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Specifications M S7?-0/& - r9oci' 1 .. C a:T t\JE i 34, 7csw 17 4 CT ENGINEERING fAr)P' 12, 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle. WA 98109 INC. 5., s ¢ 1 s r 208.285.4512 (0) 208.285.0818 (F) #15238 Structural Calculations River Terrace Eo PRo Plan 3 �' � r"941 �� F, •; 6040,, Elevation D d Tigard, OR WAREGfAlli.c_ ,p \F FST. GR Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 i C T ENGINE E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. Mx • RB.d.3 (3)TRIM@ HDR SIM. RB.d.3 RB.d.2 , 'gl- (2)23t8 DR (2)2210 HDR.._`(2)221(HDR (2)x10 HD'.■ I RB.d.! TYP. ADJAO° ,0 7 WINDOWS'(1) MING STUD „,g o I BTWN.SGLT R F.I ¢ 2 _ -67 NW El =I a _lei 1 a 1 ----7,,7 11.6 -....... ............E. .. .) V x�rV o 0 i o A 1 ID[ �a N r w ax . I x , A • r 2)TRIN 0 0 HDR .,. . HDR , :. k. CD .5111.11EMIPTAIWOI ‘111‘111.16111111111L NW. RB.d.SRB.d.7 ty RB.d.6 RB.d.6 OD - Roof Framing Plan 1/4"=V-0" • ak R3 . (2)TRIM.@CTR.HDR 1 TFB.d.2 TFB.d.22 I TFB.d.1 — __ •DR .•H•- • 7x10 •R 1 4x1•HD-, 4x1•HDR r 4x10 DR i- __1 19' T9F7VYAIDAC` ' - -�- i1 I 1 1 WINDOWS'(')9NG p 1 STUD 9TWN.SGI: -6x 1}_ TRIMN ERS,U.N.g. IT. i STHD14 • id r_z fr '— d m,j d w w STHD14 ___ ---,---Uo�eq ¢ a 1 1 x II I w 3 ___ ___ ___ __J L______—_T_ , __ ___ ___.:7,1 h r i1i -- -- --" 1 STHD14 1 1 <- i n 16\ r" • se.o r --� $ ------- -- _TFB.d.B TFB.d.9 ®1 TFB d 1r - `�\\�a�`NN 4 —.— 1 13 r--1--,r© - 3 'Arc., 0 iiT %i I r .... 1 ' i �BE1R WH -iL� �'QPEN FOS.'•• • ei i 1 i i .L7 _J E iIIII SI4D4 r' c'— ST37 RIO T3T "-�L ice. _ t,,:\ . .moi ' 1 r �` y ___ ---4--- STHD14 tiT ,_=.1.71:::-.=.1_ ___-_.:t''':`\ I _ © :%�' ®1 TFB.d.1211 © I :-,4' `TFB.d.I IRS�H•R t4L�-�- - _ _ ��R ��' ti • c wao��a�a�♦ 0 i ®' m1 I u' o al -6 x a I HDR I) nn F-' :...1 .--� TFB.d.17 TFB.d.6 :,n d- Mill\TFB.d.13 /1 I.! .NT.HDA 3 �I'1� �M �i1 aE' A a im� I 'TFB n 21 VIBM III- PG E 1 STHD m��\ ; ,�- .....H __ TFB.d.7 _� MANUFACTURED ROOF -_M ,_ - C-I MANUFACTURED ROOF TRUSSES AT 24"0.C. 71—s' TRUSSES rl FB 7171 - TFB.d.18 &lTRUSSES AT 24"0.C. ib NOT OSFD: TFB.d.20 . OD - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1,-0. 37-0' ` I 18' 1 -0' 15-ff V47 S-0' 31/2 CONC.SLAB m SLOPED DOWN 1/4:12 T P9 Q :„ —1-1.3.1 1 -0'-71/2" 61 T.O.S. 'SLOPE 1/4:121 T.O.S. _ 1 .... .... ... .. :lr-.1 l J ". .. ... L / .. .. ._... ::STWD,4 >0fiDUt rlq'-3• Fr ' 24"O4 10 FTG F :::::::11.'1/2" " ,� 1 4x6 POST wf f2) '. WAYTP U.N.O. r AC4 CAP 8 1." 6. : - \\\ - BAST I I � 1 • ‘14/, r .... ....... M a +F OC TYP UldO f � 7.. e r BEARING WALL '.I. 0 x30 X,ff FT(il lkI TYP. :::::::::::::::::::: ::::•.:.•.",::::::::::::::::::::/{3W4EAWAY : m FBEARING wALL 2x4 PONY WALL J aBOVE 13' 8U4 2s8 PONY --4 47/2' '- 8 T S'•1ff r4 6.U4"j. • • r _ STHD74 STHD143 L�. -Pa_ HDU2 • .'. WAPDNY r �, -:.WALL ' • 7:.:i: 1 X1 0' 0 1 58.0 _I., c 19-61/2" I 'at: WAY l BEARINGWA11 -. I b 31/2"CONC.SLAB 33 SLAB SLOPES 3 1/2 I 13 FROM BACK TO APRON 1 • i- F - j' - VERIFY GE SLAB HEIGHT 2 I • • 12x4 LOWY 'If. . 0 WITH GRADING • PLAN I 1"/ALL I � 7 1 r, 1 � I ""'1••••••1:::::1:::•.:•:•:•::::.,:..-. is H- 1 —1-1,6 12'1 0r I I$ POI1Y W L liweYGwj '. 4 TO.S -I ,J3 SLOPED DOWN -�___ ____ _.__.J M t J ♦ ♦ lye' STHDt4 _ J +�+�+� _J 10 STHD74 18 Q ___ __a .81 , 56.0 mF P3 S6.1 P3 I 101/T 16-3' 1r 101Y{' 6-61/2" 11'-11/2' _ ( OD - Foundation Plan Foundation Plan 1/4"=1'-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (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 Printed:8APR 2014,7:59AM Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description ROOF FRAMING ¢ . « eamD f9ri RBd1 tt a ations'1Ser2005 N[1 BC 2009,C 10; 0' 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=5.50 ft Point: Lr=3.30 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.475; 1 = o Lr 0.1375 fb:Actual: 482.67 psi at 3.100 ft in Span#1 Fb:Allowable: 1,015.16 psi •...... ..;. „�� Load Comb: +D+Lr+H Max fv/FvRatio= 0.253: 1 A A fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 rt 2.2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1981 >360 Total Defl Ratio 15_12‘ 180 'Woad Siam tin. RBd2 a \ ulatans 2t `,16X IBC 20ifif, BC 20>!a SCE 7-10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point: Lr=3.30 k @ 1.0 ft Design Summary O.005 Lr 0.1675 Max fb/Fb Ratio = 0.761• 1 D(0.3315 L O. fb:Actual: 709.31 psi at 0.999 ft in Span#1 �� Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.826: 1 A A fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 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 W ; 011 nom RBd3 Calcu t r2003 ,IBC20t9, C \.' . ?.. 11$CE 10 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.10 ft Design Summary D 0.3315 Lr 0.5525 Max fb/Fb Ratio = 0.533; 1 =_ . fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psis--- Load Comb: +D+Lr+H Max fv/FvRatio= 0.637: 1 A A N: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: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8APR2014,7:59AM �F z/ i E4 I '+IAS : KW-06002997 Licensee:C.T.ENGINEERING e e $e est RB d 4 r r icut4° r JBC 2t110 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.091; 1 tb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 rt,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630>360 Total Defl Ratio 13519>180 Wee amD� --IanRBd5 i ,, 4 r Wflons /� r ND �YO,�2t110t.ASCE 7.1&• BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-Pill 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 fl 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 s� Max fb/Fb Ratio = 0.590. 1 D 0.3338 L 0.556 D 0.09375 0.1563 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 A fv:Actual: 84.17 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 R 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.62 3.01 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 1.87 Live Load Defl Ratio 2059>360 Total Defl Ratio 1812 >180 We .e g 'sem' .n RB d 6 V �; � ctns per 5 N6s,Imo, ;2009;CBC2f110,'*SCE 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=3.60 ft Design Summary D(0.0540 Lr(0.090) Max fb/Fb Ratio = 0.693. 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 �� --• - _ ��• • - w� Fb:Allowable: 1,271.47 psi • Load Comb: +D+Lr+H - Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.01L 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.091 in Downward Total 0.146 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 657>360 Total Defl Ratio 410 >180 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8APR 20 4 759 �81) v I ` ,l j , o i / ,J -4,44,,140411.4,..,1,i 140> i.. --.< �, iii,i ... fin` 3a ,, ' ,„6.1,4*,‹e;/er ; 64 ; Lic.#: KW-06002997 Licensee.C.T.ENGINEERING " 7f-. ralctiliti iii' 2008 1> s,1 ,,,.,, e > 2oia, o' BEAM Size: 6x10,Sawn, "Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-PrIl 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point: Lr=3.30 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.590; 1 0009375 Lr 0.1563 '{0.3,3361,Lr(0.59 fb:Actual: 794.59 psi at 3.000 ft in Span#1 :-.1. -- .:- Fb - .: Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H E. .� ...: . Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.33 1.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 3.01 Live Load Defl Ratio 2060 >360 Total Defl Ratio 1813>180 off'It;tod x11'1 Design RB d 8 '-- , -w,, ` caic ) 2 3 NDS,1BC 2009,0r,C 2010;x:11 7-61d BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!' 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 U-- Max fb/Fb Ratio = 0.063. 1 ° fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi • Load Comb: +D+Lr+H III Max fv/FvRatio= 0.103: 1 A A N:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 rt,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999>360 Total Defl Ratio 23361 >180 • Baa W [� 11, RB d 9 '' ... per2006 IBC i••CEIC 201 .n E 7 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 27.70pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design SummaryD 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.253. 1 fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H = = Max fv/FvRatio= 0.207: 1 N:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 4672 >360 Total Defl Ratio 2920>180 , Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,7:59AM crat:t in/. 1 ''''''M'''' " '00'4'i!'t::-.''''',qg A%73rr' :-, .oxiosi mtro-Nr---im-fm-rm,Ar!,,,i,,,,--,„iz, ,,, ,.,:.„,,,,,.,r..„:,,,b,;.!„,,,,,,, ,,,,,z,.,, .,,,,,,, : ,,,,,, ,,,,,, ;:, . .,,,,..,..,g,-...... ,.,.., '-'-'"''' ''''''''''''''''''''''-'-'"'-4°''-'-'----"Asx' --- "- '' ' - ' Licensee:C.T.ENGINEERING Lic.#: KW-06002997 woatiiiim-Desisgt.i. R B.d.10 „, „ .„: , . ..„.. ,,,,,,,Azrz;- ,,,,-.04,..,----• -..pitit itioir:T A, AtA, ,- :,,,, Aapi, -, ,-.1T...-- .-,0,,,,,,,A, A A . _ BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species:. rensio1 0.0 Hem Fir Wood Grade: No.2 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->cc 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Desion Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162• 1 MMMMMMMINIKMMMIIMMMMKAIMMEMMMMWMMMMEMINEW fb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi 0 0 Load Comb: +D+Lr+H Max fv/FvRatio= 0.166: 1 A A fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.05,2-2x5 Load Comb: +D+Lr+H Max Deflections 1 Max Reactions (k) 2 I. 11. 5. AELI Downward L+Lr+S 0.005 in Downward Total 0.008 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Dell Ratio 9125>360 Total Dell Ratio 5703>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2.39PM d I I j a2%t 41i 3 ` _ ;F F a $ 1T 1 �E4 0;. WV ..., � .._ -20,00V a E 44 t 4 t-2 .v:' Lic.#.KW-06002997 Licensee:C.T.ENGINEERING Descri tion TOP FLOOR FRAMING 1 OF 3 €� m FB d 1 a:: t. F ,.. \ ��. kz. ; ,fticutattons pet'2005 ND IBC 20*&CBG 10 CE 7 101 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-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 k/ft,Tit=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary .01 _380 Max fb/Fb Ratio = 0.559; 1 fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.401: 1 fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 12-203 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 die « . Bean Ig[1IITTF6 d 2 f uiatiaper 2CBC 201cASCE 7= 10" BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.761• 1 NOR is O fb:Actual: 750.58 psi at 1.533 ft in Span#1 Fb:Allowable: 986.71 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.492: 1 A i fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.020 in Left Support 0.49 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.25 Live Load Defl Ratio 2632 >360 Total Defl Ratio 2359 >180 W47I eam Design: TFB d 3 ` jE 20 t? 03J S,IBC''4 s £.2010 SCE 7=1 ''. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D 01 f Max fb/Fb Ratio = 0.675. 1 __ fb:Actual: 727.29 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.483: 1 A A fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.024 in Left Support 0.49 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.54 Live Load Dell Ratio 2410 >360 Total Defl Ratio 2024 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:39PM Sl a ` , Er * .......r, otst-G i " aa.,.' Lic.#: KW-06002997 Licensee:C.T.ENGINEERING W, e% T DesIgn ; TFB d 4 -• � ,CalcWllaitt per 4#00,M,TIBC 2009x1*2010,ASCE 7 10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary °RR to 11340) Max fb/Fb Ratio = 0.389. 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi4111 Load Comb: +D+L+H == Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 e,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.27 Live Load Defl Ratio 2231 >360 Total Deft Ratio 1460 >180 Wood es[grll TFB d 5 w) y h//' d*. °. .... s,,200S 1006P 2009,C0#201011SCE 7-10.;, BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-roc 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: ID=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary Digigwp tow) Max fb/Fb Ratio = 0.998 1 fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 :. Fb:Allowable: 1,272.20 psi 411 Load Comb: +D+L+H - Max fv/FvRatio= 0.531: 1 fv:Actual: 79.61 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0>t 2-2■4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Defl Ratio 544>360 Total Defl Ratio 356 >180 W71141111430-in Des TFB d 6 tskg \ ".Calcufatiq .�.� 2005 NCB;1= 20%CBC 2040;• 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=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summary Max fb/Fb Ratio = 1.511 1 '�,�1 •ILWMI asu fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: +D+L+H Max fv/FvRatio= 1,070: 1 •• fv:Actual: 331.81 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.50 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260 <360 Total Defl-Ratio 238 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 28 MAR 2014 PM v v`f %� i s�k - g c 3. ,'s Fae89. f 1T'n' � :i `„ S a f ig I • `, "" a E0 w ® 4, l4=1 Vies-14::' Lic.#: KW-06002997 Licensee:C.T.ENGINEERING 111i!4 4�4<6 a f ® l. TFB d 7 '' i \ k Ca ,P119 f'5.. MC 009,;CBC 10,ASC 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=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design SummaryD 0.0450 L 0.0750 Max fb/Fb Ratio = 0.169• 1 =.....••.•. •" fb:Actual: 171.22 Span psi at 2.500 ft in #1 ;' Fb:Allowable: 1,015.16 psi ......'. Load Comb: +D+L+H = • A Max fv/FvRatio= 0.105: 1 fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-2%8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008>360 Total Defl Ratio 4380>180 T� Beain De' TFB.d 8 ti, .. \\ a /. tatiotts er 2 - D£IBC 0+g� C 1u AS 10- BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870; 1D 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 �/ �� Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.467: 1 • A fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340>180 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 P t� 82014, � nnAPR " Li ,✓�n gO? ' _ � ,,j7';': , ✓ ids 1T . a 8 ,. i,, ,` P is,rr.. -,. ._-,,,,.474%44,-, .. t2:, 9 4, Lic.#:KW-06002997 "e 4.T.ENGIN ; I E R K.s Licensee:C.T.ENGINEERING TOP Descri tion : FLOOR FRAMING 2 OF 3 Be D : #6.D.9 laden j; „i,-,, /'-:,;-- ✓," '�C41 s per2ti>3ii 11QS,i,yB 09,CBS�0,ASGCj 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Desiqn Summary D 0.240 L 0.640 Max fb/Fb Ratio = 0.349. 1 ��1=fir fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 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 Fv:Allowable: 310.00 psi 8.308,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798>360 Total Defl Ratio 1307 >180 wood BeamVDl. TFB d 10 V'.. l Ca a"" iso 5 Nb$1 1 to�:tbe 1'0 i 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-Pr!' 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.0 74 1 = __ fb:Actual: 171.37 psi at 2.500 ft in Span#1 5 ✓ ✓ Fb:Allowable: 2,301.93 � si Load Comb: +D+L+H P -• Max fv/FvRatio= 0.070: 1 A A iv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0ft 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S0.004 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 Del Ratio 13854 >360 Total Defl Ratio 10076>180 €°4543eptrl Designs TFB d 11 BEAM Size: 7x14,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PHI 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 k/ft,10.60 to 19.0 ft,Trib=12.0 ft Point L=2.60k@ 10.60 ft Design Summary Max fb/Fb Ratio = 0.752. 1 " D(0.180 L(0.480) P fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 :::D 0.1650 L 0.440 + * * * Fb:Allowable: 2,873.95 psi Load +D+L+H Max fv/FvRatio= 0.369: 1 19.0 ft7X14 fv:Actual: 106.97 psi at 17.860 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.618 in Downward Total 0.796 in Left Support 1.80 5.40 286>180 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 5.89 Live Load Defl Ratio 368>360,Total Defl Ratio Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8 2014 805AM i . 1, ; /; - ice'.--_ ,,,,",sem- _ sVg . :./�"„ a.11,.�`,ri x,.. Lic.#: KW-06002997 Licensee:C.T.ENGINEERING 'wood' igii; TFB.d 12 f. ' *.k' ... Wt. .. ,. r" a.. Per 2005 NDS,�r 2009„ C 201 A'StrE?-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-PHI 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 Desiqn Summary 0 0.150 L 0.40 Max fb/Fb Ratio = 0.133; 1 �mnr_ aiwminc fb:Actual: 304.87 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi _... Load Comb: +D+L+H • •�"" � -� � Max fv/FvRatio= 0.114: 1 A A fv:Actual: 35.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.508.3.5X14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr .51M E Li 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 9 ' ' B ®es' TFBd13 - � „" // �:aii utation ,i S,• 09(C1BC 2f!'t ASCE•-• g BEAM Size: 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 k/ft,9.0 to 16.0 ft,Trib=7.30 ft Point L=14.0 k @ 9.0 ft Desiqn Summary "'" Max fb/Fb Ratio = 0.997; 1 D(0.1095)L(0.2920)* D 00450 L 0.0750 fb:Actual: 2,341.92 psi at 9.013 ft in Span*1 ligrai. c Fb:Allowable: 2,349.29 psi ,Load Comb: +D+L+H " Max fv/FvRatio= 0.559: 1 ��"`` "�� • fv:Actual: 148.22 psi at 14.400 ft in Span#1 A A Fv:Allowable: 265.00 psi 16.0 ft, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453 >180 Wood Beam Design" TFB a 14 \:. ` C iG• , • . S ta2009v 2011! '''scE*,, 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-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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary .0.09375 L'0.250 Max fb/Fb Ratio = 0.206; 1 fb:Actual: 209.75 psi at 1.625 ft in Span#1 � � Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H III 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.2-2z8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 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: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: APR 0 4 8 SAM L .,,,,,,,,, Lic.#: KW-06002997 Licensee:C.T.ENGINEERING . .•« •Crib TFBd15 eohitionsw' t t.. .t,1051,1909,- a .% A�/.40 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 k/ft,1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80 k @ 1.0 ft Design Summary 4 Max fb/Fb Ratio = 0.246; 1 $ •(001 4 Q o 00 fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.361: 1 A A fv:Actual: 111.76 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward Li-Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 1.10 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3003 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:40PM r s I -S1di '; # 0 ;ix "1�., v INCr; 82414,nse :C.T. ,,; Lic.#: KW 06002997 Licensee: . .ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 'Wo dB r Q ign TFB.d.16 \ "i j% ;11- „, -:F s spat 2005,BBS.IBC 2008,CBC BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Design Summary «• D 12SI)LL0 0320) Max fb/Fb Ratio = 0.457 1 10 N 16O) fb:Actual: 464.21 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H Max fv/FvRatio= 0.284: 1 A A fv:Actual: 42.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Left Support 0.28 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 100.53 Live Load Defl Ratio 2460 >360 Total Defl Ratio 1614>180 Boa* DStt< TFB d 17 y Lalr 2t?D‘ 13.'& SBC�b 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=0.250 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 a 10 L o 250 D(0.0150)L(0 0250) .o ,o L 8w0 fb:Actual: 702.01 psi at 2.508 ft in Span#1 Fb:Allowable: 2,263.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 S • fv:Actual: 83.14 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.110 in Downward Total 0.122 in Left Support 0.35 2.81 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 3.17 Live Load Defl Ratio 1172 >360 Total Defl Ratio 1059>180 D 0 0 T i ieligti :*TFB d 18 4�y z ``� tons • <r a Nub' IBC"vv. CBC7,9e'(ItS� BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary .1.0... ,_ ! ! Max fb/Fb Ratio = 0.140 1 fb:Actual: 318.80 psi at 4.500 ft in Span#1 Fb:Allowable: 2,276.84 psi 4 ~_ • Load Comb: +D+L+H • G. Max fv/FvRatio= 0.100: 1 A A fv:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Left Support 0.52 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.83 Live Load Defl Ratio 4879>360 Total Defl Ratio 3009 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:40PM ;;;;%;r/; ,., . ,S� le ,, 7- ,, ";:t" „ „M= 51 "1,Pgi ENReAtN .4„4 a Lic #•:KW 06002997 Licensee:C.T.ENGINEERING ING .; eam eS1911 TFB d 19 MAW' 'ejaculations per 2005 NDS 130 2004 2010,4i-1O BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=0.120 k/ft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point L=1.40 k @ 12.750 ft Design Summary Max fb/Fb Ratio = 0.085• 1 ��' ' S . '0320 fb:Actual: 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psi k Load Comb: +D+L+H .: .� ,._... Max fv/FvRatio= 0.094: 1 • • fv:Actual: 29.10 psi at 11.000 ft in Span#1 Fv:Allowable: 310.00 psi molt 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.010 in Downward Total 0.029 in Left Support 0.61 0.61 Upward L+Lr+S 0.000 in Upward Total -0.010 in Right Support 0.72 2.61 Live Load Defl Ratio 11190>360 Total Defl Ratio 4288>180 Wood e n NOT USED. // CBSAte: a.; ',� .�, ��€, r'2flf!!t►�I0.'�,IBC 2009, 20#4,.' E.740 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=0.320 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 u Max fb/Fb Ratio = 0.102; 1 0000,'. ..>.80fb:Actual: 233.95 psi at 3.117 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 • • fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194>180 Wood ..///B�.,:-eam/fes asl TFB d 2\1 jrk . ti • .. a " ll � f� CBShASCE 9, , BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.368; 1 Inommomoma-motamarm••• fb:Actual: 374.41 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi � _ •• Load Comb: +D+L+H fib Max fv/FvRatio= 0.264: 1 A A iv:Actual: 39.59 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-208 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.019 in Left Support 0.29 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.53 Live Load Defl Ratio 3874>360 Total Defl Ratio 2503>180 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2 40P Mui 1ple Simple PealllfE) 1Y . W4 2#?1d,�t�1, �� Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Wird Beam Desi+ n : TFB.d 22 • Calculations per 2005 NDS,IBC,2009,CBC 10,ASCE 7:40 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.380. 1 . .. fb:Actual: 409.10 psi at 1.500 ft in Span#1 � �EE�� Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H ,....;...`...'ID Max fv/FvRatio= 0.284: 1 A A fv:Actual: 51.16 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 1.91 Live Load Defl Ratio 5714>360 Total Defl Ratio 4798>180 '.% a peej4li ` TFB d 23 4 ii ��.., ..... ,.. ,. ...�� ` ....- Calculations per Sti05 NIOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads , Unif Load: D=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.70 k @ 2.70 ft Design Summary I,m Max fb/Fb Ratio = 0.582. 1 + iD(01425)L(0 1.1 ,)L02-,) fb:Actual: 626.70 psi at 2.693 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.492: 1 A A fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 rt,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.018 in Left Support 0.31 1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.18 Live Load Defl Ratio 3023>360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /\ /\ Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dart= 7.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER?-- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(cII = 1.00 FcL= 625 psi CF(B) = 1.00 CM(cp= 1.00 E = 1.6E+06 psi &TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING= 0.73 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 181)Nickerson St. CT ENGINEERING Suitc 312 INC. Seattle,: 12 l//��p It / w 7Project: w� —�►^>.� t>� L • �•�+t Date: z.. (206)2 J c>s4P 14 MI (206 Client: Page Number: (206)285-0618 I ; 14(...i. 1-Wz,..„E,61 Still-Y.:7;77-- - . • . • • 1; ; . . .; ; IF.,•,, •;• :• ,,, ..., i, . „,.. ; A, ) 11. f. •#.7. z .,..A\ A „,. •_17,:.„...,•=40,. , . : • . : , Ii ; , , , t . . . • , , , ; i , i : ; .., . ; ., iz : _-2,...i••, 1 ,, i 1, ,, • , . , , . . • . . . . . .. , , : , . , . . , : 1 . .. ._ . , , . •. :, . i , i : • ; : .. . ..,. . .. : , ,; ,: , , i ..1 : : . , 1 ; . ; „ : •.1:::,,....r.. ,1 .•;.. ; , ,......, . . , . • I ; 1 i u I 4 •I 2 ` 1 1 I 11 I I I �. 1 ' ! I I. - tir-STi9D. I I 1 1 • •i I • �� • I I I• ,' • ' L I C" , : 11i-! '71-!!171 I i I Z ?2 I i I , , . 'Z 21 I ,I 1 I i I i I . dR 11 1 I r' I iI I II I „ r I I III 1 1 • f I 1 i ; j� 1 I i , II I H. I • I 1 I I I I i i I 1- I i 1I 1 j.._ 1 I I: • I I I I 1 1i 11 : I 11 I I II 1 i I I . 1 I � : I ... 1. ; I 1 I I i• • ' • • 1 • 1 L i • I I • 1-. 1 I i I ; I , I 1 • I i- I , I I 1 i I ' - ; Structural Engineers CT ENGINEERING S80 Nickerson St. Sults 302 -� D I N C. ' Seattle,WA ProJect:��/�/1K1 ��.G,��i 1 lJL,�i.��t� Date: V) 2UG)9285-9572 Client: 1. 4l 4 O \ FAX: Page Number: (206)285-0618 Qom. Le5e„ v\t/NLL 61-01t:%' DESIGN 11"Vc • (Z�) �3 ) (5) rr DF3 771 775' I3eX 3,7\ 5.5''\ ..4 tk11‘D-Fuz. 9.D81 63,71/ '8.75 u3.V.` G 9`,95' 9,5, 9.75' 91 2,5‘.\ 3.7" _5.0K ,` . vlarcLs •mvmlo L--4 e 87l srcLXL. Ai. 6- 7. jr 2 . . 114;01FCAP Structural Engineers CT ENGINEERING Suite 302 I NC 180 Nickerson St. Seattle,WA Project:1 t P t. � �'( : F l_y 60k) Date: de4V 41. 9(810 20G)285-<F512 Client: k\) 0 O FAX: Page Number: (206)285-0618 U1�T_ .VF'' : !'vim - zs- . El. gtc:t.t. 6-Cu rsi Z (3 5. • pe 771 7?,' 5131 IT 141‘a 9.0D8,1 4 :71/ X31 I G 9!.9 9,SC:. 9.75. ,..soler s to.8\ 14/t_ iZ` A God/, 120„nrh ULT Ckp8 �C -ICUzaNEQ IZ - lz �.� ��-Nfi� X+1 • Com:'Sn.7->�• .• .:.K G C ( 39A) .1:C) Zo ALT - Sic. 2.4 3LC V, 11 0.G -2G.4')= 1 S.9i s-�Zv\cC '� oN cot-toms . . . ��'6lG - , . 2t3 If- jurpe.t.. WC. = FLAN A,C o 1A‘D 46.25 +1` - s5 . t ll✓0 1528 fiF-- Lu= hp,ac<�IC -2- ( o F C -� Zx, 2G161aG TQC - Q, Structural Engineers - Page 1 of 1 Design Maps Summary Report IBLISGS 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 is I �a averto 1,4 r.- x ET } t " € Pa fib` :/� / l31 4 /, a....'..... •; /E �•�. c S f ar,anIvo ,s � _ s a " Ung City ` hs // a E ' ate , , f , -,..<: '''''I'v . . _., r .�_ ' a., , . ,xva .3 ,.w, mow.,,. '.;, USGS-Provided Output S = 0.972 g SMS = 1.080 g S°5 = 0.720 g S: = 0.4238 S,., = 0.667g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. I IE ResponseSpectrum Design Respon> Spect1I11Tt 1.114 tt: ca Q37 OS' S 041 S 0,44 0 5 A 0 .4O f 8MM 19.31 022 0,22 8:11 13.19 0.04 "I° 8 b. t9. 0.4o b_ 9 1.8 9 i. J 1.40 t 0 Lig 3t 11,1k9 040 3 QiG 0. O Q 1959 1.00 L28 1.40 1.0 LOG 0* P rllad,T{ P.1od T{ } 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?t emplace=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation D Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://oeohazards.usgs.qov/designmaps/us/aoplication.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=F,,*S, SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitik - 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 Sus= 0.72 h„=19.00 (ft) Sm= 0.45 x=0.75 '.ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) ls= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 '.ASCE 7-05(Section 12.8.3) 11=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Ses/(R/IF) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,I(T*(R1)) (for Tc T,) 0.383W ASCE 7-05(EQ 128-3)(MAX.) Cs=(So,•TO/(T2'(RAE)) (for T>T,) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.85)(MIN.) Cs=(0.5 S,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.it S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REPO Cl C2 C3 C4 C5 CS C7 CO CS COO C11 C12 C13 C14 C13 C16 C17 'VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.6-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevator Height AREA DL AREA DL AREA DL w, w,'h,` w,'h,' DESIGN SUM LEVEL Height (ft) h,(ft) (soft) (ksfj (soft) (1:51) (soft) (ksf) (hips) (hips) Ew,'h," Vi DESIGN V ),;m N-S E-W Roof - ,19.00 19.00 1870 <0;022 41.1 781.7 0.61 4.40 4.40";%6.51 8iO3.r Top Floor 9.00 10:00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.13 7,33 I 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 12.65 I 15.36 I E=V= 10.08 EI1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,_ DIAPHR. F, E F, w', E w, Fp,_ ;14.1.tya, 0.4'Sas lc*wp 0.2•See Ir'wp LEVEL (hips) (lops) (lops) (hips) (kips) 24w, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.A_GOV SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31.30ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. -- Building Width= 37.0 45.0 ft. V uR. Wind Speed 3See Gust=' 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sea Gum „, mph (EQ 16-33) Exposure=` B B lw= 1.0 1.0' N/A N/A Roof Type= Hip Hip N-S E-W P330 A= 25.7 25.7,psf Pitch= 45.0 30.0' Figure 28.6-1 ps3oe= 17.6 a 17.6;psf Figure 28.6-1 P530 C= 20.4 20A psf Figure 28.6-1 Ps30D= 14.0 14.0 psf Figure 28.6-1 X=4 1.00'; 1.004 Figure 28.6-1 Krt= 1.00 1.00> Section 28.8 windward/lee= 1.00 1.00(Single Family Home) X"Krt'I 1 1 Ps=A"Kzt"I"Poo= (Eq.28.6-1) PBA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PsB= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) PsD= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) PsBandDaverage= 15.8 15.8 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2"2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-5) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50'; 0.801 0.70' 0.70 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00, wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) VI(N-S) V(N-S) Vi(E-141) V(E-VV) 31.30 12.3 0 91.02 0 218.4 0 127.4 0 260 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9.4 8.41 8.41 10.37 10.37 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.8 0 286.9 0 5.6 6.8 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s). 16.33 V(e-w)= 19.83 kips(LRFD) klps(LRFD) kips klps Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00: 0.00 0.00: 0.00 8.41 8.41 10.37 10.37 Top Floor 9.00 10.00 10.00 0.00: 0.00 0.00': 0.00 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 16.33 V(e-w)= 19.83 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 8.41 8.41 10.37 10.37 6.51 6.51 8.03 8.03 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 15.36 0 - 0.00 0.00 V(n-s)= 16.33 V(e-w)= 19.83 V(n-s) 12.65 V(e-w)= 15.36 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING EBL 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.X2.5"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 alowable 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. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof aiSHEETTITLE: "-� CT PROJECT 0: CT#14051:Plan 3713 Twin Creeks,Elevation D Dieph. vel: DirectioLen: Typ.Panel Height aft. Seismic V I- 4.40 kips Design Wind N-S V I- 6.51 kips Sum Seismic V I- 4.40 kips Sum Wind N-SV I- 6.51 kips `t)DISTRIBUTION TO SHEAR LINES' C3 Cd !'.5 C6 C7 C8 Ce Cif C12 Ci.t Cid Cis C16 2 p Trlb% Abow Lind Load �WM Line E W � 1st Line Trlb 2nd Lina 7rlh. iiffliElM k 2 _F. , OSSECNEEM=DEM®m . *, ®m ' Y o.00 o.o0 0MICE=M NIIIMIM M= Wim- 0.00 0.00 . , mm • 0.00 0.00 0M� M o.00 0.00 0= MI 'gym .4 p e.00 o.00 OEM E_ticiirin 1= 0.00 0.00 ECEMICEEI Balance Check: k ok Balance Check: ok Ok k ok 2 DISTR BUTION TO SHEARWALLS E.O. E.O. E.G. E.O. E.Q. Wind Wind Wind Line ID Lwall Co Lwall' Huai v V Ampllllers v' Type Type v V (ft) (ft) (5) (P5) (k) p 2"vl't.' oto (P5) (k) . "' 1 �€ . ® I ti® / �® * = y .Iif 006 0 6.66 ��0' 00 . e� 1 f 606 '0 0.00 ®" ®" 0' __ 0' e00 I. _0 6.66 ��o - M oo J�� 060 0' 6.00 ®" ®" 0' 00' ,:. :' R J ) ® n=.,,,-,...i.,LOA=Zia KEI � y 0 0' 0.00 ®" ®" 0 X00 Mall WIWI fain EKE=nai ''_ 9a - f 0000 0 < 0 0.00 �®" 0 00' E _ �,� , 666 KE 0.00 ��O clioo 17,74 -per 666 " _Q 0.00 ��0 X00 £z P , 666 r, !. 0 0.00 ��0' =MO p-1.00 “'Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.O.OL Uplift Factor. OL Uplift Factor oMfnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted n.due.e Net OTM Add'I reduced Net OTM Add! Max. Line ID L...., wdl ID(01) ID(02) Lue,, OTM R.,* Level Abv. Total D U U.,,,, OTM Rore Level Abv, Total U Uw,� U.,,,� HD S M Above Above ft kl.ft El.ft ki•ft ki•S kl.-1t k ki. Id ft Id-rim ki.ftkl R kl ft k ki. ki �L �i ..\ r� [ ® _ 's 13.98 17.81 23.03 -5.22 if ®$ -0.37 26.38 25.02 1.36 ®y� 0.10 0.10 NONE r�3 00 g _� , N' � ,; 0.00 NO �, k f 00 s. d* ,,,r ,- a 0.00 NONE i /�� 00 „ 3 fK M 0.00 NONE l F ,qk. - �� 0.00 ONE . •• f •, 16.22 12.03 32.38 -20.35 -20 35 .:. -1.25 17.82 35.40 -17.68 31 ® .. -1.09 -1.09 ONE ' s' 84 ® k ' 7.66 5.78 9.32 -3.54 ® 0.46 8.56 10.21 -1.65 .N , ..„ � '.® 3"`� .0.22 -0.22 NONE 0 �s,�: -_�� 0.00 NONE f 0 0 z .. - ; a _ �. 0.00 NONE' s iy� 1 r } 0.00 E l Mila + ix 0.00 NONE ,� '' 0.00 NONE'..,,, Ho/down Ctr.Offset from SW End '% in E. 0.00 -29.11 N.E.T, 3282014 CT ENGINEERING NGS_Top Floor SHEET TITLE X ;; a I�s„y = CT PROJECT e: CTA 14051.Plan 3713 Twin Creeks,Elevation D Dlaph.Level r Direction: Typ.Panel Height 1W Seismk V I- 2.8 kips Dsslpn Wind NS V 1- 6.1 kips Sum Selsmk V I- 7.2 kips Sum Wind N-S V le 12.8 kips 1 DISTRIBUTION TO SHEAR LINES Trib% Above Llne Load Line E W IMEN 1st Line Trib 2nd Line Trlb M 401 306577 1. t7z> S �� .7 �� n ®m... € _•te•a- 0.00 0.00 0.00 0.00 MAIM �� 0000 0.00 0.00 0.00 ' �m 00 00 0.00 0.00 0.00MMI. 11.1L1 0.00 0.00 0.00 0 00 ' 0.00 0.00 0.00 0.00 • - 0.00 0.00 0.00 0.00 ' Balance Check: ok ok Science Check: ok ok ok ok E=Er] E=11111311111111ESEMEEM 2 D STR BUT ON TO SHEARWALLS E.Q. E.O. E.O. E.Q. E.O. Wind Wind Wind Line ID Lwall Co Lwall' H0., v V Amplifiers v' Type Type v V (ft) (0) (ft) (p10 (k) p 20 (v (pt) (PIG (k) l i-®' ®'' ®" ®" ®' :T)i[ MILNE MEM ) 0000 00 MENNIUM WM= 00.00 �r�' 0 00 p 0. ��O 0 0.00 77 0000 y" v0 6.000000 ��0 0 0 .00 ave s® MUM Iw]E� �� 0000 p 00.0000 MEI. O 0.00 00000 p 0.0000 ��O O 0.00 6p 00.0000 0.00 0000 p 00.00 MIZEMIIIII0 0 0.00 rr 000 7:_ �p 0.00 MILIMINEL/Mp O 0.00 0000 ,;' 'sp 00.00 0.00 p-1.00 unable 4.3.4 AFBPA SDPWS,Footnote 1 *Special E.Q.DL Uplift Factor. DL Uplift Factor uvlMed: 3)OVERTURNING RESISTANCE I - Seismic Uplift Wind Uplift Resisted Realeted Radeo.d Net OTM Add'I Rsdoon4 Net OTM Add"! Max. Line ID La„, wdl 10(41) ID(62) L.,. OTM ROT, Level Abv. Total R U UWm OTM Rina Level Abv. Total U U.,,,,, U,,,,,, HO ft kl Above Above ft ki•0 ki•ft ki•-ft ki•ft kl•ft k kl• ki•0 61.-ft 61.ft ki•-ft hi.ft k ki• ki• • „i i � r?. � 35.15 32.70 122.30 -8954�Al&; -®� o Yrs -2.70 57.54 132.88 -75.34 q^ �vi -2.10 -2.10 NON 11 r 0.00 NONE-_r"ta �_ 7 � .u4 0.00 NONE.Y: •• 0.00 NONE., r 14.32 21.23 24.01 -277,'$ :® v mk.:d -0.19 37.29 28.08 11.21 y'. 078 0.78 ETND94 i �' ® x y �° 786 11.53 8.59 2 94 -0 60 -0.OB 20.25 9.33 10 92 i 1.21 1.21 $;014 • 00 ; • ;7' r 0.00 NON o o t:ri; )_ 1, %_ 0.00 NON 0000 y � w � 0.00 NONE I: r 00a' � � 00.00 NONE I.LBOESEtd:11ZLOSKI484,`,140101 �..7. GhYr'd .00 ONE 0 4 0.00 NfSNL `N E_ -29.11 -90.13 Holdown Ct,Offset from SW End: 3��;�in 3/2872014 N.E.T. CT ENGINEERING E&W Roof SHEETTITLE. CT PROJECT#: CT#14051:Plan 3713 Twin Creek.,Elevation D Diaph.Level: Direction: 7yp,Panel Height R Salami.V i 4.40 Mps Design Wind E-W V In 5.03 MP. Sam Seismic V I• 4.40 kips Sum Wind E-W V I 8.03 Mps I1)DISTRIBUTION TO SHEAR LINES' CI C3 CJ r.? C6 C7 CO �< C12 Line TriE WMIEN 1st Line Trib AveLo Line Trib. milamenum .2:211 2.199 4 01513 ;�, X s� �'�®i ®' =MI MUMMER'S £' : '®'. '��H- , S ,; • 0.00 0.00 IIM=MOM 0) 00.00.00 00.00.00 0' . -- �m1 ,'<;,� 0.00 0.00 0-- , C ,�' 0.00 0.00 O-- �� 0.00 0.00 0-- L=1E1® L. 0.00 0.00 ®' ®. Balance Check: ok ok Balance Check: ok ok ok ok 2 D STRIBUTION TO SHEARWALLS E.O. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwell' H v V Amplifier. v Type Type v V (0) (R) (R) (p0) (k) p 2wihru (plf) (PR) (kl 0000 p 00.0000 ��O O 00.000 00000 p 0.00 �� . 0 0.00 0000 p 00.00 ��0 m p 0.00 0000 p 00.00 �� . p 0.00 .000 , ;i • 0.00 0 O 00.00 0000 3p 0.00 ��p p 0.00 000 p 0.00 =p _ p 0.000 000 • 00.00 ��p ' 0.00 0000 ip 00.0000 ��O O 00.0000 /t-1.00 .Table 4.3.4 AF&PA SDPWS,Footnote 1 *Special E.O.DL Uplift Factor. OL Uplirt Fectw wfWnd: 3)OVERTURNING RESISTANCE I Selsmie UpIIR wind Uplift Reeieted Resisted R.du..d Net OTM Add'I R.duc.d Net OTM Add'I Max. Line ID La,. wdi ID(#1) ID(#2) L,�aru OTM RorM Level Abv. Total 11 U U,,,,,, OTM Rors Level Abv. Total U Uwm UHD (R) (HO Above Above (h) (kl.R) kip-R) (ki•-R (kip-R) (ki ft (k) (kip) (M.-1t) (M.R) (Id.-ft) (kip R) kip-ft) (k (kip) Ni. { 30.14 17.81 91.73 -73.92r s ,..:® -2.49 32.52 99.87 •6714 idAb® -2.23 4.23 NE:" 0.00 NONE 13 0 f €i 10.75 8.9181 14.78 -5.87 ®°�� .0.55 16.26 18.06 0.21 0 21 0.02 0 02 NONE . 14.78 5.87 b� ®� �� 0 -0.88 18.26 18.08 0 21 - 0 21 £ 0.02 0.02 NONE " 0.00 NONE 3 0 0 m9 d: 0.00 NONE MIL '0000 ,,,,,, HIM _ i3sj= 0.00 NONE a� NONE 3 000 31 1' � • Goo 00 ' '� J• 009 N.t� £, a 0.0 „ '�-$ff.,,. ::;;i' �4'. 'i.o ? % YF., sic;,,, 0.00 Rona Hddown Ctr.011sef from SWEnd ��1 �'.In L= 0.00 -85.66 N.E.T. 3/282014 CT ENGINEERINGpf E8W Top Floor SHEET TITLE CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D Diaph.Level: r Diretfi°^: NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height R Seismicl= 2.8 kips Sum DeSn 15.4 kips Wind E-W V 1 Wind E-W VI- 5.4 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Salsmk V I� 7.2 kips � 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Llna Unliorm S ar,v Line E W E[k( W[k] let Line Trlb 2nd Line Trlb. E W E k W k L E •y W 25% 0.01 1.8 312 '- 2.20 4.02 2.90 5.85 24.15 Epr 0 242 50% 1.01 3.6 624,t'7F . a i 1.32 2.41 2.72 6.08 23.06 r 118 263 25% 0.01 1.8 312.;I,x,?.�,,,g;.Y,,'',, 0.88 1.61 1.58 3.44 4 395 860 D% 0% phi t 0.00 0.00 0.00 0.00 0 0% „ ,,1;'; 0.00 0.00 0.00 0.0. 0 0% ,. __= 0.00 0.00 0.00 •.0 0 o% £ a a # - 0.00 0.00 0.00 0.00 0 E= 2.80 7.33 E= 440 8.03 0 15.36 Balance Check: Ok Ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.O. E.Q. .0. E.Q. Wind Wind Wind Line ID Loaf Cr Lwef tiveu v V Amplifiers v' Type Type v V (0) (ft) (6) (pe) (k) p (ply 00 (k) ire:F:1.,.. F C2 C3 Cii C'b C? C6 C.10 C11 0:12 01, Ci4 ,c r ,`t:;/ x:, ,..,�� 0.00 , 0 0.00 1.00 1.00 0 "+.w. •;. 0 0.00 000 0 0..• 1.000 1.000 0 •',-- 0 0.00 13 40 '.,3 i; 118 .58 1.00 1.00 118 PBTt�_ 263 3.53 966 r• t 118 1.14 1.00 1.00 110 '•'{'Ni 263 2.54 . • .00 .0 1... , ... 0 .00 \2111 } 3d o o.,. 1 o. a- gib '00 , R 0 0.00 1 00 1.00 000.0. 00 00 „�,> �� o o.� 1.00 00WIIMMIKM 0.• -.0 "H;:„r ., :mfr° 000 ,;x 0 0.00 1.00 1.00 0 _-- «» 0 0.00 p-1.00 "Table 4.3.4 AFBPA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor DL Uplift Factor u01Mnd: 1)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reamed Net OTM Add') Max. Line ID La,,, wdl ID(#1) ID(92) L,,R•, OTM Ro,,, Level Abv. Total 0 U U,„,„ OTM Rona Level Abv. Total U UU.„„ HD (9) (kit) Above Above (8) (6p-8) (kip-R) (kip-R) (kip-8) (kip-ft) (k) (kb) (kip-R) (kip-R) (kip-E) (kip-R) (kip-R) (k) (kip) ki• „ 23.90 26.39 69.79 -3340 -10732 -049 53.22 64.98 1174„ a J.30 4.10 NONE '' ,,,,z 0.00 NONE (<'� sn� �,a;` 00 ,• 1�,9 •,... ,,..•, ', ,,: ��:,,., ' _.3.._! 0.00 NONE. ® ••.• L',..,i 13.15 14.39 33.17 -18.78 , j ay.s;a'i�i � :d -1.43 32.13 37.47 .535 ;f: ;'1111[1...,,',:! -0.41 -0.41 NONE a"'diEy / aE,&s > <r. '.a®%,-„`s:,<f, .:,.,<? 9.41 10.37 12.40 -2.03,,,,,�x 203 ,,y' e„ `at .0.22 23.18 13.53 983, ;® ,,s,,,,,- 1.02 1.02 9TNGI11 $ ;f Y ,,:, ea:,i, ,,,,,<,.t ,as) 0.00 N•a ;� ,,:< l,sv'�� r � ,h _?.' 00.0000 NtiN ,ham �-�: 00 :,Z'� )§.1 ' `'_, a x}�',��i ad _, 0.00 E Prtitit6SiPliriZtri 6.00 •NONE IV• 4N�� ,, � . _>.:`�F:i 00.0000 is T= -85.66 -116.89 Holdown Ctr.O#sst from SWEnd.,,,,,��--In N.E.T. 3/282014 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 /b Vw= 4015.1 lb V1 w= 3144.8 lb V3w= 870.4 lb ► v hdr eq= 72.4 plf ► A H head= 1.10 ft 4i • � ; �� _ . , WALL TYPE ,y;' }31a.srY svis '� 3 , If P6T H pier= b t N E.Q. 5.5 ��f' r 3f�„ �� 3,. f p f �� plf P6 WIND feet H total= s 8.1 feet H sill 1.5 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 ” L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► f ►I ► 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 plf ► • H head- r�� 1.10 ft 7 . • � _ WALL TYPE H pier= plf P6 E.Q. 5.5 � plf P6 WIND feet H total= 8.1 feet ♦ „� � ,3 H sill= 1.5 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 0 4 0 4 ► Hpier/L1= 1.83 Hpier/L3= 1.83 L total= 11 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.B 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 ► • H head= 1.10 ft • .; WALL TYPE Ga H pier= �� plf P6 5.0 t plf P6 WIND feet � mgj H total= feet la' H sill= 2.0 - feet • ♦ . .... ..: REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 Hpier/L1= 1.67 Hpier/L3= 1.67 - L total= 11 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051:Plan 3713 Twin Creeks, Elevation D WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 5848.2 lb V1 w= 1573.5 lb V3 w= 4274.7 lb ► ► v hdr eq= 120.1 plf • H head_ 1.10ft �sy} ryar7dY � C !t H pier= �� W plf WALL E.Q. TYPE 5.0 �� plf P3 WIND feet E" H total= 9.1 feet H sill= 3.0 [}i 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 ► Hpier/L1= 1.67 Hpier/L3= 0.61 "11L total= 24.15 feet Seismic Capacity Multiplier, 2w/h= 1 [TbI.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 77— si n 4ti `:f r • z • A PA C r1 GTopics TT- 1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ©2014 APA—Thc Engineered Wood Association PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ= 790#< EQ(ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••tt(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • • : 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1 31 EQ(1444 WIND) oundation for Wind or Seismic Loading"'`'"' (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to 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 h2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t 1 1 4 1? opposite side of sheathing Pony " 7 wall height • •• • I. •IIiIIIIIL: r::gE1IIII1f1I sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' • galvanized box nails at 3°grid pattern as shown /panel sheathing max wall .tal ` r�' Header to jack-stud strap per wind design. •'r Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' • Min.double 2x4 framing covered with min 3/8" • t/• nailed to common blocking max • r,• thick wood structural panel sheathing with EEEE -• within middle 24"of portal height •r :. 8d common or galvanized box nails at 3"o.c. ' height.One row of 3"o.c. g •C, x. 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 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 {T¢- I jack studs per IRC tables Top and bottom of footing.Lap bars 15"min. a R502.5(1)&(2). �\ \i'l 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 installedper IRC R403.1.6— concrete and nailed 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,Mitlinu m 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 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:hen Form No.TT-100F p@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Ike Engineered Wand Association 180 Nickerson St, C T E N G I N E ERYRIRI tNG Suite 302 Pro leo. o tNv1e pl ✓ Date: �16. ,a-?- Sattle,W A (206) (206)285-4512 2� � 3 Z ( > 5 G 29)Q54.5:2) PAX: Client: . Page Number: (206)285-0618 Ve, 50771 o.�SVIG- b 0 f,g r A) tl ® `` X ib(( 'ZI r k t 2�� Lf3eni Tvg- 051-4) ?=.6772/44 t511-9.. rE)( gt= . a)(D2 40) . 5 )0,)(416) , WZ3 Cie) • Mn---. .(2)69,1).(60)( 4 • Cl)(,?)lav L.6 .— oV r 64 )11. 4, k4 )111:.: Le ) 5 ' a X l& w/(2' of- o.;66 utur - 12X1Z &M 4-` -L n2. dt • 1 N € tJ o �1 rI 8 U5 e _9VI jj 3? k2- ' t = 4;5 PSR �U Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 IA Table 2.2A Uplift Connection Loads from Wind , •• • s . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) `+ 700-yr.Wind Speed 115 120 130 140 150 160 170 180 195 m 3-second gust( .h 110 Roof Ceiling AssemblyRoof Span(ft) Unit Connection Loads(plf)1'z'3'4'5'6'7 Desi;n Dead Load 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 0 psfe 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 111 23 60 428 468 509 598 693 796 906 1022 1146 1345 Di . 12 70 80 92 116 142 171 201 233 267 321 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 a 48 194 227 261 333 411 495 585 680 782 944 60 236 276 317 406 501 604 714 830 954 1153 12, 46 56 V 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 • 66� 20 psf 36 32 58 84 140 201 266 336 410 489 616 i,q'f•' 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. 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.) 12 16 19.2 24 48 Multiplier I 1.00 I 1.33 I 1.60 I 2.00 ' 4.00 !i• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads 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 plf) ^ _: 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 4fl. �1':: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. cy,_ 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length l '' includes the overhang length and the Jack span. i-iia Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. I-C . • h. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 INC. •G� Date: Seattle,WA Project: . / 5 s i 98109 Z �' (206)285-4512 PAX: Client: Page Number: (206)285-0618 _\21/1\1i). � 5 010) @ 712),45 ` inipti_ 601 * \AbDD OROst MA-aAth W) KZ = 1 10 MP ( w7j 15 P5 Anr DZ • t% CavtitAco 'This 4r� 3r, 4 40 - ; lig l! , • U! boo 20 )5P 4 .2) Y_ t4 LT. Asb )\10c6-: -/-1//9,e maofeviiffs 2X ; i4II ( c9fAm6A 21 U1,- *- (4)(2) 6,6) 2 G)I(Z( J o < (2 ( 14-7- (1-6y 6124)(0.75 = 4-m44- . . t_ . 9g7,46- C) -TYP 6vivrodo '&64. PLV framfriva ft,oce_ ,1175(L., (Ey nm) Dolo.t\) Structural Engineers TRUSS TO WALL CONNECTION ';1'i VAI iii`:; /OF SUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1 11 I I 1 PU 1 H1 (6)0.131" X 1.5" (4) 0.131'X 2.5" 4of) ,r, 1 H2.5A (5)0.131" X 2.5" (5) 0.131" X 2.5" '"):'6 1111 1 SDWC15600 - - 4N?.. .....II!. 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" lU/il 700 2 (2)H2.5A (5) 0.131" X 25" EA. (5) 0.131'X 2.5" EA. 1070 220) 2 (2)SDWC15600 - - rilti 7.511 3 (3)SDWC15600 - - 11I,'.1 315 ROOF FRAMING PER PLAN 8d AT 6" O.C. ` 2X VENTED BLK'G. 0.131" X 3" TOENAIL "' :r/ ' I'i� AT 6" O.C. IIIIWII: 14 H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION '-XPi- VMLUE'.� iI.OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI.IFT Fl PLIES 1 H1 (6) 0.131' X 1.5" (4) 0.131" X 2.5" 405 11 1 H25A (5) 0.131'X 2.5' (5)0.131" X 2.5" 535 [ �10 1 SDWC15600 - - 4i0 115 2 H10-2 (9)0.148" X 1.5" (9)0.148" X 1.5" 11)70 700 2 (2)H2.5A (5)0.131"X 2.5" EA. (5) 0.131" X 2.5' EA. 1076 7711 2 (2)SDWC15600 - - - 51711--1.w_ 3 (3)SDWC15600 - - 14'+',1 345 - ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Bd AT 6' O.C. CONNECTIONS 2X VENTED BLK'G. ..11Eir&A% IMail%.,4.4410414 • 1 NB H2.5A & SDWC15600 STYLE COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 / n F I N C. !:8512 7iDate: !�1 • FAX: Client: Page Number: (206)285-0618 I. Cvi_ A�" , • • • • 1t C ' CPo : Kkr. ll1Erl4• . • • `6�li TALL • : . I (z)A• ', XI.6 .7 `1`f LL I. 119` t ld. i.Ci l � M l/r • H , II-I • 1 • l : I I I , I ' I 1 -„. . . , „ „ : • . „ . „ ,.6,6A , ,,..:., ,: 65. . i I - 1Ii • _ _ ' I T _ i ; : : I I i I . I. _ . .i _..I• ..-., ! ,. ! .. • ._ 1 ...1.. 1.. I • I I I 1 1 _ { - : I I I f I. I i i i I ” I i 1 • • I .I • I I i • I • 1i , f j ; I 11 { • I • 1 ! 7 7 I l f I -.I. I ' I I . I I 1 I I . I 1 .I_...I• ...! I _.. ! I . I i... 1 I I I .. I - I •• I I i .I 1.. 1 ff I I ... ... ....._ ( I f 111 ; I I 1 _ 1 • • I 1 ; i ; 1 • I . • •1 •..1 .! ' . 11 ,11 11 I ii , • 1 • 1 I- ; 1 1_•I I _: , : : • 1 1 -i I : 1 I- • 1 I I _ •• •1 1 • I_ . - i i • I I. - A l • i i ,.i 1 ' I 1• ; 1 I 111 1 { 1L I I '- ! II illi II ! 11I 1 . 1 ', • Structural Engineers CT180 ENGINEERING suite 302 Nickerson St. INC. t wattle,WA � , r `�' 98109 Protect: , C�� 6� � ! 1/4ll�v.� • 1 L. � �1 e Date: 3/2,(5//1.. 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