TFB b 14 :< q r'., � �" CalGaats per 2005 11B6=IIrd2009-CBC i014ASCB 7<'tti BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary DO.06625 L 0.230 Max fb/Fb Ratio = 0.190• 1 :•..... fb:Actual: 193.17 psi at 1.625 ft in Span#1 . ... Fb:Allowable: 1,016.95 psi _ .. Load Comb: +D+L+H • • Max fv/FvRatio= 0.152: 1 A A fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6Pr R2o ,{g {�. rated 8 APR2014, �j0..�y.� 3AM p ? o IPC °t s No- f l!V3 q; � // 'PAI, n :' *g-igFic o Lic.#:KW-06002997 Licensee:C.T.ENGINEERING II io e�©+ SIi 1 s TFB b 15 A . .., Cai rula#iwrs per 2005 DS, BG X209 (CBC 2010,. SCE BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Prll 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=2.20k@2.Oft Design Summary D(0.050)L(0.1250) Max fb/Fb Ratio = 0.324 1 . . . D 010 L 0.80 fb:Actual: 749.89 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H : • Max fv/FvRatio= 0.268: 1 1 A fv:Actual: 82.94 psi at 3.213 ft in Span#1 4.0 ft, 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 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393 >360 Total Defl Ratio 2254>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 . +IP,� �� 41 ct� Ft Q 1 Printed: r,�14OS AR 2014,?s �: Lic.#:KW-06002997 Licensee:C.T."ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 BeamD 'gni. odTFB.b.16 � iculat(ons pel 2005 NDS,.IBC 2009,C. C 2010,ASCE 7,'10t' BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, 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 o o$bo?8 Ig 660) Max fb/Fb Ratio = 0.883; 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 _ Fb:Allowable: 929.74 psi ,... �� ....` Load Comb: +D+L+H • Max fv/FvRatio= 0.585: 1 A A fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-200 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 Deft Ratio 1320 >360 Total Defl Ratio 1165 >180 WoBeam Deign TFB b•17 'fat :: ,; ," - y. , .u..„. atns 2005 1i3S1BC 2009,ad 2010;ASCE:7=10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!' 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary ,0‘0,915..Q. .o so Max fb/Fb Ratio = 0.336. 1 : � ) t fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi � Load Comb: +D+L+H . ,, ..... . " :..---i ` _" s'; ,, Max fv/FvRatio= 0.206: 1 • - fv:Actual: 63.91 psi at 0.000 ft in Span#1 AA Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 �lfiti©dJeaitt De gn TFB.b 18 (RIGHT) , Ca1�#iatioriS j 200513$,iI G 20�ii 20110. 15 £T-1Q BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood 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 Unit 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 _� �=�tdlJtStda.J�� fb:Actual: 130.97 psi at 2.750 ft in Span#1 « Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H . �� '� , Max fv/FvRatio= 0.052: 1 • • A A fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50$3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.40 0.51 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.51 Live Load Defl Ratio 21381 >360 Total Defl Ratio 11986 >180 Title Block Line 1 Project Title: 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 Pined 28 MAR 2014,2:35PM 41 11. 1 1 ww Lic.#:KW-06002997 Licensee:C.T.ENGINEERING {/. ! Be001,4es n ; TFB b.19 ,: 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 _ l P inted 28 MAF 2914 2 35PM 9 1 .,..a., er6,1?Fi.^ ,, Lic.#:KW-0600299744, Licensee:C.T.ENGINEERING Bea�Delln TF B.b.22 - due -Calculatid peri 2005 NDS oI C 20b9,Toltec_ 20 0,ASC 7 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary °iSQo113t� Max fb/Fb Ratio = 0.355. 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fear 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 owctd awe gr ‘9_ TFBb23 ai rlati+ :pe p05 OS,IBC 2009,CBC 2019,AS E7.4 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary sw1R O 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 III Load Comb: +D+L+H • "" Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.01t,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., °°'-.7u, Beam n TFB b 24 -" '" .. .,3r calcars ger oOS NpS, BC09 CBS 20.1.0',.ASCE 710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-PrIl 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point L=1.0 k @ 0.250 ft Design Summar u Max fb/Fb Ratio = 0.487. 1 D(0.1538)L(0.2563) fb:Actual: 581.40 psi at 3.255 ft in Span#1 Fb:Allowable: 1,193.24 psi , Load Comb: +D+L+H � _� .a a • Max fv/FvRatio= 0.314: 1 A A fv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 n 1.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 vra7 PP, )7*.Citte51V15-144 491K106,, P ntaa z 35PM Lic.#: KW 06002997 Licensee:C.T.ENGINE RING Li Witaa'Bealt DOSi AFB b 25 'w w �� nS. O NDs.`' 2009 C2O 0 ASccT-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pill 1,500.0 psi FN./ 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 SummaryD 0.1538 L 0.2563 linimilmm miiill - 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 Max fv/FvRatio= 0.386: 1 A A fir:Actual: 69.54 psi at 7.000 ft in Span#1 7.0 n 1.50 n, 4x10 RI:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Defl Ratio 1890>360 Total Dell Ratio 1182 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD 11 /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 baa = 5.50 in. dact= 7.50 in. Lumber Species/Type:--- DF1 REPETITIVE MEMBER?--------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(cIp= 1.00 FcL= 625 psi CF(e) = 1.00 CM(cp= 1.00 E = 1.6E+06 psi 8TOTAL=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,NorcH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT EN G IN EER GING suite 382 --17:-.011K1 �� ,,'',,� 1 N C. (.1_-,),c:),\„.) Seattle,WA Project: 1 v`�'�N ,-E� '...�1'"'� Date: Z 98109 d 9810 285-4512 J c)S4.1 Ds) (206 Client: Page Number: (2oG)285-0618 I . • , • . Fi. :1,, .! .... • ... .,,..,.. . •...►�,., ,, ...,.,:2;:, 1 • .,,, i ,:: : . .,. ,... .: c:1• 44 • ' . ... : i' : : • , i i : ,,, i :. • 11 I • :gip �� s hr� 1 , , I i I QST .. I • , ; r - : 1 ,-t 7. - 1 {g 1 o T f�l� 1 I `'r \may 1 j 1 I i% '1. I I I 1 ,. i , 1 i . . I . 1 I � � I , , � , ' T_'� / .. , I . K ki 1 l - 6•7( ' S,1 11).3 ,5. ' 1 i 73 1 , ( 1 I . r a j , I 1 1 I j I 1 f t 1 , 1 I i I I , ' 1 . , I I I ' i. i -II , I , , 1 I I I 1 1 I..I 1 i I ! 1 j i.. 1 II 1I j 1 1 : : I I 1 , 1 I- : j I . : I 11 i � I i 1 1 1 I I 1. 1 I ; : I , • I • • 1 : i 1 f j 1 1 Structural Engineers CT T E N G N N E E R I N G lao Nickerson St. Sults 302 n� INC. Seattle,WA Project: /11 1 --+T�M �,. Tf,L,`f 60k J Date: moi g -; Z0A (2 285-9512 PAX.Client: `\y . I1VS \ • (206) 285-0618 'Ulla['- OF. ZS-41J� I NJ O Jam' G � Le56., WANLL 6"Tult:› DESIGN 0.) (5_) `C: ti..r. a DS 771 7 3 ! 7 5.5 7,� 9,2 1�1o>.Ft,g, 9.vs' 8,71 E75 �i Y, G 96' 9,56 9.75' 71 ,5'N 3. " 5,e W.C. e 8.7i T� 6 aeop,fr m , II 4- riFe_ikp 2n t4E-5-s0.b. e 14:0/t. WANG.. Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 "yea. ,//141- L 't Seattle,WA W 11 1 l_ �.G+6� L O ) 41` 98109 Project: \ /'� 1 Date: {20G)285-•F512 Client: k) 14 OS 1 FAX: ) Page Number: (206)265-0618 15u1Lc- ,OP v� - z Co `, . grc:t.,6 WANI ... 61"u Js (f) m. ) (5) /. 771 ' 3131 t tjk‘i>.E . x71 1 -7 l 0. 17811�4,''L G E 2.9 ' 9,56 ` 9.75' 3131 K GO , L�� L o-off \ f-, 7_ Lo A- 170 IZO rn h ULT p �C1 ?oNm 4 I Z t 4:7451r C > : (-39. ) a.. . L)Lr -zotAtyww)e„÷c toxv:vi'F. Alk= 2.4 BLS o,C\ = 0.G(2G.4)' 15.9f F stgVIC 614 i uivos rg--113 2t t S A `--r 1 SSF5f) t* IC 0 kas ��.25 � , � „L9 Structural Engineers • Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ,�l 4::47-77: :::", 81 totll - s r , -- .fix i3O s-r-' '- take: ,w+A „5 e swe410 * ting City , w*y � , c shy s ' a *. a� ' - o i -,* r4,_, ...;..,...,,,,e4„...,..;., AT S 8 MICdoF " T a . USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sr. = 0.720 g Sl = 0.423 g SM: = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. McER Response Spectrum Design Response Spectrum a ee sa se rift a1 aea au ate 0,54 s a. a . ft kft 044 (13z 022 0,31 0.20 0.22 0.f 22.0 020 0.44 CV) 0.20 1.09 1.20 1.40 to 1.00 2.00 10,00 0,20 tf.40 0.00 15.20 1.00 1.20 1.40 1. L 3 2.00 Period T(sisc) Period T(sec) 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&lath... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation B Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://oeohazards.uses.qov/designmaps/us/application.php 6. Site Coefficient(short period) F.= 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 SMi= 0.68 EQ 16-38 EQ 11.4-2 Sips 16-39 EQ 11.4-3s=2/3*SMS Sos= 0.72 EQ 16-40 EQ 11.4-4 Sp,=2/3*SM, Sp,= 0.45 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= 6.51 N/A Table 12.2-1 13. Overstrength Factor C-20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural IrregularitiE - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Sos= 0.72 h„=19.00 (ft) Soy= 0.45 x=075 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0Q20 =ASCE 7-05(Ta Ne 12.8-2) le= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) T,,=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So'/(r(RAE)) (for T<73 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Ss,•TJ/(T'4(RAE)) (for T>Ts) 0.000 W ASCE 7-05(EQ 12.84)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 BI)/(RAO 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if 5.>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W Cl C2 Cf C4 CSOOKUP REFS COCb CT Cf Cf CI0 C11 C12 C13 C14 C15 C10 C17- VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 705 SECTION 12.8.3 (EQ 12.8-11) Area#1 Area#2 (EQ 12.8-12) Area#3 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,'5," w,•5," DESIGN SUM LEVEL Height (ft) h;(ft) (sgft) (ksf) (soft) (ksfl (sqft) (ksf) (kips) (kips) £w;'h;0 Vi DESIGN V V,..:.,,, Roof - 19.00 19.00 1870 0:022 NS EE=W Top floor 9.00 10.00 10.00 1517 ..0:028 333 0 022 41.1 781.7 0.61 4.40 4.40 13.81 15.03 I 10.00 :0.00 0.00 49.8 498.0 0.39 2.80 2.80 :6.50 7:71 1st(base) - - 0.0 0.0 0.00 0.00 0.00 90.9 1279.7 1.00 7.20 10.31 I 12.75 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7.05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,_ DIAPHR. F, £F, w, £w, F,„„,_ ,=wa 0.4'Ste*In•wr, 0.2•Sa••lE•Wp LEVEL (kips) (kips) (kips) (kips) (kips) 2:14,, Fy Max. F55 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 N.E.T. 3282014 ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00`ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. - -- Building Width= 37.0 45.0 ft. V ult. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 ses.Gust= mph (EQ 16-33) Exposure=-` B B lw=p 1.0' 1.01 N/A N/A Roof Type= Gable Gable N-S E-W PS30 A= 28,6.. 28.6;psf Pitch= 25.0 '. 25,0; Figure 28.6-1 Ps3oe= 4.61 4.6 psf Figure 28.6-1 P0300= 20.7' 20.7 psf Figure 28.6-1 Ps30D= 4.7' 4.7 psf Figure 28.6-1 A= 1.00 1.00; Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.001.00(Single Family Home) X*Kr'I : 1 1 Ps=A*Kzt*I*Poo= (Eq.28.6-1) psA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) 13s= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps end c average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 ¢501 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 V INDSU) V(UM Vi WIND VSUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) - 0.00 Ar= 721.5 AF= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT# CT#14051:Plan 3713 Twin Creeks,Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) V(E-W) V(E-W) V(N-S) V(N-S) V(E-W) V(E-W) Roof - 19.00 19.00 0.001 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 NS (LRFD) Wind(E-W)(LRFD) Wind((N-S)(ASD) Wind(E-W) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) 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 B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0' SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"wl8d 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) —I 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 100001191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N8S_Rooi SHEET TITLE: 1 .....I .. ... f .....: CT PROJECT#: CT#14051:Plan 3713 Tvnn Creeks,Elevation B Diaph.Level: Direction: Typ.Panel Height= R. Selsmlc V 1 4.40 kips Design Wlnd NS V I 3.81 kips Sum Selsmlc V l IAO kips Som Wind NS V l 3.81 kips Ii)DISTRIBUTION TO SHEAR LINE9� '"" C3 Ctl ...5 Cfi co C9 <'IO Cf1 ,.i? C';4 ,:;15 C78 imi TrIE% AbI Line L tl Line E w � 1st Lin Trlb 2nd Llne Tr16 3 3,' 2199 1 9059" ax x: I r x 2 ��i� NM �7 • 2199 19059 " � � �„ � 0.00 0.00 O�� mY - 0.00 0.00 01� "s �� S r sra a ',..MM0.00 0.00 �� "s a� / ;®_ ) � 0.00 0.00 ' ��.t S ®� L �' 0.00 0.00 MUM ��,;' r t) Ut)U , ' 0.00 0.00 O�� <,.,000,..- 0.00 ®" Balance Check: ak ak Balance Check: ok ok ok ok MARE THAN 14.3 OF 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.O. E.O. E.Q. Wlnd Wnd Wind p/ Line ID Lwall Co Lwall' HNk� v V Amplifers v Type Type v WALL, THE (0) (ft) (ft) (p8) (k) , 2 mr.i (pit) (k) P6TN OKAY. z`d.? v NHEAHW;::411/221::." ® t:`= ��" . �� '® 1.908 . t) i�' 000 r"�;, 0 0.00 1.00 1.00 0 0 1a1e �£ - 000 x� 0 0.00 too too 0 o 000 , 0 0.00 1.00 1.00 0 g �s 000 � _ 0 0.00 too 00 o g 143 1.07 1.00 1.00 043 BTN yp3TN 1 4 0.925 Tt£ i 791 s,;roT , 143 1.13 1.00 1.00 143 :PNTN YIIIN 14 0.978 000 too 1.00 0 0 goo 0 0.00 too too 0 1 s 000 0 0.00 1.00 too 0 s 0.00 1.00 00 0 �.n .r r" a 000 ,7 0 0.00 tao 00 0 p-1.00 u1Table 4.3.4 AF&PA SDPWS,Footnote 1 'Spada/E.Q.OL Uplift Factor. DL UpliR Factor wA4fnd..' 3)OVERTURNING RESISTANCE I Seismic Up11R Wind UpIIR Resisted Resisted ' geauc.a Net O7M Add'I R.accea Net O7M Atld'I Max. Line ID Las wdl ID(41) ID( Rc,M Level Abv. Total n U U,,,, mw Rma Level Abv. Total U U,,,,. ft kl Ab a Above R hi• ki•ft k" ft ki ft (k) ki• (ki•ft ki•-R) ki•ft k R) kl ft k kip kl E FF � ( 114.07 17.81 23.29 ® -.....iii/' -0,39 15.44 25.30 -9 88 ®` i„� -0,70 -0.39 NDNE s 1�a4J .)� � fi ?.a 0.00 NONE ,'�? so � �`�' �,i 2 H ._ rrys 0.00 NONE �t;'�11zY 00 4 £ -_ J 7v 0.00 NONE ..y- r'a � '€- � 0.00 NONE ID 95 � ,..< e meg.' p 0.01 7.51 939 -1.87 ® 4za- •0.25 0.01 NON �'� � I � 7 58 S. 7.92 10.21 -2.29 ' � 0 0 � r � .,� -0ao -0.a2 NQNL c1£y.I £f�1;E 00 a;iii 4 '4 `; %� £ Oo �T a £;i NMx. .3d 0.000 N NE _- k -.1 0.00 NON E 3 �£L i 00 "",�,� �,� rv �y ri_m1; ,i 0.00 NONE .., L 0 0 �:. ,Offse ,. . , F Ho/down CS,O%set froms.E d �,.In T= 0.00 -5.55 N.E.T. 3/282014 CT ENGINEERING N&S_Top Floor SHEET TITLE: ., « • F..,T?�;°i CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Dieph.Level: r Direction: Typ.Panel Heipht It Selemk V I- 20 klpe Deslpn Wind N-S V 1- 8.5 kips Sum Selemic V I- 7.2 kips Sum Wind N-S V I- 10.3 kips 1 DISTR BUT ON TO SHEAR LINES Trlb X Above Llne Load Un .1 Shear,1 Line E W � let Line Trib 2nd line 7rib E .1 W .I EA11123155231311CIIMID n FIs '11311��=13a 0 0.00 0.00 0.00 0�MM 000 .00 0.00 0.00 p�� m 0.00 0.00 0.00 0.00 ' y . 0.00 0.00 000 0.00 0MIMI= 0.00 0.00 0.00 0.00 O�- . ,...-„ '�� ,. .,�. ,ate -� 3 0.00 0.00 0.00 0.000�� En MOO= E_®'r I I Balance Check: ok ok Balance Check: k ok ok ok 2 DISTRIBUT ON TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wlnd Wind W1nd Line ID Lwall Ce Lwell' H«,ui v V Ampliftere v' Type Type v V (0) (0) (ft) (PIC) (k) p 2wchu' (PR) (PS) (k) 000 y£S iQ 0.00 IIIIIMMILIJIONOOM011 0 00 000 p 0.00 ��0 0 0.00 v 0.00 NUNKIR 000 f 0 0.00 M�0 0 � s s 009 p 0.00 iEI��O 0 0.00 000 p 0.00 �i�O; 0 0.00 � � o 00 111121 0.00 �iE�O 0 0.00 00 O 0.00 ��O 0 0.00 p 0.00 MiELIINULIMOOMMIIIMMI 0.00 p-1.00 ')Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Fecfor: DL Uplift Factor w/IMnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Restated Reduced Net OTM Addl Reauud Net OTM Add'I Mex. Line ID Loc.r w dl ID(#1) ID(#2) Lore OTM R Level Abv. Total ❑ U U.n OTM Byrd Level Abv. Total U U„e, U„„„ HD ft k0) Abo Above ft kl.ft ki.ft Ic-ft (ki R ki ft k U. ki•ft kl.-0 ki ft k ft ki ft k kl kl -2.70 48.90 132.88 -8598.. ' -273 -270 NINE ) 0 9 z£� u � ��1 0.00 !T..: _ a 7.138 11.53 8.59 2.94. 0.36 16.50 9.33 7•17 4" ®3 0 64 0.64 9'�Np1A 0.00 N 0 0 0.00 NONE NONE Ne L]L�2y T9 a L169&q�d lq tE� � � Ti, � � � 0.00 O i a .is o.00 NONE' Holdown CU Offset Imm SW End: In E_ -5.55 -95.03 3/282014 N.E.T. CT ENGINEERING E8W Roof SHEETTITLE: x ' ,xd:._ :s '1.4(i51: 0. •• CT PROJECTS: CT#14051:Plan 3713 Twin Creeks,Elevation'S Dieph.Level: Direction: Typ.Panel Height ft. Seismic V i- 4.40 kip. Deelgn Wind E-W V I 5.03 kip. Sum Sel.mic Vl- 4.40 kips Sum Wind E-W VI- 5.03 kip. 11)DISTRIBUTION TO SHEAR LINES C, "' C3 C' "v CB ,^,7 CO C3 .'IT CI, C7" ^13 C7d C16 010 Trib X Above LI Lod UnSeen Shear,y Line E W 1st Line Trib 2ntl line Trib I L L ...:'..'«::.,. 1 �..;:!;.E::.'.'� - ��®E OE 0.00 . �1r Wim,...,..:..,:,,,......ii,:. � �... .a� ' 0.00 0.00 O�� 6 T7 b t '' Y: rr�"ate 0.00 0.00 0�� Q7 i gip o.o0 0.00 0�� m [ -tea 7 E 0.00 0.00 0�� ' kms= �m r�....i.!.;.:: • .-,� 4k ..ir'•ii CT ENGINEERING E&W_Top Floor CT PROJECT M: CTM 14051 PIen 3713 Twin Creeks,Elevation B Dieph.Level: r NOTE: LOAD VALUES SHOWN ARE FOR Direction: Dealgn Wintl E-W V I- 7.7 klPa Typ.Panel Height R SebmlcVl- 2.8 kips gum Wind E-W VI- ,z.T ldpa COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Selamk V l- 7.2 kipa 1)DISTRIBUTION TO SHEAR LINES Trlb% V level Above Llne Loatl V ebv. V total Line Uniform S, r,v } E k W k tat Line Trib 2nd Line Trib E k W k E k W k L R E •I+ W •I - MEE Lin E W 40 3 8 749 0.701 1 9 374 =1 ®�� 50% 'r 184 _ • Y 1.32 1.51 2.72 5.37 23.06 118 233 1. 1ai 3 9 2 0.00 0.00 0.00 0.00 0% 0 ., l 0.00 0.00 0,00 0.00 0 o%% 3 0..0oo 0.00 0..00 0.0, o0 5.03 2.7 0 g E= 2.80 7 71 E=0 5.03 12.75 Balance Check: ok Ok Balance Check: Ok Ok ok Ok 2)DISTRIBUTION TO SHEARWALLS VQ. E.O. Wind Wnd Wind Line ID Lwell Ce Lwall' Hein v V Amplleers Type Type v V (6) (8) (6) (PI0 (k) P (Pill (pit) (k) �." C P2 (.3 ( 4.'43C'7 ('1 ( (1 C!0 C74 111111 00° 'tea . I lb o00 0 d s 3 000 p_ o o.a 1.00 too 0 0 0.00 13 AO %� £ 118 8 1.00 7.00 116 � b 233 3.12 & � F 0 00 sr p o.oa t o0 � � , t,- o o �� r ,00 1• Fj61)� p-t.00 uheble 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor. DL Uplirt Factor veTo/nd: 3)OVERTURNING RESISTANCE I Selsmle UpllR Wind Uplift Resisted Resisted nedmed Net OTM Add l n•deced Net OTM Add'( M o. Line ID L w dl 10(61) ID(82) Lon+,r OTM Rove Level Abv. Total 0 U U,,„, OTM Roan Level Abv. Total U U,,,,, U.„„, i- HD (6) (kit) Above Above R) (Id.R) (kip-6) (kip-ft (kip-ft) (kip-fl) )k) (ki. (kip-R (kip-ft) kip-ft (kip-ft) klp-ft) (k) (kip) • �' a r'7 '� �t , 107 32 a . -0.49 40.45 64.96 24 61 103 79 " 34 -0.34 NON ' 1 23 90 26.39 58.79 -33 40 0.00 NONE 00 k :11.111J: 000 NONE gg 00 'S a a a� 28.38 37.47 B 09 9 09 w -0.69 -0,69 NONE ,1E • 13.15 14.38 33,17 -18.78 f k6: .n�i f 9 _1.43 .`.; , _ -0.22 20.48 13.53 8 93 � ! 0 74 0.74 0.00 S')'i.G14:1- • egydd v. �, N•NB 00 ddb I ✓ , ` � � o 0o N6NE 0.00 NON 0.00 NONE • 0.00 NOkE •. 0.00 Hf1NE..: J Hddown Ctr.Onset/rom SW End :4 in 3282014 N.E.T. CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq= 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 /b 111- v hdr eq= 72.4 plf ► • H head= �/ � , � € �k� a r� �� • �� ' '�� WALL TYPE H pier= 5.5 plf P6TN E.Q. feet `� s �c 3 �, plf P6TN WIND H total=8.1 feet Hsill= ! 1.5 feet REFER TO'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 �f Hier/L3= 1.24 p L total= 30.39 i feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.A V eq 1091.8'Ib V1 eq= 543.7 lb V3 eq= 548.1 lb V w= 1249.4 lb V1 w= 622.1 lb V3 w= 627.3 lb ► ► v hdr eq= 96.4 plf A H head= WALL TYPE plf P6 E.Q. H pier 5 • �� f P6 WIND feet . a � r H total= g 8.1 , feet * # H sill=1.5 feet i REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 ► ► ► Hpier/L1= 2.26 ► Hpier/L3= 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051:Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.B V eq 1107.2 lb V1 eq = 652.4 lb V3 eq= 454.9 lb V w= 1267.1 Ib V1 w= 746.5 lb V3 w= 520.5 lb ► ► v hdr eq 96 4 plf A • H head= H pier= � � ` �,••' � , �� • , WALL TYPE S.0 � plf P6 E.Q. feet b a �yz plf WIND H total= 8.1 feet 3 H sill= � 2.0 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 4 Hpier/L1= 1.70 10. Hpier/L3= 2.44 L total=' 11.49 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051:Plan 3713 Twin Creeks, Elevation B WALL ID: N.1.A V eq 2899.6'I 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 i. ► v hdr eq= 120.1 plf ► WALL TYPE , -.711‘pp4p!r/'1- H pier= � �� plf P4 WIND 1plf P4 feet H total= 9.1 feet 3 S H sill= 3.0 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 4 ► 4 ►4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total= 24,15 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 y tri A ' 4 A PA ec hie a .o : TT• 1OOF 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. I ®2014 APA—The Engineered Wood Associa Nun 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 Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu . eight (in.) ) Shearm(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a,b,1931 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 nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs " Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strop I. per wind design min 1000 Ibf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony - ';'�� . '_. wall height _,, Fasten top plate to header with two rows of 16d p sinker nails at 3"o.c.typ n Fasten sheathing to header with 8d common or i Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total -i• i-t .: , •:. ....• Header to jack-stustrapperwng . wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be Min.double 2x4 framing covered with min 3/8" nailed to common blocking 10' structuralpanel sheathing with �_* within middle 24"of portal max : `- thick wood height.One row of 3"o.c. r!' 8d common or galvanized box nails at 3"o.c. height "" 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 • construction kh, \ Min(2)3500 lb strap-type hold-downsa Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of i jack studs per IRC tables Min reinforcing of foundation,one#4 bar :-`1"-- R502.5(1)&(2). ' top and bottom of footing Lap bars 15 min "i }.i , . Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,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 APA trademarked products.For additional assistance in specifying engineered wood products,contact us: www.apawood.org APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Form No.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither 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 A PA 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 WaodAssuciation 180 Nickerson St. CT ENGINEERING Suite 302 Project: 1"rn l)C�l 1MC Date: A0.16, I , Seat: ,WA (206)285-4512 � 2.51-13, ,3,2�? ( USS G 29)1q14,5,-2) (206 Client: ►�� i2 Page Number: (206)2135-0618 ,-,^ - &Q a 01 . lutn----As-Vei-eri ;--7-r co Aid-6 � ' k;, . 6\ 5(1 ? ' / X I b`` i Zj t k `2 , t 031,Th 6ffzs--mx--te- F2712- 0;074) ‘,•-7-17)A4 1.50-- rDP'i Pcsi7nw 85714/141)i k--N-5- - rov Pte, i C —i f i Ai l0j/16 i Nom , . . , tdt ( _/o.i _ p.�6 ,'Iv-, af.- a)(©,-6/4,0) 0,312. (5 )(3)(16) WZ3)e-le-) \InCE 2olJCbz -$ Mh ) J . C 138 ,0.4.4- ). _ q;. e s ii -, Got' ) ,A .:-- 51I s x i , 1,0/(2) 4' °L..- o,�,s,°u tW, Ti) /ZxlZ L3/4-4-1R-13 kil 112. 6 4-4- ,;\--, i n &r2outql06., 8xu rI 4i lz9V [,, r' L - A -- A= 4-, '� ci= a,50 Structural Eng Ineers 1 WOOD FRAME CONSTRUCTION MANUAL 63 r Table 2.2A Uplift Connection Loads from Wind A" ` _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly Design Dead Load Roof Span(ft) Unit Connection Loads(0)1'43'4'5'6'7 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 ) O psfe 36 272 298 324 380 441 506 576 650 729 856 Z 48 350 383 417 489 567 651 741 836 938 1100 In . 60 428 468 509 598 693 796 906 1022 1146 1345 In • 12 70 80 92 116 142 171 201 233 267 321 t7 24 111 129 148 188 231. 278 328 381 437 528 � 10 psf 36 152 178 204 260 321 386 456 530 609 736 N 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 . 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 ' 64 104 147 194 244 297 353 444 , 20 psf 36 32 58 84 140 201 266 336 410 489 616 -.fit 4. 48 38 71 105 177 255 339 429 524 626 788 ;dig ,. ' 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 ' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 •• 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, I multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: •• Connection Spacing(in.) I 1216 19.2 24 48 Multiplier 1.00 I 1.33 1.60 l 2.00 4.00 )• ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. ' s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) for each full wall above. 'f 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ' !': header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. `k`: 2 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the Jack span. `5 1'n.� s Tabulated uplift loads for 0psf design dead load are included for interpolation or use with actual roof dead loads. r.::4'.1.. p i a. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC.��'�n _-L 'n( 98109 Project: EYP)att 5)A / '- ',L4/ I , � Date: (206)285-4512 FAX: Page Number: (206)285-0618 Client: \,M L..ocps • ' 7144e) 1/4-.2.L 604,W2)46 X51 • AQP WAD :A , Mvo M r 2,2 i Z -- 1 l o MPI • ucr. vv. g )460,,,1;* 15 Viz. I .' 4 • sS 416 ?P8 I/ , • • yI .7reP colacr4)50- s 2Y AtO ctifiA04 1.- -6( • 2) 1,2 (4)( ) 0,0.( 0;6> = v 2 -nip, 400z11 ' - (1-6,y 6QA)(p.,-5 (0,61 . VbyL : AVcCl) - i'P A P) �. • -$t5, t • -rt/P • e.:Dattlierk..: e Fes- = (5Y n gs) 66'4 Dv* l/ • Structural Engineers TRUSS TO WALL CONNECTION ';I'i VAI UI OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1111II I 11 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" ,:of.) ,I!, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `s; ilii 1 SDWC15600 - ,h .. ... .I'. ..._ 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1(1/0 701 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Miii .. 2.'6 2 (2)SDWC15600 - - ',in 2.1(1 3 (3)SDWC15600 14i�' - , :S1'i ROOF FRAMING PER PLAN 8d AT 6" O.C. s 2X0.131" X VENTED BLl('G. 3" TOENAIL �'" lit , ) il - \ H2.5A & SDWC15600 STY]F COMMON/GIRDER TRUSS -e---- PER PLAN TRUSS TO WALL CONNECTION TO EACH Hl STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=P-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ',PF"�1/+I.Uf:`. I OF TRUSS CONNECTOR TO TRUSS --- - PUES TO TOP PLATES UPLIFT FI 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" -400 415 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" 555110 - 1 SDWC15600 _.._._L..__ -. . - ?t;h 115 2 H10-2 (9) 0.146" X 1.5" (9)0.148" X 1.5" 1(/0 70(1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 27(1 2 (2)SDWC15600 - - !i7ri- 2.10 3 (3)SOX15600 - _ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 111111111IN 1..SDWC STYLEed AT 6" CONNECTIONS 2X VENTEDO.C.BLKG. 24, rift iv‘d44%. NI H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 119 1 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA • I N e, — ` - S 1 Date:/ /� 98109 Project 111111:5'71.-- C,'1 — (206)285-9512 FAX: Page Number: (206)285-0618 Client: • • • . • . ,.✓ i f' Z }. . 6• 7 '7 LL '• ►1.5' •›1n a- , � I j , , ! ! - I I • ii , , I_ '. i � „ I _ I I _ I ! I • 1 I I I . C, sis I I I , I 1 • i , i i I ; I, I : I - .. - • 1, .. - i , I I , , , I . ! 1 i I I f l 1 I . f I ! 1 ! 1 , , • I I II I I , i I I. ' I i • 1 ` 1 1 I II ' IIIII it i i ._ I 1 • Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 '' n �e ,� INC. ^ e, Seattle,WA 8109 Project:-�t_yJ,� � � 1 V'r f�"V ' ► c. - X71 Date: 3 Z 44 20 ( I/ (206)285-4512 Client: FAX: Page Number: (206)285-06I8 • C . • fib. LLv4.2 i . 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