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Specifications (36) viAsrJ.c -—Ci2577 /n j 5LL/ /1)4h t-7r2 CT ENGINEERINGO(; y INC. 1 0 180 Nickerson Street Suite 302 C Seattle, WA 10 989 CITY n p 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace � Plan 3 #CG I PNF S Elevation D ±d Tigard, OR 4REGA g ' *Ng1 � �\ WV:P!FST G 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 P y 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi I le locations in Ti.ard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) ese omes are to be The proposed projecttothroughoutIe-familY homes. We understand that Tigard, Oregon. Design pa ahmet hs are as noted below: constructed in multiple locations The structures are two-story wood-framed.primarily pre-manufacturedis parallel chord wood y with trussces.dFloord wood trusses. Upper floor framing isp Y with framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. mph e Wind design is based on the ASCE�value a of 1.00.MWFRS (Envelope design Procedure)s ba ed ono he ASCE 7 t10 wind equi speed, exposure category and with a Kzt force" 'procedureD". w with SSB shearwalls aal to or less re the primary lateral force resisting system (R=6.5).soil classification"D". Plywood or O Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. (3)TRIM @ RB.d.3 HDR SIM. RB.d.3 RB.d.2 lPla DR D (2)2x10 HDR (2)2x10 HDR (2)x10 HD• , RB.d.l Q , 1 TIP.Al ADJAC= °' I B1WN.S S'(TR 'ERG STUD :.. b ax BTWN. S,TR ER • Air aAI — j a" I + c a 0 - z I, I', c x � � b 11 1 c. 0 lecc II O o �O C 1 bAll LLd N , F Zt b . �¢ N c b H' ib k F II __ II . Fri", _.7 ____-b 2 I® RIN HTDR 2) DR ITA 2 '.:...'.Cl..1::4:::::':'.::.:-,.:,1%.....,,,: ...:1-':::):....;:::.: ....:.....:...::k C) IL _..=,......... . .. . . , 6x1• DR CT.d.3 Illikk iXt(HDR IIIIIIL IRB.d.' RB.d.5 RB.d.6 RB.d.6 OD - Roof Framing Plan 1/4-.1,0" ilA P3 0 • (2)TRIM.@CTR HDR ,1FB.d.2 TFB.d.22 i TFB dd.l _ —_ter—.. --� -- 4 �._ _ 4x10 DR 2)2xe DR ,.•R • 4 10 4. E4 W �` ___ m li oWIN• )Z45: 21 =STUD SG i 1t i! TRIM .N.g. F g J 'm I STHD14 rO ==', O� O STHD14 wm 90` I l � 'e-'J...J__ `-- 1 s ---- J - __ __-- STHD14 F1 f 58.0 l- TFB d 10 _TFB.d.8 1 TFB.d.9 . _ _____ V i r� i �i r -Zr I '--,,,74..--" � ______-_ _ :1,,.. } _ FURI1.� 2 OPEN FO'%.% 1 r ___ __ i�E 1 cT4iRF G .L � �� 58.0 � IMilliMiir . E —STHD 4 1 - I --—S D 4 —J • ST37 RI� ST3'(" . 11 -, i 1 : ,,,v,-\ , <:" •z. -,-...., kr,":.____/-:HD14 /�% 9_1: I ^FBS.�dy.��'�B, 2 _ l''''' 0 _— TFB.d.11RSL H R t�i.�._�_ - = 3= ;, El '2.-94 ' 0 i :11 tw„ �E _(912x!1 HDR I' ,y ,72], r Y1�♦I I TFB.d.6 TFB.d.17 E~ I ___ - •Tr B.d.1S- -}- �8.___,___ •n 0 !:! ._G`x1CJ 3:C �. �LEDG'' 0 WEaTFB.d.1J' PIM:CONT.HD' r' TFR d.21 1 �=�,—� QQII 11111111MOLA. ,E_. �=', H•• __ Imp TFB.d.7 STHD'ARIL �; a, 4 _F SSC r IC I MANUFACTURED ROOF MANUFACTURED ROOF -_- - _ 5x - •'''...- TRUSSES AT 24'O.C. mor ilgp TRUSSES AT 24'O.C. m TFe.d.18 Q azy NOT USED: TFB.d.20 ®D - Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0' IIIIIIIIIIIIIMIEICIIIIIIIMEEEIIIIIIIOIIIIIIIIIIEOEIIIIIIIIIIEEEEI 3T-0" 111111111111111 m e S-0' m 312"CONC.SLAB SLOPED DOWN 1/4:12 ®. 011 • G "a�fa71ammout f • • l® •• '.'.SFHD14 ?d"x2dk10 FFG . I .'.' I W/(S)#4 EA l ® i. WATTWP U.N.O 466 PO$T Wf(2) I �. to ♦ i AC4 CAP 8 PBS46 l i .... .'•-.-...•.•9 7?TJ1.110••16 I u j n�O1. •• • •••• • F I�J— �__� �•••••x10"FfG I BEARING WALL /(31#4 EA WAY .:I ABOVE': IBEARING WALL ABOVE -t `� •2..PONY WALL_� i' 0 'o I 13' 81/4 . 2s6 PONY " ir.a.� e _ .472' - ,... • .'.8'.-.T.' _---"-i- __ 5.19':. t_ 4' ___/41. =.6.1 " ... .1111141 : : 0 , h„„ni iDuz ;4113" STHD14 i T.O.S. �-:' >eve��®17-....:"..:',..:",...:".7.",,,-...'''..".....7'. ®® WALiDtyy _ r _ - '- -' - 1 90"X70" I ^a: I . 19'-61/2' ; FT.W/(31. �.. ® :� �. -I� 1 k4 4 WAY ('BEARING WALL' I c emir ABOVE 31/2'CONC,SLAB MYilfi - $TH019 _I, SLAB SLOPES 3 1/2• - ' FROM BACK TO APRONOa � 1/ Q VERIFV GARAGE SLAB HEIGHT e WITH GRADING PLAN ,2c4 PONY ' WALL r 0 ® I Ii 312"CONC.sLAB 'AI�LGD► ° «�� J SLOPED DOWN A STHD14 �� +k. 1/4 12 ' _ rma . m Q STHD74 iC.�� n �� lill0 1 16.-3' 1 i elk Tar OD - Foundation Plan 1/4"=1'-0" Foundation Plan SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# Roofing- 3.5 psf ROOF Roofing-future 0.0 psf 2.2 psf 5/8"plywood(O.S.B.) 4.0'psf Trusses at 24"o.c. 1.0 psf Insulation 2.8 psf (1) 5/8"gypsum ceiling 1.5 psf Misc./Mech. 15.0 PSF ROOF DEAD LOAD 4.0 psf FLOOR floor finish 4.0,psf NO gypsum concrete 2.0 psf 3/4' plywood,(O.S.B.) 2.5'psf Joists @ 12 Insulation 1.0'psf sum ceiling ' (1) 112"gyp 2.62.2psf ps Misc' 15.0 PSF FLOOR DEAD LOAD Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ` % x ' ' /, r :I.' � tE t R2014 7:59AM 1r1 �t$ Lic.#. KW-06002997 N'" '"" - ; � >� ". Licensee:C.T.ENGINEERING Description : ROOF FRAMING WoOdl3ea!t [3esjra RB d 1 ke A it " if1t#lal Gfls le $,` aYa'"rb{i4cDY, 0iE,, BEAM Size: 2-2x8,Sawn, Fully Unbraced AteE Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=5.50 ft Point Lr=3.30 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.475. 1 D 0.08250 Lr 0.1375 N fb:Actual: 482.67 psi at 3.100 ft in Span#1ommimmilm Fb:Allowable: 1,015.16 psi '!� 1l��`: Load Comb: +D+Lr+H0 110 � . Max fv/FvRatio= 0.253: 1 A A fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Dell Ratio 1981 >360 Total Defl Ratio 1512 >180 Wood Beare Design : 'RB.d.2 Y. f -; A A '' ' 4. CaJculatlons per 2008 NDS„IBC 2009,GSC 2010,ASCE 710 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point Lr=3.30 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.761 . 1 o.oos Lr 0.1675 fb:Actual: 709.31 psi" atD(0.3315 Lr 0. P 0.999ft inSpan#1 r : : Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.826; 1 • • fv:Actual: 123.88 psi at 0.000 ft in Span#1A A Fv:Allowable: 150.00 psi 2.750 n 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 1.50 Live Load Defl Ratio 3251 >360 Total Defl Ratio 3002 >180 yi oa134*Design RB.d.3 A ` x , 1C111atiints}fir=go NDS,IBG bap 4132,01kASCE7,10k BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.10 ft Design Summary fb/Fb Ratio = 0.5525 0.533; 1 = :.......-..„--....-- Max -. fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H ""•• ,. Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2X10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.11 Live Load Defl Ratio 3859 >360 Total Defl Ratio 2411 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Protect Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. PMiea:sAPR zo?4,7 59A Title Block Line 64 4 �� ,oitzt � �E '' ) , al1l , „' -;',p„ , , . .•`; , . . gg Licensee:C T ENGINEERING r Lic.#':KW-06002997 �..,.. �.... .. .,� .� .�. .. . .� ..W__,2. . 41 1 YYVod$ar'8° "',.Sig1)I RB c,1-4, 4 ° *Ca'laea n# . a B 3009 Obe`�-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 si Ebnd-xx - Fb-Tennsion 850.0 psi Fc-Pill 1,300.0 psi Ft 525 0 psi Emenbe d-xx 1,300.0 470.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft .0.06750 L 0.1125 Design Summary ` Max fb/Fb Ratio = 0.091• 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 ,,: „> Fb:Allowable: 1,017.19 psi A Load Comb: Max fv/FAccrual: io= 18.62 2 si 1at 0.000 ft in Span#1 3.0 n z-a s Allowablefv:Aopsi Fv: Com : psi Max Deflections Load acmb: +D+Lr+H0.002 in Max uport (k) g L 1 S W E Fi Upwad L+Lr+S+S 0.000 in Upwa d Total Total 0.003 In 0.000 in Left SupportSu0.10 0.17 Live Load Defl Ratio 21630>360 Total Defl Ratio 13519>180 Right Support 0 10 0 17 Wed ii DeAlth,44 RB d 5 's ' > . " i aicuMatlans pert005 Nfi 10042004;CBG 30'itt;`1'14 BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 - Fb-Tennsion 1350 psi Fc-PM 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point Lr=3.30k@2.0ft Design Summary 093751 Lr(0 1563) D(0.3338)Lr(0.558 ♦ • 5 + Max fb/Fb Ratio = 0.590; 1 d;� fb:Actual: 794.59 psi at 2.000 ft in Span#1 Fb:Allowable: 1,347.45 psi ," Load Comb: +D+Lr+H • Max fv/FvRatio= 0.495: 1 A fv:Actual: 84.17 psi at 0.000 ft in Span#1 5.0$ 6x10 Fv: Com Allowable: +D+L+HPsi Max Deflections Load acmb: 0.029 in Max Support (k) L Lr $ W E H Downward L+Lr+S+S 0.000 in Upwa d Total Total 0.033 in 0.000 in Left t up prt 0.62 3.01 Upward1 Right Support 0.33 1.87 Live Load Deft Ratio 2059 >360 Total Defl Ratio 1812 >180 ,,,,iv, *.k.', RBd6 f { -4'4'' 11 1 '' ° c kiilahons per 844Dt t$C 2(109..03##III,;„ 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-Tennsion 850.0 psi Fc-PM 1,300.0 Psi Ft 525.0 psi Emenbe d-xx 1,300.0 40.0 ksi Density 27.70 pcf 405.0 Fb-Compr 850.0 psi Fc-Perp P Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=3.60 ft D(0.0540 Lr(0.090) Design Summary Max fb/Fb Ratio = 0.693; 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 � Fb:Allowable: 1,271.47D+L Psi - - Load Comb: Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 5.0 R,2-2x4 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H D L Lr S W E H Downward L+Lr+S 0.091 in Downward Total 0.146 in Max Support (k) Upward L+Lr+S 0.000 in Upward Total 0.000 in Left 0.14 0.23 Live Load Defl Ratio 657 >360 Total Defl Ratio 410 >180 Rightt Supp Support 0.14 0.23 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 tle�� BQ# "'� „, -: g • Pnnled 8 APR 20 4 7 5:AM Lic #. KW-06002997 'r„ ' " * 54'2 E 'l 1 NVocit4 Beam�� 9 RB d 7 IN Licensee C T ENGINEERING BEAM Size: 6x10,Sawn, Fully Unbraced A@r005 $ ybO� 71�t= Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Fb-Tension 1350 psi Fc-Prll Wood Grade: No.1 Fb-Compre 1350psi Fc-Pe 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf rp 625 psi Ft 675si Eminbend-xx Anpl%e_ d Loads p 580 ksi Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point: Lr=3.30 k @ 3.0 ft Des%n Summary Max fb/Fb Ratio = 0.590. 1 D 0.09375 Lr 61583 fb'Actual: D 0.3338 Lr 0.5563 794.59 psi at 3.000 ft in Span#1 =>_r=aMI r Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H 0� w Max fv/FvRatio= 0.495: 1 fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+Lr+H 5.0 ft, 6x10 Max Reactions (k) D L Lr S W Max Deflections Left Support 0.33 E i Downward L+Lr+S 0.029 in Downward Total 0.033 in Right Support 0.62 1.87 Upward L+Lr+S 3.01 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2060 >360 Total Defl Ratio 1813 >180 Wood Beam Deeign : 'RB.d.B m' Y Y^ F` F, < •? Y !< Yf•'a '/, ` • - 4 • :`':: falcula V rl$ .. t►er 20(15 WA, 2110,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-PHI 1,300.0 si Fv Wood Grade: No.2 Fb-Compr 850.0 psi Fc-Pe p 150.0 psi Ebend- 1,300.0 ksi Density 27.70 pcf rp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Appl%ed Load3 Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary .006750 Lr 01125 Max fb/Fb Ratio = 0.063. 1 _ fb:Actual: 64.21 psi at 1.250 ft in Span#1 't Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H • , Max fv/FvRatio= 0.103: 1 A 0 fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H 2.50 rt,2-z e Max Reactions (k) D L Lr g W Max Deflections Left Supportan 0.08 E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Right Support 0.08 0.14 Upward L+Lr+S 0 14 p 0.000 in Upward ft a 0.361 in Wood B Live Load Deft Ratio 999999 >360 Total Defl Ratio 23361 >180 sil'l'y Design, RB d 9 .., BEAM Size: 2 2x8,Sawn, Fully Unbraced Per2tiDsAlt15;7C 20�?9,i�E3�2A10,ACEI�0 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-PrIl 1,300.0 si Fv Wood Grade: No.2 Fb-Compr 850.0 psi Fc-Pe p 150.0 psi Ebend- 1,300.0 ksi Density 27.70 pcf rp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Appl/eC//-Oad3 Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Desi r Summary Max fb/Fb Ratio = 0.253• 1 �! D 0.06750 Lr 0.1125 fb:Actual: m,mm '�!�l��. 256.84 psi at 2.500 ft in Span#1 �� • � Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H • � .. ,s �� Max fv/FvRatio= 0.207: 1 A A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H 5.0 ft,2-2z8 Max Reactions (k) D L Lr g Max Deflections Left Support 0.17 W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Right Support 0.17 0.28 Upward L+Lr+S 0.28 Live Load Deft Ratio 4672 >360 To al Defl Ratio 2920>180 Title Block Line 1 Project Title: Project ID: Engineer: You can change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:8APR 2014 7:59AM Title Block Line 6 I 'h R 0 '� * Uz -4I;) " t l®,» t ..°, 1'4r!P9 ilia*� 4 ' .0 1e4 f 1 4 f , :C.T.ENGINEERING4406:0 Licensee Lac # KW-06002997 ��:4, l RB.d 10 ` tt,tBG�o ; �e #fit#��E T 1(f BEAM Size: 2-2Using Sawn,l Fullyes Unbraced with d Wood Grade: Ax Using Allowable Design with ASCE 7-02 Load Combinations,Major Axis Bending 1,300.0 ksi Density 27.70 pcf 2 Wood -Speciesni : Hem Fir50.0 psi Ebend-xx 470.0 ksi Fb-Tension 850.0 psi Fc-Pel 1,300.0 Sipi Ft 525.0 psi Eminbend-roc Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft Anotied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft p'p o�i r,o,� ,i�� DeSLQrl Summary s a5 Lr 0.11 0.162; 1 ��= s � ,. --� ��` - —: Max fb/Fb Ratio = 164.38 psi at 2.000 ft in Span#1 = .� ---� --- � fb:Allowal: 1,016.20 psi A - Lo:Allowab:e: +D+Lr+H Load Comb: Max fv/FvRatio= 0.166: 1 4.0 R,2-7x8 fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.008 in Max Support (k) 0.14D Upward L+Lr+S 0.000 in Upward Total 0.000 in Left Support 0.23 Live Load Defl Ratio 9125>360 Total Defl Ratio 5703>180 Right Support 0.14 0.23 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Foaled.28 MAR 2314,2 39PM Lic.#. KW-06002997 Description : TOP FLOOR FRAMING 1 OF 3 Licensee:C.T.ENGINEERitJG q4 d B�Design TFB d.1 BEAM Size: 2-2x8,Sawn, Fully Unbraced fla r N[iS,IB iiii ,°CB 0 iiSOE7 t3 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood : No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psiade Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.559 °°' °'�° 1 �a im_., �... .. fb:Actual: 568.47 psi at 2.000 ft in Span#1 �! Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H ID ID Max fv/FvRatio= 0.401: 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H a.0ft,z_zze Max Deflections Max Reactions (k) 2D L Lr g W Left Su 0.49 0.76 E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Right Supportp0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 Wood Beam Design TFB.d.2 BEAM Size: 4x12,Sawn, Fully Unbraced f f ationi r 2005 DS' 2 '- i010.-4SCE71d, Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch : No.2 Fb-Tension 900.0 psi Fc-Pal 1,350.0 psi Fv 180.0 psiade Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Unif Load:Loads D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.761: 1 O5 0 fb:Actual: 750.58 psi at 1.533 ft in Span#1lg' �d.ah,i Fb:Allowable: 986.71 psi Load Comb: +D+L+H • Max fv/FvRatio= 1 fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H 4.0 ft, 41(12 Max Reactions (k) D L Lr g W Max Deflections Left Support 0.49 5.63 g H Downward L+Lr+S 0.018 in Downward Total 0.020 in Right Support 0 49 3.25 Upward L+Lr+S in l 0 000 Upward Tota 0.000> Live Load Defl Ratio 2632,>360 Total Defl Ratio 2359>180 )409001:1 Des1gt TFBd3 X X X 4 w x W x V ` •X,X �iei pert FDS i6C 20 3a GHQ Zt►1G ASCE 74°'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 No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 Grades : end-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.675. 1 °Rd.1P 165148?) fb:Actual: 727.29 psi at 2.000 ft in San#1 ` Fb:Allowable: 1,076.80 psi p Load Comb: +D+L+H z Max fv/FvRatio= 0.483: 1 •• • A A fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H a.on aa,o Deflections Max Reactions (k) D L Lr g W MaxE Left Support 0.49 2.54 H Downward L+Lr+S 0.020 in Downward Total 0.024 in Right Support 0.49 2.54 Upward wL+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2410>360 Total Defl Ratio 2024 >180 Title Block Line 1 Project Title: Project ID: Engineer: You can change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. P•rated 28 MAR 2014,2 39PM Title Block Line 6 t ` , '•• l'° 4:711a.:4411 � � a :', ,. , , , Licensee:C.T.ENGINEERING n ..,, -. , WbO"A BOO Lac.#: KW-06002997 ' , ,�� _.. �..�, � , . .. - - ' t ©�j TFB dVit) 1130 2;003 0, 0 A,S E 71n.. r � �4�� , �,;-15;'"')<,' �Cak�c�rs per 2 S. >~3f? BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,GMajadeor Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-PrIl 1,300.0 0 psi Ft 525 0 psii Emenbend-xx 1 30.0 ksi 470.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp Applied Loads Unif Load: D=0.10, L=0.180 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft pig ToaF Design Summary Max fb/Fb Ratio = 0.389: 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1 • Fb:Allowable: +p+L+H PSI . AL Comb: Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 z.soft,2-2x4Fv: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 0.013 in Downward Total 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2231 >360 Total Defl Ratio 1460>180 Right Support 0.14 0.27 - - ,.., �..� ,...� - -.- �.-.-. Woo Beal DeS', - TFB d.5 cakidat oos pt r 2005 t 5,sc,2009,vac 2-10,A5CE 7-10 BWoodEAM Size: 2-2x4Fir,Sawn, Fully Unbraced - UHsing Allowable Stress Design with ASCE 7-02 Load CombiWood Grade r Axis Bending e si . em Fb-Tennsion 850.0 psi Fc-Pr!' 1,300.0 psi Fv 150.0 Ft 525.0 psii Emenbend-xx 1,300.0 40.0 ksi Density 27.70 pcf 405.0 Fb-Compr 850.0 psi Fc-Perp P Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft og, 5 ip{ oi Design Summary Max fb/Fb Ratio = 0.998; 1 fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 Fb:Allowable: 1+'D+L+H psi - - Load Comb: Max fv/FvRatio= 79.61' 3 tat 0.00ft in Span#1 a.o c z-tea N:Actual: psi Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) ID L Lr S w E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Defl Ratio 544>360 Total Defl Ratio 356>180 k WAIA-Beam© i i TFB d 6 F a culatlp s lifi 5° 2013 ,t BC 2 0,. IE T S BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, s,GMajoade r AxisTimBen di nd LSL 1.55E - Wood Species: iLevel Truss Joist Fb-Tennsion 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.890 klft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 klft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summary gig 1gj jg �$j Max fb/Fb Ratio = 1.511; 1 fb:Actual: 3,422.78 Psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: A Max fv/FvRatio= 331.817si tat 0.000 ft in Span#1 • • 10.50 ft, 3.5x14 N:Actual psi Fv: Com Allowable: +L+H psi Max Deflections Load Comb: +p+L+H Max Reactions (k) 0 I, Lr S W E H Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260 <360 Total Defl Ratio 238>180 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: Proe and then using the"Printing& Pro/ ct Descr: Title Block"selection. Title Block Line 6 � � r l £ `'' ✓ - Printed 28 MAR 2314 2 39PM Lic.ttKW-06002997 '''"' 4 4' ' * r T �' A #t ..; itIgiiltaitii i% Wo©tl geah f'&tt n * Licensee:C.T.ENGINEERING 3 TFB d.7 �, • x: # ! YS Pr20TiD5ItB2# 9G) C wit); 3 a , - -- - ,c-u,Size 2 2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv Wood Grade: No.2 Fb-Compr 850.0psi Fc-Perp 150.0 psi Emend- d 1,470.0 ksi Density 27.70 pcf 405.0 psi Ft 525.0psi Eminbend-xx Applied Loads 470.0 ksi Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary Maxfb/FbRatio = 0.169 1 ��i�Ln0750 fb:Actual: 171.22 psi at 2.500 ft in Span#1 �-!�, Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.105: 1 - A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 5.0 ft,2-20 Max Reactions (k) g L Lr S Max Deflections Left Sutiort p.11 0.19 W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Right Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 7008 >360 Total Defl Ratio 4380 180 Wcaek Beinfpf cdr TFB d.8 :3` ',;' r' '*,X a e 7 r u BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 65''SG1 �"� =10 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Fb-Tension 2,325.0 psi Fc-Pit2,050.0 Fv Wood Grade: TimberStrand LSL 1.55E Fb-Compr 2,325.0 psi Fc-Pe psi310.0 psi Emend- 1,550.0 ksi Density 32.210 pcf rp 800.0 psi Ft 1,070.0 psi Eminbend-"pc787.8.82 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 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 0 0.240 L 0.640 Fb:Allowable: 2,242.80 psi Load Comb: +p+L+H •� Max fv/FvRatio= 0.467: 1 A fv:Actual: 144.75 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi Load Comb: +D+L+H 13.0 ft, 3.5x14 Max Reactions (k) D L Lr g Max Deflections W Left Support 1.56 4.16 E H Downward L+Lr+S 0.333 in Downward Total 0.458 in 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 Project Title: Project ID: You BlocknLine 1 Engineer: You can change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed SAPft 2014,805AM Title Block Line 6 t y 0 1091 g n 0 A**N'* * V c k X* � �r �3 2k('L Licensee .C.T.ENGINEERING Lrc.#: KW-06002997 Descri.tion . TOP FLOOR FRAMING 2 OF 3 C � A1� t(t, C1i.t TFB d 9 A*1 A 7 7 *7� lsti , r?2IItj5140$7100 24 x 1O'ASGE' 10* BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,inMajor Axis Bending LSL 1,550.0 ksi Density 32.210 pcf Wood -Species: iLevel Truss Joist 310.0 psi Ebend-xx Fb-Tension 2,325.0 psi Fc-Pel 2,050.0 psi Fv 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 o 0.240 L 0.640 �� Desian Summary '�'�""�� Max fb/Fb Ratio = 0.349( tat 4.150 ft iSpan#1 fb:Actual: 795.35 P n P Fb:Allowable: 2,281.78 psi .� � • Load Comb: +D+L+H • Max fv/FvRatio= 0.260: 1 A fv:Actual 80.49 psi at 0.000 ft in Span#1 8.30 ft,3.5x14 Com Fv:Allowable: +H psi Max Deflections Load Comb: +D+L+H Max Supi Downward L+Lr+S 0.055 in Downward Total 0.076 in L Upward L+Lr+S 0.000 in Upward Total 0.000 in Left Support (k) 1.00 2.66 Lr S W E Live Load Defl Ratio 1798>360 Total Defl Ratio 1307 >180 Right Support 1.00 2.66 , . . - ,,.. , - LACI '', -/,�, ),,x h ' TOB.d.10 Catcujattoi►s}ter 2005'NDS,IBC 2009;CBC 2010,ASCE 7-10 T ed BEAM Size: Using ,TimbeStress D, Fully ASCE 7-0 Wood Grade:Ti is Bending d LSL 1.55E Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending 1 550.0 ksi Density 32.210 pcf Wood -Species: iLevel Truss Joist 310.0 psi Ebend-xx Fb-Tension 2,325.0 psi Fc-Perp 2,050.0 psi Fv Fb-Compr800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft o o,<zs L 0.360 Design Suinrna '�'- ' IIM • Max fb/Fb Ratio = 0.074; 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi • Load Comb: +D+L+H •A A Max fv/FvRatio= 0.070: 1 fv:Actual: 21.59 psi at 3.850 ft in Span#1 5.0 ft,3.5x14 Com Fv:Allowable: psi Max Deflections Load Comb: +D+L+H L+H Lr S W Downward L+Lr+S 0.004 in Downward Total 0.006 in E Fi Max Support (k) . - - - Upward L+Lr+S 0.000 in Upward Total 0.000in LeftgSupport 0.36 0.95 Live Load Defl Ratio 13854>360 Total Defl Ratio 10076>180 Right Support 0.36 0 95 ��a *. 8 [ e i,TFB d ,4 - 'e, ,,a, . 41 A�*i>ajcu + „ ' 1!1** gpgz l3 'i0'j0 q 0'74 BEAM Size 7x14,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,ood GMajoade r Axis en PSL 2.0E Wood Species: iLevel Truss Joistsi Fv 2,000.0 ksi Density 32.210 pcf Fb-Tension 2,900 0 psi Fc-Perp 2,900.0 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Fb-Compr Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,0.0 ft to 10.60 ft,Trib=11.0 ft Unit Load: D=0.0150, L=0.040 k/ft,10.60 to 19.0 ft,Trib=12.0 ft Point: L=2.60 k @ 10.60 ft Desi an Summary D 0 180 L 0480 Max fb/Fb Ratio = 0.752• 1 D o 1650 L 0 440 + fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 �� -i�'� _ Fb:Allowable: 2,873.95 psi Load Load Comb: +D+L+H 0,369: 1 fv:Actual: 1s.on, 7x14 Max alio= 106.97 psi at 17.860 ft in Span#1 Fv:Allowable: 290.00 psi Max Deflections Load Comb: +D+L+H Lr S W E H Downward L+Lr+S 0.618 in Downward Total 0.796 in Max Support (k) 5.40 Upward Lr+S+Lr 0.0001in Upward T Total 0.000 in Left t Support o 1.80 Live Load Defl Ratio 368 >360 Total Defl Ratio 286>180 Right Support 1.87 5.89 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 nled 8 APR 2014805AM „ 10$3t a 1 Lic.#. KW-06002997 � ,.. , 1. tfi'r „ �_ Licensee C.T.ENGINEERING Woo B Design TFB d 12 " A Oakurations:ieildb5l*TS,*2405 0 a 0 0, S:CE3?1ff BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Design Summary Max fb/Fb Ratio = 0.133 1 D 0.150 L 0.40 fb:Actual: 304.87 psi at 3.250 ft in Span#1 � � ,•, Fb:Allowable: 2,293.36 psi � Load Comb: +D+L+H Max fv/FvRatio= 0.114: 1 A • fv:Actual: 35.39 psi at 0.000 ft in Span#1A Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.49 1.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 1.30 Live Load Defl Ratio 5990>360 Total Defl Ratio 4356 >180 Wo+� *,,E`ei s1gn TFB d 13 . '; icidiilons�2dll5 4DS.16G 2009„CBC 2010,ASOE 710 BEAM Size: 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-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=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 klft,9.0 to 16.0 ft,Trib=7.30 ft Point: L=14.Ok@9.0ft Design Summary Max fb/Fb Ratio = 0.997. 1 fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 D(0.0450 L(0.0750) • +D(0.1095;L(0.2920) Fb:Allowable: c5: 1 Maxfv/FvRatio= fv:Actual: 148.22 psi at 14.400 ft in Span#1 • Fv:Allowable: 265.00 psi A 16.0 rt 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453>180 ,Wo; dYBearn'besign TFB a 14 BEAM Size: 2-2x8,Sawn, Fully Unbraced 2009'G 020 p Ag TO 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=6.250 ft Design Summary Max fb/Fb Ratio = 0.206 • ' • 0.2501 fb:Actual: 209.75 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi , Load Comb: +D+L+H Max fv/FvRatio= 0.165: 1 A A fv:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.16 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.16 0.41 Live Load Defl Ratio 7655>360 Total Defl Ratio 5500>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer:Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed 8 APR 2014 8 05AM :.L Block Line 6 y x t t 0J�, r 7, 3 �r �F ,1 *4,4 j 4 01 1 -#� 1- MUM t � /�e. ,` x * * 'K Fd * 2t 8 41�,,1i „." Licensee:C.T.ENGINEERING Lic.#: KW-06002997 �. ,:,, ,.. ,. ..w_ �. „ ... �}� } � TFB d 15 &Caicule ons,per 200 09: BC`211 W 0 NTS;I$G 20 **.. ,:. 41 4. 44. * 4 *3 ' * .. :"4.* * :.,. , 1..a BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinaios,MajorAxisedid Wood Species: iLevel Truss Joist WooGBnLSL 1.55E cf Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Ft 1,070.0 psi Emenbend-xx 1,550.0 ksi 787 82 ksi Density 32.210 p Fb-Compr 2,325.0 psi Fc-Perp Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 kit 1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80k@1.Oft Design Summary , 'i00' '>�2$° 0 Max fb/Fb Ratio = 0.246. 1 fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi . Load Comb: +D+L+H Max fv/FvRatio= 0.361: 1 fir:Actual: 111.76 psi at 0.000 ft in Span#1 4.0 ft, 3.5x9.5 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Downward L+Lr+S 0.014 in Downward Total 0.016 in Max Support (k) D 2.37 Lr S W E H Upward L+Lr+S 0.000 in Upward Total 0.000 in Lefto0.15 Live Load Dell Ratio 3325>360 Total Deft Ratio 3003>180 Right upSuppoo rt 0.23 1.10 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Project eer: Project ID: Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prin-'kiiiittbr �ple ,� * *X, * _ ., V v ,, ' - A k � 11 11`ted 2s 1400AR 1#0 f Lic.#.KW-06002997 ..¢ ,.„ E, '7,''',S lihtIt" " 043 Description TOP FLOOR FRAMING 3 OF 3 Licensee C.T.ENGINEERING k D Igril 7 TFB d.16 - .m BEAM Size: 2-2x8,Sawn, Fully Unbraced ' # � � fl� ± fl", Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-PHI 1,300.0 si Fv Wood Grade: No.2 Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 150.0 psi Emend- 1,300.0 ksi Density 27.70 pcf P 5 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Design Summary Max fb/Fb Ratio = 0.457 1 D , ) o.oa o) "'"" fb:Actual: 464.21 psi at 2.500 ft in Span#19 fE Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H :. ma: Max fv/FvRatio= 0.284: 1 A A fv:Actual: 42.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 5.0 ft,2-2x8 Max Reactions (k) D W L Lr 3 Max Deflections Left Su ort E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Right Support 0.28 100.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2460 >360 Total Defl Ratio 1614 >180 W©o Beam Design fi TFB d 17 BEAM Size 3 5x14,TimberStrand, Fully Unbraced# S tDS, Bc 2fl09s82fl "70{ Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.250 k/ft,0.0 ft to 2.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,7.50 to 10.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Point L=2.20 k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.310 1 D(0.0150)L(0.0250) fb:Actual: 702.01 psi at 2.508 ft in Span#1 ==L=50�" * + +a1� �)�(o.as+) t Fb:Allowable: 2,263.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 • fv:Actual: 83.14 psi at 0.000 ft in Span#1 A • Fv:Allowable: 310.00 psiA Load Comb: +D+L+H 10.750 ft, 3.5x14 Max Reactions (k) D L Lr g W Max Deflections Left Support 0.35 2.81 E H Downward L+Lr+S 0.110 in Downward Total 0.122 in Upward L+Lr+S 0 000 in Upward Total 0.000 in Right Support 0.39 3.17 W000ialh! eSi$n: TFB d 18 - -` ' Live Load Defl Ratio 1172 >360 Total Defl Ratio 1059>180 : < .r A :t iali ilatleinS S i[fl,l 4 2fl0,k'Clad 20-20ASC) 7/0 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.140. 1 3muutmiuou....a-mmmoum„o„j,.:L- fb:Actual: 318.80 psi at 4.500 ft in Span#1 �� Fb:Allowable: 2,276.84 psi P Load Comb: +p+L+H • � � �� " Max fv/FvRatio= 0.100: 1 � fv:Actual: 30.86 psi at 0.000 ft in Span#1 • Fv:Allowable: 310.00 psi Load Comb: +D+L+H 9.0 ft3.5x14 Max Deflections Max Reactions (k) D L Lr g W Left Sppo0.52 0.83 E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.83 Live Load Defl Ratio 4879 >360 Total Defl Ratio 3009 >180 Title Block Line 1 Project Title: Project ID: Engineer: You can change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block selection. Printed 28 MAR.2014,240PM Title Block Line 6i 4t 1`- moi', . s „ , f - Licensee:C.T.ENGINEERING Lic.#;KW-06002997 , . r �� ,W teal @ 6 TFB.d,1,9, 1, tea' raZ'Blw"6'18'91"9:; "' o ASC A* Iculatirans, � 1a:: *�A•& * A- 4 ut . BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Grade AxisrBending e di nd LSL 1.55E Wood Species: iLevel Truss Joist Fv L 1.550 ksi Density 32.210 pcf Fb-Tension 2,325.0 psi Fc-Pel 2'800 0 50.0 psi Ft 1 070.0 psi Eminbend-xx 787.82 ksi Fb-Compr 2,325.0 psi Fc-Perp Applied Loads Unif Load: D=0.10, L=0.120 k/ft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=1.40 k @ 12.750 ft `. Design Summary A flos120 8)0320) fb:Actual: Max fb/Fb Ratio = 0.086; 1 + 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psi � � _ Load Comb: +D+L+H Max Actualfv/FvRatio= 29.10psi tat 11.000 ft in Span#1 11.0 ft 1.750 n, 5.25x14.0 iv:Actual Fv:Allowable: 310.00 psi Max Deflections Load Comb: D+D+L+H Lr S WE H Downward L+Lr+S 0.010 in Downward Total 0.029 in Max Reactions (k) Upward L+Lr+S 0.000 in Upward Total -0.010 in Left 0.61 0.61 Live Load Deft Ratio 11190 >360 Total Deft Ratio 4288>180 Rightt uppSuppoort 0.72 2.61 W d Beit i<i esigli NOT USED CakwtatTw" a+l s;>s+� aasres 20 0,,l fi .10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Gradeor Axis Bending e di nd LSL 1.55E Wood Species: iLevel Truss Joist Fv L 1.550 ksi Density 32.210 pcf Fb-Tension 2,325.0 psi Fc-Pel 2'800 0 50.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Fb-Compr 2,325.0 psi Fc-Perp Applied Loads Unit Load: D=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft �,., Design Summary D 0.0.00, 0 o a0 Max fb/Fb Ratio = 0-102; 1 fb:Actual: 233.95 psi at 3.117 ft in Span#1 * Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H • Max fv/FvRatio= 2 0.088si tat fv:Actual 0.000 ft in Span#1 5.0 fl,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: D+D+L+H Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Max Support (k) - - - Upward L+Lr+S 0.000 in Upward Total 0.000 in Left Support 0.28 1.28 Live Load Defl Ratio 8461 >360 Total Deft Ratio 7194>180 Right Support 0.28 6 28 � �;A 1611 0m Deg TFB d 21Iu t!1C;!S;"1i3C SII Z�t1aa: i+i e� a' !; A4 .* 4 44 . fir ... BEAM Size 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Grade Axi2Bending Wood Species: Hem Fir 150.0 psi : No.2 xx 1,300.0 ksi Density 27.70 pcf Fb-Tension 850.0 psi Fc-Perp 1,300.0 si Fv Fb-Compr 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft q�0',., 4¢94 Design Summary Max fb/Fb Ratio = 0.368 1 fb:Actual: 374.41 psi at 2.000 ft in Span#1 • • Fb:f Allowable: +,D0+6.20 psi A Load Comb: Max fv/FvRatio= 0.264: 1 N:Actual: 39.59 psi at 0.000 ft in Span#1 4.0 fl,2-9 e Fv:Allowable: 150.00 psi Max Deflections Load Comb: D+D+L H Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.019 in 0 in ard Total 00 Left Max Supportupo (k) 0.29 0.53 Upe Load Defl Ratio 3L+Lr+S 0004>360 Upwl Defl Ratio 2000 in Right Support 0.29 0.53 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 isP rated 28 MAP 2014 240PM 4FS 14 1 � 1xis ..05;,r ;s Lic.# KW-06002997 Licensee:C.T.ENGINEERING $g TFB d 22 BEAM Size: 4x10,Sawn, Fully Unbraced !:. kul3stts�et�2OSS;I6COOg, $ , ;, Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 1Wood Grade: No.2 Fb-Compr 900.0 psi Fc-Perp 625.0 si Ft 575.0 0.0 Emsi einbe d-xx 1,600.0 ksi Density 32.210 pcf Applied Loads psi580.0 ksi Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design S�mmaiy Max fb/Fb Ratio = 0,380. 1 fb:Actual: 409.10 sf ata'�""��":: P 1.500ft inSpan#1 . Fb:Allowable: 1,077.63 psi • Load Comb: +D+L+H � ; •;-•>; Max fv/FvRatio= 0.284: 1 • A fv:Actual: 51.16 psi at 2.230 ft in Span#1A Fv:Allowable: 180.00 psi Load Comb: +D+L+H 3.0 R,4x10 Max Reactions (k) D L Lr g W E Max Deflections Left aSupport H Downward L+Lr+S 0.006 in Downward Total 0.008 in Right So0 36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5714 >360 Total Defl Ratio 4798 >180 agd 3ealn f3 si v g ,TFB d.23 BEAM Size: 4x10,Sawn, Fully Unbraced calculations per200$MUS,IBC'2009,CBG 2010;ASCE 7-10 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Fb-Tension 900 psi Fc-PHWood Grade: No.2 Fb-Compr 900 psi Fc-Perp 1320 350 psi si Fv 180 Ftsi Ebendxx- p575psi Eminbend-xx 1600 ksi Density 32.21 pcf As. /re` 580 ksi Unif Load: D=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.70 k @ 2.70 ft Design Summaiy Max fb/Fb Ratio = 0,582. 1 a•Lfb:Actual: 626.70 psi at 2.693 ft in Span#1 D 0.1425 L 0. Fb:Allowable: 1,076.80 psi :z '� Load Comb: +D+L+H Max fv/FvRatio= 0,492: 1 fv:Actual: 88.52 psi at 3.240 ft in Span#1A A Fv:Allowable: 180.00 psi Load Comb: +D+L+H 4.0 rt 4x10 Max Reactions (k) D L Lr g W Max Deflections Left Su ortE H Downward L+Lr+S 0.016 in Downward Total 0.018 in up1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Sport 0.39 Live Load Defl Ratio 3023 >360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY SIMPLE SPAN -UNIFORM LOAD 111111111111111111111111111111 / R1 R2 Span= 7 ftSpan lb/ft Uniform Load(full span),W= 715Reactions Rl = 2503 lb Vmax= 2503 lb R2= 2503 Ib Mmax= 4379 lb-ft Nominal Beam Size: b = 6 in d= 8 in. Number of Sections= 1 in. dad= 7.50 in. bad = 5.50 Lumber Species/Type: - DF1 REPETITIVE MEMBER?----- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N LDF= 1.00 CM(v)= 1.00 Fv= 170 psi 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 Cv = 1.00 CM(cII)= Fc��= 1,000 psi 1.00 625 psi CF(B) = 1.00 CM(c)= 0 INCH FcL= 360 CM(E)= 1.00 E = 1.6E+06 psi &rOTAL- 1.00 �HOLE Incise Ci= SEC. Emin= 00E+00 psi Section Properties Stresses and Deflections NMI Required Provided REDUC. Actual Allowable Fv(psi) 74.8 170 A(in2) 18.14 41.3 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Fb(psi) 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 3/28/2014 Job#14051 N.E.T. 180 Nickerson St. CT ENGINEERING Suite 302 I N C.��----^^ ^^^�� Seattle,WA 1 / /� 92109 Project: �1� � t�� . •11'_Q�-.+� t aJ'� Date: 9810 225-4512 1 Client: 30z5lrPage Number: (206)285-O6I8 • ; , ._ • ,,-.Wz.'„,,ef....› ,F.,-..t.4,..••,,,,,, : • 2 • j .. 1 1 I ' J F7.-‘,3°.1,1 X40 > 't.- 1SZZ zy. 1 V • , ••-•. : . , . . . / 1 1 • 1i1 ; • : 1 1, . i 1 L t� 1 1 I I ! v I I ; , 1 1x (3 1 1• 1 3 I : i 1 • fit' L_ I 3K t � ,9, I 1 �7d: : I f • __._. .. -- •� — 'i ' � I I : i , 1 I I_ I f ; I f '_ . ill I_.I i , 1 1 1 I i 1 f f i f' , I I I I 1 1 f • - 1 I I I I i 1 I I ' • j ; i 1 I I i 1- - I j I 1 1 1 : 1.. I _ I1 I I. .1 I , : ! li Structural Engineers 180 Nickerson St. CT ENGINEERING suite 302 I N C. Seattle,WA Project: r t,11�� ', T f?L� Q►� Date: OZA1+ (206)9285-9512 1 Client: k Olet- I4O OS Page Number: (206)285-0618 SUIS--- OF' 2/-41 ; �►� - �o� i C N.?„'AL. 6C�TI tHEI gert- r Qom. Le5,6, v\tNLL.. 6-CcA; DE-siG0 (7:) (A. (5_) ` eiY D$ 771 `7,7c, I ;� 3 n K .7 5.5 �� 9.2 t11‘n-Fuz 9 Dei 871 'S75 11 3,D" 6.01\ 7K b Gt 9',961 9, , 9.75' 7I it 2.&' 3.7" Sec V( \N.0• nAr loK L--f e 8.71 .- t.tL. (LI6 c/F M , U11 /.01F 2.ic4 WF-$70 e 0/t. Structural Engineers CT ENGINEERING 180 c N302 ickerson St. Project: k i 6 I NC. SuttSeattle,WA Date: 98109 1 Client: r�� l ,D (206)285-4512 Page Number: FAX: (206)285-0618 SUIL— - I:' . 'fvim 2 ; A r c* 1431. PHT '` Wit--u-. 6-fu .i stcng1sto,6 Qom. T5-- ---..--------3" a DS i 771 7.7 3I3 (F S.75 X31 �p�. 1 .. GhE ,. 9 ' 5C. 9:75'. K :I .. 3131 , c lD. 1�;�K .�7; 5"c �a . +-cust-1 L.,t,„ ,,,i,46. 4.D.F, (Ns.cX 7- LCD) ai Kr A- tk‘ 1 2 v .. NEQ Z - PITCH . � t Z h�- ET n_ ?©7 2 t`�,T1 .W(L39.4) , 0,7t d,9 4 ,I D pnr `u: t4� M) t)S. c, 4VLT 0.44• • a -c. z4 131...C. = 0,C,WA-- C.G(-2C.4)'-____________________15.9fF elsvIc--ff om c oLom rs . . 16,t61c rg.i • Z _16.1L C. = FAN A7c o,_j ;gt Olb Ftp• , ) 46,25 /(40 ) 4,J2-1—(54;pg,..cf..) t- 1CO Igr • 1528 iF-ARAX- ,cisteU3 I F Structural Engineers -- Page 1of1 Design Maps Summary Report EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012(whin�erna ioalBuliCde International datazard aaiele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III o' 1T ' :averton' * rii'f r t r '' r 'm 1 ,' ',> 3 T1-77-71 XAy t ; 1 � 1 �� r � &a s .- gam 1?'' I} , Oar�" � , Z.li-,4-4 :N . r 4 46f Milw iulde tr *� ,ar xE ,x � r rV.,_: ,,,,...,.,,,,;: att % a 4 r � n'akei. i' ♦ gb d i,,, : a 1 t Mini OIt 1fa i 0 �w s .l�� ti • #.;, , Q1.' *-' t A M E'R I C lat ' 51, € d , � rAllI F � eV'r ; A ri :44'041:4;4:7-!:' ._..,._,,t ,w ,err..x„*_„ il. ,, t u.,. x r USGS-Provided Output 55 = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SM, = 0.667 g SD, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and nand deterministic ground motions in the direction of maximum horizontal response, please return to the app' select the"2009 NEHRP" building code reference document. MCE*Response Spectrum Design Response Spectrum 000 0,40 1.20 0,72 004 0.44 0;09 0.54 0.72 P 0,44 04 0.40 l 042 0.44 0,54 ATI oits tP 22 0.09 014 0;441 0,0b.40 0,20 0.40 0.00 0. 1. 1.20 I..4b 1.40 1.00 2..00 t#. b.�l iD.40 �.' 0. l.+a�3 1. 3 1.40 1, 2.9#Y '�:4�8 Period.I tZ��} P T(;mak Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation D Step# 2012 IBC 1. OCCUPANCY CATEGORY TYPE= II ASCE 7-10 Table 1604.5 Table 1.55-1-1 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 5. 1.0 Sec.Spectral Response Si= g ( ) Figure 22-1 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://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) 7. Site Coefficient(1.0 second) Fv= 1.58 ( ) Table 11.4-1 Figure 1613.3.3(2) Table 11.4-2 SMS-Fa*SS SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=F°*S1 SMI= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sps= 0.72 EQ 16-39 Sp,=2/3*Sm, 5D1 11.4-3 p1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= p i Table 1613.3.5(1)O 9. Seismic Design Category 1.0s SDC, = D TableTable 11.6-1 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor 1-20= 3.0 N/A 14. Deflection Amplification Factor C Table 12.2-1 D= 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 D Sos= 0.72 h„=19.00 (ft) SO,= 0.45 x=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Cr=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) Sr= 0.43 k=1 ASCE 7-05(Section 12.8.3) 11=6 <. ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IO) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T•(RA5)) (for TITO 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sry•TO/(TNRA5)) (for T.TJ 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.135)(MIN.) Cs=(0.5 S,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MINI(Sr>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REPO C14 C15 C16 C17 Cl C2 C3 C4 CO C6 C7 CO C9 C10 C11 C12 C13 'VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 128-11) Area#3 (EQ 12.8-12)C"`_ Area#1 Area#2 as•h," DESIGN SUM DIAPHR. Story Elevator Height AREA DL AREA DL AREA DL w; w,•h," Vi DESIGN V V_..., LEVEL Height (ft) h.(ft) (s9ft) (ks0 (soft) (ksQ (soft) (kst) (kips) (bps) };w,•h'k N-S EW Roof 41.1 781.7 0.61 4.40 4.40 6.51 8.03 - 10.00 10.00 1517 0.022 49.8 498.0 0.39 2.80 2.80 : Top Floor ` 9. 6.13 7.33 0 10.00 10.00 1517 0.028 333. 0.022 0.0 0.0 0.00 0.00 0.00 to.00 6.00 0.00 1st(base) - 1.00 7.20 12.65 15.36 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx= F = iF,=wa 0.4`SOS•IE•Wr 0.2•Sss IE•WP 90.9 1279.7 DIAPHR. F; E F, W. �W. w� F Max. Fp,Min. LEVEL (kips) (bps) (kips) (kips) (kips) 2:w. w Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93718 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 0.00 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 3/28/2014 N.E.T. ASCE 7-10 WIND Part2.A_GOV SHEETOJECT TITLE:#: CTMAIN#14051:WIND FORCE Plan3713 TRESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PRwin Creeks,Elevation D N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31_30;;ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. _- Building Width= 37.0 45.0 ft. V off. Wind Speed 3 sac Gust= 120120 mph Figure 1609 V asd. Wind Speed 3 se.0u, $ Fig. 26.5-1A thru C Exposure= mPh (El)16-33) B Bi Iw= 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S E-W Ps30A= 25.7 25.7 psf Pitch= 45.0 30.0' Ps30 e= 17.6 17.6,psf Figure 28.6-1 psf Ps3oc= 20.4 20,4; Figure 28.6-1 PS30 D= 14.0 14.0 psf Figure 28.6-1 A= 1.00 1.00; Figure 28.6-1 Figure 28.6-1 Kt= 1.00 1.00- windward/lee= 1.00 1:00,(Single Family Home) Section 26.8 A*Kn*I : 1 1 Ps=A*Kzt*I*Pa3o= PSA= 25.70 25.70 psf(LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) (Eq.28.6-1) Ps c = 20.40 20.40 psf(LRFD) (Eq.28.6-1) Pso= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf(LRFD) Ps a and o avaraga= 15.8 15.8 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) width factor roof-> 0.50 0 80' (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor 2nd-> U.ZO 0.70. 16 psf min. 16 psf min. DIAPHR. Height > 1.00 1.00 wind(LRFD)wind(LRFD) LEVEL Height Storyt Elevation hi ft AA As Ac AD AA Ae Ac Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM O h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq•ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 31.30 12.3 091.02 0218.4 0127.4 0 260 Roof - 19.00 19.00 Top Floor 9.00 10.00 10.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9 4 0 9.5 140.6 0 210.9 0 140.6 0 286.9 0 8'41 8.41 10.37 10.37 10.00 0.00 0.00 5.6 6.8 7.92 16.33 9.47 19.83 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s). 18.33 V(e-w)= 19.83 ki.s LRFD ki.s LRFD ki.s ki.s Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NMin/Method 1(Max.) Wind(E-W) Min/Part 2(Max.) S) Wind(NS)(LRFD) Wind(E-W)(LRFD) DESIGN SUM DESIGN VSU� DESIGN IV(S)SUM DESIGN SIGN V(UM DIAPHR. StoryeigElevation Height Vi(N-S) V(N-S) Vi(E-W) LEVEL Height (ft) hi(ft) 8.41 8.41 10.37 10.37 D:.00. 0.00 0-00: 0.00 0.37 10.33 Roof - 10.00 10.00 0.00 0.00 0.00 7.92 16.33 Top Floor 9.00 10.00 10.00 U;DO: 0 10.00 0.00 0.00 19.83 •S kips 0.00 V(n-s)= 16.33 V(e w)= V(n-s)= V(e-v0= ki•s(LRFD) ki•s(LRFD) ki•s - -- ------ DESIGN WIND-Min./PaK 2/Part1 ASD Wind(NS)(LRFD) ind(E-W)(LRFD) ind(N-S)(ASD) ind(E-W)(ASD) DESIGN SUM DESIGN V,U W) DESIGN(N-S) V SUM DSI W) VGN SU W) DIAPHR. UM Heighth Elevation HeightiifV(NS) V(NS) Vi(E-W) LEVEL (ft) 6.51 6.51 8.03 8.03 15.36 Roof 9.00 10.00 10.00 8.41 8.41 10.37 10.37 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 0 - 0.00 0.00 15.36 16.33 V(e-w)= 19.83 V(ns)= 12.65 V(ew)= V(n-s)- ki•s LRFD ki•s LRFD ki•s ASD ki•s ASD- - -- ---- -------- _-- --- - - Part 1 B ar 0 0 0.0 Part 2 Base Shear = ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SHEATHING THICKNESS tsheathing= 7/16 NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43' ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 ': 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof .w..iea, CT PROJECT#: CT#14051 Plan 3713 T Creeks,Elevation D Diaph.Level: Direction: Typ.Panel Height= fl. Seismic V I- 4.40 kips Design Wind NS V I- 6.51 Mps Sum Seismic V I• 4.40 kips Sum Wind NS V I e 6.51 kips 11)DISTRIBUTION TO SHEAR LINES' Cl C3 CO CO CT 6,3CJ CIC CII Cl2 CIT CI•t CI5 CIT TrlE% IBES Above 2nd Load rm'Iv Line E W let Line 2nd Line Trlb. E Shear,W •I KIIINIFEMEEINEEDII ezzum 0.00 D.00 0__ 0.00 0.00 0_- 0.00 0.00 0�� 0.00 0.00 LIM m 0.00 0.00 ELo.o0 0.00 mpg E_MEM 0.00 0.00 ®'a Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHE'RWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwail' v V Amplifiers v' Type Type v V (0) (0) (0) (Pill (k) P 2nd,1T' (p11) (PII) )k) v ar + ®MIEM1111771111MEMooMUM® sur 0.00 ..5o 0 0.00 oOOOo rgepanstemogla 0.00 aummil 0.00 ®" mur0' 000 KeitWUTIVMVPAULEa 0.00 WWII= 0.00 1111101111MEN0 EKE 111:111"WNW:,ANUMMillat 0.00 r o 0.00 ��0' E00 aNkiLlevErV 0.00 , pammaimuaimisimmail MatEl IZEZINIZEM INEXIAKIII 0.00 MILGEMILIAIQ ®00 0.00 s o 0.00 ��0 maim: 000 0.00 0< 0.00 ��0 000 0.00 i o 0.00 ut.tatzzAir°('. 0.00 * 0 0.0000 p-1.00 ble 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor ¢91DL Uplift Factor wrTMnd. kgq'g 3)OVERTURNING RESISTANCE Seismic U•lift Wind U•118 Resisted Resisted n.due.d Net OTM Add'! P.due.d Net OTM Add! Max. Line ID Lae w dl ID(#1) ID(#2) L.aa OTM Ro,,. Level Abv. Total fl U U,,,,, OTM Rota Level Abv. Total U U,, U,,,0 HD ft (kit) Above Above ft k!.ft hi.ft M.ft kJ.ft kl•-ft k M• kl.ft ki•8 k!.ft (k!.ft (ki.-ft k k!.) ki. ^ Eird iffr7;';''1 f,,64Oh.,l.13.98 17.81 23.03 5.22 SS -0.37 28.38 25.02 11.ffiffet 1.36 0.10 0.10 NONE 0.0 :,s.�II ,="100 V241 0.00 NONE b'> 0.0 ' '{00 a "�q', a 0.00 NONE ;S 0.0 s °0 0.00 NONE 0.0 0.00 NONE '; „ 1k a R �,s -1.25 17.82 35.48 y;16.22 12.03 32.38 20 35 20 35 « •• > -1.09 -1.09 NONE •11 354 ,h -0.46 8.58 10.21 165 Tft -1.65 a -0.22 -0.22 NONE 0.0a '1S 0.00 NONE �3�Cs, 0.0 ce jf a .'15 0,00 NONE "' s 0.00 NONE '+ H_ o.o �' g iia„.•,. +� '' %� sa s 13 <. 0.05 NONE 0.0 a : («'. 0.0 a q0 L.:: '� .,=10 Et:`% 0.00 NONE Holdown Cfr.Offset from SWE d -,;' .In z= 0.00 a -29.11 N.E.T. 3/28/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE: #14.i, ::' ''' . 41*W5440 NE CT PROJECT# CT#14051 Plan 3773 T in Creeks Elevation D Dlaph.Level: •r Direction: Typ.Panel Height II. Seismic V I• 2.8 klpe Deelgn Wind NS V I- 8.1 kips Sum Seismic V I- 7.2 kips Sum Wind NS V I• 12.6 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] 1s1 Line Trlb 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[pif] W[plf] s 50% 1.401 3.06577', I 17.',..,..,....:11.‘",-",,..' "; 2.20 3.26 3.80 6.32 35.4 102 179 50% 1.401 3.06577 `1 />1„0 E`P1 J 4 2.20 3.26 3.60 6.32 22.48 160 281 0.00 0.00 0.00 0 0% o o 1 '[ , kn HO`d 0.00 00.00 0.00 0.00 0 ~�: 0% 0 0 r 1 ( ;x'rx^'EO°rt J % 0.0000 0.00 0.00 0.00 0 o% - 0 0 ' 1 E °- ' ,r, o oo 0.00 0.00 0.00 0 0% a 0 'E; r1tn !Jo 00.000 0.00 0.00 0.00 0 0% 0 0 r 400 t 000 0.00 a.00 a.0o 0 £= 2.80 6.13 C. 4.40 6.51 7.20 12.65 Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E E E.O. E.O. E.O. Wind Wind Wind Line ID Lwell Ce Lwell' H,,,,,,r° v V Amplifier. v' Type Type v V (ft) (ft) (ft) (pit) (k) N 2w9h"' (Pif) (Pif) 1k) Easammomom NM11111131M2 VS®' 000 MEM MLR®' 1�tI� 000 p .00 ��ppo0 0,00 0.00 > 0 0.00 111111/1011113/1111111=11111101111112111M1/10.00 i ,.»;saali000 , . p 0.00 ®" MEM0®®0 0.00 As KILMELIEWellillitill allati MA®®" MEM M ` �U® 0.00 ° 0 0.00 ��0' ®0' 0.00 0.00 1.1,WV 0 0.00 MEM Mall0' 0' 0.00 MS 0.00 :mon 0.000 11111111111ME WWI ME 0 0.00 00.0000 p 000 MEZEIMIEMp nall11101. 000 0.00 ' 0.00 ��O 0 0.00 AWR 0.000 ,-r0 000 ®" ®" 0' 0 0.00 p-1.00 ''Table 4.3.4 AFBPA SOPWS,Footnote 1 •S•.dal E .DL U.lift Fedor. .« DL U I.i#Factor wNd d ,., 3 OVERTURNING RESISTANCE Seismic U•lift Wind U•lift Roe,eted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Max. Line ID Loam wdl ID(#1) ID(#2) OTM Rm...' Level Abv. Total 01 LI U.„,„ OTM Rnno Level Abv. Total LI U.,„, U.,,„, HD (fl) (k11) Above Above Id•ft hi.ft ki.-fl (kis ft) kis-ft (k) kl• 0.-ft M•-ft kis-ft) (kip-ft) kl•-ft k (kis ki• k.` ® 4 .Q ^. ® 32.76 122.30Mill61,Or I ° -230 rEl ® ;®^r pL.'T''a 410 -2.10 NONE EM 0.0 r �� r sa� 1.t10 +�IIIIIIIIIII=1 9 sI= 441111 0.00 NONE 0.0a -___ °sa_ IArgil MEM= 090_ +- 0.00 NONE liM 0.0 ° -___ 000000_ pa :trA_-__ a - 0.00 NONE AST .B;'® ° iiktirgARN 21.23 24.01 ® as4111Mfie s -0.19Nel 26.08 ® ® 0.78 0.78 01HD14 EAST =E 1 A T® ° 11.53 �� -0.60 a a -0.OB 20.25MI 10.92 M. ®IIIA 4 7 00r -___,F'-.ar_ s.._ a --_ Odtl_ r- 0.00 NONE 0.0 -___ s r_ 00 °_-__, (3,Ot)_ r- 0.00 NONE a,00 - +5d,_ e .' ___ ,5s(00 // -0_-__ ,<,_ - 0.00 NONE 00 -___ ooMIEM. ,oj_--_ aa°_ 0.00 NONE 0 4 A'.. MI 11=1111E. ,fie_ .. _111111111111•011111111 0.000 NONE *�'o.v,01YM,�':%' 0.0 a -___ ° !IMRE_-__ ^_ (EQ- 0.00 NONE... Hotdown Cfr Offset from SW End `.,p�;.'4 in E_ -29.11 -98.13 N.E.T. 3!282014 CT ENGINEERING E&W_R000 SHEET TITLE: x. v ,•.,'1'.:ye .b a hif:7':PIraltilll SWe CT PROJECT#: CT#14051 Plan 3713 T Creeks,Elevation D Diaph.Level: DirectIon: Typ.Panel Height aft. Seismic V I- 4.40 kips Design Wind E-W V I- 8.03 kips Sum Seismic V I. 4.40 kips Sum Wind E-W V I• 8.03 kips 11)DISTRIBUTION TO SHEAR LINESI .: 7 DJ C5 C8 07 00 C(7 Gi0 ..^.(i C1.3 C14 Cls . , Trib% Above Lind Load Uniform Shear,v Lina E W let Line Trib 2nd Line Trlb. INERIE •I W •I 'z. '®' 2,199 4.01513 b„a`1r,.�;Y.•.'- ®' ®' '®' ®® .e .�®" ®' ®' ®�� 0.00 0.00 0-- �m .%" 0.00 0.00 0- � fl 0.00 0.00 0-- �m ,,.. 0,00 0.00 ' �� ,-- isr,vrmaireargyry, .e o.00 0.00 0-- �� r., 0.00 0.00 0 � E_ s E= 0.00 0.00 Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUT ON TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Loot Cs Lwsll' FLA, v V Amplifiers 0' Type Type v V (Si (ft) (ft) (PIf) (k) p 2w47"'. (plf) (elf) (k) �� .r:.. I 0 0.00 v 0 0.00 ��0® 0 9.90 adMigta"Varm La MEM maim� +T sui4.112rtiirlialaV > ;.• :. mum 0.00 < 0 MPIIIIII 0.00 ��0' 0 0.00 0.00 + 0 0.00 . a -- 0.00 0.00 I 0 0.00 ��0' 0 0.00 0.00 !4i17111 a 0 0.00 ��0' 0 0.00 0.00 s 0 0.00 ��0 0 0.00 s 0.00 a 0 0.00 ®" 0' 0' 0.00 gus 0.00 ;VIM 0.00 ._0' p0' 0.00 0.00 s 0' 0.00 ��0' �0 0.00 p- 1.00 '''Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E Q.DL Uplift Facto 4&,&9t DL Uplift Factor whN d 3)OVERTURNING RESISTANCE J Seismic Uplift Wind Uplift Resisted Resisted a.a,<.d Net OTM Add'I asthma Net OTM Add'I Max. Line ID Lcs.n. w dl ID(#1) ID(#2) L,00 OTM Ror,,, Level Abv. Total 12 U U,,,m OTM Rmm Level Abv. Total U U,,,,,, U,,,, HD (ft) (k%) Above Above %) (ki•R) (kip-R) (kip-R) ,(kit, (kip-ft) (k) (kip) (kip-%) (kip-ft) (kip-8) (kip-%) (kip-R) (k) (kip) (kip) r:34:1':''N::51, 32.4 '4'' ° 30.14 17.81 91.73 73 92 �Z*`1) 73.92 6 9 �s -2.45 32.52 99.67 -87.14 f7 14 -2.23 -2.23 NONE f- 0.0 » . 1C ''''''M''' 1B ''/Ert''' . 0.00 NONE < L� '4',..','"!!'i.,', << T a, 13.0 a 10.75 8.81 14.78 5 87 � 5 87�: 9 i a -0.56 16,28 18.08 0.21 .0 0.21 � 0.02 0.02 NONE M a 'rtr13.0Nit'''''4"--'.:•#:'16,' a•cj's10.75 8.91 14.78 -5.87 5 87 .0.95 18.26 16.06 0.21 ' 0 21 {) 0.02 0.02 NONE R p u 4 ! E Yt l°�t PI °' 0.00 NONE ,:2 ,' E sw1 1 �$ ' I O w 0.00 NONE { K 0.00 NONE10 3.0 618 /l ) 11 yf 0.0 4 °Q5 ,. 'ij, 0.00 NONE 0.0 �. 2 °i3O „,*.•;,:, ,i 40/4,a 0.00 NONE Z l7ls `,..i4: 0.0 ,,,,,,,_;‘,„„,,,,,,,,,.•,, , L '' ao % 4 ,. i. 0.00 NONE e ' 0.0 rilto 8 rs ;qb 0.00 NONE , • 0.0 j. »,. 11% a 'IQ5 i ,p ( ;11 , 0 0.00 NONE.`. Holdown Ctr Offset from SWEnd'�;t in E. 0.00 -85.66 N.E.T. 3/28/2014 CT ENGINEERING E&W_Top Floor - SHEET TITLE: `,i''1., a.k"€ ':':xit'VY"( F1,' ..; \? 'liana illneklialfiLMILEIMIM4611:111611111LiiiiiilitilikffileailL21111=11. : 0.. 41u .. CT PROJECT#: CT#14051.Plan 3713 Twin Creeks,Elevation D Doaph.Level'. •,''tT•r Direction. NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height „ ft. Seismic V I. 2.8 kips Design Wind E-W V i. 7.3 kips Sum Seismic Vl- 7.2 kips Sum Wind E-WVI= 15.4 kips COMBINED (DOUBLE PORTAL) WALL SEGMENTS 1 DISTRIBUTION TO SHEAR LINES ine Load Line Ddb% W tet Line Trib 2nd Lind Line Trib. Iffliallitlin W •i {( 0.701 i e0/b ;: 2.20 4.02 0 242 E 14)1% 1.32 2.41 118 263 s 1d9/ 0.88 1.61 395 860 5 /p 1iYI1la„s 0.00 0 00 r .109.k..40.00 0.00 o oo o oo 0 / /y', 400'Y;.' 0.00 0.00 0 • ;il itt0%'. 0.00 000 0 ,f ;:: U% ....' < "o 0.00 0.00 0 £_ a£= 4.40 8.03 IrejEM Balance Check: ok ok Balance Checkok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.Q. E.Q. .0. 0.0. Wind Wind Wnd Lone ID Lwell Co Lwall' ti.,,,,, V V Amplifiers V Type Type V V (T) (ft) (5) (p0) (k) p ,fiti' (plf) (plf) (0) 'i::F:::. r;i /;2 [1 Cti (;R i;9 Cr, ::14 kmEN1 � r ��rr :�:s' , > 5.85 ;"� 1 r 0 0.00 \ r rr r 0 0.00 s ' ` •r 1 rr r 163 3.53 ' . *; 1.00 r �. •i 163 2.54 ti ,VS, 0.00 d$1ttuy 0 0.00 1.00 1.00 o - - 0 0.00 p- 1.00 (''Table 4.3.4 AF&PA SDPWS,Footnote 1 'Specie/E Q.DL Uplirt Factor ' DL Uplift Factor w/Wed: tt 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Max. One ID Lose w dl ID(01) ID(#2) LA/. OTM Rini. Level Abv. Total R U U,„„, OTM Rona Level Abv. Total U U,„,„ U,,,,„ HD (ft) (klf) Above Above (ft) (kip-ft) (Hp-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) 'illtlifi '411 r ®�•, ? 25.2 23.90 26.39 59.79 -33.40 " -107.32 a n -4.49 53.22 64.96 -11.74 a -78.89 i -3.30 -3.30 NONE ',q, 0.0 0.00 NONE ....4i11151% s a 0 o ..41,„11.111.116:1WILPt; i 0.00 NONE •le ..$441.4.? '06rer 2 G,'1.A d 15.4 13.15 14.39 33.17 -18.78 -18 78 e' a -1.43 32.13 37.47 -5.35 -5.35 > -0.41 -0.41 NONE 11ENTEF r' 11.7FCC iikiiig 9.41 10.37 12.40 -2.03 203 %t -0.22 23.16 13.53 9.63 9.63 1.01 1.02 STHD14 lO011eillill00 ,k% ' v k I' 0.00 NONE x < 00 t1M$ C6% tlsd a , e g08 .NONE s.0 b 15/klinittitillt4 ! Vi r, F,'oP f i ki.AE,APA TBn11V ., „. ,,o,N"/bo•• , CI;,, t...4.,,,,,,,,,,,m,,,,,,,,,,: o.00,. �l 0 0, a e 0.00 NONE NONSTACI INO SW ELEMENTS Mn'•=.•0,)1d ,*, 0.00 NONE s,, 0.0 (1 ilhirAiliiiiiil --.:» #T' G (j�%/ QT, ", 0.00 NONE e�'�t, 0.0 ,� 4 � 4�� „�7� 0 b��J': eL,W.::.' 0.00 NONE Holdown CP..Offset from SW End...741% £= -85.66 -116.89 N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq= 476.7 lb V w= 4015.1.';lb V1 w= 3144.8 lb V3 w= 870.4 lb ► ► v hdr eq= 72.4 plf ► • Hhead = 4. o x3 ,; �t0 : pF/ 6 1.10 ft V ® I� a kol -,;,> , : ;'� ;wj .' •. TYPE e s ' ' WALL H pier= ` '. l? iii '„ Pi P6TN E.Q. 5.5 r , ,:iiv ,'4 � n4 nit. P6 WIND feet ': `y0✓ ° ,,,,„Iut H total = 8.1 feet �4 , i4E z� tt y�, 6014.Z.04 diNE H sill - 111,11:4,,,,,, k6'.',i):4,N g� F a L,•"M F if ,,,% 1.5 & l d �/ P Of p� Et feet F 1 \4.0 \ O 94 .', ,' golpsy o \ Rc g h ¢ '' \ Ef v ®/ v REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 o• ii ► ► 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] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.A V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► ► v hdr eq= 100.0 p/f ► A Hhead= vhdt< 1 .x 1.1 o ft V ch agl eq_ •250 �.. x y a1' 3 Fd g7 IN ' •6 F2 s y . f WALL TYPE H pier= v?'-eq= 183.3 pil R. x xx ; pit' P6 E.Q. WIND Plf P6"i w 34. pif $ €: f tii .feet a ,' ' f £er `H total= " • � df 401Y'• g R�• x x� .. €,$.1 € ��w # a 1feet 3' 10, H sill = 'vsill�%, '' V,'). t",,$i ‘, V M','.if ' 'f h"r 1.5 .ttV f€ feet V REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 : L3= 3.0 00 1 Htotal/L= 0.74 i 0 4 ► Hpier/L1= 1.83 Hpier/L3= 1.83 L total= 11 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks,Elevation D WALL ID: S.2.8 V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► ► v hdr eq= 100.0 plf ► AH head A U 18 f "44.44044'.4, 1.10 ft v ° lay .T 8'' ` '\ F2 eq O to A r ] '` i 4[ I i ,6 F2 456 N� WALL TYPE H pier= ,4I:se• 1"8 1E , F ,e v3 eq plf iti If P6 WIND 5.0 y '• 3 yse'`.- v3 w feet ,; f y% H total= )3 ��' : � r' 8.1 : � / ! 5�a r%� • ! q 1 • � \ Asa feet 4> 8 t/. p P4, , _rte sfn Ck h "^ ® f 9' r 9 4�,.§:tx Illgt r �c fto , I aLA 5 zHsill- / ` r ri , \ y feet 0 / , t �'e,„ ,„ c� , ,,k \ Aisiiiiiiiii aryl , C ai z '� 1 �, \ P " to • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 4.4 Hpier/L1= 1.67 ► Hpier/L3= 1.67 L total= 11 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.1.A V eq 2899.6 Ib V1 eq = 780.2 lb V3 eq= 2119.4 lb V w= 5848.2 lb V1 w= 1573.5 lb V3 w= 4274.7 lb i v hdr eq= 120.1 p/f • Hhead = A m �" � '' 1 „,' �' E aE, �., .E 1.10 ft V . n I� • ' 4,- — ''4 WALL TYPE H y E;, pier= 1q1 .. e plf P4 E.Q. 5.0 w � plf P3 WIND feet e.< ,'K....,.. g C s t H total= '' ` ;s, q E \- S§r 9.1 dt1141 feet 4dr g 4 23(1.W4 !':,4!!,!,'6,.0,7-'i",,,Exrl ° y i,t �5 ,rl ` a teR \ Hsill= R "yv //I". 201 ptf' t 3.0 t �ce• .. -'110e:,:','.. SE E feet e to e s ,,,. po l - i , C PLIFT REFER TO'3)O.T.RESISTANCE'FOR U H/L Ratios: L1= 3A' L2= 13;0 L3= 8.2 1.4 Htotal/L= 0.38 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 k' k .• APA ec ngo �. APRIL 2014 TT-7O0F A Portal Frame with Hold Downs for Engineered Applications for use as cing in The APA portal-frame design,as shown in Figure 1,was envisioned e ed applications, licanionsyas describedain this technical conventional topic1Tlle ght- frame construction.However,it can also be used in e g PP portal frame is not actually a narrow shear wall because tion of theansfers shear portal Irame,bh us,the effectivy means of a e balgid,m width is more than frame.The extended header is integral in the function just the wall segment,but includes the header lengtthat dbeyond the wall segment.For this shear transfer the wall segment ofthe APA portal frame. mechanism,the wall aspect ratio requirements of the code do notapply to A 12). ues for Cyclic testing has been conducted on the APA poTable 11De esign valuesn ar0e derived from Recommended design clictestldata usingta engi- neered use of the portal frames are provided in rational procedure that considers both strength and stiffness. E The Table 1 values in this report were developed using the heads�d thelsequential phased d'placemen (SPD)method, ic test protocol(ASTME2126),using a flexible load head.Earlier testing was conducted using rigid load as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed) limit andTest or Shear Resistance of an adequate safety factor ar�mai�otaBned Buildings. The design values in Table 1 ensure that the code(IBC) d)walls sheathed with seismic design,APA recommends using the design coefficients of Table factors 12.2-1 for light-frame of ASCE 7-10)(See APA Report T2004-59 wood structural panels rated for shear resistance(lie for more details.For designs where deflection may be less d notduse�asoconvent conventional shearr example, walls,a load factor gof while25, the portal frames are used in tandem with each other, based on the cyclic test results is used. to a rigid test frame using -type Since cyclic testing was conducted with the portal of this documentme should be limited to portal framesdconstru ed ted on hold downs,design values provided in Table similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap type hold down. 1 ®2014 APA-7hc Engineered WoodAssocialion 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.) ) Shearon(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 • 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) V-10 1/2" 10 1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading''•'''', (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal I on both sides of opening Pot y it.r__ 1t 1 = _ opposite side of sheathing wall ' 7 height . € - b . Fasten top plate to header ( with two rows of 16d . '`� � sinker 3"o.c.typ ' nails at .� .�Fasten sheathing to header with 8d common or •12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max panel sheathing total r.Header tojack-stud strap wall per wind design. ` heightwlMin 1000 lbf on both sides of opening opposite•side of sheathing. If needed,panel splice edges 10' Min.double 2x4 framing covered with min 3/8" > y nailedshaoccurocommonover and be max ; thick wood structural panel sheathing with to blocking height ,, 8d common or galvanized box nails at 3"o.c. > win middle row24of portal in all framing(studs,blocking,and sills)typ. height.g One 3"ach nailing is required in each panel edge. Min length of panel per table 1 IIIL Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar _ jack studs per IRC tables Jtop and bottom of footing.Lap bars 15"min. u R502.5(1)&(2).E tt Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 - ©2014 APA-Thr Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 Form No.TLl OOF APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members �� make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because AM has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. ims 3 0 2014 APA—The Engineered Wood Association 180 Nickerson St. CT ENGINEERINGG Suite 3 02 • Project; f 'NC1 e .13 W T4l / "- Date: f✓/5. DI , ` :711(1319e'W A (2 )285-4 512 Client: a-416 23x3 ft) ✓>55 3�V162.5.2 Page Number: (206)285-0618 Ve-= -50-2)) I I a A o.i&s.Pe A= tl V -6- k^6- -1 al Vit' ® X t6`` )2' )• ?)( P t FDR i1.07r4 6 rD(* (cs/77 6 8-4 71V N P ?.�11i SMR' -r�(' (2- - K--6)711-V6:- 8600/16 �� Xo.i �� _ .��,�►� a= G)(D-6160) 0,32 (5 LI6 (gz.3)(1z) 2 0,1, ( o _ g�\ �l��, ��v e .- �n . C� e � v h J � 68 ,0144 )11. 4,, co`` _ 5` ' e X w/(2) 4- 0,;66 'kuru, Tb /Zxt1 L/d-''- 7tL3 na. .,,\ I N P U'D'AA., `' 8AL( e p_/i S Pair Pam R iG. M _ 1w , V'' Structural Engineers i WOOD FRAME CONSTRUCTION MANUAL 63 t. Table 2.2A Uplift Connection Loads from Wind 0 �,,,i, . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) . 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3'4'5'6'1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 2 0 psf8 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 ITI 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 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 j j20 psf 36 32 58 84 140 201 266 336 410 489 616 4: 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. I 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, F. 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 I 1.60 + 2.00 I 4.00 `i• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/telling assembly design dead load. t. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads_for wall-to-wall•or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 Of) for each full wall above. i 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the s ,'3' _ header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' '4V: 1 - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length l Lis, includes the overhang length and the Jack span. :'s! a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. ,_3 ria. ..1:-'0, AMERICAN WOOD COUNCIL CT ENGINEERING 180 Nickerson St. INC. Suite 302 cf: 7 Seattle,WA , - _�I. . Date: 98109 Pro Cli:enet: (206)285-4512 Page Number: PAX: (206)285-0618 \MAID L-°%1°S 7), imliL CONt5e/(7)oru I 4c.Pp W2 :g , ost N1iNm h .W1itZ 110P -- ( ULT) P) I 33 15 � DL Man lP 204 D; 6 l - - - - 666 --omo j. rte'., _'-TY ..... • 1.10r6 1-6 , epluVerh30 (*Au° TP1/146 ( 40)75{)- .1=-6 ( 21= 12 ( . qt-- (IA(1) 6.6) -11, • R ‘0o ---- 6-6y 40/z)(0.,-5 (0/0 4-114_ • • P4c (0 T'r'P Cv0Obrocio O2y, -5v6 "t -fit TYR A)) e 70-717ce- ,1,15a- 42-- (5Y n.131-C) Diy,„xj : Structural Engineers TRUSS TO WALL CONNECTION `_'I'1 V'"I Ul•'. #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 11111 u I I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131' X 2.5" 400 ,1:, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.',!1 Illi 1 SDWC15600 - - ,:1i;.. .. .I iii 2 R1O-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 700 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131'X 2.5" EA. Mit) 2.1' 2 (2)SDW'C15600 - - 14`,!, Vii._ .....a 1` 3 (3)SDWC15600 - 1- ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. 0.131" X 3" TOENAIL � �I0, AT 6" O.C. 1.7. I \ N 2.5A Sc SDWC15600 STYI F -�- PEMR P N NGIRDER TRUSS TRUSS TO WALL CONNECTION TO EACH 111 SME BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ^;Pl- WO UE`> ; UFS 5S CONNECTOR TO TRUSS TO TOP PLATES UPM [f 1 - 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" _+00 415 1 H2.5A (5) 0.131"X2.5" (5)0.131" X2.5' F355L •_ 110 1 SDWC15600 - - 40' 11S 2 H10--2 (9) 0.148" X 1.5" (9)0.148" X 1.5' +0/o_ 711n 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5' EA. 1070 970 2.S_ Uiii 2 (2)SDWC15600 - - --- - 3 (3)SDWC15600 - - 145', jq5 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR C.H2.5ASTYLE 'AND 8d AT 6" O.C. �`'-� iii CONNECTIONS 2X VENTED BLICG. 1111111161/.. lit% 111111101\. litleiti !.".-----ii ''''.- 1"--- '-.-•- . i0 H2 5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARAND BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AT SCHEDULE SCALE: 3/4"= 1'-0' 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. C T ENGINEERING Suite 302 � rA I N(7C.,� p / Seattle,WA Protect L'f � �=�� .CJ I�.� u\. LA �7i Date: j / (6109 3�-� 206)285-9512 PAX: Client: Page Number: (206)285-0618 Cry • e 'I • EFS: kr.& til .alk.. I . ii I �• � i. . 11� -rAL�, • i 11 � • . • • I . . 2 ) , �6 �..7'r 1.91 d, i( Lt_ C..4(471, � I , : • . ; I ' is 1 i i .: . ; :. I : ...i , , , , , , , , , :. , , . , , I ,... .... , , , , , . , . : , , : : , , , , , : : , 1 , . , , : , , , J, , . . , : , , . , . , , . , , , , . . , :, i': TCS , . : . ...„, ,.50,,,. , , •1 • , , , I . ; I 1 i. , I '1;'s"? 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O N I a 3 9 N I ON 3 10 S180u1te Nickerson:i02 St. OM E N G I N E E R I N G Scattic,wn 98109 IN ' `L. , �'", —71 Date: (206)285-4512 r . • WI • Project: FAX: Page Number: (206)285-0618 Client: • I 1 I oNT "v"e, .• I Dl�� I '©I �1T ' 0/=.41.- ' '- iv rhfiI , ' � (1,-,2,,),0.6:1,57,17,;7 „ , : , :, ,, . GoI I - ; 1 • ! 1 1 • I , 1 S i { .. 1 ,1 rte, ' . ' ! ' i I 1 Ut -1—: .SZ. =G' Cf'.l. , • ! 1 I 1 I 1 1 1 I I �f • ; ' , 1 i '. 1 ., 1t 1 1% til i , , ; ji ' • ; 11 � 1 ! 1 1 " i : •1 I HI ; , 1 1 : il, I 11 ‘` 1 , ,y . Tl" , EZ 1 I I1 1 � _ 1Z 1 II - It,.n • i._ I �, { 1 i'� I ; I11 I1 { _I , � N Com 1 i 1 1 1 1 i t t 1 I� . , .! , IE1 5.51 ! I I , I l . I - 1 : 1.. I , I I ; I f , , , , Iii I 12,1 I , • , 1,47,D i ; j { t I i. I i•. l 1 1 I IL ' I 1i 1 . 1 I ' iIi I l III I I ; I _ i 1 1 ! I i 1 i , j , I , I I i. 1 1 ; i 1 1 I 11 , 1 •-... i i I 1 1- 1_ I • • , 1 � I ' 11 I1 i 1 1I • I 11t II I I 1I • I ii Structural Engineers R O S E B U R G POLYGON .� CD DAYLIGHT 5-5-14 3AB CS seam4.605 kmBeamEngine MAIN 2:57pm ml3eamEnp�ne 4.6026 Materials Database 1476 1 Of 1 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Standard Load: Bottom Lateral Bracing: Continuous Live Load: 40 PSF Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 12 PSF Deflection Criteria: L/480 live, L/240 total Deck Connection: Glued&Nailed Filename: Beam1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIm O 18 4 0 18 4 0 Bearings and Reactions Location Type, Input Min 1 0.0 WallType Material Length Gravityacto Uplift -- 2 1 0' 4.00 ' N/A N/A Required Reaction Uplift Wall N/A 1.750" 769# 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#(111 plf) 2 591#370.1 177#111.10 Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. Minimum 1,75"bearing required at bearing#1 PASSES DESIGN CHECKS 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 # Shear 48%° TL Deflection 769.# 2840.# 27% 9.17' Total Load D+L LL Deflection 0.3578" 0.9240" 0' Total Load D+L 0.2753" 0.4620" U61919 9.17' Total Load D+L Control: LL Deflection U805 9.17' Total Load L DOLs: Live=100% Snow=115°/a Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners EWP StronTfe Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. KAMI L.HENDERSON MANAGER "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 E 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. PACIFIC LUMBER&TRUSS 503-479-3317 PL14-121 ROSEBURG J3 MAIN 4-14-14 CS eam4.606 9:53am kmBeamEngine 4.6026 1 Of 1 Materials Database 1476 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Standard Bottom Lateral Bracing: Continuous Standar dards 40 Load: PSF Moisture Condition: Dry Building Code: IBC/IRC Dead Loa PSF Deflection Criteria: L/480 live, L/240 total Deck Connection: Glued&Nailed Filename: Beam1 a , ,,,,. ,!.. voi.4 i. Vie; 13 8 4 1211 8 26 712 Bearings and Reactions Location Type Input Min Gravity Gravity 1 0' 0.000Material Length Required Reaction Uplift Wall DFL Plate(625psi) 3.500" 1.750" 2 13' 8.250" Wall DFL Plate(625psi) 474# — 3 26' 7.750" Wall ( p ) 3.500" 3.750" 448# DFL Plate(625psi) 3.500" 1.750" 448# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235p1f) 99#(62p1f) 2 1049#(656p1f) 315#(197p1f) 3 358#(224p1f) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Positive Moment Actual Allowable Capacity Location Negative Moment 1348.'# 47%0 Loading 1790.'# 5.61' Oddt S Shear 2820•'# 63% Spans D+L 692.# 1220.# 56% 13.69' Total Load D+L End Reaction 474.# 1 13.68' Total Load D+L Int.Reaction 1151.# 41% 0' Odd Spans D+L TL Deflection n 1364.# 1775.# 76% 0.2062" 0.6734" 13.69'28' Total Load D+L LL Deflection 0.1730" L/783934 6.28' OddOSpans L 0.3367" U934 6.28' Control: Max Int.React. Odd Spans L DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON AU product names are trademarks of their respective owners Strong-Tie Tie KAMI L.HENDERSON Copyright(C)2013 by Simpson Strang-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteda for Loads,Loading Conditions,and Spans listed on this sheet.The design PACIFIC LUMBER&TRUSS 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. LAKE ,OREGON 503-479-3317