The URL can be used to link to this page

Specifications (16) /k57zo/c - cow C .? 733 Sw /7e-fit-7 RECEIVFD CT ENGINEERING APR 4 2016180 Engineers 180 Nickerson Street Suite 302 Seattlera , WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY Y OF # ;;f-s,,K: BOLDING .+I ISiC1'J #15238 Structural Calculations River Terrace � NF ,4 Plan 3 ��•; 60 ' • : Elevation A ;it Tigard, OR 22 �� !FSr •C 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 CT ENG I N E E RING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. RE.a.3 RB a RIM. RB.a.3 RB.a.2 I Ilk 22x8 DR (2)2x1 HDR (2)2,B.HDR (2j12.-. ' i Eir _4 7 1 All 11111111 1 , II „L lAiwMllia.i.1i ' 1110i Ifl � 0IiI1t1ILt11 —--III Ng IIS' .dlii!! al'B 1 f, Idi ,II " 111®�� IIIc �j\, � RA.a.5�1 V ■ ...OR MIN.HDR TO O E RB.a.7 RB.a.7 r GABLEE D TRUSS SIM. RB.a.6 RB.a.6 (DA.:- Roof Framing Plan 1/41'-0" dikkiP P3 . (2)TRIM.@CTR.HDR 1 TFB.a.2 TFB.a.22 I TFB.a.I e)2x8 DR •4 N4R • 4x10 .5 $ 4x1.HD': 4x1•HDR[ 2)2x8 DR j __ _- '-17F.T1rAMACE• ----- I 2)TR . 1 I 1WINDOWS:(' )2x9•NG IS D - 1 STUD 9TWN.SGL j}_ TRIMMERS,U.N.R. w f 1. ti • STH014 to h -J 8.: 10 30 0, STHD14 \ _ O@ v o 1 r 4, x a r ti I E g ____ r____—____, _ ____.ti I STHD14 1 ui 1 i TFB.a.8 { 1SAL S TFBL a.9 's' TFB.a.iO . ....... .03.xi _ _ ___—_____ 0 r-y-tr 6 i 2 - _- =r"3It•-_ -_,.1- �y iBELOJYi 1 WH � ,/\ ` [tPEN FO�r' 1 'i 58.0 1L7 '.....%))71,2.F0.) : . .THD 4 i ., S 014 J i ~�`�. ,� ' S737 78�' . ` 1 is I i I,:: Y` --- ::= STHD14 •.\,,f'1 m © TFB.a.ll' i .. =31 TFB.aB © E .. 5.25 14��DJ -- fiyr 4 L B. V`w�waao a�o��`+I0 a+00 as a` LJ i /-;-) O L:7; x z faµ ,r.„ V-1 E E '0 - TFB.a.6 l TFB.a.141 IN - v 4' TFB.d.lg I .i S .59.1 118 JN- . I' m LBS 25x1:•CONT. 3 ',m �i 1 N sTHDI4 m ShND1a MEC, ©I 1 ER I F ' L„== I UFF ' +�+sf ]��5�•1� prelim., �. : TFB.-a.7 TFB a.18 r. =�71,liM TFB.a.21 I MANUFACTURED ROOF ', ' n.•g SIM. MANUFACTURED ROOF TRUSSES @ 24'O.C. - 11 — x 1.$1‘..43F SLOPE TRUSSES @ 24'O.C. TFB.a.21 TO UPPER ROOF TFB.a.i7-NOT USED OA -Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0" • 3T-0" • 18'-0" 19 , -• T ® , 5 0• 312"CONC.SLAB o SLOPED 1OWN /t� -t 1/4:12 I P3 O O.S 'SLOPE 1/4:121 ( ,T.O.S c .e HJ r -7 \iiiF 'HHi } \ : F_ td� rs1 L . SFHD .HpUq Iq •3I . 24><t4'Ic10 FTG l ::-1 12' m '.WAYTYP 11N.0 r'. ACS DAP 8 PBS46 '.I. l I i m TVP ua�o a el 3 .....::o5Ci0'X10'FTG :. ABOBOVEE4Ca l WALL .. TYP. (BEARING WALL.'. r 2i4 PONY WALL: m • .. 1 '.'_3 41pL7_:_� I *T'B 10' .. t4 6 V4 i 13•'.8.V4 2x6 PONY '.... T F WALL #: \-STHD14 STHD14 I l -.._St HD112 ' O P4 ® 1 1 Rx4 PONY . _ I. � WALL .171. I 1 o 19'-612' .,kd WAY l ABOE. W _'_I. m ti '� I.:.1 2" ABOV -1-; VE :.STRODE ''I. 312'CONC.SLAB Sf SLAB SLOPES 3 1/2" FROM BACK TO APRON uL - ® VERIWITH RAE SLABHEIGHT 9c4 PONY . WRH GRADINGPLAN YVALL '1. I 1 Qa 1 I A�!� I 442Pn I '-'.d 3` -'ivOYi 1: F. 18 a all ail J \ T O.S. .. 'PDNYWAL '.I. 312"CONC.SLAB $!I�$� �. \ 11 r a : - _ I SLOPED DOWN . .Vi. .� I. ,F ??? 1 1/4:12 STHD14 STHD14 2 .1 .. ...... c Q O 18 , . I 4. - g_, �\ 56.1 '� L---- ____141 8_ L I F a t P3 1030 1-101/ 19.3' ' 1 9-4' ' 5'-63/4' , 5'-11/4' 0 OA - 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.S.) 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 151.0 PSF FLOORfloor finish 4.0 psf NO gypsum concrete 0.0,psf 314"plywood(0.5.8.) 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:28 MAR 2014,229PM i. .,s « 1 // 3333 V�j 'fi t C. F.,�Z ` 8. 7+ 0min" 1� Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Beam tgn « RBa1 'T. tii4a; ,i i r \ Cala lations per 2008 ND ,,IBC 2009,qBC 20 ,'ASG BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=7.20 ft Point Lr=3.20 k@4.80ft Design Summary Max fb/Fb Ratio = 0.562; 1 ==Lr 0.180 - fb:Actual: 570.04 psi at 2.950 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.310: 1 A A fv:Actual: 46.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.047 in Left Support 0.27 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 3.52 Live Load Defl Ratio 1730 >360 Total Defl Ratio 1277>180 « « Beam design RB a 2 o �... �`' 0il [ons per21t0BDSIBC 2009 CBC 20itAsCE fi 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=22.0 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=7.20 ft Point Lr=3.20 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.745. 1 D(0.330)Lr 0. :.1080 Li 0.180 fb:Actual: 694.24 psi at 0.999 ft in Span#1 Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • Max fv/FvRatio= 0.807: 1 A A fv:Actual: 121.03 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 1.48 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3058 >180 ilifTatteam fain 'RBa3 /e \\ ",Calculations per o,AS144 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-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.0 ft Design Summary D 0.330 Lr 0.550 Max fb/Fb Ratio = 0.530. 1 fb:Actual: 493.67 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H 410 Max fv/FvRatio= 0.634: 1 A A fv:Actual: 95.14 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 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.10 Live Load Defl Ratio 3876 >360 Total Defl Ratio 2422 >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 . , .,., ..._ . 2014,229PM otir / G s , sf 3 : e . `)1ef614 I „,', Lic.#:KW-06002997 Licensee:C.T.ENGINEERING � • � •r1 RB.a• 4 a �, latici a 0 ASCE, ,kw4:.,��.. � //��... ,.. �� ...:. .�. --a„ ��:. .... ....�a, . %ii ��. .,„�`►.NDS,.,: a08,�"'' ... '_ _.,„, r 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-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=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 immmoniurar Max fb/Fb Ratio = 0.091; 1 t �' fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.01L 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 Wood ®eSid RB a 5 Cakulaliong per 200 OSABC 2010 ASCE710 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 Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=7.30 ft Design Summary D 0.1095 Lr 0.1825 Max fb/Fb Ratio = 0.102; 1 fb:Actual: 104.16 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.087: 1 A A fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 n,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.001 in Downward Total 0.002 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 23041 >360 Total Defl Ratio 14400>180 �d igtl RB.a 6 ... Paleu ttus '2�0O BC 2009, '* ' 010,4PE :. ... 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-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030 Lr(0.050) Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi • • Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0*x 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422>180 • 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 Prinr;' r 4 i _ r i ° F 4 i'@ } 1Tted 28MAR 2314 29PM ...40, 1070-00000:0,� °jL ..._zf iii �,``�/,� „�t,,,� ,,,,, �.:t, ,..,�," $ ,.,`��,,,:,. 't� � �.' �.,� :; Lic.#: KW-06002997 Licensee:C.T.ENGINEERING + ESl�l1 RB a 7 , %" 00," o a: Calculations pa't^ ,i 20 BC'00,413,S1 444BEAM 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=23.50 ft Point Lr=3.20k@0.20ft Design Summary Max fb/Fb Ratio = 0.629. 1 D 0.3525 L 0.5875 fb:Actual: 640.02 psi at 1.270 ft in Span#1 =____ Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.487: 1 A A fv:Actual: 73.06 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.014 in Downward Total 0.019 in Left Support 0.53 3.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.09 Live Load Defl Ratio 2614>360 Total Defl Ratio 1897>180 e�� iglt RB a 8 ' 7 lcu ces r,2005ftS,1B+ 2005'; Bc o40,Aft 7v4 0 41 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.063. 1 ::: fb:Actual: 64.21 psi at 1.250 ft in Span#1 a = Fb:Allowable: 1,017.68 psi :•..; � Load Comb: +D+Lr+H 110 410 Max fv/FvRatio= 0.103: 1 A A fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 IL 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999 >360 Total Defl Ratio 23361 >180 '16100tElearn D,Sig, RB.a 9 � ' .3 ,. . ,A `' i: ,.'�akulati �l�UrZ00516008c'R', o9,' Bc'2t 4444 t E 1O 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, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.253 1MINMIIlIIMIN IIIIMNI >. >_NM.- fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi III Load Comb: +D+Lr+H 411 Max fv/FvRatio= 0,207: 1 A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.011,2-ar8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D I. 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 Del Ratio 2920>180 Title Block Line 1 Project Title: Engineer: Project ID: You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pinto 28 MAR 2014,229PM ® 4th.° 4 ' �/.c ,,;,i'I 8I4 .fid x Lic.#: KW-06002997 Licensee:C.T.ENGINEERING 01 /Milt" RB.a 10 il ,.K. ,v-t,...:440;:: :':...40 :-.,...„46,...,..,&i.W. .im ...,„ ' alcid ns,j er -,,, „9,1D,,,,,,, .:,,l B9,CBc ZQ,"I AWE 944 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 klft,Trib=4.50 ft Design SummaryD 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162; 1 �� - fb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H AIIII = Max fv/FvRatio= 0.166: 1 fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 a,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 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 Defl Ratio 9125>360 Total Defl Ratio 5703>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:31PM , o & rr rr '4°` fir' ' e t f11e i.#1�1 do "''t.EGfs�ss: 8 e � Y � ,< . �,s Arai. fyr�, , '• ,:��, ba � �� * £� � �i, .«14.7gett4AildS,10 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description TOP FLOOR FRAMING 1 OF 3 Wood Be: y� an TFBa1 '; . Calcu mai✓iii .;.• .� , '� �imiiiiciWitsc 2009 C.B.201.x.: E MO' 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.142 10.380) 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 Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 R 2-2J 0 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 We • . tilDeS19 TFB.a2 .,. • fir% �.. .,,� ��,.. : `. i . Catcu: 4 r `.� t� IBC 2009.CBC 24 4•,ASCE 7410 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=0.940 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point L=3.20 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.991; 1 cam . tb:Actual: 1,067.54 psi at 1.613 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.653: 1 A A fv:Actual: 117.57 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Defl Ratio 1358>180 WCiOd 1 �1 j TFB.a 3 i. le tad pier2005•NDSr, l tCBC 2010'A E 710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 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=0.8840 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 = 0.673. 1 fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi • ,� ,�•_, � � . Load Comb: +D+L+H Max fv/FvRatio= 0.481 : 1 A A fv:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.01t,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 2.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.53 Live Load Defl Ratio 2422 >360 Total Defl Ratio 2032 >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 2314,2.3'PM .;;;; /� rr ,j'rte" ;% ::' / p o -0114051T-1601,1054 Lic.#: KW-06002997 Licensee C.T.ENGINEERING Wo TFB a 4 i ..• ..�\\.�.3 , .�:„.. • � � . . mUi#atcftelS per Z40$NOS,lBC-2009,CBC 2010,;ASCE 710 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0 010. b�.o2e8o) Max fb/Fb Ratio = 0.165; 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 -- «-_ Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H A4. - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 It,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in- Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653>360 Total Defl Ratio 3457 >180 " Beam Design TFB a 5 + i e ,/, fcuper*,5 *OA cEiC#20;ASCE 710 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Dt:1 gis ,o,"vo) Max fb/Fb Ratio = 0.951• 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 ��. Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.o e,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 11,•k • Dig _gFBa6 raipoio E.7.40 BEAM Size: 5.25x14,TimberStrand, 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 2900 psi Fc-Nil 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Unif Load: D=0.080, L=0.8840 k/ft,0.0 ft to 9.750 ft,Trib=1.0 ft Unif Load: D=0.080, L=0.2720 k/ft,0.0 to 9.750 ft,Trib=1.0 ft Point: L=3.20k@4.50ft Design Summary Max fb/Fb Ratio = 0.862- 1 ; fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 X88; Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.701: 1 • • fv:Actual: 203.32 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 9.750 ft, 5.25x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.214 in Downward Total 0.235 in Left Support 0.78 7.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 7.11Live Load Defl Ratio 546 >360 Total Defl Ratio 498 >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 he ,. ,fx i j' wg , ;,,,,,„,r,,,,,,,,, a4i,44;:4_, ' r.,. i ,,M11,,2014 iii M Lic.#:KW 06002997 Licensee:C.T.ENGINEERING w e. ,t 5 gn.,TFBa7 l! "�, *z,,, � „i: �.. .. r .. % \ u) per 5 ND .J8 ; O9,C , 1O �E 74 , BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D 0.0450 L 0.0750 Max fb/Fb Ratio = 0.061 1 :_: fb:Actual: 61.64 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.050: 1 A A fv:Actual: 7.45 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) o L Lr E W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.07 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.11 Live Load Defl Ratio 32446>360 Total Defl Ratio 20278>180 Maodjgeattrdesigai TFB a 8 :! 1,,' /'k Ca itati"o4Fe SWAM sC , B0010,AS' E 7 c BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870. 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 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 Pnnied 8APR 20 4 802AM 1,Zo< jig_ 'u yr %j .t l n & ', .a Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 W« « « DeSg TF-137a.9 / \ * u DS, 300 AE T= 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 D 0240 L 0.640 Max fb/Fb Ratio = 0.349; 1 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 N: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 ✓. ,.. per' 5l ,IBC .COO 2010,A 710 BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=9.50 ft Design Summary 0 0.1425 L 0.380 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 • • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 n,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854>360 Total Defl Ratio 10076>180 Srfi es[ TFBa11 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-PM 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750; 1 D 0.180 L 0480 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi Load Comb: +D+L+H .' Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 N:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed*8 APR 2014,8:02AMt �_ „ _ �.�., v ,;:55.... ;. ., 5. i E .,5.:. a ® 4 f i_m - Lic.#: KW-06002997 Licensee:C.T.ENGINEERING rWirtad C�al� sjgt TFB a 12 . .- tai1! r\ `5y.t. l'l m s Z} Q,rN3#�E'�F11/ BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.410 Max fb/Fb Ratio = 0.136 1 ..>_.>_ .... fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 A A fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 R 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 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844>360 Total Del Ratio 4250>180 WpciiiBtYlL t1 a 13 , - „ //% , jf 71 -Mk - cu' her s Hos,0 2O*Cir' v, 1S*77.it 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=0.040 k/ft,0.0 ft to 9.50 ft,Trib=5.50 ft Unif Load: D=0.0150, L=0.040 k/ft,9.50 to 16.0 ft,Trib=7.70 ft Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft Point: L=3.20 k @ 3.750 ft Point L=5.40 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.605. 1 0410§osoa, fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 D.08250 L 0.220 >_�:_ • Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.397: 1 • .<...�... y.� ,.�......�< ....,,�,. �. ,. -.-.w �.; _, , .:,�M •.. �, fv:Actual: 105.23 psi at 0.000 ft in Span#1 A Fv:Allowable: 265.00 psi 16.0 n, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.253 in Downward Total 0.292 in Left Support 1.01 6.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 6.17 Live Load Del Ratio 758 >360 Total Del Ratio 657>180 Of, B4d a ig TFB a 14 BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary o 0.09750 L 0.260 Max fb/Fb Ratio = 0.214: 1 .....« fb:Actual: 218.04 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi .�., , Load Comb: +D+L+H Max fv/FvRatio= 0.171: 1 A A fv:Actual: 25.67 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 0.17 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.42 Live Load Defl Ratio 7361 >360 Total Defl Ratio 5291 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 �ranted 8 R 20 a ,:,„:„ ,, .. ., . ,, v„v,E, ,,,:„ „,,, ,,,,, .... .„,,,, , „ ' °,,,, Lic.#: KW-06002997 Licensee:C.T.ENGINEERING ail`© 'i I TFB a 15 #t. T I CEttpt A .. BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pill 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: L=0.1720 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point L=6.50 k @ 2.0 ft Design Summary IX 10) Max fb/Fb Ratio = 0.679; 1 , , L0 72' fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 =___ Fb:Allowable: 2,313.41 psi H+ L + D Load Comb: + � Ifl Max fv/FvRatio= 0.510: 1 A A fv:Actual: 158.03 psi at 3.213 ft in Span#1 4.0 ft, 3.5x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.042 in Left Support 0.21 3.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1196>360 Total Defl Ratio 1150 >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 2014,2:32PM YYyf, i:. jiii. 4 / 'f' 'raw .>. . ,-,,F 4 ,7-' t ,a ` ftp s ,,,, w C.T.ENGINEERING Lic.#: KW-06002997 Licensee: .ENGINEERING Descri.tion : TOP FLOOR FRAMING 3 OF 3 • elloeslg� TFB a 16 / Pr 2005 3S,IBC„ „w< B{ * _ ; ,./...,,'X \ .. /i . .. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary WOR Id019P0) Max fb/Fb Ratio = 0.434. 1 fb:Actual: 440.69 psi at 2.500 ft in Span#1 ? Fb:Allowable: 1,015.16 psi .v „�/ .-' .• - � . . ,, ,..,,'„ Load Comb: +D+L+H III Ill Max fv/FvRatio= 0.270: 1 A A fv:Actual: 40.47 psi at 4.400 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 U Downward L+Lr+S 0.023 in Downward Total 0.035 in Left Support 0.28 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.50 Live Load Defl Ratio 2644>360 Total Defl Ratio 1701 >180 Wood m C3esigll: TFB a 18(LEFT) . s, 2tf05 : ��. %�_.- %� .. „�' Ds,tar ,CBS�010,.ASCE,,,,.,4 2r., a BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary D 0 0 ' 0.0 111111111111MIMMINUAUL]lAJllNINKINININIIIIIIIIMINIIIIM Max fb/Fb Ratio = 0.086; 1 fb:Actual: 197.32 psi at 4.000 ft in Span#1 Fb:Allowable: 2,283.82 psi Load Comb: +D+L+H �. .. � .. ...� « ..... • Max fv/FvRatio= 0.066: 1 fv:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0 e,3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr E w E H Downward L+Lr+S 0.009 in Downward Total 0.018 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.48 Live Load Defl Ratio 10711 >360 Total Defl Ratio 5469>180 WoOd B din TFB a 18 (RIGHT)... . /�^ , \ /:: Calot-w-, #+ SIDS,IBC 2009,.CBG meat) At ASC �, a•.: BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.750 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=0.50 ft Design Summary D... .°:.i ,., Max fb/Fb Ratio = 0.099- 1 fb:Actual: 225.80 psi at 3.500 ft in Span#1 v < Fb:Allowable: 2,290.44 psi a Load Comb: +D+L+H 0 ..... ... £, Max fv/FvRatio= 0.082: 1 A A fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0 ft,3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.015 in Left Support 0.52 0.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.71 Live Load Defl Ratio 9474 >360 Total Defl Ratio 5462 >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 2014,2:32PM 4 - i 3 a *i -�i - ? 0 1 1�0 CM /.io " tR€`i4L ...:yA.. 7,asttS..1d^f ,Yai.23;' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING eam Desigll�TFB a 19 i,'" \ S%,,, , /z;4‘i,,,,, .1 'i'-'"'''';;;;.4 ,;POtieu as per Ztitit ,, bcAp09, { ',A E7=1(r I 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=0.320 k/ft,0.0 ft to 11.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary • rn0 pc0L0 025)L(0 02680) + Max fb/Fb Ratio = 0.319; 1of • fb:Actual: 721.37 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi .. ., ;� : v� Load Comb: +D+L+H „, us ... Max fv/FvRatio= 0.197: 1 i • fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.0 ft 2.0 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 0.092 in Downward Total 0.122 in Left Support 0.60 1.90 Upward L+Lr+S -0.053 in Upward Total -0.070 in Right Support 0.63 1.97 Live Load Defl Ratio 906 >360 Total Defl Ratio 688 >180 Wood Bi s 0114 TFBa20 %� : \\. C;aleu �.._, 2005. ibSe IBC BC,2010,ASCE,.,40 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-Pit 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 .m Max fb/Fb Ratio = 0.102; 1 °;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= 0.088: 1 al 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 S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194>180 T « • am Design: TFB a 21 e �\ % \. . � . � �\�` \ �. ca =P #lis i�ii7S,il# 0'9! G 2010; 01 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary D 0.030 L 0.050 Max fb/Fb Ratio = 0.040. 1 fb:Actual: 41.09 psi at 1.500 ft in Span*1 z � ,; Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A. = Max fv/FvRatio= 0.033: 1 fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0+L 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW EH Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 999999>360 Total Defl Ratio 30418>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 2014,2:32PM 8 1. 8 , ''''',W 3j \t 4% s� � 7L4 e a 1 ' 1. C$. ..,.;,a, 1 P ;, ,..,', . ,. a�, .iNa,,.;.:.t,'"x014 aukt; A,Wec#.14.t 2Z Lic.#:KW-06002997 Licensee:C.T.ENGINEERING \Be IW emit TFB a 22 %/ �;, y �: e „lcu o pe 2€Nl5 N!. ,, 2008,1-„ #iO,ASCE 71O'' 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-Prll 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=0.940 k/ft,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 k/ft,1.50 to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=0.40 k @ 1.50 ft Design Summary D 0.142 7;( 80 Max fb/Fb Ratio = 0.452. 1 b 0.10 t 0.9 " , '884.f1_:Actual: 487.18 psi at 1.500 ft in Span#1 :::: , Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H , .. Max fv/FvRatio= 0.340: 1 A A fv:Actual: 61.19 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 n,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.009 in Left Support 0.36 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 2.12 Live Load Defl Ratio 4820>360 Total Defl Ratio 4152 >180 WapeantDeiign • TFB a 23 N l,". 1, ' ', -71,-t;'-...= " ' aicu c ns P14404 NOOBO.2001 C 2Vit A =1 1 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=0.10, L=0.8840 klft,3.0 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 kilt,Trib=9.50 ft Point: L=1.Ok@3.0ft Design Summary it n, D(0.14251 1 L(0 3801_(L 0 O) Max f1_/F1_Ratio = 0.865. 1 , . L fb:Actual: 878.56 psi at 2.720 ft in Span#1 ____ Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 A A fv:Actual: 120.83 psi at 3.400 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 rt, 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S w E H Downward L+Lr+S 0.037 in Downward Total 0.044 in Left Support 0.30 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.28 Live Load Defl Ratio 1307>360 Total Defl Ratio 1090 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD /% /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dact= 7.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER?-- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 Fc!'= 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cl)= 1.00 S E = 1.6E+06 psi NOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING= 0.73 inches NOTCH DEPTH = 0 inches fv,NOTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING Sulte 312 1 N C. Seattle,WA -�� ,_ �,' w�1 /1 98109 Project: 1N f� �� (,i�e„� ( . ? Date: -'4--- (206)285-4512 Client: J C, 14 DJ Page Number: FAX: (206)285-0618 `E E+ l� lr 1/ , ;.. & z �. • • • A') + t : F _ , •• H . 4, I - GL I • ! +� sst:. I ' •1i LI 1 , i I � - I I � � � , c�� o� -�i ��-- off.;--��:�,_. II I I ' I , III /_ ' r ! I1 ! ILII I • I: . I I 'T I I . ,.._ I r I.. I I , i -1 y 4 -, 1 : 1 : 1 it I ' i I i. I I I I j I • I ... .. I I l i I I I • , I • • i � ,... 1. ' I , . .I1 � 1 . II I I I i ' I + I I i I � i I i • 1 I I I I—I I I } ' I : .l I I I I I I I I , I I • , .I • I .... 1 I I I , • •• I : 1 I 1 : I ' , ! • • • ! II I ' .• i • } 1 I . , . • I ; 1 : . I , •• I . j -j i 1 , ii I i • I • • I • i .I • • • .. .I .. I i i 3 1 I i fi i i l....I .} I ' ' I i : I I I • _ I 1. I I I . I I I , I I : I , Structural Engineers 180 Nickerson St. CT ENGINEERING Sults 302 Septile,WA n- w, NC./� 0..V) ,11 roject:�V�/IISI �� 1—� Dll y. 98109 ' n • Date: ` (206)2854512 Client: A Jt 4 V 1 (206 Page Number: (206)285-0618 SU%LT— OP ' "C-01: 0' • 2.7<44 izzG-n-t 5135F 1-A%-vERit-- �`� ►Ca}-1-T Tv Qom. Le>6 . Wl°tl-L 61.011: S S%%1 G&v"t/c (Z) (3>. '0') (5) T: Vir. 6:DS 77� ' 77 13,1 r 3,7 5.5'' 7.4)` 92 ' 9.1 871 '875 II 3,pP A.b'N 6.br, 7,0c Gr G ,,9 v' 9,5C, 9.75' 7 OF 2.5`A 3.7" 5.6's 4, 3'/, 11q 4 t..s _.. ._.. 1 ) VeRo L-f , 8.71 �ci ram u4- iFG4P �--> 2?C4 @ G kyr ‘a zw...1144; Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. ' suite 302 �� DI N C. d 1 -Y2-Z/141 /'1 Seattle,WA Project: j `JF\�Gat . : 1 F7 L.,1C fes©, .J Date: �� / ) 98109 \,r.v / (2(l6)285-4512 1 Client: k)va_ 14-os Page Number: (206)285-0618 1 �� qq ----.---:--r0/ .5 es • 1501L-1-- :VP -=- '('c/.5 - ' 2 G liF 2.!0 E-,c—F.‘* `4E-VGA-I-T" ' . Q- Lo . vnl v-Cu si gic:ce>,6 (1) M. •(-2,,t) (5) ,.g. a vs: 771 ' -775' : -sokIT pi tAlb. Fes. 9.0e 63:71 y -131. G ,.9 / �:6� 975` 3I31 0. I� . ZG. . 7. E . 4: \j'‘c(' :1Z 46\L. 0.6).FS. ; (N •c- TTLO) ' 4-J_:,: ii- . . 1_ ,-•A‘l . , -- 1 .- j IZO1 h. VLT 1? -I. FITC\ < -�- ' .r j , +- d,Z-aNEQ- - ii. 2, ` -- i z . . L__E-6.2. Sz?7•-1,? • = m1i . fir. V.. E .397-2..F T-4' (-39,4), b.713 6)14 .1. z. o Sgt:: TZDIAt niobS r C tea, • 2-4 8LC. o,C,\IV= 0:G(26.4)----- f,sf s- vlcC . ..). 61.1 caLusAms . . . ic:;:ve... rg.03 ... . ztts if" ----r- WC. = FLA1.1 A,c o4 . .. IA,D , ) X5,25 4( ) w Z <44 p t- `)c9 ._ 1528 k-kik4k<so r /' -jal 2 ICC* T-yi Ep.-t: 4Q . Structural Engineers Page 1 of 1 Design Maps Summary Reportimais 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 F 3 , • isSw" 4 P" ft.- y + c a . � ;� k4. N i % Nlil taloa tai „,,..;,,,,. . ,_,-.F: ,, iL /� ` ... X11 w ;1: „fineritiy . 11.'---_,4t,,.. i,.:'',„'o ,...„:„. .-1.,,,,... ,„,,,,..„,,,, ,4r74„......„ .k. :�. ,4 3 _ ri ,, € s ,®, a . Lake, ,..;,.1,._• ,,,,_.<:..,,,,„,..„,,,,, % ry �y ' awhsli r r .'"'' Y • s /� �, + �� agCily w + ha r1' 4 ms• s ” tF g. Iia a.• `, �.. �... amu„ st m..se, s.4._.. 1S \ f l apQue USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g S1 = 0.423 g SMI = 0.667 g S01 = 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. MCEt Response Spectrumale Design Response Spectrum 1.10 , 012 0.72 0.220.24 0.77 0,14 040.( S O. O asp ° 0.401 4144 0.32 O;B3< 0;24 0.22 O.2 011 0.02 "1).00 Ob 0>00)O0 0.20 040 040 0.4t* 1.00 1,20 3.40 1.i LW 2-00 0.000, 0.40 o.'o 0.f%1 3.00 1.20 3_20 3. Lao 200 Parte T(' P.ri T 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?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 A 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= 0.971 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.gov/research/hazmaps/ htto://qeohazards.usas.qovklesignmaps/us/application.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 SM1=F,,,*Si SMS= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SDi= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design 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 Irregularitk - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 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 A Sos= 0.72 h„=19.00 (ft) S.,= 0.45 x=0.75 rASCE 7-05(Table 12.8-2) R= 6.5 Cc.0.020 ''ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 -'ASCE 7-05(Section 12.8.3) Tt=6 l l ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(I Rl1r)) (for T<TO 0.383W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sm'T,)/(T'•(RAE)) (for T>TO 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MINA S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REFS Cl C2 C3 C4 CS CS C7 CS CS CI0 C11 C12 C13 C14 CIS C16 C17 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w1'h," w,'h,0 DESIGN SUM LEVEL Height (ft) 5,(8) (soft) (ks0 (soft) (ks0 (soft) (loaf) (kips) (kips) Ew,'h," Vi DESIGN V Va N4 E-1(Y Roof - 19:00 19.00 'd. 1870 0:022 41.1 781.7 0.61 430 4.40 701 ':9:01 Top Floor 9.00 .':10.00 10.00 1517 5428 333 0.022 49.8 498.0 0.39 2.80 2.80 6.13 7.33 110.00 000 000 00 0.0 0.00 0.00 0.00( 1st(base) - 90.9 1279.7 1.00 7.20 13.14 I 16.34 E=V= 10.08 E/1A= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EO 12.10-1) Design F,_ DIAPHR. F, E F, W, E w, Fw= LE,....x., 0.4'Sos'IE'WP 02'Sm.le wr LEVEL (kips) (kips) (kips) (lops) (kips) Ew; Fy Max. F, 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 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 A NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 28.00 ft. - - Building Width= 37.0 45.0':ft. V u/t. Wind Speed 3 Sec Gust= 120i 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sec.Gust=...%.1..: ' mph (EQ 16-33) Exposure= B B Iw 1.0' 1.0: N/A N/A Roof Type= Hip Hip, N-S E-W PS30 A= 25. 257 .7 psf Pitch= 450. 30.0' Figure 28.6-1 Ps3oe=' 17.6' 17.6 psf Figure 28.6-1 Psaoc= 20.4' 20.4 psf Figure 28.6-1 Ps3o o= 14.0 14.0 psf Figure 28.6-1 X= 1.00' 1.00; Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) A•Kn•l : 1: Ps=A*Kzt*I*Paso= (Eq.28.6-1) PsA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PsB= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf(LRFD) (Eq.28.6-1) Ps Aand caverage= 23.1 23.1 psf (LRFD) Ps eanaoaverage= 15.8 15.8 psf(LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-252a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.80 0.50 0.90 16 psi min. 16 psf min. width factor 2nd-> 1.00', 1.00, wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 33.00 14.0 0 103.6 0 248.6 0 103.6 0 380.5 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 8.3 11.0 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 288.9 0 5.6 6.8 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 870.2 AF= 1114 13.9 17.8 V(n-s). 16.97 V(e-w)= 21.10 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) 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 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 0.00'y 0.00 0.00 0.00 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 V(ns)= 0.00 V(e-w) 0.00 V(n.$)= 16.97 V(e-w)= 21.10 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 9.05 9.05 11.63 11.63 7.01 7.01 9.01 9.01 Top Floor 10.00 0.00 0.00 7.92 16.97 9.47 21.10 6.13 13.14 7.33 16.34 0 - 0.00 0.00 V(ns) 16.97 V(e-w)= 21.10 V(ns). 13.14 V(e-w)= 16.34 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 TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A SHEATHING THICKNESS 'sheathing= 7116" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-For 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 SHEET TITLE: CT PROJECT# CT#14051:Plan 3713 Twin Creeks Elevation A Diaph.Level Direction: Typ.Panel Height- S. Selsmb V i 4.N kips Duign wind N-S V I 7.01 kips Sum Seismic V 1- 4.40 hips Som wind NS V I- 7.01 kips I1)DISTRIBUTION TO SHEAR LINE9I CJ C- r5 G8 CO C9 Cf0 rH . C9-0 Cf5 C!8 Trio N. Above Line Load Line E W 1st Line Trlb 2nd Line T.9 2.199 350658 0' ® • ® o ®oM� mU 0.00 0.00 O�� mr r 0.00 0.00 0�_ alk If3y .� D.00 D.00 o-_ � € �m _ p 0.00 0.00 0�� .. m" 0.00 0.00 O�� MI E_®' E= 0.00 0.00 � Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLB E.Q. E.G. E.G. E.G. E.O. Wind Wind Wnd Line ID Lwall Cs Lwall' H.vu v V Amplifiers V' Type Type v V (R) (0) (R) (p0) (k) P 2arhfu (PIS (PRI (k) cau 0.00 - p 0.00 manna�0 OD 000 p 0.00 � 0 �- 00 t DDD ;0' 0.00 � 0 '= 0' 0 000 ;0' 0.00 ®" ®" 0 0' MEM ® ® �® aur �� o ��0 00 o 00 0:� a#a6 DDD • 0.00 0 - 00 % - 000 0' 0.00 ��0' 00 000 0.00 ��0 X00 p-1.00 �v Toble 4.3.4 AFBPA SDPWS.Footnote 1 •Spedal E.G.DL DPI Uplift Fader. DL UpliR Factor vWUnd: 3)OVERTURNING RESISTANCE I Seismle UplIR Wlnd Uplift Resisted Resisted R.due.a Net OTM Add! R.dce.a Net OTM Adtl1 Mai Line ID Las, wdl ID(#t) ID(#2) L OTM Rerrn Level Abv. Total 11 U U,,,,, OTM Renu Level Abv, Total U ly,,,, U„,m HD R Above Above ft ki•R (6.0 ki.R (ki.R ki.-R k ki. M.R hi-ft M.R ki.0 Id-R k) H. ki• ® ; 1807 17.81 29.36 -1163'"x, ,® f �` -0.72 28 40 31.88 -3.48 t -0.22 000 MO III' 0.00 N13NE" a.� 00 0.00 NONE 0 0 t 0.00 NONE ! 00 i _ G.I3 WLi ...11 0.00 NONE ® ar 7.25 8.87 8.57 0.10 , 010 0.01 13.82 9.39 4.44 ®� ! 0.61 0.61 NONE gam,. "tel 17 ® 7.88 9.14 9.32 -0.18 ~ -018 �€ } -0.02 14.58 10.21 4.37 0.57 O.S7 NONE 00 0.00 NONE MI< ds 00 �' a� 0.00 GNG 11. 3 00 a r 0.00 fl i " 0 rte, MI o NONE N Holdovm Ctr.O//set Rom SW End... I In E. 0.00 -11.61 N.E.T. 328/2014 CT ENGINEERING N83_Top Floor SHEET TITLE: �````"��- CT PROJECT#: CT#14061:Plan 3713 Twin Creek',Elevation A Dlaph.Level: Direction: Typ.Panel Height illftMir. Seismic kips Deal9n Wind NS V i- 6.1 kips Sum Sslamk V I- 7.2 kips gum Wlnd N-8 V I- 13.1 kipa 1 DISTRIBUTION TO SHEAR L NES Trib X Above Line Low � � IIIM Line E W � 1st Line Trlb 200 Line Trlb � �*.$. ":�1.401 306677 ® t" €j 2 '®' 1.401 306677 _�� T OSm s 0.00 0.00 0.00 0.00 . dim ' - 1 000 0.00 0.00 0.00 0 � 7 � • - 0 00 0.00 0.00 0.00 0 d c � �r "gym f.> 0.00 0.00 0.00 0.00 ' r�� 000 0.00 0.00 0.00 0�� 0.00 0.00 0.00 oa0 . Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUT ON TO SHEARWALLS E.O. E.O. E.G. E.Q. .Q. Wind Wnd Wind Line ID LWell Co Lwell' HH,� v V Amptilera v' Type Type v V IIKERM (0) (0) (8) (PRI (p p 2wrhru (PlB (Plfl (k) Kahn Mal NMI 0000 O 0.00 ��O 0.00 0000 p 00.00 O mg=ELI 0.00 000 hp 0.00 ��p p 0.0000 ®®�� , '" r 000 0 0.000 0 -'0 0.00 ' / : 000 �p • 0.00 ��p Nam 0 0.00 / 000 :p 0.00 ----- 0.00 000 0 0.00 p 0.00 000 & • 0.00 ��p . 0.00 �..: ..3.....:::...... T.�.K< 000 ..;�....;:p 00.00 ��O O 00.00 p-1.00 olTable 4.3.4 AFBPA SDPWS,Footnote 1 'Spade)E.Q.DL Uplift Fedor DL Uplift Faclor wMind: 3)OVERTURNING RESISTANCE I Sslamk Uplift Wind Uplift Resisted Resisted Rwuc,a Net OTM Adtl'I Rsauaw Nat OTM Add'I Max. Line ID La,. wdl ID(kit iD(#2) L000 OTM R0 Level Abv. Total O U U-,m OTM Rona Level Abv. Total U U,,,,,, U. HD R (hi Above Above ft kl•ft ki•ft kl•R kl R kl R k ki• ki•-ft kl•-ft kl ft • ki ft ki R k hi• kl• .'�a 4 s y�/i 36.16 32.76 122.30 -88.64 Y�( -(01 07 h i -2.88 68.81 _6 00 73 07�,�® -218 0.00 NONE 0 0 l 3 00 � � / i , 0.00 ON 1E r, ' 00 00 r _ /r y' 0.00 NLiN 181 24.111 -2.77 ® } h� -0.19 38.76 28.08 12 68 , ®� '/ a ]� 0.89 089 BTN1�l4 1 a 7.66 11.63 8.69 2.94 T ® 0.36 21.04 9.33 1171 1608 2.10 210 97HD14 i f I 0 0 Hw11 f iii ,;, 1�" xi� � 000 � NONE � 00.00 NON ' ;� t 0 0 " �� NONE / �/ 0 8, , ' 00.00 ,NOtiIE L]i&'fIlN'1101414,14114•.14tIk� " p - x S ,y�(y�[ - ' � ' 9.00 NONE �R>„„> 0 0 .;;<,.. .. ,,,,,,, ggrr .�,.<. i✓ .arfi.,�..,, '`i 0.00 WIN Hddown Ctr.Ofteet from SWEnd in E -11.61 -101.08 N.E.T. 3282014 CT ENGINEERING E&W_Roof rr. SHEET TITLE: s CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A Diaph.Level: Direction: Typ.Panel Haight aft. Seismic V i- 4.40 kips Design Wind E-W V i- 9.01 Mpe Sum Seismic V I e 4.40 kips Sum Wind E-W V I a 9.01 kips 11)DISTRIBUTION TO SHEAR LINES C3 C C5 C6 C7 C8 C9 C11 ^12 CO C1.1 C15 C18 ' Trib% MEI Above Line Load Line E W 1st Line Trib 2ntl Llne 7rlb In‘iiIV IMRE 2.199 450607 4t ^�' ��0 L �� .. ��0� nm a �} . ... ...... �m . • 0.00 0.00 O�� , 0(� �m r ,ME 000 0.000 ' was 0.00 0.00 0.0000 0.00 O-- �.... ,r,., 0.00 0.00 OENNENINNN I=EICIEEIN E= 0.00 0.00 ®'' ®� Balance Check: ok ok Belence Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.O. Wind Wind Wind Line ID LwnII Cs Lwall' Ky._ v V Amplifiers 0' Type Type v V (R) (ft) (51 (PIO (k) p 2"vhlu (PIB (pd) (k) 000 • ) p 0.000 Eiga�p 0.00 ® ' , NIIIMEINNESM ELM � _ f r2.''^� .Wil® flt4 R 000 • 0.00 ��p ' 0.00 1 0.00 : . 000 ��0 0 00.0000 0000 • 0.0000 ��O O 0.00 � 000p 00.00 MCMEEKINO 0 0.00 r 0.00 �� r, , 0.00 0.00 p ®®0 000 .0 6.90 ��0 0' 0 00 000 . . 0.00 INEMIIIELEp MIZIU MS O 0.00 00.00 O 0.90 NEIZIM MEMO =MI 0 0.00 p-1.00 "Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E Q.DI.Uplift Factor. DL Uplift Factor whfnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resistetl Reduced Net OTM Add'I Reduced Net OTM Addi Max. Line ID Lao, wdl ID(#1) ID(#2) Lasa. OTM ROTu Level Abv. Total Cl U U,,,,,, OTM Rora Level Abv. Total U U. U.,,,, HD (0) (klf) Above Above ft (kl•ft) (ki•R) (ki•-ft) (ki•R) (lo ft) (k) (hi• Pd.-ft) (la.4t) (Id R) (kip-ft (M ft) (k) ki•) Id. ® 30.14 17.81 91.73 -73.92 ® -2.46 36.50 99.87 �3 17 -2.10 -2.10 N•NE g y `mii �s aOM E 0.00 NONE;''''''. re ✓ n, 00 i v a ® r � ; :11.08 8.84 15.54 -6 69 at'ERIE ro'i�Y� -0.60 18.12 76.e8 1.24 0.11 0.11 NONE iia ® 11.24 8.97 15.91 -6.94� _® .62 18.38 17.29 1.09 � 0.10 0.10 NON I= , r 0.00 NONE � o o 00 .mss i {. 000 NONE �,. 0.00 NiiNE 09 s , 000 al Vjr Pi, 111= 0.00 NONE ' U1, 33k 0.00 - 00 _ a Ells �G 1 0.00 .x,,1 0.00 NONE Hcldown an Offset horn SW End %r in I. 0.00 -87.55 3282014 N.E.T. • CT ENGINEERING E&W Top Floor SHEET TITLE: CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,•Elevation A Dieph.Leval: D1fBM10 NOTE: LOAD VALUES SHOWN ARE FOR El Typ,Panel Haight fl. Sebmlc Vim 2.&kips Design Wind E-WVI� 7.3 kips COMBINED(DOUBLE PORTAL)WALL SEGMENTS bum Sebmlc V i 73 kips gum Wind E-W V I- 18.3 kips 1 DISTRIBUTION TO SHEAR LINES - - Above Line Load Unlbrm Shear,v 1s!Line Trib 2nd Line Trlb � E • W ^z.. r s ,r,'. 2E% 0.01 1 8 312 = ski 2.20 4.51 IFEEERI 2.90 6.34 24.15 120 `: � C 50% 1.of 36 624 €` - 1d s1 1.32 2.70 2.72 6.37 23.06 118 276 .y .,rte. 25% 0.01 1 8 312 - ). ,, E.88 1.80 1.58 3.64 4 3'' 909 `,- 0% ' I' 0.00 0.00 0.00 0.00 0 V 0% y'I,5 y+ 0.00 0.00 0.00 6.00 �= „€r. 0% , 0.00 0.00 0.00 0.00 r o% � o.o0 0.06 0.00 0.00 • 0.00 0.00 0.00 0.00 0 9.01 7.20 i6,4 Science Check: ok o Balance Check: ok 8.G.1 ok ak 2)DISTRIBUTION TO SHEARWALLSE,Q. EA. .Q. Wind Wind Wind Line ID Lwell Co Lwell' H,.,,,,,, v V Amplifiers v Type Type v V (0) (0) (R) (pit) (k) p 2wra pl9 (p0) (k) C:: CP C7 C:8 C.`• f;G C11 Cl? ��/.�� ;7':'ai 7TH '6 0 00 0 0.00 160 6 0 0.00 6 00 t o o.0a t o0 0 0 0.00 , YA 3 ` 1340 J' 118 159 pi', 100 116 PB 276 3.70 ..-:.:7;...' 9 66 116 1.4 1.00 1.00 118 p p8- 276 2.67 k' � e� .o i•, � o r o. `# 0 00 Alla "®�� _5_--.. xi t 3 ® � r� TIS f - '. 0 0.00 1 00 1 00 0.00 „ :: - l-` 1' 0 0.00 too 1.00 0 0 0.00 w,. p-1.00 µliable 4.3.4 AF&PA SDPWS,Footnote 1 `Speccol E.Q.DL Uplift Fedor. DL Uplirt Factor WdMnd: 3)OVERTURNING RESISTANCE Selemk Uplift Wind Uplift Resisted Resisted 6aduc•d Net OTM Add'I R•auwd Net OTM Add•I Max. Line ID LcL,�, woe; ID(#1) ID(#2) L„ae OTM Row Level Abv. Total n U I U,,,,,, OTM R''''' Level Abv. Total U U,,,,, U,,,e HD (R) (kli) Above AboveR (kip-R) (ki•R) (ki•-R) (kip-R) (ki R) (1:.... k) (ki•) (ki•6 (kl•-R) ki R) (kip R) (M R (k) (kip) ki• :;'..: a c a-- „ �e< 1. s� • -Ie c®a :r ,;€� 23.90 26.39 59.79 -33.40�` -107 32 E�' .4,49 57.89 84.98 7 28 „ 70 44 .2 as .2.95 NONE 00 s' ._ \ 0A0 NONE 9 1W: F }� #✓ �' ® � rrn3 0..0 E l � 0 13 15 14.39 33.17 -18.78 y a,Yom® 3� yi -7.43 33.86 37.47 -3 79 '-019 -0.29 NEI a 2 $t i ' / � ..-..- 9 41 10.37 12.40 -2.03 2 03 h y e 491-3-0:7795 f ... %$ d.22 24.28 1363 10 75 .... 10 76 /') 1.74 1.14 $'FHD�� . 00 k a! �.6 &£�.h€; a� }€E_ 000 NONE �: 00 ��,�,'�,�� -_ -_ 0601....009:004 00 NONE'. ( s o .t•.a " � ,F :11;;'!:.:1",,:::*":"' ' � I s"SIU ri� o0 P4, - 9�i l � ,,_:;, 0.00 NON:., v�i�yia L�j ! 3 ` 0.00 NONE. � r >�" � 0.00 NONE. ce N Holdown Ctr OBoet from S W End 'i in E. -67.55 -116.89 N.E.T. 3282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.2.A V eq 2199.0 /b V1 eq= 1722.3 /b V3 eq= 476.7 Ib Vw= 4506.1 lb V1 w= 3529.3 lb V3w= 976.8 lb v hdr eq= 72.4 plf > A H head= � 1.10 it •. 91Wr° WALL TYPE H pier= P f P6TN N E.Q. 5.5 plf P6WIND feet H total= ver 8.1 �.. feet ' H sill= 1.5 ' feet � , 53 3s np ,. F„v,.. - ahcl2✓^ s„ ,,,, .,e,c� ,,,,. ,:., __$�'N .,z,3kt.s;r.,£. __.,ars.. ..b ( „,> .. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 i t• o ►1 ► Hpier/L1= 0.34 ► Hpier/L3= 1.24 .4 L total= 30.39 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 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: S.2.A V eq 1091.8 lb V1 eq= 543.7 lb V3 eq= 548.1 lb V w= 2237.2;lb V1 w= 1114.0 /b V3 w= 1123.2 /b v hdr eq= 96.4 plf ► • H head= , 1.10 ft � WALL TYPE = H pier `, � � � � x plf P6 5.5 � � �, plf P4 WIND feet �� a H total= 8.1 feet 1.5 t � � r feet• REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 ►, Hpier/L1= 2.26 Hpier/L3= 2.24 '4 L total= 11.33 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 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: SS.2 B V eq 1107.2 lb V1 eq= 893.8 lb V3 eq= 213.4 lb V w= 2268.8,Ib V1 w= 1831.5 Ib V3 w= 437.3 Ib v hdr eq= 96.4 plf • H head= 1.10 ft _ , ♦ " • WALL TYPE H pier= pIf P6TN WIND E.Q. plf P6 feetd, H total= 8.1 •feet E 3d3r Hsill= �.. 2.0 ! feet• • REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 6.5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 ► ►4 ► Hpier/L1= 0.78 ► Hpier/L3= 3.25 L total= 11.49 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 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 6339.2 lb V1 w= 1705.6 lb V3 w= 4633.6 lb ► ► v hdr eq= 120.1 plf ► • H head= i� �� i�' y 1.10 ftp � �t LL TYPE H pier= �r ' 3� nf��r �i plf P4 E.Q. 5.0 � �l � a plf P3 WIND feet H total= 9.1 feet3.0 feet 4 ray 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 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 nW :I 1 Stfti,j s�. F ..7 A maTecnnuc . :acs.,, ..-,1 TT-700F 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(kern 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection maybe 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-T cEngineeredWiodAssociation PORTAL FRAME DESIGN (MIN. WIDTH =22 1/21: 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 Maximo eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearon(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" 10fan�(Q31 EQ(1444 WIND) roundation 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 Ibf for single or double portal on both sides of opening t f opposite side of sheathing Pony •• f 1 = wall • height . IFasten top plate to header . �� ,; with two rows of 16d sinker nails at 3"o.c.typ f. .k 4 . . • M1 Fasten sheathing to header with 8d common or • Min. e woodstructural 12' galvanized box nails at 3'grid pattern as shown /panell sheathing max " l/ total ;y Header to jack-stud strap per wind design. . wall i i. 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" L nailed to common blocking max ; thick wood structural panel sheathing with within middle 24"of portal height .. 8d common or galvanized box nails at 3"o.c. ` . height.One row of 3"o.c. E in all framing(studs,blocking,and sills)typ. nailing is required in each - panel edge. j, .. i. Min length of panel per table 1Ilk \ 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 • Tr Min reinforcing of foundation,one#4 bar _ jack studs per IRC tables t top and bottom of fooling Lap bars 15"min. • R502.5(1)&(2). 1,,0 t Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.opawood.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:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult 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 0 2014 APA—]lie Engineered Wood Association 180 Nickerson rs on St.ENGINEERING Suite 302 Project: 1.ic, e 13 Prri' k411,L__ nJ1te_-- Date, nn0.1 . 0 981091 (206)28:-4512 Client: V1W 23i1,3,2 C / Cr �p ` Page Number: (206)285-0618 + CC► L: 3 . 1 — 62Q ODD . 0,--_-_k-v,i_eq) A—PE, r . e v ALI! - A,i `' xlb' )2-Rkt - 3,aili EMs..----mx-K- F27(2- 0=bm.t) / ?:0-n-Pit4 6/1-tz. rDR Qi35)7nw Seti)/1) 01. -z_ (V-1, L. .�6 31,0 4t.-..- a V ot-6/6v) 0.. 12_ 06 OZ3)1-1Z--) V n____ V0,1,,) (60 i * lit) C1)e,7()1lav .(Le .- `34 68 ,9,44- K iti, q;., (5 KA, Le' ) e _ 511 0 x Ccs n, bo/(2) -4- o= o, ,6eAIV. 72) 1ZXtZ /0/4-4-1:* MA -- 112. C4- ,,V\ + N fl)AK., A0,1„) 0 ' = �},5t) 8u, ep_9VI AY s - 3--t �L f rug.. \J( = I01) .x.44- V,;n • Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 4 Table 2.2A Uplift Connection Loads from Wind .• • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly Roof Span(ft)I Unit Connection Loads(plf)1'2'3'415'6'7 Design Dead Load } 12. 118 128 140 164 190 219 249 281 315 ' 369 24 19S 213 232 '272 315 362 412 465 521. 612 2 0 psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 n21 i 60 428 468 509 598 693 796 906 1022 1146 1345 • 12 70 80 92 116 142 171 203. 233 267 321 24 111 129 148 188 231. 278 328 383. 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 43.1 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92- 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 ' 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 'l,t��,i 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 I 249 • 24 - 3 22 62 '• 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 ?. feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure 13 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 l- 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, f' 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 , 1.00 ' 1.33 I 1.60 I 2.00 I 4.00 :'1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 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. e When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the (tf: ''`- header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. lA 7 ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the Jack span. Tf' s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 1 $-t AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 1n/t 4 INC. Seattle,WA Project: ' / 5 •. A / t i G• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 Vinti) 1.0cOL '1441-u._ 4,4 ) \45%) .A-& evosr, MA-01/1141_ r .\eii 110. ( mp, - 14,,,,an;z4-- 3 15 DZ rr flims lPg43kl` .f• yi'. . f r)ao No/ s 2.Y MI4114 Tis C k .-6( (AA(?) 6,6) 400 — 6))03-e- J -71/o (2 ( 6,r ,Rom: --- (L1'6'Y 2 (0,,5 -(9 . ,i►95- (0 -r'rP cio c64. PLY. ,q, AtTfOlvesc 6 e f4 0 Fact 4L- Ge,- (e n A-c) _ eft.rX Dplwcd 1 — Structural Engineers TRUSS TO WALL CONNECTION ';FSI )AI IiI` 1 OFLIES TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'I11I I1 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.'6 1111 1 SDWC15600 2 H10-2 (9)0.148" X 1.5" (9) 0.148" X 1.5" Ii)ili 100- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IiJ/O 2.0 2 (2)SDWC15600 - - 9/0 2.50 3 (3)SDWC15600 - I d' :I 1' ROOF FRAMING PER PLAN 8d AT 6' O.C. 4 s 2X VENTED BLK'G. 17. 0.131" X 3' TOENAIL ' `-.IP*,404AT 6" O.C. ..p.. . ;'- , l ..- -o i c I }12.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -11L- 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 :TI- VAI UE'> I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT II PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131' X 2.5" 400 415 1 H2.5A (5) 0.131' X 2.5" (5)0.131"X 2.5" 535 L_ I i6-- 1 SDWC15600 - - 45V5 115 2 H10-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 1010 700 - 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. 1nm 7T.._... 2 (2)SDWC15600 - - r'1 z.10_ 3 ...._._..... (3)SDWC15600 - - 14!)!)i i.345 ih ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND illibitik SDWC STYLE ed AT 6" O.C. CONNECTIONS i VENTED 0.,c. 1111111116h.. '441%,'"-• i.� PIi H2.5A & SDWC15600 Sill F J 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 1 F w ,I N C. �„„ S7I Seattle,WA Protect �� 7� ]T� Date: JP (206) (206)285-9512 FAX: Client:CPage Number: (206)285-0618 • • • • :tee • EF . Kr.(Sill . . ra�5 ,.fir, =rM. ?OM: • �, Ij ' •i • r x6 Q • . , j(z� �• , �7 r �. ' 119• "` • 1 . 1 • I ; I • : I ' I , • i- n,( : zt � !i I ! -; , I .! ! ' 1 �fF� .(D,2(5 . , , . .. , , , " ; , ,, , : , • i I :\ I 1 III, I ': : • I • i ! 1 s ri , ! � � • I I � � C� I I I • 1 I, 1 • I ; II I 1I I • ; _ 1 , ' ' '... 1 I 1 ! I I I • • I . •' ! � I I I I •I• , _ I • I _ 1 I I 1 I I...I. - I I I i - 1 • I • 1- ; 1 1 I II 1 i. 11 1 I i ; i. I • . 1 • I I I Jr _ l 1 1 , 1 • 1" 1 : 1 ! ' ; I II1 ! • III I • i i i . . 1I I • LI ! • 1 11 I I I f • i • 1 • ' I i I I i . . I i ( I • I Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 INC. 1 Seattle,WA .w" off, 98109 Project:4;:;____(,1/4. _ =�y ° r +- IS, Z. Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 • ' W 1.: "1 . . • • • ©gin w. S - S ' • • �1a,�, r l 7,� :.....s.-"''..-L''I.I.........'s')', • . IH: , • : . Ili • 1 • • • . 5t�� ..lw i . :. f • 1 i i , 1 ' ' I 1 :. . 1 • 1 . •1 1 . 1 I ; .1 ; -; , ;. i : 1 „ 1 , ; _ , , , - „ 1 :1 1 • I 1 1ML1 1 I � I • - - - - I �� 1 i � . , I 1 i ! ' 1 1 I 1 i I I I i. 1� .' 3 I a 11 • 1 � , , � 7: 1y.2. o 7 • I I ' I 1 I I 1 • !. I I I 'I . I 1 • __, 1 I 1.-; 1 1_ I I I -1. I 1 i I • • ; ; , , : I ATG1 2 . _ LC CJI 1 1 I i , i. 11 • 1 I I 1 I 1 1 1 1 1 1 - 1 . i I 1 1 I , I1I .i . : I I 1 I I 0 1 I � 1 L� �1 Day I I � 1 , ; 1 1 7 5.6; 7: . S 1 i i ! ' 1 1 1 { �.I. • b +GC, I I - - •' • • - L i � I 1 i 1_. i i C I •• . I 1 I • ; - 1 • I I I I I : , : - I 1 . 1 I : 1 I I I I . I I , i Structural Engineers • 180 Nickerson St. CT ENGINEERING • Suite 302 • •• N C. ` Seattle,WA Vf ,4 • Protect: 98109 _ iit► .. .. . a �'Y. 4 •-�atc: (206)285-4512 IMAX: Page Number; (206)285-0618 Client: • ..---• Ili : ' • . • • • • • 1 • . • • 1Z '1 X25 ' /wT. . c..-.1;e: -GO - — ‘i • (zOtO-12,. .) , '.• { • „. .. , . . 1 { 1 „ :it , ; . • • ,; 1 , , I .,: .. , ,, ..i.. .. .: i.. ... , . : .. ,.) . . , , . : . . . . , . i . • , -. ;;;;;,:- : : : I i i : , ; . , : I. , : ; :.. i ; .. ; „ : . • , . „ . : ;, _ .: .,• ; r , ,...., . . . . . . .• .. . .... . , : . , ,-, ; , , , , , , : , , i „ I : , : • :. . . . . , , . . , . . 1 ! i • ; : : : , . , I- , : :: , ; - : . 1 : : • . • . . . . , . , ; , . 1 , . : , _ . , . . , I. , .1 . . :, . • . . . • . , , , . .. .,. ._ . . : ; "It , ;1,. . . . . . . . , -, ;,--;-, : : II : .; , 1 , • : ,....,..., ; - . /(1 ..,. :. .. . i ; . ..... ... . . i. _.L. : .,! j,,,,i ! . . „.. ..,, - :-1,1 .::417,3; : ,1 , : :.: : ., . . . I , . , . 1 • • • • { i Ifo ' I l iC ; ti.); I 1 I I I I 1 _ 1d i • I I , I � . ? : : ISI !. I : . � ; ; - , i _ II 1I , I�37� R•av_1• I ;.._ 1 I L. • • i '.. �. _ 1 � 1 1 11 1 I 1 i 1 1 y� I , 11 I -1 ! j 1 i`ti 1�4�a:. I L . .. �. 1 i I i• { .1 1 1 • , I 1 _ I i 1 • • i I I �. r 1 .1 I t .I 1 ; • : 1 I 1 I LH. I 4 1 I i i...l I I I � t ,. I • ..1 I t I : ' ll ..L.7....,.N-I.tL..-..--, -1 I 1• ' •;ta1 w...:'71_...Ii._L'; Lary .� , ce • I ( - yo) : Jul � . - �2 + _ 7 , .• gp + . Z. ►37 , ,, , , , , , ,,_ , , , ; , : , 11 , : , , , , : : : •, ! . 1 I Z tyll I i ,l , 41,A0A-Lb.72:si-21)0.7,:' 5(:). . S(t-Tic) ' ,""i: ! I � 1 . - I I i ,, i , r , I I,- 1 j- I. , I -, ; Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 �J�/) /� INA. /� 2 Seattle,WA Project: I C�l ' Go11/4) C',.)4 . PLATA 7_4)'-'7 I Date: /2-0/'�' 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 ,ht-v F r�NG• 2: 1; ' i : ; . ; 1 • • i ' > . ' i 1 i ; r' '©1 - !L0N`� . �N 1� ' T• , incl, I ; 1 :.„4-1 ,-... ,,,-; ,. .( ., . .-, H, ; - , t ' I , 1637 6 ' 1 �/b I !", : ; .il..: ; 1 i .; . , 1 L I :7 1. ! • , W l', ' t9 -I I Ihlrs�= : ' i ; i i 1 . I I 1 i 1 ,,ll 1 II1 I I + I I. ; i, 1 .!. ' _.i. I 1 .i I II . '' ! f_.I I• ' •I . i .I _ i �! ?}" '"1� i_,.' '. 1.4.*.;i!d± I II 1 1 i1 1 1 ; til ! � ! i I I ! i • I , �] l p� I ,_I _ 1 1 1 1 - 1 2tiiH! _ , I1 I 1 :._ 11 .-e 1 - ! 1 IZZ 1 1 „ j! ! I i 1 I __!_ I i ! I ' ' t i I • i.. __i ! 1 i ! i , 1 1 I ' 1 1 1 1 ; I 1 .• : I 1 { 1 ; ISI lIi 1 ' i iii 1 1• 1 I_. 1 r 1 1 1 III 1 1 1 � .r 1_ 1 , I I. I- I 1 1 1...i i i I , 1 1 ' 1 1 : . I i I 1 .1 I I I 1 I i ! 1 ..1. ' ' Il '. ., .. I 1 ! 1 iI1 11 , 1 1 1 ! ' -1 1 . 1 ; i , 1 ! 1 I 11 I I I ; 1 i , +..I 1 I 1 ! 1 , I 1 1 _ -1 -I : , I 1 I 1 , I , f 1 1 1 I i 1 1 - I II 1 I 1 1 ' I 1_ ! 1 I I i I I , 1 • i 1 1 1 ! ( 1_ I I I . 1 .1 I .....:.__ 1 ! I 1. - L 1 ' II 1. 11 • ! 1 11 ' ! 1 i I _ 1 1 t 1 ' 1 ( 1 1 I 1 I1. ! I 1 !- Z � ! • 1 I , : i I. 1 �._._ � I . i_ 1 1 i 1 1. I . 1 I i I . 1 1 1 i , 1 1 , 1 i 1 I 1 1 , I i i - . Structural Engineers