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Specifications (41)
At ST.&c2( -- 0°. 13.--- M, S—S Sit.) 4FZ11/'/f/le t6% CT ENGINEERING - Fr; V' . Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206 285 4512 (V) 206.285.0618 (F) FEB 03 2016 _13(..,01A;u:,. ,h1,,- R1,,, - - 41-52S8 Structural Calculations River Terrace Plan 3 ,,cx- G I Ni (-_-'' -; 60 4,, Elevation D , tdTigard, OR �� :REG�iNA SFS f.2,' 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 ENGINEERING 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. MIN RN d 8 RB d 8 RB.d.8 - • RB d.AA.-_ ``�____�— I __IF3Y�i�_-t��— 2 BHDR r di o © • •a LD II a A I: !th1T y, . -, I rri% 3 ilk Ia I ' 14 1 II O. L. 1 I - �.. fir- "72' 36'i G rn y � Pr' x ''9�77 AccEss t D gi .et:, lijri sem® N MANUFACTIIRF TRI ISfiFC O N h 11.9 / a 3 a AT 24"O.C.T P.U.N.O. o lump.lu D N a w G2 I" I n n n P' a. 9. i • U • ®ddn (2)2x9 DR (-2HD 2)288 I,� RB.d.4 RB.d.4 RB.d.10 RB.d.9 a P3 0 P3 (2)TRIM.@CTR HDR ,_-B.d.2 T B.d.22 TFB.d.3 TFB.d.3 TFB.d.23 ; TFB.d.1 I 61=--.---..".-"---:::.--- DR _::��R �__ 4x11 HD- 4x16 HDR 4x10 NDR Io- 4x10 .R ;I WINDOWS' WINDOWS (2xD NG- ; '- STUD 3TWN.SGIt, . . TRIMMERS,U.N.O. E-, I l `STHD14 p¢� _tl___� 8> LLLs • 9 I /STHD14 it"' m I I .- I I r --- -- ------•1 I I ^ r ti I w i ; _ � :==::: ::: :7, `STHD14 E 16 fi __,___�____ T - sa.o ' it TFB d 10 k I TFB• d.9L LVL ' l a ®' aM' ©T�L;_ �r sO�QOq�"e�{\ "! —' 3,�m VVVLLL FFF 2 '121d !� ii .......7 ------- ,FUR".'i WH !, T ______ yE _ i QPEN FO�{. L ' ''59.0 IBS-GNI I ST41t.EV#G' I LT ' .'9 'r.,. l ;�i��`N� r STHD14 i S Ill)4 J ra, __ — _, ST37 RI0 ,Tl�� 1 / L; s'..:.4'.. i /STHDI4 /; T r I o i�-T,r___ R Z ,..',/ ' '"FB.d.12 © F. g �© —.I.TFB.d.11-PSIHn t��— —,,mo- _. �' - 1�aa ONNIaIaaia®w�saa J 9 59.0 ¢ le - ' 1_ al Z_ WH F l I D �I ¢ 1 )4H,4 II '� ' TFB.d.17 it . „____T FB.d 6 ,�'; 0 LE 511 c —I `` 3 TFB d.i3 GLB 5.25C0=.HD_� R H21 .='" 1==,'Ma Iigi � ,.I 5"HD74 (2) DR r ,.B.d.7 `,.. STUD' y MANUFACTURED ROOF - MANUFACTURED ROOF 18 TRUSSES AT 24'O.C. a3.5 4 VL FB �-� TRUSSES AT 24'O.C. COS6.1 TFB.d.18 m© NOT USED: TFB.d.20 OD -Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0" 37-0" 18'-0- 1C-0" t I - " e i 312"CONC-SLAB m SLOPED DOWN /\ —t 1/4:12 P3 O P3 '—i-1'-3.1 /JI-0'-712"1 T-O-S- [SLOPE 1/4.121 / T.O.S. 19 ' ♦ \ F- f .11 • -, L `r ® I J 1. � asla tg HD04 `1q 3I STWD76 ' t i `2 I P1-0)S4 EA.': l 4x6 POST W/(2) ZO WAY TYP U N:O AC4 CAP&PBS46 1 i.t BASE I — '-- ---- • • l �. ... r.. 5112T11115@16- * .. tO a 4-1.1'-1/21 6_ t -.STHDta i __1_, elBEARING WALL Ok30 X10'P1IS ` ABOVE . /)3)#4 EA WAV r :. I TYPio lBEARING WALL I ' -'914'P.ONY WALL - - ABOVE l 1 P6 -r-- i 1 13.8.114 2x6 PONY .'.4 4 12"L I ,4 6114"1. -f i. 1 -r_ 1. 12" ..I. c), e . .cc_STHD74 CDSTHD74 ¢, �!Wig, �., ® I — , --_— T.O.S. 18- 1 1 9i '0"Xt0" .S8.6 19'-61/2 1 ;A4 a WAY SEARWG WALL e 312"CONC.SLAB SL SLAB SLOPES 31/2" d' 1 — -----y_ FROM BACK TO APRON f__ _ _ -.•. Lo VERIFY GARAGE SLAB HEIGHT I It 2x4 PONY ® WITH GRADING PLAN 1 WALL 7 S6.0 1� co 1 1 � I' I I J PONY W " Illiml la 111 ® T® 1312"CON4 SLAB i 1�. I 7. • - SLOPED DOWN ' --- -J' \ ♦ )MT• I 1/4.12 s STHD74l}'a�•1F- m STHD14 y- ___J - ` J P3 1r-101 16'-3' T 101/¢' 5'-612- 11'-112" 1 I e 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) 112"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 s �/. �a ff /Il€`k 22:111F, Y 6 1 '.�'t1----7t-,,„v1 iii"� , .. S e(fieam �r ,... /: f4 %- ,,' F,,,:.40,E ENEt�`::;,,d. ,� 983.zw14;- , ,,. „1� rr"$i4 4,1I Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Bean O lgn- R6Ii--1 s' ' ,` lculations per 005 NDS IBC 2009,CO 2010"ASCE 0O, 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@4.80ft Design Summary ,C X9 Max fb/Fb Ratio = 0.475: 1 D(0.08250 Lr(0.1375) fb:Actual: 482.67 psi at 3.100 ft in Span#1 ash 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 ft, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Li 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 1512 >180 i Beain Design= RB d 2 �� n • CalculationsNDS CBC 201 // 0 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-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,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 L .0.1005 Lr 0.1675 Max fb/Fb Ratio = 0.761 - 1 D(0.3315 L 0.-- , , fb:Actual: 709.31 psi at 0.999 ft in Span#1 zzz: 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 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 2.65 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 Wood Beal�fyemgn RB d 3 V 3 F '17Calculations per 2005 NDS,IBC-2009,C.@C 2010,ASE 71-10 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=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 psi Load Comb: +D+Lr+H ill ill Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 n,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 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:8 APR 2014,7:59AM y Rte' jd ✓ "Fr v • i a / a 1 t 14 1 1IEtt1r i1^t l S' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING 4. t lgf• RB.d 4 - .:� 4 ,. a y ;, #gu ars r 240sTTDS,tIBC`2409;Gt3C lou sCE 7-10` BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 = 0.091; 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi ..-.......?_......_�. .,,,,,,.u,�.,.....__........ 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 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 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 Beam ©esigtn RB d 5 // 7!!i M &., ,5 f > lculati ons-per.2005 NDS9 IB 309,c8 $ . 14-i 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-Prll 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point: Lr=3.30 k@2.0ft Design Summary .. Max fb/Fb Ratio = 0.590. 1D 0.3338 Lr 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 rt 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 1 d g#1.110, esign d RB.d 6 g s� .. , k. % nAcutatlons pet'2403 NDS,I B 2009, BC 2010;% C£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-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=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 •EK3 ER. ba, • li 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 5.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.091 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 Pnnted 8 APR2014,7:59AM -1.,,,, v , r', 1T ., 1 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING �o fri sign RB.d 7 113 t V ,,,,. . 4,,. Na. CalculatianS per 2005 DS, 2009 B e201O Ass s7 '-7*. 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 '(°.3,338)-11-r(°':563.) Max fb/Fb Ratio = 0.590. 1 D 0.09375 Lr 0.1563 fb:Actual: 794.59 psi at 3.000 ft in Span#1 _:__ Fb:Allowable: 1,347.45 psi , �„ ���_ Load Comb: +D+Lr+H • lb Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 4.217 ft in Span#1 5.0 rt 6x10 Fv:Allowable: 170.00 psi 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 .Woo''''''d Blum piRB d 8 - ", cd"1cuIa Ons per 200 NDS,P3C 441s,CBC 2010,AS E 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 = 0.063. 1 fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H A = Max fv/FvRatio= 0.103: 1 fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2,8 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 0.14Live Load Defl Ratio 999999>360 Total Defl Ratio 23361 >180 1 Bid beS10 RB d 9 � • � � ..,�., s� � ., ,j,.., �`..,=�Calcul�t�t3ns�ier33 S,IB�'':200�,!Gl�c �io;ASCE?141 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 = 0.253 i 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 Panted 8APR 20 4 759AM # Licensee:C.T.ENGINEERING.e �.,, '),I1,1 . , . :2,: ,,e,.- ,4, ,`,.--CALVP, :1983$O14 13Ug9;Ls"', 11 �j;' Lic.#:KW-06002997 W. od Bea esig RB.d 10 it,' 4,'''' r -,‘-r,. .•<`.. „?. (Tcc la ons ger 200$NDS,,IBC 2009,CBC 2 X10 ASCI;7"1tt 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=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary oo.os750 Lro.>>2s 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 = wr Load Comb: +D+Lr+H ID 411 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 4.00,2-2x0 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 0 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: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:28 MAP 2014,2:39PM Title Block Line 6 Licensee:C.T.ENGINEERING ratour Lic.#:KW-06002997 Description TOP FLOOR FRAMING 1 OF 3 Y IQ©d B ai l DeS[g TFB.d 1 t �k._ :. �1 uTa1lat s per 00 NDS,tBC 26bi CBC*I ASCE 74°' � .., BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary o0.10.3801 Max fb/Fb Ratio = 0.559: 1 �� fb:Actual: 568.47 psi at 2.000 ft in Span#1 � � r... Fb:Allowable: 1,016.20 psi • Load Comb: +D+L+H - - Max fv/FvRatio= 0,401 : 1 fv:Actual: 60.10 psi at 0.000 ft in Span#1 wort z-as Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 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 Wi bd B:am eSlgl � TFB d 2 C among per 20,05lies;IBC 10, > C 20I SCE`t-1O 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-Pill 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 k/ft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.761 • 1 * D-Otb11�� t6%8T 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 A fv:Actual: 88.60 psi at 3.067 ft in Span#1 4.0 ft,4x12 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H 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 Realm Srgn TFB d 3 c at a s 2OO&ND iBc oo9g rao,ASEE71#i 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-roc 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary •°611R It%48? 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 fv:Actual: 86.90 psi at 0.000 ft in Span#1 a.on 400Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 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 Defl 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 - Pr m MAR# 2 0 07/ <lfifif 4 i t 14m 6* IX Lic.#. KW-06002997 • 0043, Licensee C T ENGINEERING IN* eati IC Sign TFB d 4 ' : ..', C ylatfdrrs per ND s,I6C 2009 CBC 2010.ASE 1t1, 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=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary Max fb/Fb Ratio = °RM.4600x2°' 0.389. 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1a Fb:Allowable: 1,273.28 psi 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 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 Defl Ratio 1460 >180 NVOttteWa0LieVg1:'�TFB d 5 atolat►o �l�s a i 9 FBC2 a. ci , 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 Max fb/Fb Ratio = ° 1 ° 0.998- 1 �y� fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 •, r Fb:Allowable: 1,272.20 psi • 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 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 .` # B aihD s TFBd6 .; C is aticins Pe NDSt IBC 200 ;SBC 2p111 ASCE 1 .: BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=0.890 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 M, Max fb/Fb Ratio = 1.511 - 1 13{818; RIM fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: +p+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 Deft Ratio 260 <360 Total Defl Ratio 238 >180 M 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 9PM ,r' au e ." 'alb diiiA€ j - o( ,i✓r ' Printed:28 MAR tq* 3. 'f`t u�,,,).EP1! -k.. „ �Fti r�: .. , f , ,. max.,"-,,, ., 0RCrn:, 1983-204, 4. 8 .,,, d.t Lic.#:KW-46002997 Licensee:C.T.ENGINEERING Wood Beall D7sign TFB.d 7 `��w V 'alcula tid e Or v HOS,IIBG2t1490 B 2tt'0.ASCr710 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=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary0 00450 L 0.0750 Max fb/Fb Ratio = 0.169. 1 fb:Actual: 171.22 psi at 2.500 ft in Span#1 ..` � Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H 0 - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.72 psi at 4.400 ft in Span#1 s.o n 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) .. L Is 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 RW3odTBBimf1 DBS1l3 TFB d 8 Cal ulat s r 051 DS0 tBGf200 ;CBC 20i0, iSC 7 4 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-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 klft,Trib=16.0 ft Design Summary D o.zao L o.sao yri Max fb/Fb Ratio = 0.870 1r�N fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 -. Fb:Allowable: 2,242.80 psi -,e Load Comb: +D+L+H • • Max fv/FvRatio= 0.467: 1 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) P. 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 s - J, r �, ,� _ �, Printed 8 APR 2014,8 05AM Ader 122z,. .,,, ,.r 5.: .�11 `� #"��1,-, ���,� L1c. tee #:KW-06002997 Licensee.C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 � arlrr Desrg1 TFB d 9 „At ; Icn1a ortJ per lDS1;jBC OO9,CBG 2N,10,ASCE y 1tl 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 0.240 L 0.640 Max fb/Fb Ratio = 0,349; 1 i��•�� fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78si p sa `. Load Comb: +D+L+H • Max fv/FvRatio= 0.260: 1 A • fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 Deft Ratio 1307>180 b9 @s t1 TFB d 10 s ' iclIali is per 2 5 13 IEi 2009;` B+L tt101 G 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-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=9.50 ft Design Summary D 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 � ,_ y Max fv/FvRatio= 0.070: 1 A - fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.01t,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 eam3eS1 n e, TFB•d•11 .ate 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-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,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=2.60 k @ 10.60 ft Design Summary Max fb/Fb Ratio = 0.752: 1 Dro.1Eoi uo.4soi fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 �!�! L 0.440 ♦ * * Fb:Allowable: 2,873.95 psi , ar M`J...,.-:ate,. • �.•..; �J,a.. Load Comb: +D+L+H • .a. r • Max fv/FvRatio= 0.369: 1 • fv:Actual: 106.97 psi at 17.860 ft in Span#1 19.0 ft, 7x14 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 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 Deft Ratio 286 >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. Printed:8 APR 2014,8:05AM Title Block Line 6lk Iv - ; bk: .-. �1, .p - ,. . .- .„ , .�; Licensee:C.T.ENGINEERING Lic.# KW-06002997 W,,,,o Beam DeS#gn TFB.d 12 _ _� a C11c 1atioflS per 005NDS,1BC 2009,CSC 211IU,ASCE 7 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=10.0 ft D 0.150 L040 Design Summary amilmimis >_lm.1.14 � Max fb/Fb Ratio = 0.133. 1 fb:Actual: 304.87 psi at 3.250 ft in Span#1 e ' Fb:Allowable: 2,293.36 psi 3 ,, �,•, ..- Load Comb: +D+L+H ti • Max fv/FvRatio= 0.114: 1 Tv:Actual: 35.39 psi at 0.000 ft in Span#1 6.50 ft,3.5514 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 0.013 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 YIN .Bar B s gr TFB d 13 5 l -!';'1.,' GaiculafTorts per 200$'OP- SABO 2009,CBC 2t 0 ASCE 71t1 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.Ok@9.Oft Design Summary Max fb/Fb Ratio = 0.997. 13(0.1095))L(0.2920) D(0.0450)L(0.0750) i i i fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 Fb:Allowable: 2,349.29 psi Load Comb: +p+L+H ,; a s•;•• Max fv/FvRatio= 0.559: 1 • • Tv:Actual: 148.22 psi at 14.400 ft in Span#1 16.0 ft 5.125)(19.5Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.399 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 Wid Bean Ign TFB a 14 . 1 xcs z l o, . CaiCutatto>Ct�.pe� 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary0 09375 U0.250 250 Max fb/Fb Ratio = 0.206; 1 fb:Actual: 209.75 psi at 1.625 ft in Span#1 , W W , Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H - A Max fv/FvRatio= 0.165: 1 Tv:Actual: 24.70 psi at 0.000 ft in Span#1 3.250 ft,2-2z8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 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 Dell 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 nn 1 4 05AM Licensee C T OEN0GAINEEERtN GLic.#:KW-06002997 - u.Wl�$ De5iiTFBd 5 - alculattir► pe205 NDSIBC2149,CBG , S. �` 'W „� = if ..Q.AC- , 6; 10, BEAM Size: 3 5x9. ,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Level 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 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 Max fb/Fb Ratio = 0.246; 1t •roo,alw5o ,40 fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +p+L+H .Y • fv ... Max fv/Fvitatio= A61: 1 • A: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 W E H Downward L+Lr+S 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward L+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: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:40PM a A o : v Fie a 4 4trp1 mo% 1 . ', u Ifi p1e 0 ple 8.a. 1, �,�azo, f1:; N .- 1, 5,,,,,7,:At.' . {119*.4.#014 Built!6 !f;A Y'614 . ,Vis: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood B�af11 Design TFB d 16 , Y- s ,':1:',..:' ;. F', _ gg, Caicul'attons pe 2005 NS1BG'2009'CS 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir 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=0.180 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Design Summary Lo 0,0) D(0,41�0)L(.0 0�3�0( Max fb/Fb Ratio = 0.457- 1 t��NN ��//11 l9 fb:Actual: 464.21 psi at 2.500 ft in Span#1 . Fb:Allowable: 1,015.16 psi .~ Load Comb: +D+L+H ir • 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 ft, 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 1f4Wo�R eam Desrgnt TFB d 17 .:* : Y; _Ga trlattpris per 2f10a Ih 4%,iB t t'CI 2010 ;3CE 7-10:; BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.250 klft,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 LOM Max fb/Fb Ratio = 0.310. 1 D(0.0150)L(0.0250) o t0 L r r r 4DS 1,ro a90) y D010 L0250 t r • t i fb:Actual: 702.01 psi at 2.508 ft in Span#1 ::_: Fb:Allowable: 2,263.27 psi Load Comb: +D+L+H �s .' Max fv/FvRatio= 0.268: 1 • • 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) 2 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 Wood Beam es, lett TFBd 18 f. , ons-per 2006 5 IBBC 204,0#2010,ASCE T-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=0.10, L=0.1450 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary .t 0 •r�..•, Max fb/Fb Ratio = 0.140; 1 ��.a., � r fb:Actual: 318.80 psi at 4.500 ft in Span#1 `er Fb:Allowable: 2,276.84 psia Load Comb: +D+L+H -.: � a.. ... ;�;_ 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) 2 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 x ' g rd / ✓/ a• MEM AWN ,,i a ! / / ' Vi.414CeiT7,t�i 1J Lic.#:KW-06002997 Licensee:C.T.ENGINEERING W� eitiesignr TFB d 19 k... .. T. kat‘. ,.gyp,ons MD I0C2009 :BC tows, S 7-10 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-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=0.120 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 _ 1 032 fb:Actual: 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psi 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 11.0 ft 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW 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 Beam Design NOT USED Calculations per 2005 NDS,Ii3C 2009,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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,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 Max fb/Fb Ratio = 0.102. 1 D 0 0 00 80 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 A A 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 `Woad Beam Design , TFB d.21 Calculations per 2005 MDS,IBC 2009,Ci3C 2010;ASCE 740 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-PrII 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 .t_0.A.. Max fb/Fb Ratio = 0.368; 1 =1L1•�� fb:Actual: 374.41 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.264: 1 A A fv:Actual: 39.59 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 e,2-2x8 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 2014,240P r a y�o a 4 s c ;,;#0,;o148;;,„t 1+t051T 1 a z ,1,EC6 ,' I#Iple p�beam y,r: .,; exit r:. 5„ ,, _�.:...,, ,;' �...., �t,�d ENl^�l`C`+4LCY1t+IC 1 � 4,�fi 149A03f�� 1?)„t.23 ,. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING WeiOd Seam e ign TFB d.22 rf ' � ��.. :. � � , :,o ,, , ! Calculatwins�per 2005 NRS IBC2ff 09,CBS# O,ASCE 7710 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-Pill 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 °001R AiR) Max fb/Fb Ratio = 0.380. 1 „ fb:Actual: 409.10 psi at 1.500 ft in Span*1 ate, Fb:Allowable: 1,077.63 psis„,.....,.., .• Load Comb: +D+L+H 41 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 3.0 n,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 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 Wood jiletm, Design y TFB.d.23 -VV' TPS g Calculationsper20055 NDS,IBC=2009,CRC 2000,ASCE 7x10 �,.�� Cyt , -% � 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-Prll 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 01 Max fb/Fb Ratio = 0.582. 1 t tD(0.1425)t(o. v ,l L(0 2'q fb:Actual: 626.70 psi at 2.693 ft in Span#1a 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 ft 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 /1 /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dart= 7.50 in. Lumber Species/Type:-------- DF1 REPETITIVE MEMBER?------ N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(4)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(q)= 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(int) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH= 0 inches fv,NorcH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING suite 392 INC. 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I • I i Structural Engineers C T ENGINEERING 180 Nickerson St. Suite 302 Seattl INC. 0--V4+ 9810pWA i'roject:� lki L�P�O►� Dale: (206) `,n�i /� (2UG)285-4572 PAXClient: LJc�p VS 1 Page Number: (206). 285-0618 .&u it�-r— C)P "C01 _ 2Y` 4 u (►�-rte- :�o k: Ili El G-HT amt• iso �t�'o c (Z) (f) (5_) a:DS 771 775 ,1 3:/\ 5 K 9.c€31 8.71 1375 WA 3,D" 2t,b'^ 6,pY, K Gp G ,,9 v' 9,56, 9.75' 7I r 2, 3.7" 5 O! WC. )Nre•Kion L- . 8,71 1 a 6 frM '.. ..1.. k.. .. wF� -c�� e I Q Structural Engineers 180 Nickerson St. CT ENGINEERING suite 302 -Ye?-^V 9(:(1)(6))928S-4S12 WA Date: -Ye?-^V 98 (2o10G)928S-4S12 Project: �h! F[ `\.r.5� r�1' C PAX: 1 Client: a fva 1 L 0"J 1 Page Number: (2oG)285-0618 -1°U — Vi' Ud� a Z F 2 ;c: -.\c* �Ti3�5 Lod:, W/ 61.0 rsI c �6'' (z� c (5.) I_ a 771 7 ok1 b..F . 9.00811571 r -N31 Gt.sr-le.GE9�.9 � 9,59.75' 3011 -7.6`'` l 0.� Kt vie *CALIsM a "Ti. 121D mrh ULT ; C P , +�ip,za ,Q; � ��f'1TCN �Z- 39,x) d.7 d.94 'L DLIT c ` r yt,/1N).)S+C� Cox' . A cc-,Lomms rg. S A 1C-- o _ X5.25 ('4 ) 4 2 s6Fs > t ISD N ‘ 28.01.QF-Mikak<'�13 Structural Engineers Page 1 of 1 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document odele in 2008) (which2012 utiliInternationalzes USGS hazard data availabCte Coorda45.43123°N,-1-"Stiff„, N, 122.77149Building°W Site Soil Classification Siintes Site Class D -"Stiff Soil" Y. j�}S Risk I/ I/lIIIIy�y,�s Category I ' , ,:o;',",:;,4,4:',,:4,.....„'-ri,:t••'4-i ,., ,,,,,,,z,0:,,,,477 t.,.,:.fj:'''''FrAtL4 is,-,--',`cfpliP.,,,t,-flzk---'7',.--':'<!vi,tvto:':z,_.-=''‘A'-i_,,' 1-,,-`,.-'-‘---,-‘1--tY'''.77-:,1111,,,,,"j- ---.,,..t,,'It-11:9' q';','4,-,3,,fitt` ..,7',-- ,::.f.:,..,,,,;;,7,---'9,::4,,:',,.,:fottoc,- ,--,,,-::,1,-::::ze,,,,,,,,,,:----'ell--40-',. ,q""-Z::::-"' -:.1 ,, `.,,,.*':'-'141(.:: �� " taszt .. . C?g Cid �y � ? :.:.'"',:j'.. t‘" 3,. ## USGS-Provided Output g S5 = 0.972 g SMS = 1.080 SDS = 0.720 g Sl = 0.423 g SMS = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCU IE espouse Spectr r>i ass Design Response Spectrum 1.19 72 **0 0. 0,22C a 9. fJP ass 0.. :2'7 44-00 r vii 0 0,44 ,. 032 0.22 0 les 0,22 0.11 9.t8k 0 $ 4, 9.9ffi 0. 0 "0 . 4.a9 9 1'4°. 1. 1.59 1. Lto 2.00 _9i# b, 9.i6S 9 b 1.00 1. 1.�G9 1.00 1. d f+.... i t 1 Pfd,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 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 S,= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usas.gov/designmaps/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=Fv"S1 SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 SD,= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 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 Irregularitie - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D SIDS 0.72 h„=19.00 (ft) Si',= 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) I,= 1.0 T=0.162 ASCE 7-05(EQ 12.8-7) S.,= 0.43 k=1 ASCE 7-05(Section 12.8.3) T:,=6 ASCE' 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So./(I'(RA J) (for 7<71) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sm'TJ/(T'T'(RAE)) (Por T>Tc) 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,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if 5,'0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REFS Cl C2 C3 Cl CS CA CT CO CO C15 C11 C12 C13 C14 C15 CIA 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 Elevatior Height AREA DL AREA DL AREA DL w, w,'h,' w,"h," DESIGN SUM LEVEL Height (ft) h,(ft) (salt) (Est) (sett) (ksf) (sgft) (Imp (lops) (kips) Ew,*h," VI DESIGN V \j„,,,,,,11$ E-W Roof 16.00 19.00 1870 0.022 -' _ 41.1 781.7 0.61 4.40 4.40 6.51 8:03 Top Floor 9.00 10:00 10.00 1517 0;028 333 0.022 49.8 498.0 0.39 2.80 2.80 :6.13 -7133 ?. 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 E/1A= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,_ DIAPHR. F, E F, w, 7 w, F,,,,_ •F,-wo., 0.4'S,'IE'ws 0.2'SPS'IE'54 LEVEL (kips) (kips) (kips) (Idps) (kips) 1:w, F,,,Max. F,,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.88 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 N-S 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 ult. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust_ " mph (EQ 16-33) Exposure='' B B Iw= 1,0 1.0' N/A N/A Roof Type= Hip Hip N-S E-W PS30A= 25.7.' 25.7,psf Pitch= 45.0 ".30:0 Figure 28.6-1 P530 a= 17.6 17.6';psf Figure 28.6-1 PS30C 20..4 20.4'>psf Figure 28.6-1 Ps30D= 140 14.0'psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kai= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00`(Single Family Home) A*Ke*I 1 1 ps=A*Kzt*I*Ps30= (Eq.28.6-1) Pse= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Pso= 14.00 14.00 psf(LRFD) (Eq.28.6-1) PSA end C average= 23.1 23.1 psf (LRFD) Ps s and D average= 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-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.80 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 per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 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 0 140.6 0 288.9 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) 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 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-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-V 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(ns)= 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(ns) 12.65 V(e-w)= 15.36 kips(LRFD)- kips(LRFDJ ®_ ki• (ASD)_ _ kipsSASD) 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 D SHEATHING THICKNESS tsheathing= 7/16''' NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V 5 allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) —I 0 0 1 0 0 1 P6TN 150 2 • 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S Roof 11 SHEETTLE: 0Tk0,1' tw .��;:'. CT PROJETICT#: CT#14051 Plat-1'3'713 3 Tvdn C asks,EI ton- , D Dleph.Level: Direction: Typ.Panel Height= ft Seismic V I. 4.40 klps Design Wind NS V I• 6.81 kips Sum Seismic V i= 4.40 kips Sum Wind NS V I- 6.61 kips (I)DISTRIBUTION TO SHEAR LINES' C'S _ C3 r5 1'6 C7 CO C9 CIO Cfi C12 C13 C14 /s7�10 }}CCI/6� Trib% Above Llne Load WUrinil= KYAIMM.3111ELEZEIECIIIEEENIATIS SiNi17•21:MIIIIIISECIIIDEll MENU RIMMED" Line E W 1st Line Trib Tied Line Trib. iiitrODIELWIE 0ay �� 0% 0-- 0.00 0.00 1111111:M MINION NEWS Kii:. KE11111131111111M 'graars,rarg.umgeo 0.00 0.00 0.00IIMMIIIIM- EU �m ? 00% 0.00 0.00 0-- 100% o.00 o.00 O-- in W1/1KfRarlIEEMICIIIIMMI 100% :' 0.00 0.00 MM.MOM a=®cuil L= 0.00 0.00 ®IIME Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.Q. E.O. Wind Wind Wnd Line ID Lwall Co Lwall' Hog, v V Amplifiers v' Type Type v V (ft) (ft) (ft) (PIO (k) P 2"'n'''' (In (II) (k) NVES.T 499M 14.23 / 10,' P. 155 2.20 1.00 1.00 1 5 PH ' Pb 2 9 3.257 ✓f �� o.00 gni . 0 0.00 1.00 1.00 0 0.00 i.,..4,10'. 0 0.00 1.00 1.00 0 7, 0.00 a.4 0 0.00 1.00 10o - o 3"•;,;,`,..i., 0.00 ,,81 p' 0 0.50 0 E24 1647 16.47 4, 90 1.49 1.00 1.00 9 P619 PSTN 1 4 2.2 TO 0213 01 .):6.,; 7.91 '1 90 0.71 1.00 1.00 9 POTN p4TN 1 4 1.057 1 0ti:`, 0.00 1 0 0.00 1.00 1.00 0 s , 100;, 0.00 1 ^'e 0 0.00 1.00 1.00 - - 0 Int. 0.00 )• 0 0.00 1.00 1.00 0 a.74,,,,:., �ry 0.00 , 0 0.00 too too o 11, 41:244,14,0;.'11' ,E€1 0.00 aV 0 0.00 1.00 1.00 - - 0 p-1.00 'Table 4,3.4 AFOPA SDPWS,Footnote 1 'Special E.Q.DL Uplift Facto r'7074 DL Uplift Factor walMnd BO t} 3)OVERTURNING RESISTANCE Selemie Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'1 Reduced Net OTM Add! Max. Line ID Loisa w dl ID(61) ID(#2) Lues OTM Rona Level Abv. Total 03 LI U., OTM Ro,u Level Abv. Total U U,,„, U,,,,, HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (klp-ft) (kip-ft) (kip-ft) (k) (kip) (klp-ft) (kip-ft) (kip-ft) ..S1;-4 (kip-ft) (k (kip) (kip) ,4 ii 1t 16.2 4 L 13.98 17.81 23.03 -5.22 3 522,x`! ?` -0.37 26.38 25.02 1.36 ',9ti1.36'' 0.10 0.10 NONE 0.0 1515 1G�E; ^4' ES,.,, „ Al 0.00 NONE 00 015 �+` . 4F,',':;!',.,� !Fl , Q. 4,) o 0.00 NONE 00 X0,15 c a a,c, Zu'`r K o 0.00 NONE ' 0.0 615- I# �) 1a0 13',. a e 0.00 NONE EASE ' .,.4 16.5 916 t1 16.22 12.03 32.38 -20.35E. -20.35.tra 9 -1.25 17.82 35.48 -17.66 -17.66 a -1.09 1.09 NONE :. l 0T .,..99,301 : 9.9 . 7.66 5.78 9,32 -3.54 0 354:- t :714.,&;',.- -0.46 8.56 10.21 -1.65 T, -1.65 -0.22 -0.22 NONE 0.0 t6 :rilY _ 0.00 NONE 0.0 : s e e 0.00 NONE 0.0 6.1)1 /ET 1La'' €4' 0.00 NONE sa ' S' 3 y x4, 4 ,,,,:---..-..i,s 0.00 NONE ... \ 0.0 00.1'55 ✓ir ,°.: '2171°1'10!!''Pd ,;}q ,0;&.: 0.00 NONE Ho/down Ctr.O//set from SW End- in 0= 0,00 -29.11 N.E.T. 3/26/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE: 01 Plan 713 Twin res .,< ....:, CT PROJECT R: O.TO 14051.Plan 3713 Twin Creeks Elevation D Diaph.Level r Direction: Typ.Panel Height ft. Seismic V I 2.8 kips Desl9n Wind NS V I• 6.1 kips Sum Seismic V I• 7.2 kip. Sum Wind NS V I• 12.6 kips 1 DISTRIBUTION TO SHEAR LINES Line TrIEb% W MEN 1st Line Tri e L2nd Line TrIb.i„e Load ��� Uniform Im ShW r'I Line 7 ,' 1401 3.06577 , � 3.60 6.32 E r" ,r''c'''' ?.'..M �1401 3.06577 6, r ����� 1 i::''''''': M3 It �m 0.00 0.00 0.00 0.00 e r...:. ut„1 - 0.00 0.00 0.00 0.00 O�� M �m o.00 0.00 0.00 0.00 ' amlitfiga 0.00 0.00 0.00 0.00 . � 0.00 0.00 0.00 0.00 ' �? rg «a,ti 0.00 0.00 0.00 0.00 0�� z=EEI3WELII Balance Check: ok uk Ealance Check: Ok ek Ok ok 2 DISTRIBUT ON TO SHEARWALLS E.O. E.O. ED. EO. E.O. Wind Wind Wind Line ID Lwall Co Lwall' Hwa, V Amphliere v Type Type v V (ft) (ft) ft) (PIG 1k) N 2w/b"' (PIS (Pil) (k) rx ; . ' °' ®'' '(./p11151211®re �®' 1I�'�IA 0 0.00 ' .p 000 ��O O 0.00 's,rjl 0.00 T7IAEA' 0.00 ��0 O 0.00 � ' 0.00 ' a p 0.00 ��p 0 0.00 .,ice° ,.a.;., .. r i 0.00 ..: SO 000 ��OO�O 0.00 " 39 t 0.00 7 • 0.00 ��oa�O 000 f��w 0.00s 0 0.00 ��0 O 0.00 :tom�,3. s„I 0.00 t • 0.00 =�O O 0.00 �� 0.00 p 0.00 � O - r 0.00 �e`� a= •.t'' 0.000 0.00 O Bpi mm. 0.00 p-1.00 “'Table 4.3.4 AF&PA SDPWS,Footnote 1 'Spada/E.O.DL Uplift Fedor: OL Uplift Fedor wM1nd: 3)OVERTURNING RESISTANCE I Seismic UpliftWind Uplift Reainled Resisted rr.dvc.4 Net OTM Add! du Net OTM Adtl'I Max. Line ID Loan. W dl ID(01) ID(02) Len0 OTM Ro,o Level Abv. Total R U U,,,, OTM (kir:Fon Laval Abv. Total U U.,, U,,,, HD (R) kl AboveAbove (ft) (hip-ft) (hip-R) (hip R) (kp UI (kip-R) (k) (kip) (kip-U (kip-U) (kip-R) (kl-II) (kip R) 1k) (kip) (kip) 3 37.4 `- 35.15 32.76 122.30 59 54� ,,!, 94.76 -2.70 57.54 132.86 -75.34 . -73 98,{ -2.10 -4.10 _NONE 0.0 e) - 0.00 NONE 0.0 ,y,yy .i rg 1 .�e, + 0.00 NONE '� 0.0 '+.�0' Ittif +f; 0.00 NONE 16.6 14.32 21.23 24.01 -2.77 -237 f; -0.19 37.29 26.08 110: i',3: 11.21 a 0.78 0.78 STHO14 9.9 .,,,: 7.66 11.53 8.59 2 94 p -0.60 . -0.06 20.25 9.33 10.92 9.26 1.21 1.21 3'FH414 ��0.a )1,1434:40 z s 0.00 NONE yiL o0 tai ,.,:; ' ,,, TA )k -, 0.00 NONE -II ' 0.a ,.. r; $ '''' o.00 NONE a - , 0.00 NONE NDN-STACKING SW ELEMENTSViiii4A 00 eY V Lam° 0.00 NONE moi' .' +< 0.00 NONE Hddown CI,Offset from SW En d: 'in C. -29.11 -96.13 N.E.T. 3/282014 CT ENGINEERING E8W Root EASHEET TITLE: PsN&7 bg,. ^r.a 1P 4,.,r. 1°-%°.1 CT PROJECT*. CT#14051 Plan 3713 Tann Creeks,EI tion D DIaph.Level: Direction: Typ.Panel Height ft. Seismic V I- 4.40 kips Design Wind E-W V I- 8.03 lope Sum Selemlc V I- 4.40 kips Sum Wind E-W V I- 9.03 kips Ii)DISTRIBUTION TO SHEAR LINES) CI C2 C3 C4 Ck r CT CS C9 C10 C11 Ct2 C13 C14 C/5 C/8 Trib X Above Line Load lgfianrllgiallFIIEEEEEI Line E W 1st Llne Trlb 2nd Line Trib. 2.199 4.01513 NIEECIIEIZI ME=MIIMMEEIll 0.00 0.00 p Uri -rg° m 0.00 0.00 p 1112Em p 0.00 0.00 NM=UNI nomtvem,E32.grag,A,1„/Agommonszergrm. 0.00 0.00 MIME ICEIIm er. 41111:IM o.00 o.o0=MI UllINU trlri m=pourimaNif501 TRINEINFALIWN0.00 0.00 p-NINIIII Ealtni I= 0.00 0.00 Erring Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. . E.O. E.O. E.O. Wind Wnd Wed Lee ID Deal! Co Lwell' v V Amplifiers v Type Type v V (0) (0) (ft) (PIN (k) p 2.4lar (PIN (PIO) (k) MUM REWAtinfam c 000 J p 0.00 ��0 0 0.00 KEN IIMEEM MEM MILE aggioNzinnurxrawymce an 0.00 %p 0.00 0.00 0.00 14 p 0.00 MiLaillinisillpppp 0.00 lifirrolaMMINivi0.00 ,,13,1; -p 0.00 INIEMMEMIppOp 0.00 0.00 „p 0.00 0.00 , 0.00 p 0.00 iguimmmopp o.00 0.00 p 0.00 IMEIMMLIM pp 0.00 0.00 p 0.00 ISELIIIIIEGINIppp 0.00 0.00 taxa p 0.00 pp 0.00 p-1.00 'Table 4.3.4 AF&PA SDPWS.Footnote 1 '9.eclat E.O.DL U•IR Fedor : OL U.dft Factor valMnd` 3 OVERTURNING RESISTANCE Seismic U•Ilft Wind U•Ilft Resisted Resisted Reduced Net OTM Add( R.duc.d Net OTM Add.' Max. Line ID Lc,.„, wdl 0(01) ID(02) OTM Rena Level Abv. Total 0 U U,,,,,, OTM Rey Level Abv. Total U U-,m U,,,,e HD (ft) (kIN Above Above Id•ft (a.ft) (kip-ft klp-ft) (kip-ft) (k) (kip) (01.ft M.-0) (ki•ft) (klp-0) (ki•ft) (k) (ki•) Id. «RTH l)2A ®G1S c 30.14 17.81 91.73 7302 ligitMBElen -2.23 -2.23 NONE 40 ,f0 54:37 1 n' 0.00 NONE •;„"A ': 13.0 ¢ ':E,y';. - 10.75 8.91 14.78 5 87a -0.55 18,28 16.06 0.21 ; a 0.02 0.02 NONE e ~ I3.0 '1^,• (0.75 8.91 14.78 -5,87 e1). *.<. -0.55 16.28 16.06 0.21 0 21 `•,I( 0.02 0.02 NONE �. 0.0 tiriKammi Ida=::r 4f0 'h hE°k1°.,a 9$ 'ti 'o: 0.00 NONE 0.0 'TAUT MI WWI ..A! 0.00 NONE AtiMat 0.0 iISR ) (' rfiCitMW?o_ a �^Am"0. ,:a 0.00 NONE 0.0 01�t E'', itel --- . , 0.00 NONE 0.0ENV' .-_ i INQ n niffaiMigit: 0.00 NONE `"zl'•' 0 LI^''i KAI 0.00 NONE „ 0.0 75,i aa'•v ._-";3 ~offIthriEV 1,d 0.00 NONE :. 0.00 NONE Haldown CIr.Offset from SW End: E. 0.00 -85.66 N T. 3/28/2014 CT ENGINEERING E&W_Top Floor SHEET TITLE CT PROJECTS. CT#14051 Plan 3713 Twin Creeks Elevation D Dieph.Level: '-'•r °ire°ti°^ NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height g R. Seismic VV I 2.8 kips Design Wind E-W V I• 7.3 kips Bum Bei.mic Vim 7.2 kip. bpm Wind E-W VI- 15.4 lope COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1 DISTRIBUTION TO SHEAR LINES Line Trib/ W 1.1 Line Tribe L2nd Line Trib. �� W r•I ' a n o� psi ',,,',.).2'..,',...,.,/ x_.0 9"�`Y.. '.d. 2.90 5.95 0 242 '� 401 3.68624 fa"' -., ..,s:x, D 118 263 ;.1....'1'1•111:1: z' :.to * Mak 395 860 ai ',-'5,3,-, ,�k '' moi ` 0.00 0.00 0.00 0.00 ,' Wim Vfl a �� 0.00 0.00 0.00 0.00 I 0 Wim „ '�� 0.00 0.00 0.00 0.oy` 0 �m : w', v �fi4'''- 0.00 0.00 0.00 o ��� . � � 000 0.00 0.00, 0.00 0 E! Egg E= 4.40 8.03 ��� Balance Check: ak ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.G. .O. E.O. Wind Wnd Wind Lone ID 1-well Cs Lwell' H..u� v V Amplifiers v Type Type v V (5I (0) (fl) (ply (k) /, ./hrii (DI() (PIl) ru r I G2 G) C4 Cii CF (:7 (:7� L.10 7 f' CO3 11.k.)... T i¢ � ea ��� _':Sc. •i. 5.85 0.00 p 0.00 ,��p®� 0.00 ,- 0.00 O�*J��O 0.00 ;',We.:'_-" .k a �rl���� 23 3.53 x T °r' ' ` ����� � 260:3 2.54 • \Ea a \fE__1�Ialt��fi'SC� o j., -'- ° ®®� 1Ing.�l ee- ' z 42 0o p 1.00 0 0 0.00 mli r �0'�>i�# 00 0 0, E, a. nail i;11,4 e, �u�l'�irTuai�6u �.0,21...0"io.�: 0.00 p 0.00 1.00 00 0.00 p- 1.00 "'Table 4.3.4 AF&PA SDPWS.Footnote 1 •Special E.O.OL UpliR Factor -E-0td�695 DL UpliR Factor wO44nd 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Reelatetl Resisted 8edoo.d Net OTM Atltl'I 5.4uud Net OTM Add'I Men. Line ID LoL art. ondl ID WO ID(92) L„n, OTM RmM Leval Abv. Total ti U U„,m OTM Rona Level Abv. Total U U,,,,,, U„,m HD (ft) (kli) Above Above (9) (kip-R) (kip-R) (kip-R) (kip-R) (kip-R) (k) (kip) (kip-M1) (kip-ft) (kip-rt) (kip-M1) (kip-R) (k) (kip) hi. ' �' ,4'y::�. t s 3. MN' . { ,}�(;„ 23.90 28.39 59.79 -33 40 107 32 i a s 31':r. s, x.49 53.22 84.96 11111E-, + JJ. .30 4.30 NONE r -_- -i7 � '-_,,,:•i°._ • 0.00 NONE o.oihFf,t- _ _ O.oD NONE 'ta v 15.4 e • -® 14.39 33.17 -18.79- ' `3.p -7.43 32.13 37,47 1 Mgrn ea I.1E1 o -0.47 -0D° NONE 4,44-.4' 11.7 a 10.37 12.40 -2.03 "rq® 11.22 23.16 13.53 ® a ® C 1.02 1.02 STHD14 w :. Vill 4"1 D.0 e 9 o- ,F,Sg`e O.DO NONE 0.0 o- -1 °_Rda' r �.,Jwnrgl'.'<-_E`tnh i 0.00 NONE 6.0 . 0.o 1 °h ; _ "M1,.:_ 0.00 NONE NO TACKING SW ELEMENTS• � I. „ .o- .-III��. «a n��fi' a 0.00 NONE` �. tillM .,� 0.0 S,a €- r e a-_ 0.00 NONE ,L.. ii r go= �-<�_ o-. _ a-_ c. _Pew', e D.00 NONE Ho/down C7.Offset from SW End' 1= -85.66 -116.89 NE.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb Vw= 4015.1 lb V1 w= 3144.8 lb V3w= 870.4 lb ► ► v hdr eq= 72.4 plf ► A H head = A 1;10 ft vWALL TYPE H pier= �� �� � � �� plf P6TN E.Q. 5.5 plf P6 WIND feetZ i H total= , _ w 8.1 feet 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 4 ► 4 ►4 ► 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 Ib V3 w= 1003.8 lb ► ► v hdr eq= 100.0 plf 1.10 ft y ✓✓ a �i � � � � � ✓ariz�,T eg a=s� a4 cru - � WALL TYPE p � �� • plf P6 E.Q. plf P6 WIND feet Htotal= �a ivr - � z 8.1 ark �'' � a�`= v�.c 1 • �.9 %✓ feet a - H � � �?�t�• � �z � f✓ �?�✓ v i � ars I`�, ` H sill= �, s%� ✓ 'Yjy 9/ �is f�'cea , �+',5'^,�3sS ��b r� ,j✓ &P �fqC '��` lnA 1.5 f¢,b�:✓ '�i�ya3j In "1yw {_ sv + i`✓", dE.,ly ti ✓' rpt �y ✓ a ra✓r ✓� � / E ,✓ ,✓ feet .,,,,�,.w.1�tR.. _..r ....n.F...�'r,�,ar,„_,...�'ffiLa. Nr✓:✓?,:�, ter,..-. ,;. .o,,�..,�as .. � �?..,.� c ,,,,,,..,� 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 head At r3 a r £�sg r ; a �„, z a x sir H IIeaU = r � r g ,�r) ' � �� � a3 �f �� � �>i A �6 `£ i ' t d \ 1.10 ft WALL TYPE H pier= k ,� �f� �� �' P6 E.Q. )'g ' 4 � p ��life:, Cj'� SI .F✓//?�,�5` z 5.0 x , y31 s 1plf P6 WIND feet I H total= n feet • y , `� � � a 9� � �� � ��� � � H sill=2.0 n£ rR` 3 'SIX S S"W feet 1a � rt �,7a s. k s �� vex . .ext REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3,0 L2= 50 L3= 3.0 Htotal/L= 0.74 0 4 0 4 ► Hpier/L1= 1.67 Hpier/L3= 1.67 L total= 11 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.1A 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 `t ✓.?,a��,t ;c r " '`. :d "� u - s sa,� ,5 r ��s v3r, H head— `� ' � � �� ��, � ,�� � . , WALL TYPE plf P4 E.Q. H pier= }f€ ro �� 0 P3 WIND feet H total= 9.1 feet H sill= 3.0 feetf z 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 0 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 t Vii"c A PA Topics TT- 1OOF APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association PORTAFRAME DESIGN (MIN.WIDTH =22 1/2°): EQ = 70#< EQ (ALLOW)= 1031# WIND i.NN9oDDL)i 1330#<WIND (ALLOW = 1444#Table 1.Recommended Allowable De gnVal• sforAPAPrtalFrameUsed onaigid-BaseAllowableDesign(ASD)Vuesper FrameSegmentMinimum WidthMaximo 8eightDeflection m. LoadFactor(in.) ) Shears (Ibf) ( )8850 (1190 v=v IN ) 0.333.091610625 (875WIND0.442.9781,675 (2345WIN ) 0.382.88240.513.421'-101/2" 81520EQ(2128WID)1'-101/2" 101()31EQ(1444WID) s oundation for Wind or Seismic Loading�a'b` (a) Design values are based on the user (1-(0.5-or Sowhere SGe f s ec fic Frrav thof the actual framing.Thist'adjustment sha I not be g eater than the specific gravity adjustment factor=(1-(0.5-SG)j, P g y 1.0. (b) For construction as shown in Figure 1. (c) Values are fora single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame Header to jack-stud strap (one braced wall panels) per wind design min 1000 Ibf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony ' 1 wall height Fasten top plate to header with two rows of 16d yy ¥, sinker nails at 3"o.c.typ EfOr1125;7;;,;'''''' ',%--,1k;:l II-, ''. 7' • y aEa � ? •I :1 Min.3/8"wood structural Fasten sheathing to header with 8d common or panel sheathing 12' galvanized box nails at 3"grid pattern as shown y max ," total ;y Header to jack-stud strap per wind design. • wall Min 1000 lbf on both sides of opening opposite If needed,panel splice edges height side of sheathing. shall occur over and be _ nailed to common blocking 10' Min.double 2x4 framing covered with min 3/8" • within middle 24"of portal thick wood structural panel sheathing with height.One row of 3"portal max 8d common or galvanized box nails at 3"o.c. .c. height -1• nailing is required in each in all framing(studs,blocking,and sills)typ. panel edge. •., Typical portal frame Min length of panel per table 1 F, construction ii ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of jack studs per IRC tables —Min reinforcing of foundation,one#4 bar t P502.5(1)&(2). t" top and bottom of footing.Lap bars 15"min. � . y , .i < S Min 1000 lb hold-down Min footing size under opening is 12"x 12".A turned-down device(embedded into slab shall be permitted at door openings. concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 ©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 d.APA trademarked products.For additional assistance in specifying engineered wood products,contact us: www.apawoorg 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@apowood.org Form No.11-100F 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 w PA your local jurisdiction or design professional to assure compliance with code, construction,and performance /7 requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products areused,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 Project; @ 131S A-Z&.° k4461-- /n .1— Date: A07lD ,c1settlwn 06)285-4512 FAX Client: gii ,3 L ( V J� 29-)P5,6)..5,-2) Page Number: (2 6,)285-0618 r • clop o�s b 0 / 6 d:7_6r A‘,50 0„; .; X l6` ►2'` Z"� L3e5it '6 — -K_ Fvt2 . .07712r14 6 ..rDr�R Posam -B (zDV-t)/,&...))) (-0(0:6/60) 312. ( WZ3)(1e) Mn Vol) (60) Mk) ())(,2,Via.4) .te ^,11� co`` 5` B x1 , w/(2) 44- 0,;666-Nutt -4' o ©,;6uu.tU, Tb /2x11 11 i 1;5t i 8x u, e _.91/1)96-s Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 ii.) Table 2.2A Uplift Connection Loads from Wind . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 3 Roof/Ceiling Assembly3,z,a,4,sa,7 Design Dead Load Roof Span(ft) Unit Connection Loads(pif) 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521 612 !? 0 psf° 36 272 298 324 380 441 506 576 650 729 856 Z Pi 48 350 383 417 489 567 651 741 836 938 1100 rrt 60 428 468 509 598 693 796 906 1022 1146 1345 RI . 12 70 80 92 116 142 171 201. 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 in to 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 {�t , 20 psf 36 32 58 84 140 201 266 336 410 489 616 ),i: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 99 129 161 195 249 24 - 3 22 62 - 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 - feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings - located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 12 I 1619 24 48 • Multiplier 1.00 1.33 ( .2 1.60 l 2.00 I 4.00 • 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 1 •• 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. if,- 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 1'-"- header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' C.-: ' 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. .112": s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. 1+ : s;- AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suttc 302 IV11/�j l) . �Y `�A VEL 11n�t Seattle,WA Project: 1Y' /` Al— 5 r I\V c♦ J "1�� t . Date: (zoo)9285-4512 PAX: Page Number: (206)285-0618 Client: . O 1 7145 vv 5 k1;11\ . WAD :A- , 1)0A t : MP i �► 0 iii . •c -7 v( Wag lig l!� . 0.k )6jP_ • - • t . . s 2Y ,*AM3 -Thws (4)(z> (1,G.) 6>0 a ` P, Ayo • • tA-=, (1-6Y 4-M `- vb - \45- (1) - P XPi c6,4. P)-' • e •?Las_ 00)- (eC nal) 56IFAF DV* Structural Engineers TRUSS TO WALL CONNECTION ';I'j vAIlu ; #OF ITRUSS CONNECTOR 10 TRUSS PL TO TOP PUTES UM 1 1 1 1 H1 (6) 0.131" X 1.5" (4) 0.131'X 2.5" .uai ,1y 1 1 H2.5A00 (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5;{:) ili SD 2 _ - Iri', .,.1L...... 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in7Ii mu 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131'X 2.5" EA. Bili) 'MI 2 (2)SDWC15600 - 3 (3)SDWC15600 - - 1�' t .tin ROOF FRAMING PER PLAN 8d AT 6" O.C. ,:*%44**4.'* N z 2X VENTED BUM. MI i I, ' ' 031" X3" TOENAIL Rrir AT 6" O.C. L H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -_io--- 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) 1141 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?PI'VAI.UH # CONNECTOR 10 TRUSS - ----- --- PLIES TO TOP PLATES UPHIF rt 1 H1 (6) 0.131' X 1.5" (4) 0.131" X 2.5" 400.J._415 11 SDH2.5A00 (5) 0.131'X 2.5' (5)0.131"X 2.5" `355Lito - - - 405 115... 2 H10-2 (9) 0.148" X 1.5" (9)0.148'X 1.5" 1670 7011 2 (2)H2.5A (5) 0.131'X 2.5" EA. (5) 0.131"X 2.5" EA. -KIWI -112n -- 2 (2)SDWC15600 - - 9711 2.50 3 (3)SDWC15600 - 1455 I .1 1,15 ADD A35 CO 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND FOR. STYLE 8d AT 6" O.C. CONNECTIONS �� -116::-• 2X VENTED BLK'G. Mt N j II H2.5A & SDWC15600 STY'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) 119 1 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA 1 N C. • 98109 Project °.1-..• O'1 • 1... --A.. • —1. k S7 1" Date: :..3d/ii_i..0 (206)285-4512 FAX: Page Number: (206)285-0618 Client: I ':: L14 --:NcNKI L..... 1:::.:AC-E' ' .1 1.1„1:F;e7r3H-t#.'f.%;..."-• !: :. : „ •• iC ' Kkr,&�: I�tw• . • '�`0. .55 ' I � ' I. I • . �� } ' ; } . . , kLi , i ; i . ... , , 1', ' , oi,Vk :. I 1.-----.....N\tC.\\\\,I: L/ I •, . •! ... : " , ,, .....i., , : 1 , . , , , • , ; :...k,.....,,e I I I I. , . 33 , • • 11 1 1RH: i "+e,tl • 1? , 5r7 L ,i I. I I 1II I , i 1 I 1 ; , ; I : i i 1 ' , ' t 1 1pi : 1 1 ; ; I • , I I , 1 I • I i •1 i 1 I . it 1. , __ 1.1 I ! - I • - 1 1 , : 1 I i . • • I , i I 1 i 1 I Ij . 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