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Specifications Cr l 5-1/1 c w 1 7Cr Structural Engineers CT ?E Ill G•I'N E E S R I t0. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206285.4512 (v) 206.285.0618 (F) RECEIVED #15238 OCT 8 205 Structural Calculations CITYOFTIGARD BUILDING DIVISIOI! River Terrace \,c�°G "0, Plan 5 �' ' 1; Elevation D I' `� Tigard, OR • ARECN&22 & ')/FS T. G��` Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Elevation D 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 (0.S.B.) 2.7 psf joistat 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 2x8 HDR 2x8 HC R 2x8 HDR 2x8 HC R 2x8HDR a zB.1 O RB.2 X28.3 RB.4 RB.5 eTrt= K I N ❑ 1 2 • ip LO- 3____ J _-C �l. \ . CC r,T. \,,,,,,) , N 113[1 1 cc 0 I = F m IV' C , N T ' 1m ~ HO U O FC. k rqN „ _W 0 I I l m c F w O _{ .............. f- 0 S m ID 0., N 59.1 _ L m I x I 1 s>. 2 2x8 HDR N ( ) 2 1 HDR 11P0 RB•22 (2)2x8 HDR ^ GT.a4 a =====:=111111k - _-- RB 133 .I 1 I (2)ZxE H_DR RB.10 0 PLAN 5D PLAN 5D Roof Framing Plan 1/4"=1`-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 09 , 0 .� a-(,....e�._.,.a.3fYx..:.+.....,....-__._.7ke==.s a.`F�`F°SZ.!::'N ` 14,7,F':'5 ','k,.�1:.g.--'="1. i2.. ��• u_.[b,.M Cit- ,T klh4 .,f 0 O II rI `( I 1— .I I 1 1 E. j F , II I • I r F : ., } I1 _ �� r \ c 1L _I �r IIII c) „,:, II _ , , is ,,i , _ ... ! m E tf _f ,, _ L 7t 1I 1 J 'i 1111 I . , I V=Plir.' i ..::Ta4.Tb � m • '._is co St 11 4.Te 4•.. 0 - 1 VP P6 OS OPLAN 5D PLAN 5D Top Floor Shear Plan 1/4 =1-0” CT# 14051 2014.05.09 1/4" = l'-0" (11x17) o 11:10 . 14 STHD14 1.Ma 4x10 HDR 1•Mb 3.5x9 GLB HDR 1.MC 4x10 HDR 4x10 HDR 4x10 HDR 1.M. sc i B.1 -� B.2 3 ( :.4 B.3 I: II I I o _ �/ I i*_- ------, P F7'.1 1 / I f __ 1 _� __-5 . d S }e I' I II N x 1 i V i . I --3.5xI4I3IG FB 3." , BEAM FB i 3. CiL1 HDR 1 H _ 1 sI II I II 1 � .- . ?a • .1° n BH B. , 4x1 0 HDR 4 1 HDR ' F• 14::.,...T__. .s::.,.l ,, =:�7C•,�.� •u.,._... ,.��.., \STAIR / - t '4 -E) STHD14 e I j I STHD1 -----1 , \FRAMIN9 x t M 11 L_---- L.-S-THC • ST-1014 \ / I t cor 14 ----CID-it- --- I P4 \ / i 4'- M �1 \/ I /\ P 1 / \ t P4 i'! / \ � / \ STHD14 l I / \,. �) D14 } 1 3.5 •BIG B$AP1.B � t-1a =ice ,. � It;.,,. ',1 B.15 5.5x16 L,B HDR - --�r- -- .n:��; .,:k'�`�f�.�.; �= ,..4:i - QL-�il�7YilfiYw-�C�YIi 4 1 - cc ilihil0 21:1 t\ 1 - F ---- !"{ 1a q I' (1 _ x . 1 t N ': I I N 11 T1 - L.- - S3 0 p, t, ,, ,_ 1. rr =t, -I N 1 cDI:.'i m II i. T O kr ce II •T _ 18 14 W ac8 DR d.ili x 56.1 `9 3.5'x14"BGBEP 6. 1'Lo, S9.0 ��y.. rim?ETA:� _�."l�!c 1 S.SF-6.5=LBH=B.-6.•1� = `La�111� • HDR Q)2x8 HDR p2)2x8 HDR I'lociiiii ` STHD14 STHD14 _ __ ��} P3 �•_: _�� ____ ,__ X_5 MONO TRUSSES P3 I �' 4.M @ 24"O.C. Lit-1 '- STHD14 2x FRAMING 1 • - :•• i 2x LEDGER 0 STHD14 @240.C. e.a_e�..a.- 4.Mc & 4.Md not used this elevation AIN AIM e %IP CEP PLAN 5D OP LAN 5 D Main Floor Shear/Top Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) " (3" 4.-0. 3•.6•", T.O.S. " 3 1/2"CONC.SLAB o la I-0'-7 12•I ,,..,.rx o I.-0-3• T.O.S. ----- .A - ---T(1 ' STHD14 STHD14 l til U LI { 1-0 112• _ .. ..•... • .. • 1.75x9.5• L - 1 I_; \. . _. ..- '.4 112'TJI.FLOOR JOISTS @ . INSTALL TO ALLOW ..... .. . 9.2• O.C.TYP U.N.O d.I • • ADEQUATE DRAINAGE AT - -- - CRAWL SPACE .. .... � { .' .... � 1.75x9. LVL ' ... .. o U ..... .. o { W/(2)#4 EACH WAY TYP I. 'I-1.-0 12'I - • .. .... .., 11 2x6 PONY WALL FOR'.. .. .... \, 1 -.—.--- AB .,, ... IF�. ==1:11=r.!'" iI I I 1 /I ....... I1.75"WIDE LVL TO MATO I JOIST. I ..`.. DE P.TH.ABOVJ='PONY WAL S. ...._..:..:.._.._.__. ,L.. . ...... .. ... {_ .... II • 1T-SI .. ... .. -1-01/2'..,. .. '.:.I,.4 • • •• I•y I. i- I WH I STHD14 STHD14 . _ - -.,. CEE)T.O.S. .,.�. I. © 0.x20"x10"FTG' ' •' ••••.1.75•WIDE LVL TO ATCH• I. •....'. ' •" . /(3)EA WAY ��' I JOIST_DEPTH ABOVE PONY- - WALL:...... •'-23/4" 11'-31/4" ..STH014 ._1'_. ... .. . ST 0.4 I < ....... .. . 18 . 312"CONC.SLAB SLAB SLOPES 3 1/2" '3 1-1'-0 1/2•I FROM BACK TO APRON • .. "" '_ • , VERIFY GARAGE SLAB HEIGHTI WITH GRADING PLAN \) .. .'. ... .. __.. .. .{ .N _... ....I-1'-0 112• 19'-10" 9'-.f 1/2• ... .. 11'-D 112'. .... . -. ..\ri . . S6.1 I c .. l_ III , p li[ I '1 -5 +-2x4.". '. / 0 �..�TM,.!—� T.O.S. l Pf)NY.Q .i STHD14 STHD14—_"" i ..WLL a- 18 -1'-6 12• VP , 3 1/2"CONC.SLAB D1 .L... ....v .... S6.1 P3 (E) , SLOPED DOWN 1/4 :12 g \I/ ja STHD14 STHD14 Q P3 ICOF SIM. PLAN 5D 2'-1" 16-3• 1'-3' 9'-212" 8" 10'-61/2• 4 f PLAN 5D a'-o Foundation Plan 1/4"=1'-0'� CT?# 14051 2014.05.09 1/4" = 1'-0" (11x17) • CT Engineering Project Title: - 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: - (206)265 0618 Printed:6 MAR 2014,11:26AM rliVr h'�I�e>aSC=I "..fr �B'P. mI�w .9d. , ,� �te, phE xu,1,4R 1.a-,, � g7i. ;t , :F,iew0:114051;T11Eti 14051T .EC6' Multi lPe ea ' � " rF4 .1 �, ,,, - . -e,, . , k. M, "�ENERCACC;iNe1983204Bud,y61,'1rV,: 4 .23:aw ; , -,. ry... , ; '.;;,n; - 423; er 1 ., v6iiLic.#:KW-06002997 Licensee:c.t.engineering Description : 2nd floor wall Headers rOarBirrif,DeiiWiTfy-pic-ails-a-riTaiiiCio-n-BeirTn-i-Eiawi6'clear span max., 6'trib max.) �.,.-` r ;, -i,. ;' :, ::Calculations per-.2012 NDS;IBC 20.12;CBC 2013;ASCE=7710 I BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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, S=0.0250 k/ft,Trib=5.0 ft Design Summary 0(0.0750)S(0.1260) Max fb/Fb Ratio = 0.476. 1 i fb:Actual: 482.28 psi at 3.250 ft in Span#1 :47Fb:Allowable: 1,013.55 psis. Load Comb: +D+S+H Max fv/FvRatio= 0.245: 1 2 fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft, 2-2x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913 >360 Total Defl Ratio 1196 >180 MoOd 86011,4 slgnf: Typical Full-width Bearing Header(4'clear span max, 23'Trib Max.) 1 fai ,; :'`�t R'r,-;y w 3 ;�1 ;,:Ca10,1.wns,perr2012,NDS,IBC,2012 CBC,a 0,1,3,,A.A 7-'194 BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 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, S=0.0250 k/ft,Trib=23.0 ft - Design Summary D(0.3450)S(0.5750) t f Max fb/Fb Ratio = 0.934. 1 ,, fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi Load Comb: +D+S+H Max fv/FvRatio= 0.647: 1 2 fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.2500.2-2x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488 >360 Total Defl Ratio 930 >180 Wood"Beam Design;:`. ,Header R6.5.D ::,� -gt, '2'-.--- - ' y , "- ,.?"' .: ", :1'f ;- Calculations per 2012,NDSSIBC 2012,CBCr2013,ASCE 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary Max fb/Fb Ratio = 0.628. 1 .0.0750 S 0.1250 lb:Actual: 639.02 psi at 0.669 ft in Span#1 =_ _ Fb:Allowable: 1,017.44 psi ;*s ; _ > '- Load Comb: +D+S+H iill 411 Max fv/FvRatio= 0.938: 1 A A fv:Actual: 140.63 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.012 in Left Support 0.85 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 0.54 Live Load Defl Ratio 4381 >360 Total Dell Ratio 2655 >180 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 - Fax: (206)285 0618 Printed:6 MAR 2014,11:28AM ,.;-� "rt`: ,.: .�,. k..�::-.,.,,i-,,,,.,z):7 '!�M;I',fi�_'4:114951T,=71E1i- 74d51,T,=1.EC6'" <sd;<'`, .,kik•,..%;,,;, &" j �µ�.�`i3�,�CS?5`1,z ^;�y'.� x 9'�' '�'E �� ,Hr��'7"-. :�,,. . ,k „•�, ,,,.�n�3 z .��. iiwui.o e Sim I@I>Be,T1(.1`y 4 .-h-,�,"s^% .; r ,, 4 tP " ,.41 s �rs�.as� p a*� -say:;:: �_ ,"�� ;�,°�"�$ts` ' •�:,;,.�_. .�`>is°;m' '��s;��.z ,;;ENRCAL`C'INC,�1983=2014 Bu�dfi:14.t:23;�,V„er�674,1: 3�C,. Lic.#:KW-06002997 , • .• 'Licensee:c.t:engineering, Description : Top Floor Framing 'Wood-Beam#Design-:; 6.-1 °= ;'- ,,,,,,e,,.:,: ,:..-4-, :;-,;:1;-77- ; ,F, :tz""& 2012"NDS IBC 20,12 CBC.20. r�. rid, '.�:� _ �. „� �:>>, ._�,�� r:,. �� ... - Calculations per��x,,. ,,,..,., � y„ � - 13;'ASCE7=10=: BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary D o.o: R_Jam,�,F,� Max fb/Fb Ratio = 0.795 D o.043�1 ,01 fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H a, Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft.4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120 >360 Total Defl Ratio 1333 >180 - i Wooda `B°eam,Design• ;: 2___._.__._.._.�..�._.._____ _.. _____...._.�.-_-______..._ ___- .._.____..__---._ --- __-._..._._ _ sfifi'"' :fig � �.' i .;a_ ,,,'„,,, ,,. ,;,' r,', _ Calculations.per.2012;NDS,IBC;2012;;CBC2013 ASCE 7-108 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary v S0�3 5750 Max fb/Fb Ratio = 0.792. 1 DI415 L .9. 4 3 fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 1 + ._-'n, pti Fb:Allowable: 2,738.45 psi a_ tx ';;;;A � +D+0.750L+0.750S+H tt;< ;` Load Comb: 2 Max fv/FvRatio= 0.615: 1 N:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 n, 3.125x9 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) 2L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 654 >360 Total Defl Ratio 412 >180 Wood Beam Design-:103 iVie; It ; - ; Sa" � T9` 1 . i�_I � 1._C_-alclaionsper2012NDS,IBC"2012;CBC03,,`-A SCE170. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: _ 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: - (206)285 0618 Printed:6 MAR 2014,1128AM Y�"'..`4,°d" %:'��j-r,Y> � ;""dtt."; d.{;{4."° he'�.� �wi:M� 'AJ��4'vi�p ,`,:'D.^ `r'tT„',x; ',i'==',�i - z,^ :` t+T 7. •°""1"` . 1 > i' ,... 1, >. -1 ..+:.,'i' Filei:itgA14fl.1T,r.11En"'."140517-1 0611". �z�"�" T�iEx�;k; �� 6� '� ,j=: �1r,a,., ,.a�.,:::rat��s ��at; �;,.,�,,��.. ..., >�,� M� [] t!1.°,^`':'. ;;; ,..,:, v;'�;r!:3 7, "i "fi .:`35fs :��. ,qy ,qy,,,,,. t�r'rt,.r, Y+,.,,,w+., ,„.4„ Ie -11. Ie rBealrn' ,�: t", . ; lgp ..:01 g19e3 2014`°atik.e:14 *:vp' )14.1..23 x �,1;�&u�:a�aa:��n�---�'��ss3�a�r,2au=�x�'�.>fi zaa;a�, c�,., �,a z :y,� �z c�' ��€' �'�s=.�. :��„i: v ENERCALC-,I NC. .. _., w.. ..,.......� _�„ Lic.#:KW-06002997 - r Licensee:•c.t engineering Design Summary --i. . .*X01 57 Max fb/Fb Ratio = 0.681 • 1 * *of .1.31,':U . . fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi z Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.502: 1 fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 R, 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 .,.,.4 Wealmood BDOI§ri:- B.4 v •' � �w .„�a"",...,. .. . .. '� '1757777,71„, ,'t'?� -.'. .. Calculations per�2012NDS,'IBC2012,tCBC2013,ASCE�7-10;� BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578. 1 WWBre, ± fb:Actual: 715.19 psi at 2.125 ft in Span#1 . 4;54.4014:4111,11101K Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H - Max fv/FvRatio= 0.401 : 1 A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.2505 4,10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632 >180 Wood'Beam':Design i B.5 (Typ.jmm mm -~ -- - - a t. „3' Calc`ulatloris` •er:2012NDS IBC•20i2'3CBC2013.ASCE`7-=10° ,3y: x�' `:3S>�d;�;yo'R'�S'^. , .. �'S`.`,..a,.as�.'t fi:'.n P�':.f:.3i" �'90 � i .. .. ...,,,,,'iq �ltsa.Pna�.,.�'r.,w. .. ,Tm✓.,. .nv t..> .a t n u „'aa`s BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109 1 14 A r1 fb:Actual: 127.33 psi at 1.375 ft in Span#1 ,:,- ` ` ' 'a Fb:Allowable: 1,169.59 psi 1 -. f."4_ Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.75115 2- 13 Load Comb: +D+S+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 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147 >360 Total Defl Ratio 9430 >180 1 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 - Fax: (206)285 0618 Printed:6 MAR 2014,11:26AM rk: A.. :'r- '',., y` ,,n; `.,,r`, - z>.' »ei'�- >.' File C):114051T.=11Eri14051V1.EC6''F . `=�tek,. �11z" x.a�' �^�' ��?`.�rs' .;�;4 xs.,Y r�1�1$,��;,. . ',�a„�: �� to � Multi `Ie 9Ln, Ie,�Beam: i :: : i� ,,�-a';ff,t�� e. p-,r ,r�-, p4 �' `''s v H w�� ,"�s`,�4?0=,.�,•�;;»a.-.�,>�.� a.� ��4;�;;.--;:;ENERCAL•"C tNC:i•'1983-2014 Bulii:fi1'4:123�Ver-6:,14:,1;23 R1 sc�:<�, ...,_z�_",»�:�. ff.e�.=.�ss::� ��..�.�r.�4�.;:,.dd�•�s ...�„__ :�. � .�..,s.:.:.,. ,..w;::�vyx�,;,�_ .a,4.,. ._. ,,.. , .. Lic:#i KW-06002997. ' , ' . . ,,Licensee:c.t:engineering `Wood Bearri`Designg;6--____w___..___�. �___-__ _.....�.,._ ._».-,, __-_..�_..a._.�.,_._- Pq . Calculations per 2012 NDS,IBC-2012,CBC 2013,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary 6 re Max fb/Fb Ratio = 0.520. 1 t 1 �'�'�¢1 i fb:Actual: 606.14 psi at 3.000 ft in Span#1 --•:',,,,,U,,4,5,_',?, _; =---,, = Fb:Allowable: 1,165.07 psi '.`--,' ',T . ,.1 :'. ,,.�, ,, ,,,g 0,;,.. -1 Load Comb: +D+S+H Max fv/FvRatio= 0.283: 1 fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.0 ft,2-2xe Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843 >360 Total Defl Ratio 908 >180 Wood Beam Design B.7 -------F,,-'4,'; Calculations per 2012 NDS,IBC-2012,CBC 2013,ASCE 7-10 BEAM Size : 2-2x8,Sawn, Fully Unbraced - Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design SummaryU61 Max fb/Fb Ratio = 0.292: 1 i we,*( 1 i fb:Actual: 340.95 psi at 2.250 ft in Span#1 t ;, `.�; ,..Fb:Allowable: 1,167.23 psi liWT-;- '.' `w: s- .;.41 -;•t u3=, Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4501t,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369 >360 Total Defl Ratio 2152 >180 Wood Beam Design ;B.8 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D o 2219 L 0.550' Max fb/Fb Ratio = 0.277. 1 ,,,. ..111...= -.0- r ,;,---.7711, fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi '4.,-1-.;.. :_<_ -*, , Load Comb: +D+L+H • III Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 9.50 it oro 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 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 • CT Engineering Project Title: - 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 ' Fax: (206)285 0618 Printed:6 MAR 2014,11:28AM - .,a d,» �k E "r, -.,> v ,,, Fk;."-'(1:114051,T,11Eo 14Q51T,1iE a' .t, ��, �,; r<,a �3,1 sa� ,.»-:;;,�=s;;,,.x.��. e.>,,,��,". ,,_�A�„�,�'-axn,9h�-,:: :^*�r LI " e-Sim ieN Beam.. ., l' : ;; .:i". _ .. !Amoy •i; E 32014 BuIId-.6.1,4.1!23 aVer6.14 1 23 . ��w�idlult I, � � � �� n , .:.��,�<;,:,- ,Na�s�,� }".r,;,�p�n�;-.�t¢v�:z �` _,.. <.f r�e za�:.* `a ' ., e� :. - .... ��...'�.! C�NC.�198 ._e. _.,,� �ENERCAL Lic.#:KW-06002997 • • • Licensee c t engineering Wood BeamDesign 8.9 __ .- _ _.-+ -_�._ r' , .-s ~"°i ','' i %'' ',"73.7`x"7'.7.7. Calculafions `er<2012:NO 11.,P 0,1. CBCi2093 si4SCEi7=10>., r .;�._ __. _, ate: �_ � �y`.. _u. � �.>,' �- _ ., _ .,. , �,r,�,., P... .......... ��..,. , �,_._., ,, �� _, > em., BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 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=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0(0.2213)L(0-5901 a Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 M1 4e10 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 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 Wood Beam Design ; B.10 __ ._. .. . , 1. - ' ' Calcuiations r 2012.NDS,IBC 2012,CBC 2013;ASCE 7 10> BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 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=14.750 ft Design Summary D(0 2213)L(0.590) 1 Max fb/Fb Ratio = 0.372. 1 fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi h., > Load Comb: +D+L+H Max fv/FvRatio= 0.295: 1 2 A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft. 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877 >180 [-WOO.Beam;Design : B.11 � '' F _ , ;-' • NT- --.„ ; -...e CBC' _ii.0, OSCE>,110=;,' ; � • °`s°�� ;-�'" ->�'•';"' ,;"W. ,,'Calculations" er 20'12 NDS�IBC=•2012; , BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=14.750 ft Design Summary D(0.2213)L(0.590) Max fb/Fb Ratio = 0.198. 1 ,_ _` fb:Actual: 431.05 psi at 2.250 ft in Span#1 t ' Fb:Allowable: 2,180.79 psi r., l e Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 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 Dell Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 ' Fax: (206)285 0618 Printed:6 MAR 2014,11:28AM a a",,.�v.-off.,. :',,: .��.. ..N;;�•q >.,, w.« ;� •; Wiz, ".: '.^s r.f's, .,`. r.=,::�;; , L.wi�c.�•. mY.h�sm�:.<.ri ;`, ;' Du:f1(14:6(-5`.147-1.2E8ng;.V11e4r05C1�T .7EC2fi3a�M983-2014 #.:KW-06002997 •, Licensee:ct.engineering. Calculations" r2012 NOS,,IBC2012;CBC°2013 i4SCE 7=10 BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 Using Allowable Stress Design with IBC 2012 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 Unif Load: D=0.0150, L=0.040 k/ft,Tnb=14.0 ft Design Summary 0(0.210)L(o.560) Max fb/Fb Ratio = 0.736; 1 . - ;, =ter fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 ,a :- - fi. Fb:Allowable: 2,379.75 psi tiw tea. ; ,�, = ��-r__. Load Comb: +D+L+H Max fv/FvRatio= 0.504: 1 A fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 8.0 ft, 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Deli Ratio 632 >360 Total Defl Ratio 459 >180 CT Engineering Project Title: _ 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: - (206)285 0618 Printed:6 MAR 2014,12:05PM )I4r,,,,Vr,,I,,wWUmlk,wT tipeo.mr;Attlple .Be='amnWAT'r,Pvo4C .fh.Einr1l0e,,av-IMP,wEO:,rg;P:, `V,,0-V- A1TAONVMM4FWM:w'k''",X`N‘VAoPmqoM„r"g.VFACA4PP4P'0AC"?o4:ImMN0m9-098---3Z0'.F74ile''?..350i'',4i"4':§1i.,4-r00zi':v24U.~.g:40,VTA:6 8`,0r1 4'.1l123ii Lic.#:KW-06002997 : -,• ,' '. ', '• ' ' . . ,., -- 'Ts., ‘: Licensee:CA.engineering Description : Top Floor Framing, Cont. wioaiiredifi Daign.0 13.1 3 - - ________„... ...,..... .___. ..... NA ,, ;,:, -,-,-„,44.,i , , • tiki,.,:,,-,;,„,,, . i,,, _,,,,,,::,:;,-., , ,.. , ,. ,;., ,Calculations per;012 NOS i IBC 2014CBC 2013 ASCE 7-101 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 klft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 klft,Trib=5.0 ft Design Summary 8f8: Fb:Allowable: 4381049A83 Max fb/Fb Ratio = 0.422: 1 7 t t fb:Actual: 962.10 psi at 4.250 ft in Span#1 ATO.5:410ii.'ZieditUMMILlaiailatial,' 2,280.40 psi gig5 :75'-..laingailtigV"hiliSigralW.171146 Load Comb: +D+L+H Vaeit‘'.IAYW-Aillfflfa.MIRitaMt•XVi,igtaPtitfVBIO 1 -4 Max fv/FvRatio= 0.310: 1 • A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.508,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) QL Lr SWEH Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Deft Ratio 1306 >360 Total Defl Ratio 1055 >180 I _, -WOOd4300:inDetign :1i...14-- ' ------ a -.1 77,7177: , r..;70,rtar-*;:N:':c4tc**9,Thwii7r-erAol?'14PSOPP'*11;IPBC1199rAAc7710) BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending - Wood Species: DF/DF Wood Grade: 24F-V4 , Fb-Tension 2,400.0 psi Fc-PM 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 - Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634: 1 D(0.180)L(0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 T..___,,, -...,..t,,,,„,-- .. ,, .,f„ . ,,,„.., „„„,,„„,„,•.,_ ..„.... ., , - Fb:Allowable: 2,313.03 psi 4.11110114&,,: AltbdiiilliZir.,..,.'44tif=a1411111418 -41Iirial.t.7. - Load Comb: +D+L+H IIVNPggjVr-w'geifilEMXVK,;,,Ti: .ir,.i4Silltfi.iERftlgVq-"NfFAOIBWMIF,, 21 Max fv/FvRatio= 0.350: 1 20. ,250 ft5.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596 >360 Total Deft Ratio 433 >180 - ......_ -,:mEcatc*.tiorYs per2012 NP§ORP1014--P3cA0P,ASPE 7 1-0) BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.142511..{0.380) Max fb/Fb Ratio = 0.264: 1 40440,ipii.-0.9444,4014ma *,, fb:Actual: 268.39 psi at 1.500 ft in Span#1 ,:•?gitt,i,,g4staziwfkalt Ft?:Allowable: 1,017.19 psi albn Load Comb: +D+L+H Max fv/FvRatio= 0216: 1 N:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.08.2-Z8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 13 L Lr a W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Dell Ratio 6403 >360 Total Defl Ratio 4657 >180 \ CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 " Fax: (206)285 0618 Printed:6 MAR 2014,120PM muii ii!p-1iw [iupi1eZsTvwZcvitt,ygo, ENi'ke,eA,ptdp?gInr6c "1 -9 ,i8 ,!3 0Fi4te,'.'B."9ud:)1,4*W1,4T-.11.\2E3ri6;r'Vpe4r1,‘860.3141.1:E,2* Lk..#:KW-06002997.. _ • :•-• •:,' . . •' .:.• , - , i .,' . : •' - . Licensee:c.t.engineering , -14_______ Wood Be'BeamDetigri,71 B.16 :Ati .-,-,,,,,zrz ,-3,57--- 777 - :':palculatrons O'er 20-12 NDBil-3,, C 2012;tB-C-2-0137,ASC 7-,10:;, . .,. BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 klft,0.0 to 9.50 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,9.50 to 16.50 ft,Trib=22.0 ft Point: D=2.295, S=3.825 k @9.50 ft Design Summary D 0.330 S 0.550 Max fb/Fb Ratio = 0.887- 1 D(0.030)S(0.050) • I' • • fb:Actual: 2,412.56 psi' at 9.515 ft in Span#1 ' , * ' Dg3.14231 L(0.3,t) . Fb:Allowable: 2,718.98 psi Load Comb: +D+0.750L+0.750S+H .,, t %T ,,,,,,,, ,-,. p4t,,,t,„,, •-c:,:f,A .:%:-,..:,m-,,,,--.4,7,,,,,,,,,1 - -.-.;,%--,-,,-.,,,,,--4-0.---n.,,,,,,,,;-!f.4,,,,= _. ';'ff-:-. .7`':--1?;-, -,.!-,'"t„,..F.1S-`i-..:,.',*, - '..-1."!`'.,' '-,'',4-T..'•.' ',-.1:9 Max fv/FvRatio= 0.538: 1 X A fv:Actual: 163.82 psi at 15.180 ft in Span#1 16.50 ft5.125x16.5 Fv:Allowable: 304.75 psi , Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.476 in Downward Total 0.720 in Left Support 2.84 3.14 2.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.40 3.14 5.37 Live Load Defl Ratio 416 >360 Total Defl Ratio 275 >180 Wood Beini DOirdiri!-TEi.16--- -------------- ---- - --------- - -------IA Oat -,cafc' iOri s,per 2012 NDS IBC 2012 CBC 2013,ASCE 7i10y: - BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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, S=0.0250 k/ft,Trib=4.0 ft Design Summary 010.060i 5(0.10) * Max fb/Fb Ratio = 0.272• 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 TIWYMIC;11,-W,',I1Li;,T':,--:',''.4,4 i -J„'Wz•!,:.?',--ixs: Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H Max fv/FvRatio= 0.159: 1 fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.5011,2-2,8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.017 in Downward Total 0.027 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 3949 >360 Total Defl Ratio 2468 >180 . , CT Engineering Project Title: - 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: - (206)285 0618 Printed:6 MAR 2014,11:34AM Tile'ltpe Sda,Be421'4m, ,, o . �, - a _ ? " i�` W^t: ?:,'+ a . ; �, CzAeC9 µ4Q57;; p2r 05,1-. .xx u . . r, _ , tl. ' lit ay . , _ � ; �sy, _.ENelznLc c iP.43= 14Bu0d61413Ve2reb .423.1 tic.#:KW-06002997 - ..,i, • Licensee:c.t.engineering Description : D Middle Floor Framing . 'Wood,Be iiii00ign- _ 4n `1 ` " f`''" . -s_ "Y-y" "awe "<-+ ' >Caaicu_lations i :r..2012=NDS IBC.2012 CBC>2013 ASCE,7t10` a, �; ,��* ;��. ��a°, 'shy:, �� Pe >,. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft I Design Summary 10,Se )L��af�1 # Max fb/Fb Ratio = 0.388: 1 fb:Actual: 417.98 psi at 2.125 ft in Span#1 Fb:Allowable: 1,076.59 psi ' ,-, , ; Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 fv:Actual: 48.52 psi at 3.485 ft in Span#1 Fv:Allowable: 180.00 psi 4.250 R 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.011 in Downward Total 0.015 in Left Support 0.45 1.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.19 Live Load Defl Ratio 4557 >360 Total Defl Ratio 3314 >180 ;Wood Beam;Design (BB.2 _ ; :. viii- A� ' ,'N,;,,,,,,, A 6t;'r: ""0"~" `'r v Calculations per 2012 NDS,IBC"2012,';CBC 2(113"ASCE 7 10,), BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary � ts� _whs Max fb/Fb Ratio = 0.775; 1n fb:Actual: 833.08 psi at 3.000 ft in Span#1 Fb:Allowable: 1,075.07 psi _.. Load Comb: +D+L+H Max fv/FvRatio= 0.444: 1 A A fv:Actual: 79.91 psi at 5.240 ft in Span#1 Fv:Allowable: 180.00 psi 6.0r 4.10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.044 in Downward Total 0.061 in Left Support 0.63 1.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 1.68 Live Load Defl Ratio 1619 >360 Total Defl Ratio 1178 >180 i Wood Beani Design : BB.3 1'.- :. > ;,, .,I,;70::.- F,','=', 5�-Calculations pei2012 NDS,IBC 2012.CBC 2013;ASCE7r10 j BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D(0.15381 L(0.410) Max fb/Fb Ratio = 0.319; 1 r ,* fb:Actual: 343.09 psi at 2.250 ft in Span#1r. �- Fb:Allowable: 1,076.38 psi '' ` fk1••• Load Comb: +D+L+H Max fv/FvRatio= 0.215: 1 fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.50 ft.4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244 >360 Total Defl Ratio 3814 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 - Fax: (206)285 0618 Printed:6 MAR 2014,11:34AM •Multiple Simple Beam` -= r -, , .'Pe-Q:114051T-11Engrtl4051r 1EC6�°; ny, ." , EN•ERCALC-INC',1983-2014;Bulliii6.14.1.23„Ver:6 14 1 23 %' Lic.#:KW-06002997.: ', , -:_ : -,' Licensee,:,c.t.engineering, .Wood`BeamfDeslgn°�::�_B6.4 - �� ---.- . -------Iv '',14--', -'.: ._ 1;`-,-' - - ; "Calculations"per 2012,NOS,IBC 2012,"CBC 2013,ASCE 7-10 i BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D(0.15381 L(0.410) t i Max fb/Fb Ratio = 0.319 ,,t7,4 g1- - __-'_ psi 1at 2.250 ft in Span#1 . , -.7 _" fb:Actual: 343.09 p � ;¢ � - Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H Max fv/FvRatio= 0.215: 1 fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4 50rt,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244 >360 Total Defl Ratio 3814 >180 .Wood Beam Design : BB.5 �.-.� __ �__ ''{ Calculations per,2012 NDS,IBCs2012 CBC 20.13;ASCE?101 BEAM Size: 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft - Design Summary D 0.0750 L 0.20 Max fb/Fb Ratio = 0.624. 1 E s s ,. fb:Actual: 544.50 psi at 4.125 ft in Span#1 "` . " Fb:Allowable: 873.27 psi ft,-. ' ,-,:: Load Comb: +D+L+H • Max fv/FvRatio= 0.207: 1 A A fv:Actual: 35.20 psi at 0.000 ft in Span#1 8.250 ft, 6x8 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.115 in Left Support 0.31 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 0.83 Live Load Deft Ratio 1187 >360 Total Defl Ratio 863 >180 I Wood:Beam Design : I BB.6___ _ -Igo_ -.ilk,'<. 7 r';,,,,T,:‘, FTCalc lu a ions per'201iiiDS,IBC 2Q12WCBC 2013;'ASCE`7=10_! BEAM Size: 3.5x11.875,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pr!! 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: D=0.9160, L=2.440 k @ 1.250 ft Design Summary Max fb/Fb Ratio = 0.591 : 1 0(0.1425)L(0.380) fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 „ � pi t ,+ Fb:Allowable: 2,278.55 psi . _ ` a , 0 F Load Comb: +D+L+H --k.„..,.. 4F;.R,, . :•. ._,,. >,� _ " l Max fv/FvRatio= 0.599: 1 fv:Actual: 185.68 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.330 ft, 3.5x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.175 in Downward Total 0.241 in Left Support 1.54 4.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 2.26 Live Load Deft Ratio 706 >360 Total Defl Ratio 513 >180 CT Engineering Project Title: _ 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:36AM Piiiiirre"Artr."40151M4 X.i,i'A-':"FM'.„."157,:e:,.La liolip4.11110FTENE.alialflikaPRO-'Q:"4°51V:110-014°51Tile6TP3C)*C'giNC',:196 .20-r4.41iiiirlifl':IN2SIVel:V:i41:2j0 Lic.#:KW-06002997 . . Licensee:c.t.engineering Description : D Crawlspace Framing :Wiilid:Be'afti DiligfiF-i C B.1 rAVI , -- palciOatimispe ;91;NDS;';1!39201; BP;qg-4§Cg741P BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PHI 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 Unit Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary D(0.1425 L(0.380) • t Max fb/Fb Ratio = 0.823; 1 ,2,-;,ivommtv,,,,t.44-mtlt„..14.444awk,,`,Armiv,.;:fflatteN:,,,ir mrAt;*vtogs,;:,.,04,0,,' fb:Actual: 883.28 psi at 3.750 ft in Span#1 11.monetkova,i4t4TisiszonaN, ..-:.41-74441.0smik,-,-5--,,,,,..;-,-*I.,*.omlet:A Fb:Allowable: 1,073.71 psi 't,,,Y Wft*mit.f.'.. .-.1.0:306t&ENSN'OREC4'Srgi,, ,,Wz0,-4q4,2,rVilik Load Comb: +D+L+H Max fv/FvRatio= 0.403: 1 2 A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1__ Lr S W E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 1 _ TJI JOISTS and RAFTERS l J Code _1 Code i Code 1 {1 Suggest .Suggest Suggest Lpick . Lpick Lpick I Lpick Joist b 1 d S a. LL DL M max V max----i EI 1 L fb L h----i L TL240--CCE- L max TL deft. LL deft. 1 I L TL360 L LL480 L max TL deli.lit_deli.LL dell LL deft. size&grade width Sin.) depthsin) (in_) _(psf).__.{ps!)I (ft-Ibs)._...(psl)._._.__(PS!).._._. ._._yji) Sh _.._._._.._ _ _ft.)._. ._._..._. .__.-..eft.).-._...._._(K:).._._.i.._._.O!^.1._.._. ._._._(!n_) r 1 (n _.._._ ..1._._.._ .) .�n:1 ._._..__._.._ _._.._.. (ft.) (m.) MUD tio .! .._.. ^_1._. ratio 9.5"TJI 110 1.75 9.5 19 2 40 151 2380 12201 1.40E+081 14.71 27.73 15.23 14.80 14.711 0.66 0.48! 13.31 13.45 13.31 0.441 360 0.321 495 9.5"TJI 110 1.75 9.5 16 "_._.40_.._._.15 2380 12201 1.40E+081 16:11 33.27--_ 16:19 15:73 15.731 0.721_ _._0.52 i 14.14 14.29 14.14 0.471 360 0.34; 495 9.5"_TJ1 110 1.75 9.5 12 40 15 2380 12201 1 40E+081 18.61 44.36 17.82 17.31 17.31] 0.791 0.58 15.57 15.73 - 15.57 0.521 360 0.381 495 9.5"TJI 110 1.751 9.5 9.6 40 15 2380 12201 1.40E+08 20.80 55.45 19.19 18.64 18.645 0.851 0.621 1 16.77 16.94 16.77 0.561 360 0.411 495 9.5"TJI 110 1.751 9.5 19.2 40 101 2500 12201 1.57E+081 15.811 30.50 16.34 15.37 15.371 0.64; 0.511 1 14 .27 13.97 13.97 0.441 384 0.35! 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.88 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.751 9.5 12 40' 101 2500 12201 1.57E+08 20.001 48.80 19.11 17.98 17.981 0.751 0.6011_16.69 16.34 16.34 0.511 384 0.411 480 9.5"TJI 110] 1.75: 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 1:0.8 0.651 7.98 1 17.60 17.60 0.55; 384 0.44:__ 480 t I • .._.._._._.._._._.._._._.._._.J.._._.._._._.._._.1._._._.._._._.._._._._._.._.__.....................L 1 i.._._.._._._.._.._.._._._.._._..._._.._._._..__._.._._._.._._..._._.._._._.._._.7.._._._.._._._.._..; i 1. J 9.5"TJI 2101 2.06251 9.5 19.2 40 101 3000 13301 1.87E+081 17.321 33.25 17.32 16.30 16.301 0.68; 0.54; 1 15.13 14.81 14.81 0.461 384 0.37? 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 '17.32 0.72 0.58 16.08 15.74 16.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.5 121 40 101 3000 13301 1 87E+081 21.91. 53.20 20.26 19.061 19.061 0.791 0.641 I 17.70_._.._._.17.32 17.32 0.541,_..__3 .._.._.0.431 480 9.5"TJI 210 2.06257_._._.._._.9.5 9.G 40 10r 30001 13301 187E+081 24.49 66.50 21.82 20.53x.._._.._20.53 086I : 0.681 1_ 1906 18.66 18.66 0.581 384 047 480 _._._.._._._.._._.x.._._.._.._6251 .._ .:.__.._._................ii ._._.._._._ ] I 9.5"TJI 2301 2.31251 9.5 19.2 40 101 3330 13301 2.06E+081 18.25{ 1 33.25 17.89 16.83 16.83 0.701 0.561 j 15.63 1529 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 .17.89 0.75 0.6016.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.5 12 40 101 3330 13301 2.06E+081 23.08 53.20 20.92 19.69 19.69.1 0.82! 0.661 1,. 18.28 17.89 17.89 0.561 384 0.451 480 9.5"TJI 230 2.31251 ____9.5 9.6 40 101 3330 13301 2.06E+08; 25.81 66.50 22.54 21.21 21.211 0.881 0.711 1 19.69 19.27 19.27 0.601 384 0.48! 480 _._._.._._._.._. J._.._._..._.._.._._._.....• 11.875"TJI 110 1.751 11.875 19.2 40] 101 3160 15601 2.67E+08, 17.78 39.00 19.50 18.35 17.781 0.671 0.541 j 17.04 16.67 16.67 0.521 384 0.42: 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 ' 0.65 18.10 17.72 17.72 0.55 384 0.44' 480 11.875"TJI 110 1.751 11.875 12 40 101 3160 15601 2.67E+081 22.49 62.40 22.81 21.461 21.461 0.891 0.721 1 19.93 19.50 19.60 0.611 384 0.491 480 11.875"TJI 110 1.75, 11 875 _._.9.6_.._._40 10] 3160 15601 2.67E+081 25.14 78.00 24.57 23.12 23.120.96: 0.77r 1-._.._.-21.46 '_.._._21.01 21.01 0.66] 384 0.53i 480 r..t_._.._._.._._._..__._.._._._.._._.._. i I I I 11.875"TJI 210 2.06251 11.875 19.21 401 101 3795[ 1655; 3.15E+081 19.48[ 41.38 20.61 19.39 19.39 0.811 0.65; I 18.00 17.62 17.62 0.55 384 0.44; 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 1. 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.951 0.76! I 21.05 20.61 20.81 0.641 384 0.52_ 480 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.811 22.68 22.20 22.20 0.69! 384 0.551 480 • 11.875"TJI 230 2.31251 11.875 19.2 40, 101 4215 1655, 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83! 0.671 1 18.59 18.20 18.20 0.571 384 0.45; 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11.875 12 40 101 42151 16551 3.47E+081 25.97 66.20 24.89 23.42 23.421 0.981 0.781 1 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 2301 2.3.1251 11,8.7.5 9.6 40 101 4215 16551 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05! 0.841 1 23.42 22.93 22.93 0.721 384 0.571 480 t ! ._._.._._.._._._.. 11.875"RFPI 4001 2.06251 11.875 19.2 401 10; 4315 1480 3.30E+08 20.77] 37.00 20.93 19.69 19.69 0.82': 0.661 1 18.28 17.8917.89 0.56! 384 0.45; 480 11.875'RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 •0.70 19.43 19.01 19.01' 0.59 384 0.48 480 11.875"RFPI 400, 2.06251 11.875 121 401 101 4315 14801 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.961 0.771 1 21.381 20.93 20.93 0.651 3841 0.52: 480 11.875"RFPI 400 2.06251 11.875 9.6 40 101 4315 14801 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.031 0.831 i 23.03 22.54 22.54 0.701 384 0.56! 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+LeS 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(F b) CI(Fc) 1987 NDS Cb (Vades) a Section 2.3.10 Bending_Comp. Size Size Rep, Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Loa <e 1.0 Loeb Plat:Cd (Fb)Cd(Fc) Cf Cf Cr Fb Pc QerpFe E Pb Fc perp_ Fc' Fce F'c fc fc/F'c fb fb/ in, in. In. ft. Pit sib pil i)_TA_ _psi__psi _psi psi __psi _ , _psi _psi psi psi _psi Fb"(1-1c/Fce). H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1,15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1200,000 854 506 988 378.09 340.90 340,32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.80 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1893.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 ' 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 I 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 '7.7083 26.4 1695 0.9952 1 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 I 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1.200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1,15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 ' 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28,3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1,5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644,5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 • 0+L+W CT#14051-4015.2 Twin Creak I LOAD CASE (12-13) (BASED ON ANSI/AF&PA 1405-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Pb) Cl(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 I NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load nn 1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc - fc fc/F'c' fb fb/ in. In. In. ft. _RS _psi _plf (Fb)±F.A_ psi psi psi psi ,psl psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0,9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 14251 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 23551 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.08 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 980 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.80 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804,50 508.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 508.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9,71 0.4327 3287.1 1.60 1.00_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.55.5 18 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.189 SPF#2 1.5 , 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093, 531 1265 1296.30 884,69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26, 138.14 17.78 0.13###### 0.979 1 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 98.97 0.44 927.02 0.796 • Page 2 D+L+W+.55 CTU 14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AFEPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+S/2 - _ c 0.80 Constant)Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Fc) 1997 NDS , Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Veil.Load Hor.Load <e 1.0 Load a Plate Cd(Fb)Cd(Fc) CI Cl Cr Fb Fc perp Fc E Fb' ,perp' Fc' Fce F'c fc Ic/F'c Ib Ib/ In. in. In. ft. pl1 psf pif j_(Fc) __psi psi psi psi _psi p, psi psi psi psi pal Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366, 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 -8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.18 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1.366 508 966 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 780 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 368.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 _ 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1376.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0,60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 508.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0,82 181.23 0.189 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 I 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 3 D*L+S+.SW CTM 14051-4015.2 Twin Creak I I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2,3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor I D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) CI(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Sparing Height Le/d Vert.Load Hor.Load <=1.0 Load2 Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' 'Fc perp' Fc' Fca Fc fc fc/F'c lb fb/ In. in. In. ft. plfsp f piI LF�__EL psi _psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fca) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.0 1315 4.855 0,9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.16 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.089 14-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0,3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 2.093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 18.6 3287 4,23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4,065 0,3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73,17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 483.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 Dc LtS+.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D-LOS+EI1.4 c 0.80(Constant)_Section 3.7.1.5 Cr _ _ ___ KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mac.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ce 1.0 Load Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fb fc Ic/P c lb Ib/ In. In. In. R. pB psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'11-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 ' 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1'1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1893.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 968 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531,875.438 378.09 338.17 253.87 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 288.57 0.80 141.83 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.66 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 846.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 18 9 19.6 3287 3,57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 18 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 . SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 5 180 Nickerson St. C T ,*;El: N':0--.1`N E *-..R 11;:i4. G:-.4 Suite 302 f N C. Seattle,WA L/ Q 98104 Project: {i LJ t 1 Date: (206)285-4512 S �U''�..�/ f / 14 Lv i1'N Kms+ FAY: Client: r - Page Number: '(206)285-0618 x -.� P� 01v�". A cs - VA:Ctif i: " ,°5f-: ,-. .7, , Wit_ l-3r?t C .i.. ---...:.- :w.=�-s, : off. G, �,D : - 'e' 's'or : :, : . - ; +oo ...PCC • " Oka o•: . ZS : t . . a , . _ -.._ S . : r._ z. . . � �tric:. : ; . cay . lou �6t)f._'.7YP. :L-ti1>-`:::i o.k. : ":`ae .- 17 • _ .1. is 4 Lam_:.. .:- • . , . - ,--e' 5. =C4)--4- t•Zi '2717: 1i.- - -•-$ ' , _ :........._v_____...-_.._,. ._-.._.._ _, ..-- :\;. „,_: _ _ ._.. . ._. ?POT.: L4.483. .. _ G� .. ..`rl -_::. : _ . ._,. __... -..__ .. w, -. ._..-_ ..- . . ' ' : • - v • -.:- , .;'. ...,,- ; t - ' • '• 4.'2_): 2.-t7e, V.1§.. . !,1,4014. _ fib:. . 44" . - 1.5.56k. *7* K �s 131,i,/-- p '$i. _ vltF 1'i 5 -. . i . . _ Structural Engineers Cs:•:N I. N',-E`E R. I N G . 180 Nickerson St.Suite 302 /� ' ®. ..E . Seattle,WA Date: 98109 / Project: {-•--.7- ,.- /-_�,�, (206)285-4512 FAX Client: Page Number: (206)285-0618 • ITIL : ' 24)°° psr - a6) - ( /50/7 - tkage) . ext.. Karr is;) ----#20 .N2-)etr-34-, . . • tau_ ::.: 1,11:0 5) 365 i_ A slit ib' r »o,fsr ✓ - tA,..)44r- z[N4,1-15)-1,-10(3..r..- ealy. . .) 16( s,41 —4- (15Y( 2-kF r--:-.4.5-Cts . 4.5- • fo,„ e 0, c, . . ____gri. ....:„ 4,i. -- s P-;- q - ex-,075 1, . . 1 . 5a.., 7k 1.-----1 4 , 43 , • 74-11.- -I= 1.61-e — 3,5.,14:w. f;* , 2.1*- z • 1999 frf• .: ,....r.gr.... 1 2.'i ` `` 9tfe6'r'e- M. I Structural Engineers Design Maps Summary Report Page 1 of 1 UGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III -------- µr--vs17.'2 ,'. :. ... -n-Ew.,,,:a' £r i. z,, ,.g _ ,.:.;1^-',.'- £0 ; . -=- ' . 8 averton � .. v :," 'w,!--;:,;,;' "a;! ° -546;!-;,„:: i�;ps-;,„:: i3yi.�,,Z, ;fid.+. r:;--.�^�':,",,,,, 'Oft,, d N »e' ^s. -4 P. 'If ::12•-474-4-A10 e % •� �.': • 'a, • S' -, *' v....4,-R i ,:.. .w ✓ -,,p • --- t. L a �„ - f' 'e4.&,-'-',7,- -1'.0.,,,;•....„„,.,,,,-•::'.r tmi t°n.i # " _..ra .r.7.1 .r 1, - z`` . .t' a`_Mil4Naukie� , Vii. d< < ,,,- ,°,'' L. '` " <.- •,:w1:--,'-3,-, cor..r:L` ;.4.,..,,,' '.•$ ^.a z2`s- i:, ,g:','1 , K' ;,fie f k .., ,'' �., -:;�r � <.�. ��*`.ar• �a:; ��:`��<�,�;,�"�<.��<' A-'.zap=',` � ,g b _ W, =,--s----., ',i7!:,",'," ..�,, . ` Lake Oswego _ '' 1. M }= . SMo11a=, ; , . ii - , f:, _j- R ;.,-,-,,,-;;;;,;,,J- v N O RR T pO_ .. .. `King City /<- ' /f D halo 6 .s .r ' � ` a" A-', I `' tt`ii lc4 AMERICA , 4:40t1;.*,-,, ': -i . ,,'Y.. : tii k'I •latin.'u:;. • �`-"`> , .. tai: �, ., t� 4 r,�'„ - .; '�.` 4 a i q r �,....sYr_...�..:,.,,.n,,1. -.1 a _ C15�.._ d la.,P, ' ..� 0, �'I-zf,•,::A ?m3PQnest C�32a1s�;M' � � - .._v.4. C�..,_6 ..._ ��.., ��., ".�w.�"m..��'m �. c �. ...�a,, ,. i_ .,_._... � w Few .� ,. �_. USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SMS = 0.667 g S. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.88 1.10 0.00 0.53 0.72 0.83 0.04 0,77 0.56 Ta 0,6S OA 0,1e to 0.55 i to 0.40 t 0.14 0.32 0,33 0,24 022 0.10 0.11 0.08 000 0,00 0.00 0.20 0.10 0.60 0.80 1.00 1.20 1.10 1.00 1.80 2.00 0.00 0.20 0.10 0.00 0.30 1.00 1.20 1.10 1.00 1.20 2.00 Period,T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey, we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: :EleGation D 7 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=41...' : `''''' : Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is_;1:'00.=� , ] ; Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. s. -15i.:5i.: '''s:''::':,'° rSection 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 >--'... Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0`.43; ?'r;:,: !! 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.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa=71.Ti `: .',°A 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*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 Spy= 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,'' .;,n=` Max. Max. 11. 'Woodstructural 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. Plan Structural Irregularities - No , N/A Table 12.3-1 16. Vertical Structural Irregularities - No . _._ 2,. N/A Table 12.3-2 17. Permitted Procedure „Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation D SE's= 0.72 h„ = 18.00(ft) SE',= 0.45 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.43 k = 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SE's/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SE',/(T*(R/IE)) (for-I.<TO) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDS*TO/(TZ*(R/IE)) (for T>TL) 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 SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w, w, *kJ` wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 18.00 18.00 1666 d.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F, w, E w; FPx = EF; *WPx 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. Fp, Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation D I N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)_`7 30.00 . 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= >,_40.0,, -48.0 ft. V ult. Wind Speed 3B,,ow=;,; ,120 ;; 120:mph Figure 1609 Fig. 26.5-1A thru C Vasd. Wind Speed 3 Sec.Gust= `:193:,_ V/O:..1 mph (EQ 16-33) Exposure=,.;,.' B .. B, lo,, 1.0� -'=,1:0' N/A N/A Roof Type=,',., able.;:`'Gable; Ps30 A=. " 28.6''' 28.6 psf Figure 28.6-1 Ps3oa= 4.6 - . 4.6 psf Figure 28.6-1 Ps3oc="' 20.7 :20.7'psf Figure 28.6-1 Ps300=:; .4.7 -:'..`4:7; psf Figure 28.6-1 A=`;.r.1.00,; :- 1.00, Figure 28.6-1 Kr,K = '1.00- 1.00 Section 26.8 windward/lee=: 1.00 1.00(Single Family Home) A'Kr*I : 1 1 Ps=A*Kzt*I*Poo= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Psi,= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end average= 24.7 24.7 psf (LRFD) Ps B end 0 overage= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2'2a= 24 32 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-> ' 1.00 At 1.00, • 1:00, .1.00 16 pat min. 16 psi min. width factor 2nd-> ',1.00 '1.00. wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA Aa AC A0 AA AB AC A0 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) 30.00 12.0 0 192 0 288 0 192 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 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#: Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) _Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 12.29 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 6.91 19.20 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w) 19.20 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 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD)_ kips(LRFD) kips(ASDL kips(ASD) Part 1 Base Shear _ Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: Elevation D SHEATHING THICKNESS tsheathing='14.16:::> ''ri`] ,+;"y .„ NAIL SIZE nail size=:0.131"-dia.-X 2:5"long STUD SPECIES SPECIES='H=F ori l',',.F ;- SPECIFIC GRAVITY S.G. = 0.43'`..'°s ANCOR BOLT DIAMETER Anc. Bolt dia.=:07 .2. -:',5 . ASDF.O.S. = 2.0 , -'' SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable 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 1 0 1 P6TN� .;150 150;',, - X150: 150 P6;.. ,,520 242 ,;730 339 Pi P '� . 760 353-; • 1065: 495 P3,!:,::::,:, 980 456'°' -1370Y 637 P2 1 1280 595 1790` 832 2P4;-'" % ;,.1520 707-: 2130 990 2P3,–:':;:::: °:1960 911 : 2740 1274 2P2 ` =2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" _ NAIL SIZE nail size=1-1/4'.Iohg No .6 Type S de.W '. . - j Response Modification Coef. R= 6.5 1 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind N-S V I= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind N-S V I= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL Of. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Anel Ueurn OTM RoTM tine Us�m U ,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416 15.0 46.0 1.00 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139 5.0 46.0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A.T3 278 10.0 46.0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1.00 0.15 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 10.0 47.0 1.00 0.15 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 •0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8 =L eff. 7.93 0.00 3.88 0.00 EV,„nd 7.93 EVEQ 3.88 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation D Diaph.Level: 2nd Panel Height= 9,ft. Seismic V I= 2.82 kips Design Wind N-S V I= 4.46 kips Max.aspect=' 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V I= 12.39 kips Min"Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall LOL elf. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Line U.,m OTM RoTM Unet U,um U,,,,n HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0:; 46.0 "1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 ' Ext. ,A.Mb 235 11:0s :46.0.:..i.00„-.4 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 0.0 0:0;:,e%1`.00 i°?0.00. 0.00 0"00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 - "'0 • 0.0,'"=0.0"' 1"00.`,''0.00" 0.00 0"00 0.00 0"00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' - 0 0.011 0.0 :1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 " 0.0_ 0.0 . 'too,:•o.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -_ 0 0,07%;`x:0.0 `1.00..„0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0.:';-0.0 %'1:00''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - "0 '0.0x• 0.0 -1.'00".';,0.00 0"00 0.00 0.00 0"00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0,, "0.0_.-1'.00.°:.0.00 0.00 0"00 0.00 0.00 1,00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext:'-B.Ma 571 10.0",'47.0 :1.0 ' 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. 'B.Mb '-285 5.0-- 47.0, "'1'.00%: 0.15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 - - 0 0.0.f 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - 0. - 0``-0'",. 0.0•; 1:00,:::,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 - o� ..'0.0 '':0.0""1.00:' 0.00 0.00 0.00 0.00 0.00 1"00 0.00 0 --- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 "'''.0 ,` ,0.0': 0.0' 1:00, „0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - .0 • 0.0 0.0 .:1.00'",:0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0"4( 0.0 .1.00'..0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 „OA),; 0.0" 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ':. - 0 -.0.0.'.' 0.0 1-00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0;. .,0.0 1.00 "'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ;:': 0'.,-0.0 ...0.0 °'}1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '0 "'.0.0. 0.0,'."1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0' 0.0 __too-: 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - . 0 0.0." .0.0 .1-00. '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' - -0 ,:`0.0 ; 0.0- ,1.00-..0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ., 0 :.,"0.0` .; 0.0''.1..0x: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ". . ;0,�"„0.0,, ::.0.0 :1.00 ':0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - •- '' o .: 0:0::'"0.0,""1:00.:'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '-0:, 0.0 i. '0.0' 1".00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 5520 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EV,,nd 12.39 EVEQ 6.70 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation D Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind E-W V I= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rorke Unet De,,rn OTM Row Unet Daum U,„„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* 407.6 11.5 40.0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19 * Rear 3.Tc* 141.8 4.0 40.0 1.00 0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4.Td 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 168.2 3.3 11.0 1.00 0.15 0.96 0.00 0.39 0.00 1.00 0.83 141 * * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27* Front 4.Tb 168.2 3.3 11.0 1.00 0.15 0.96 0.00 0.39 0.00 1.00 0.83 141 " * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27 * Front 4.Tc 75.76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314 * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37 * Front 4.Td 75.76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314 ' 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37 * Front 4.Te 172.6 3.4 11.7 1.00 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138* ' 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22* Front 4.Tf 172.6 3.4 11.7 1.00 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138* * 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22 ' - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 40.0 40.0 =L eff. 9.52 0.00 3.88 0.00 EV,„„d 9.52 E V E 0 3.88 Notes: denotes with shear transfer ** denotes perterated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation D Diaph.Level: 2nd Panel Height r,.-' ,9 ft. Seismic V I= 2.82 ps Design Wind E-W V I= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.7'. kips Sum Wind E-W V I= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv. level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM ROTM Unet Ueum U,u,n HD (sqft) (ft) (ft) (klf) (kip) (kip (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear: 1:Ta "':107.6;x:;;4:3 ..12.3 '1:00 0.15 0.34 1.20 0.18 0.49 1.00 0.94 166" " 361 5.99 1.98 1.12 0.19 13.80 2.36 3.19 3.00" Rear 2:Tb ,"98.77,°:`":,3`.9, 12.3 ";1.001'.0.15 0.3 1.10 0.16 0.45 1.00 0.87 181 " • 361 5.49 1.82 1.14 0.23 12.67 2.16 3.25 3.06" Rear 3:Tc "158.3.:'6.3 .19.5` '1.00 '0.15 I. 0 1.76 0.26 0.72 1.00 1.00 156" • 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44" ,Rear 4.Td ' 63.31 r 2:5 19:5,.".1.00',;0:4"5 0.20 0.70 0.10 0.29 1.00 0.56 282' • 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23" - 0 0.0.' 0.0'- 1.00 0.0• 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 181.1 5.5- 5.5-, 1.00', 0 5 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.69 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int. N/A. 246.9. 7.5t "7.5;;{1:00x> 1.15' 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.96 2.53 0.65 0.65 0.65 - - 0. 0.0 •0.0' 1.00.- 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lit N/•' 4 :".' 0.0 11'0 1 `41.15 34 0.10 0.7 '00 1 10 1.00 71 P6TN P6TN 134 6.35 3.79 0.27 0.27 12.06 4.50 0.81 0.81 0.81 - 0,. e'0.1,;', 0.1 .''; .00 0.0 0.06 i.00 0.10 0.'' .00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 125 2:4.. 20.5_;,1:00:. 0.15' 0.39 0-84 0.21 0.57 1.01 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.56 16.07 2.23 7.91 10.17 ABWP Front 4.Tb 0 0.0 0.0 1.00 .0.15 0.00 0.00 0.00 0.00 1.01 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0;> 0.0 0.0 1°.000.0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 125. 2:4 20.5` 1.00` 0.15 0.39 0.84 0.21 0.57 1.06 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.94 16.07 2.23 7.91 11.28 ABWP :on. 4'e '8- 2 1.7 '110" 0..• 1.2: • 4 0. 1.4. 00 0.44 615" 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94 Front .4.7" ,88 „"-2.0•.:,11.7-„x;:1.00.:;0.15 0.28 1.54 0.15 0.40 1.00 0.44 615" 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94 * - - 0 0 ;;:0.0-••;;1.00`"` o.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r:.0.0 .0.0 ;':1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : ":0t0 .,;0:0" ".1.00.' 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "_ ..' o.o':",1:00;..;0.00 0.0o 0.00 o.00 o.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - • o 0.0. 0.0 1:00 1-0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 - - _. 0 0.0 • 0.0 "1.00."- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OF 0.0 0.0'•-.1.00; ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 1.00`:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0. 0.0 : 1.00''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -7;:0.0 0.0:; ;1"00;;,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ,-`0 0.01.00r:°-0:0o 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. •0.0%''1.00''0.00 0.00 0.00 . 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . 0". ,0:00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ,_.0 6.0 0.0" 1.o0'`o.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1710 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 E V.,nd 14.87 EVE() 6.70 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 "" denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Ta,4.Tb Roof Level w dl= ' 150 plf V eq 783.1 pounds V1 eq= 391.6 pounds V3 eq= 391.6 pounds V w= 1921.7 pounds V1 w= 960.9 pounds V3 w= 960.9 pounds v hdr eq= 66.3 plf •H head= A v hdr w= 162.7 plf 1 v Fdragl eq= 166 F2 eq= 166 • Fdragi w= •!7 F2 -407 Hier= vie4= 115.0 if v3eq== 115.0 P If P6TN E.Q. P P 4 5.0 vi w= 282.1 plf v3 w= 282.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 e.-1166 feet Fdrag3 w=407 F4 w=407 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.3 plf P6TN 3.0 EQ Wind v sill w= 162.7 plf P6 feet OTM 7048 17296 R OTM 5223 6279 • UPLIFT 164 988 Up above 0 0 UP sum 164 988 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 4 l 14 Hpier/L1= 1.47 Hpier/L3= 1.47 L total= 11.8 feet JOB#: Elvation D ,SHERVVAL.L.WITH FORCE TRANSFER. ID:POpticip,p4,,Tp4itcl : ' Roof Level w dl=;: 150 150 plf V eq 352.8. pounds V1 eq= 176.4 pounds V3 eq= 176.4 pounds V w= .865.6: pounds V1 w= 432.8 pounds V3 w= 432.8 pounds v hdr eq= 44.1 Of A H head= A v hdr w= 108.2 Of 1 - - Fdragl eq= 110 F2 eq= 110 Fdragl w= 1 F2 -271 H pier= vi eq= 196.0 Of v3 eq= 196.0 plf P6 E.Q. ... vi w= 288.5 plf v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 0.6 2w/h= 0.6 9 Fdrag3 eq= • F4 e.- 110 feet Fdrag3 w=271 F4 w=271 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v silleq= 44.1 Of P6TN EQ Wind v sill w= 108.2 Of P6TN feet OTM 3175 7791 R OTM 2396 ,2880 UPLIFT 106 670 Up above 0 0 UP sum 106 670 HIL Ratios: L1= •:, L2=:I 570 L3= "t Htotal/L= 1.13 0 -4 0. Hpier/L1= 3.33 Hpier/L3= 3.33 L total= 8.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Te,4.Tf Roof Level w dl= 160 p/f V eq 803.5 pounds V1 eq= 401.8 pounds V3 eq= 401.8 pounds V w= 1971.7 pounds V1 w= 985.9 pounds V3 w= 985.9 pounds ► v hdr eq= 67.9 plf ---0- A >•H head= A v hdr w= 166.6 plf 1 , y Fdragl eq= 170 F2 eq= 170 Fdragl w= , 7 F2 -417 H pier= vl eq= 117.6 pK v3 eq= 117.6 plf P6TN E.Q. 5.0 v1 w= 288.5 p/f v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e.- 170 feet A Fdrag3 w=417 F4 w=417 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.9 plf P6TN 3.0 EQ Wind v sill w= 166.6 plf P6 feet OTM 7232 17746 R OTM 5591 6721 UPLIFT 147 987 ir Up above 0 0 UP sum 147 987 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 ' I. 4 10.4 Hpier/L1= 1.46 Hpier/L3= 1.46 L total= 11.8 feet JOB#: ' ..... .,. ,, _ . . :Elecration D SHEARWALL WITH FORCE TRANSFER ID: EleVatiOb1.rs:0,7i:0? ;':ia,, Roof Level w dl=`` , 16 plf V eqV1 5 ,—1275. . pounds eq= 677.6 pounds .., V3 eq= 597.9 pounds V w=:„-:.-;29413,, pounds V1 w= 1562.6 pounds V3 w= 1378.7 pounds ÷ _____10. v hdr eq= 106.3 plf P •H head= A v hdr w= 245.1 pi/ .. . . ,..... Fdragl eq= 226 F2 eq= 199 Fdragl w= - 1 F2 -460 H pier= vi eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 0::., vi w= 367.7 Of v3 w= 367.7 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=521 F4 w=460 1 2wm= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eg= 106.3 Of P6TN 3.0 - EQ Wind v sill w= 245.1 plf P6 feet OTM 11479 26472' R OTM 5822 6998 • T UPLIFT 499 1718 Up above 0 0 UP sum 499 1718 HIL Ratios: L1=''''.."''24.3 L2= .'-',.. 40 L3= ,:',::,?„,3.8 Htotal/L= 0.75 0 4 0 Hpier/L1= 1.18 4 0- Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.Mc,1.Md Roof Level w dl= 162 plf V eq 1369.4 pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3157.9 pounds V1 w= 2255.6 pounds V3 w= 902.2 pounds ► _, v hdr eq= 62.2 plf ► •H head= r` v hdr w= 143.5 plf 1 y Fdragi eq= 589 F2 eq= 236 Fdragl w= •58 F2 �-543 H pier= v1 eq= 156.5 plf v3 eq= 156.5 plf P6 E.Q. 5.0 vl w= 360.9 plf v3 w= 360.9 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 e.- 236 feet • Fdrag3 w= 1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN ' 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12324 28421 R OTM 19568 23522 UPLIFT -340 230 Up above 0 0 UP sum -340 230 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 ► 1.4 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: ,.1. Elevation D 1:1E,./VcW?? 1--.Wrrti FORCE TRANSFER'S:2 ID: Elevation D;t1.Me,..,41M,1„.,:,:',' ',:',','-,'„:''' •P-,''; Roof Level w d I=:'.if•:,',::',.16 Pff V eq!.',,t :,i093.6 pounds V1 eq= 546.8 pounds V3 eq= 546.8 pounds V w=;:', 22622.8 pounds V1 w= 1261.4 pounds V3 w= 1261.4 pounds .----.-0. -.....-....... ......-.0. v hdr eq= 96.5 pff ---1. 4 H head= A v hdr w= 222.7 Of Fdrag 1 eq= 354 F2 eq= 354 Fdragl w= :.6 F2 -816 H pier= vi eq= 341.7 pff v3 eq= 341.7 pff P4 E.Q. vi w= 630.7 plf v3 w= 630.7 pff P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 • Fdrag3 eq= •, F4 e.- 354 feet A Fdrag3 w=816 F4 w=816 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eg= 96.5 pff P6TN 3 0 EQ Wind v sill w= 222.7 p/f P6 feet OTM 9842 22705 R OTM 5190 6239 • v UPLIFT 436 1544 Up above 147 987 UP sum 583 2531 H/L Ratios: L1=', .7,:- !:.i.,12.0 12=!,:,,F:7:3, L3=, 7,P,!..:2.0 Htotal/L= 0.79 I 0 .4 0,4 I, Hpier/L1= 2.50 4 • Hpier/L3= 2.50 L total= 11.3 feet JOB/f: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.La,1.Lb Roof Level w dl= 162 p/f V eq 1275.5 pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 3587.6 pounds V1 w= 1905.9 pounds V3 w= 1681.7 pounds ► v hdr eq= 106.3 plf •H head= A v hdr w= 299.0 plf 1 v Fdragl eq= 226 F2 eq= 199 • Fdragi w= -.5 F2 -561 H pier= vl eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 vi w= 448.4 p/f v3 w= 448.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= F4 e.- 199 feet • Fdrag3 w=635 F4 w=561 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 2.0 EQ Wind v sill w= 299.0 plf P6 feet OTM 10204 28701 R OTM 5822 6998 UPLIFT 387 1915 Up above 0 1718 UP sum 387 3633 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.67 4 0 4 0 41 0 Hpier/L1= 1.18 4 0- Hpier/L3= 1.33 L total= 12.0 feet JOB#: !Elevation D ;SHEARWILI-Wl...31-1 Fofc 'TFRANs3J'A ID: EleVetion bil,Le11L'd Roof Level w dl= ,]7.156 plf V eq i-:,j.1369.4 pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w=S:j.;3-8511T: pounds V1 w= 2751.2 pounds V3 w= 1100.5 pounds v hdr eq= 62.2 plf --I•• •H head= A v hdr w= 175.1 Of y Fdragl eq= 589 F2 eq= 236 Fdragl w= .57 F2 -663 H pier= vi eq= 156.5 plf v3 eq= 156.5 plf P6 E.Q. •,-,:,,:::5.0_?„7 vi w= 440.2 plf v3 w= 440.2 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= :• F4 e.- 236 feet Fdrag3 w= 1657wF4 w=663 2m= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 2".tits:',. EQ Wind v sill w= 175.1 Of P6 feet OTM 10955 30813 R OTM 18119 21780 .. v UPLIFT -336 423 Up above 0 0 UP sum -336 423 H/L Ratios: L1=;:,.:' LTk`6.3 L2= 133 L3='' '":i'.:26 Htotal/L= 0.36 Hpier/L1= 0.80 . o Hpier/L3= 2.00 L total= 22.0 feet r .r ® 1 4� APATechnic . _. TT-100F • ._ APRIL-2-014 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—Thu Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): . EQ =810#< EQ (ALLOW)= 1031# WIND = 1260#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••'I(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" 10fa h c1S)31 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 o 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) f Header to jack-stud strop for single or double portal I 2'to 18'rough width of opening .{ per wind design min 1000 Ibf on both sides of opening f 1 _ _ opposite side of sheathing Pony N _` wall height . ;FW'Fi, iv l.".' ,., z'.' ' :,ts:.. -',.nt#.a::y?; s"r, ' ;. Fasten top plate to header 7�r t:v-VI-Mi, -,-.9,:3�z 7, 4°� , fieade;; ,y <,: l. with two rows of 16d 't,in. stel=kdder;aoi:ollowed sinker nails at 3"o.c.typ 'd Fasten sheathingto header with 8d common or ^d Min.3/8"wood structural 12' -:1 galvanized box nails at 3°grid pattern as shown /panel sheathing max - !/ total ;i. rHeader to jack-stud strap per wind design. wall • Min 1000 Ibf 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" �` nailed to common blocking max thick wood structural panel sheathing with - within middle 24'of portal height .r '-'. 8d common or galvanized box nails at 3"o.c. r height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. ^ nailing is required in each » - panel edge. 'ec. Min length of panel per table 1Vd t Typical portal frame construction Min(2)3500 lb strap-type hold-downs 11 (embedded into concrete and nailed into framing) double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar "k , i jack studs per IRC tables top and bottom of footing.Lap bars 15"min. @ - R502.5(1)&(2). 1111.• Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 ©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,Mininnun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 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.7-100F 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 t2 2014 APA—The Engineered Wood Assuciatiun 180 Nickerson St. e C T ,E:}N G,'IN •E,•E R' '1',•N-G. Suite 302 I'ro�ect: 1/� I )c e ,31 11+v✓'�CDate: %�/l Scattic98109,WA n _/y. D ,I � (206)285-4512 —� 23 �?- ,2 C 055 L 29),P5,6,..5.1) PAX: Client; Page Number: (206)285-0618 °21\ � I o. CS vi-L-As-VA-ev,) d) tl `` X 16`` )2't k X2`1 Lf3ert FoR f3.1/45r+4 BO_ r-D() Pcs1774 4/141\ Naen -Mut- : C 8600/16 ( Xo,2 )(0,2)/60) 0. 312 z o t ( o — C1)(,211�v .,�.e .— , 3422) Atp)1()-_ tp‘i ) 51 ' X k)/(2) = 0;86 eNutu, /2xoz / ¢ frvvi = llz_ 044- ,,\„, ,� 8x60 ep�ViY S / �> L P? 1 MG L. 0,So Structural Engineers F a .1 yMANUAL . WOOD FRAME CONSTRUCTION g_, .` t. Table 2..2A Uplift Connection Loads from Wind �'('' (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) . 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 2' 3-second gust(mph) Roof/Ceiling Assembly (p )�;a,a,s,a,7 Design Dead Load Roof Span(ft) Unit Connection Loads if 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 '272 315 362 412 465 521 612 0 O psfe 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 MI 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 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 6892 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 G$ 20 psf 36 32 58 84 140 201 266 336 410 489 616 i'„ 1'-, 1 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 GO - - 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. 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.) 12 16 19.2 Multiplier 1.00 I 1.33 I 1.60 I24 2.00 ' 48 4.00 ' ' Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall.or 1. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 pif) Ifor each full wall above. • :`';• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the (,.I...vil' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' c.i\I'i 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. .1 orf B Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. .;fit. 3:lia. AMERICAN WOOD COUNCIL • C T -'E N: G 1 N E E R•t N G - -. 180 Nickerson St. suite 302 ►//�►/�j )��/ INC. �� Seattle,WA Project: 1Yi ) i z_ S 11 6 t : 4!L� R6 _Date: 98109 111 (206)285-4512 PAX: Client: Page Number. (206)285-0618 \?0 %R.1-7 714 1S27 IA/PtiL— 6P4 IZZ.57* x,11 ais — 1 l o NSP- ( ULTj . g I u� 33 • 5 & DZ CavAoto 0 : , own. 1pe l! Y-7(' . ..r'Lr . ;� 1 .:; t'?. �v A `fly • COO/PA- 12 . " (: )i- )(7) 1, 0)( 'oh) 2 ✓a' :.; coo 03 1 - (1•4 Z� � C �� 4-1 b 9R9,)►pc Cly -rYP Gv►rondo e 4 PLV, e f=40ce_ -2): 1,-25(t_ ct--- (5Y Dvi* Structural Engineers TRUSS TO WALL CONNECTION 'il'1 VAI III'; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 0,1 1) I I I PLIES 1 HI (6) 0.131" X 1.5' (4) 0.131' X 2.5' ,Hit) ,1', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131' X 2.5" `,:',:. Ill) 1 SDWC15600 - - .lt,'. li! 2 H10-2 (9) 0.148" X 1.5' (9) 0.148" X 1.5" in/li 700 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131' X 2.5" EA. Ill/I) 11 2 (2)SDWC15600 - - r)/(1 2))) 3 (3)SDWC15600 - - 14:,:, 31,. ROOF FRAMING PER PLAN %lir Bd AT 6' O.C. 2X VENTED BLK'G. 0.131' X 3" TOENAIL it -Nu ',," AT 6' O.C. 11111111111/11, .:1 \,. NM MI - N2.5A & SDWC15600 STYI E. \ COMMON GIRDER TRUSS -1�- 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 'SPF VAI UFS #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES Lin LII-T I-1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131' X 2.5" 400 l 05 1 H2.5A (5) 0.131' X2.5" (5) 0.131' X 2.5" 10:; I 1 HI I SDWC15600 - - 4it', 113 2 H10-2 (9) 0.148' X 1.5" (9) 0.148' X 1.5' Idio --1)2 2 (2)142.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1m'n- --7�n--- 2 (2)SDWC15600 - - 570 7.1U 3 (3)SDWC15600 - - 14:;,;-1---.:ii 1------. ADD -- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE Bd AT 6' O.C. CONNECTIONS 2X VENTED BLK'G. 11111.al/h.744% 111111111*.,..N4 0- 1 111 H2.5A & SDWC15600 STYLE i i 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 [