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Specifications (36)
CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0'psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (OS.B.) ,,,. 2.7 psf joist at 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 \ (2)2A8 HDR (2)2x8 HDR (2,2x8 HDR (a)2x8 H DR (2;2x8 HER / ,n— — JB.1 RB.2 RB.3 RB.4 RB.5 % I� --- ----------- = I N- /� I�PO KV CQ \ \ � L -.J 1 I I ---- / '.f \ k K o _ �n } \ t__ L C N I� v 3.- MINIMMIMilien .101 A 111111111111 } /COx 'Co \ W ✓Y . ■ co c ra YT IIF----,=g--3- 0. 1111 3-Z =nos,pack —u---. _/n .__ 3. . - - o Cr ` 11 3. :<: N II O Ask 711 _ -MI!' ':: � 2 � HDF (2)2A O Co HD' GT. GT.a3 x RB.I1 RB.11 - •g773 RE.12 � RB.10 i R13.10i ,'t. OPLAN 5A PLAN 5A Roof Framing Plan 1/4"=1'-O" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) O 0 1.Ta 1.Tb 1.Tc 0 I 1111111111 .1 III ' O I-I F II is II W m II F i �II , m r Mg 1 �II 1 • F OIL �� W IMM L 7IM E-, II. F C < _ II 'p H I oi 11' •. •.. Ta 4.Tb 4 Tc I,I l' FiiiiimiimiFrco 1 a 4.Td not used this ele��ion %Er PLAN 5A C.) P0509LN 5ATop Floor Shear Plan 1/4 1'-0" CT# 14051 2014. 1/4" = 1'-0" (11x17) 0 abi WI ‘ZIPo 14 STHD14 1.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR I.Mc 4x10 HDR 4x10 HDR 4x10 HDR I.M. _i_SC =:=1 : _—Tr:= $.1 �, f B.2 B 3r,_B 4 B.3 I ',/_J WI re I 1 I r I .j _1 'U I 1 1 1 K 1 1 0 I11 1 7 1 iI I I N I 3.5x14IG BEAM FB 3.5x14 B' BEAN FB, 3.5x9'LB HDR 9 I tt--_}-� _ -I.'rillrr -7- -F--= - -r.1].....-.r-....r.r....-r._$tt- Fr"' — J,B`10 ,- B.11 1 B.12 N II 1 J � i- I 1 4'0 1 \ ---- - 4Y. R 4 1 HDR J ' i 1 •� �C \STAIR / - ? _3_ i FRAMING t 1 STHD14 .'I i STW 14 i , a" \ 7 7 0 I 4 ____ 1�_STHE , STiD14 31. \ / ^. N --- -(/ FF ---� F P4 t 1 \ / n P4' j1 I I \/ I� 1 /\ Ii ; / \ P4 Ir r ��rc ac a�rryrrrs� ; / \ i / \ ST 1-1014 C I / pppppp STHD14 3.5xBEAM FB r '-.\ ,14 - G __L .rr5.5x18 y8 HDR - B.13 1 ' — , FF �� o •I B.14 1 - vT'- x 1 -- w • 1 ,I I r+ m 1 1 - A-d N 11 I 1 - 4 T 0 L ----------1-1--------- ---- -----1- T -, eD I'.N. 2 2 -::. F NS . •p II a .70 rec II fr, 18 J 0_ J 56.1 © k`_ "� • 2 HDR 0 o W 5.125.d7J0L3HDR --- 11 HUN:=.=:! +t® a ,i 2.18 AnliPB.16 i iII � (2)2x8 HDR (2)2xj�8�y.HDR 2)2x8 4DR STHD14 m STHD14 , r 'I STHD14 2.15 STHD14 , f crP P3 i/� (2 2x8 HD' 1 2x LEDGER 2x LEDGER 1 • _ — ',.'•Me L J 4.Mc & 4.Md not used this elevation B.17 0 9 MONO TRUSSES S1 @ 24"O.C. PLAN 5A PLAN 5A Main Floor Shear/Top Floor Framing C)I1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-011 (11x17) 40._0" 43" 4 0" 3'i,,,,8",,,�6" -1'-3"I • T.O.S. 3 1/2"CONC.SLAB o 0004 a I-0'_3"I - T.O.S. 1/4 - Q1 STHD14 STHD14---�� n11 - U • -- ----fel I y ( y it< l STFID14 _. __ __ _ 1 I -1'-01/2" 1.75 9.6 I ,J,, I I 4 1/2"TJI FLOOR JOISTS@ - INSTALL SYSTEM TO ALLOW - 19.2""CC, P U.N.O n:..I I ADEQUATE.DRAINAGE AT ,10 '.I.' I .. . CRAWL SPACE I- .. .. • -.�i 1 75x9._LVL L I .. n.-.i 18x18 x10"-FTG, .. .. ( _ 0 .. ..'.L' I .. .. - o-- WI(2)#4 EACH WAY TYP . oe U:NO c-- I I I I.' ;.i ... I P��E3R I DEPTH-AB• PONY WAL S. i_ - 1 . I _LSTHD14.;. i.. _.— 1'-0 1/2" _ ,_ .... .. I.y ___ I I \ s STHD14 � I ( WH I ® I o i t STHD14 I A � 2 n P4 T.O.S. (-E ) o I }' t 30"x20x10 FTG.v. I 1.75"WIDE LVL TO 'TCH II W/(3)EA WAY - I JOIST DEPTH ABOVE PONY$ WALL.-1'-01/2"I Y 20'-6" I 8-2 3/4" 11-31/4" I STHD14 I 1 P4 _THD 4 3 05 D1 \ o e► 18 3FROM 1/2"CONC.SLAB I - r4 S6.0 I m , SLAB SLOPESBACK 31/2" APRONEIGHI .I. ,;\__1'-0 1/2"I I _ -i. 1 VERIFY GARAGETO SLAB HT I. WITH GRADING PLAN I , V � t i ( r ! I -r-1 . $J7,1, r , SN-- T.O . �, 13 LO EDD SLAB t ___ STHD14 _V-6 1/2^ 0Sfi 1 STHD14 I SLOPED DOWN I - 18 P3 ( :) , , 1/4 : 14 12 I � S6.1 P3 I -STHD14 STHD14 _1 I L--L. j I 420 i____ J 7 16 SIM. S6.1 f / /2'-1^/ 16'_3• 2'-2" D1 7'-10" 11'_8" / 40' 0" O PLAN 5A PLAN 5A 1/4" = 1'-0" (11x17)Foundation Plan 1/4"=1'-0" CT# 14051 2014.05.09 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed•6 MAR 2014,9 18AM r fi re a o�t(157 p 'y ' � •,,..° y • .c1�lER{`/Xt,.G`.I(IG,�,131�3� 1d s06111,74�- `sa'$A+1`,f ,.` .: Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A Roof Trusses 11VOod BOWDeSiOf GT a l 44 6 ✓ hr > Calms a errs f�012 N1S,IBC*TA 2013 ASC -10 BEAM Size: 4x12,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 750.0 psi Fc-Prll 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=3.0 ft Design Summary Max fb/Fba Ratio = 6.765: 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 D(0.0450 S(0.0750) Fb:Allowable: 697.70 psi Load Comb: +D+S+H Max fv/FvRatio= 0.568: 1 44.0 n, 4x12 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Deli Ratio 44 <360 Total Defl Ratio 28 <180 W Beam ittign GT.a2 w. Calcula ons r2012+Htis It3C20 G16'2013' ASCE;710 BEAM Size': 4x12,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 750.0 psi Fc-PrIl 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fla Ratio = 6.765 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 D(0.0450}S(0.0750) Fb:Allowable: 697.70 psi t i Load Comb: +D+S+H ax12 Max fv/FvRatio= 0.568: 1 44.on, fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 Wood Beam Design,. GT a3 „` F . ...• fat[o c i012 NDS, 2012 201 $ SSCEi2io BEAM Size: 4x12,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 750.0 psi Fc-Pill 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,0.0 ft to 6.0 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 klft,6.0 to 20.0 ft,Trib=17.50 ft Point: D=0.990, S=1.650 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 8.264: 1 D(0 2625)S(0 4375) fb:Actual: 6,075.59 psi at 9.667 ft in S an#1 D 0.030 S o 050 t , * Fb:Allowable: 735.18 psi � _ �" Load Comb: +D+S+H • .� ., Max fv/FvRatio= 1.475: 1 20.0 ft, 4x12 fv:Actual: 250.69 psi at 19.067 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 3.106 in Downward Total 4.970 in Left Support 2.13 3.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.71 4.52 Live Load Defl Ratio 77 <360 Total Defl Ratio 48 <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 2014,918AM I S I r : ® n: t } Lic.#:KW-06002997 Licensee.c.t,engineering o: fl i l y GT a4 R ,_. • Calca�n$per2012 NDS,IBC 201'2, �G 2#18,°ABET-10; BEAM Size: 4x12,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 750.0 psi Fc-Pr!! 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 5.50 ft,Trib=17.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,5.50 to 11.50 ft,Trib=2.0 ft Point: D=0.990, S=1.650 k @ 5.50 ft Design Summary WM.811.0, Max fb/Fb Ratio = 3.016. 1 D 0 2625 S o 4375 D(0 030)S(o.Oso) + • :. 'r • fb:Actual: 2,239.39 psi at 5.482 ft in Span#1 � ���� �� Fb:Allowable: 742.56 psi v � • Load Comb: +D+S+H • Max fv/FvRatio= 0.849: 1 fv:Actual: 144.30 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 11.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.337 in Downward Total 0.540 in Left Support 1.66 2.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.95 1.59 Live Load Defl Ratio 409 >360 Total Defl Ratio 255>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 & � t s � �1T 1 �l14t#514 5 0� s s.%.' E", .aFo sc, Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A,Top Floor Framing Nod Be esig B 1 ' caicu uns 0er2012 AIDS,IB4`'`1012.plac:2613,ASp#1 lit 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 klft,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 0.0", Max fb/Fb Ratio = 0.795 1 ,0 + fb:Actual: 983.60 psi at 2.663 ft in Span#1 �. Fb:Allowable: 1,237.45 psi � u W Load Comb: +D+0.750L+0.7505+H • 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+0.7505+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 Dell Ratio 2120 >360 Total Defl Ratio 1333 >180 W eam design f B.? ,k . . y #Tett ;. per c ND ,1BC 2072,0D2013;ASCE 7'=1O 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 Unif 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 Max fb/Fb Ratio = 0.792 1 + + (0o 34so/s(y.sr5 D(V iSsb L(V�41Q1 r fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.615: 1 A N:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft, 3.125x9 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr SW EH 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 W�C4 $eettlI;Sit r B g ' Caleulattcfper 201 ;AIDS,iBG 2012,G8G 2013,ASCE 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-PrII 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 y/ MAR2014, OOPM IM,','''',.:,;0-t,..<4,04,,,„,,t �,,..a�,._ Q0 0 >> .''0 _,.,�€ ,,,.. .,:... ,0,000-00,0i,„,,,,40,-C ,,,,C s 498 -at - �%1 19, Lic.#:KW-06002997 Licensee:c.t.engineering Design Summary 0 Max fb/Fb Ratio = 0.681: 1 + r Dal ..a'Ultcv3+5oi lb:Actual: 842.88 psi at 1.941 ft in Span#1 �v Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H ar -• Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 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 0.023 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 Wood : mD n*y64 a. \ Calcuisit tr4,izer 201209,115C2010 a 2016V*6C 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-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, 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 1t6 ° '°� ' fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi • Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,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 0.020 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 13.5 (TYP) Z,,,„,, , \ ` - , ;,,, ;.. Caieulatlons; r,2012 NDS,IBC 2012 CBC.2O1*ASCE7-.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-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, 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 miumomm- =�N"'u�i,.i= fb:Actual: 127.33 psi at 1.375 ft in Span#1 , Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H ID el Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 ft,2-2x8 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 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 5 MAR 2014,5:00PM iy i lE q W",,'4,, " vp s �515T ��p ,, Beam ' S � ,, � T „ , mpx .Lw2Y43-1 ' + 1 -6.14 , Lic. #:KW-06002997 Licensee:c.t.engineering 'good Beam Destgln b:6- .....k. ,i..-Al , i, F Catculat1ons r 201210,IBC Ali;CBC2o13 ASCE?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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary i • %FA .V46°� • Max fb/Fb Ratio = 0.520. 1 fb:Actual: 606.14 psi at 3.000 ft in Span#1 �� -a �� Fb:Allowable: 1,165.07 psis �� ..:� . .�.••, � Load Comb: +D+S+H Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 5.on,2-Z8 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 int od eam DesignB 7 / GaIcu*Ions psr 12 NDS,#BC 2012 BC 2011 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-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 klft,Trib=5.0 ft Unif Load: D=0.010 klft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.292: 1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 A A N:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.508,2-2x8 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 t B''','fb-:‘ -z ,8 13,ASCE710E •, ate' ,, tilculata�Per2tll �lb5,ll ‘2#!'#2 CSC 20 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=14.750 ft Design Summary o 0.2213 L 0.590 Max fb/Fb Ratio = 0.277 1 =:__ fb:Actual: 298.66 psi at 1.750 ft in Span#1 , e v ' Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H A = Max fv/FvRatio= 0.205: 1 N:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 R 4x10 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:5R 20 14 OO ¢ 4 s m ,;x# a�c�,-- -_Ya,� o .v ..Y.� ait' P 1 S 1 1,PM Lic.#:KW-06002997 Licensee:c.t.engineering Vd $am Qeslig � B 9 ,,,,,71,7:,',,,,1"-; .4 adcillat lr wiz imiB .012,-0.5a41 3; *E Witif 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 0.2213 L 0.590 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 Ili 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 3.50 a 4010 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 B4 DeSiglrt B 10 „' s. y° Calailations 0,2012 furl IBC 204,x,CBC 2i? 3 4S E'T 4 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 = 0.372 1rmim fb:Actual: 766.31 psi at 3.000 ft in Span#1 � . Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H ..., sae A Max fv/FvRatio= 0.295: 1 fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 n, 1.75014 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 V1(a ee 1 i DeSig, B 11 - , � -.40:e \ ' ' 1,'''''''' ''' �atcuiatt s. r 2fi12;'140S,10. '46.12-,GI�C``2013 AW1-1t . ✓r ..yx yam-; .. •°'. ,. :,�� �,.� . 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 02213 L 0.590 Max fb/Fb Ratio = 0.198 1 .. fb:Actual: 431.05 psi at 2.250 ft in Span#1 " " d)° �� Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 A A 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 Lr 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 Defl Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pr rated•5 MAR 2014,5 00PM Lic.#:KW-06002997 Licensee:c.t.engineering s� e Beam GBSI#�11 B 1 �, ' s lJ 2#112 l S I Bc 201*802013 �1 CE 700 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-Pill 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=14.0 ft Design Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0.736. 1 �. ft):Actual: 1,752.18 psi at 4.000 ft in Span#1 �? Fb:Allowable: 2,379.75 psi -' � �, .,`- :<' � � Load Comb: +D+L+H Max fv/FvRatio= 0.504: 1 A 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+HMax Deflections Max Reactions (k) D k 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 Defl 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:25 MAR au,9 ',Wit i s miii Beam v _ �s9 ;,---- f1P k eEt fT-128A ,-4-42,-- , -----.„.„,„0 .3 .4,,„4,„„ ,,,,,,24.e.,-.,..„,eE � �,;, ,.,,- l" „.. ,, 8` , 'vim',,.i/A/ M;s Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.Ak Top Floor Framing, Cont. VV-Oiid Berl') tgn B 13 11,,j-1 , :id , f. 4ii' ..3 �,c, IIGul ons ri NDSS-1BC'i2ol2,:G 2013a'AscE7'o 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-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.422: 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 ,, , • y Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H • �_.,:,,. ?- • Max fv/FvRatio= 0.310: 1 A - fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 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 Defl Ratio 1306 >360 Total Defl Ratio 1055 >180 V(3d til Oe slgil� b-1-4 y' s, y� ,, . alculatiaiis per2O12 Np$/BC 2O12,ZCBC 2013,ASCE 74* 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-Pill 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 Fb:Allowable: 2,313.03 psi , �� Load Comb: +D+L+H •',17:•.;- Max fv/FvRatio= 0.350: 1 • • fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 n, s.lzsxls Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.407 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 Defl Ratio 433 >180 :Woad Beam QesignF B.15 iw y 4, 1 A --2 , . '''-,.„1cuIat[otis per 20121400, tBG 2012i' ..C 201,;'ASCE 7"1! 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 o 0.1425 L 0.380 Max fb/Fb Ratio = 0.264 1 ' 11111•11a11111112 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi - LoadComb: +D+L+H Max fv/FvRatio= 0.216: 1 A A fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S 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 Defl 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._ . . �. . . .,, .0.;. ,,,,:1,43,0,,,, Printed. 2014,9 28AM mit''''',7 11 r� �' iak 1 En 39T"t „;tom 1 : � : ..arc, r ,nc ... ,, ,, c� : ,, „ lfish, t:o, , 1 f 403 , 44: Lic.#.KW-06002997 Licensee:c.t.engineering WOodp am DesiglB.16 o- ry 1 ,ik /z u r it e12: ,IEii'2012,E c 2O ASF.- .10 BEAM Size: 5.125x12,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-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,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771; 1 8ff' h% fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: Z379.23 psi � a� � Load Comb: +D+L+H • _ Max fv/FvRatio= 0.369: 1 ' • fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 n, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P. L Lr S W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364>360 Total Defl Ratio 260 >180 s 18 i 0 CatCtt1it nPS>t6 2012,C8c 2013,ASCE 7=1O •c, ., sir , 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.0 ft Design Summary D(0.060 9(0.10) Max fb/Fb Ratio = 0.272; 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi � Load Comb: +D+S+H IIII Max fv/FvRatio= 0.159: 1 A A fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50x,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Li 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 I CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pied M 20'4, 21AM Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A.Crawispace Framing 00 can best ii CB.1 q Y Calctdadons per 2012 NDS IBG 20iifCBC 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=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.823: 1 =.1. .�1 >_�>_ fb:Actual: 883.28 psi at 3.750 ft in Span*1 � Fb:Allowable: 1,073.71 psi :< ,.... � .... .,„ Load Comb: +D+L+H • • Max fv/FvRatio= 0.403: 1 A 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 L 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 TJI JOISTS and RAFTERS Code Code Code 1 Suggest 1_Suggest Suggest Lpick 1 Lpick _Lpickµ.Lpick 1._._._.._._._.._._._._._.._.__.._._._._l_.._._._.._ ._................._.._._._.._._._.._._._.._._._._._.._._._.._.._.._._._.._._. ._._.._._._..__._.._._._._._. + Joist b 1 d Spa.I LL DL M max [V max EI L fb L fv L TL240 L LL360 L max TL deft. LL deft, , fi L TL360 L LL480 L max ITL deft TL deft.LL deft LL deft. .._ 1._._.._._._,._._._._.__.._._._.._._._._P_.._.__..__ _. I i._._.._._._.._.� ft.._._..._._ft:._.._._.___ft' ._.i.._._..�_.._._..._._._..In.._.._.:._._._.In._.._._r..._._.._ft:._._..__._..__ft: (�� ._.�{n)_I ratio (in.) ratio size&grade width(in.)!dep_th(in_l_._Cn:)__1_SPsf).__.test). .(flIbs)_...!PSS)___._._(ps!2.._._....._._(ft)_.._. S )._._..._.(._.1._..__._..S_.1.._._...._._S__1_.._._.1.._._.(.._.1._.._..._._._S._._?_.._._ ..1_._.._C..)_._..__._.._.(f_.�_._.._. _.._._t_o._._._ -. y - E 1 <_ 1 9.5 TJI 1101 1.75 9.5 19.21 40 151 23801 1220 1.40E+08 14.711 27I. .73 15.23 14.80; 14,711 0,661 0.48' 1 ___13,311 13,45 13 31 0 44 360 0.321 495 9.5"TJI 1101 1.751 9.5 161 40 15! 2380 k 1220 1.40E+08' 16:111 33.27 16.19 15.731. 15,731 0.721 052 4 __14.14 14.29 1414, 0A71 360 0341 495 9.5"TJI 110 1.751 9.5 121 __40 151 23801 1220 1.40E+08 18.611 44.36 17.82 17,311 17.311 0.791 0.581 15.57 15.73 15.57 0.521 360 0.381 495 9.5"TJI 110 _._1.751 9.5 9.61 401 151 23800 1220 1.40E+08 20.80[ 55.45 19.19 18.64 18,641 0.85: 0.621 16.771 16 94 16 77' 0.561 360 0.41` 495 y 1 I i II 9.5"TJI 1101 1.751 95 19.21 401 101 25001 1220 1.57E+081 .57E+08 15 811 30.50 1634 15371 15.371 0.641 0.511 1 14.271 13.97 1197 0.441 384 0.351 480 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 0.68 0.54, 15.17 14.84 1484 0.46 384 0.37. 480 9.5"TJI 1101 1.75' 95 121 401 101 2500' 1220 157E+08 20.001 48.80 19.11 17.981 17,981 0.75 0.601 1 16.691 16.34 1634 0.51 384 0A11 480 9.5"TJI 1101 1,7519.5 9.61 401• 101 2500, 1220 1.57E+08 22.361 61.00 20.58 19.37 19.371 0.811 0.65 ; 17.981 17.60 17.60 0.55 384 0.441 480 y 1 9.5"TJI 2101 2.06251 9.5 19.21 401 10; 3000 1330 1.87E+081 17.321 33.25 17.32 16.301 16.301 0.681 0.54 i 15.131 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.870+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 1574 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.5 121 40 101 30001 13301 1.87E+081 21.91' 53.20 20.26 19.06 19.06 0.7910.641 I 17.70 17.32 17.32 0.541 384 0.431 480 y r._.._3000r.._._.33i 9.5"TJI 2101 2.0625� 9.5 9.61 40 10 3000 1330 1.87E+081 24.49 6650 21.82 20.53 20.53 0.86 1 0.68 1 1 1906 18.66 18.66 0.581__.384 _0.471 480 9.5"TJI 2301 231251 9.5 19.21 40 101 33301 13301 2.06E+08, 18.251 33.25 17.89 16.831 16,831 0.701 0.561 I 15.631 1529 15.29 0.481 384 0.381 480 9.5"1"J1 230 2.3125 9.5 16 40 10 3330 1330 206E+08 19.99 39.90 19.01 17.89. 17.89 0.75. 0.60 16.60 16.25 16,28 0.51 384 0.41, 480 9.5"TJI 2301 2.31251 9.5 121 401 101 33301 1330 2.06E+08; 23581 53.20 20,92 19 69 19 69 0.821 _. 0.661 ; 18281 17.89 17.89 0.561 384 0.451 480 i I- -- - • 9.5"TJI 2301 2.31251 9.5 9.6 40, __10, 33301 1330 2 •06E+OS 25.811 6650 2254 21.21i i 21 21, 0.88: 0.711 1 19.691 1927 19.27 0.601 384__0.461 480 , 11,875'TJI 1101 1.75' 11.875 19.21 401 10 3160 1560 2.67E+08 17.781 39.00 1950 18.351 17.761 0.67; 0.54r , 17 04, 16.67 16.67 0521 384 0A21 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 1101 1.751 11.875 12' 40 101 31601 1560 2.67E+081 22.491 _62.40 2251 21.461 21.461 0.891 0 72 ' 19.931 19.50 19.50 0.611 384 0.494 480 11.875"TJI 1101 1.751 11575 9.6 40 100; 31660( 1560 2.67E+08I 25.141 78.00 2457 23.12 C 23.121 0.96, 0.77 21.46 21,01 21.0'1 0 661 384 0.53'. _ 480 11.875"TJI 2101 2.06251 11.875 19,2 40 101 37951 1655 3.15E+08, 19 481, 41 38 20 61 19,391 19,39 0,81 0.65 18,00 1752 17.62 0.551 384 0 44. 480 i I 11.875"TJI 210 2.0625 11.875 16 40 10 3795' 1655 315E+08 "21.34 49.65 21.90 20.61 20.61 0..86 0.69 19.13 18 72 '".,4 8 72 0.59 384 0.47' 480 11.875"TJI 2101 2.06251 11.875 121 401 101 37951 1655{ 3.15E+081 24.641 66.20 24.10 22.68 22.68 0.95. 0.761 1 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210, 2.06251 11.875 9.61 401 101 37951 1655 3.15E+081 27551 82,75 25.96 24.43 24,43 1.021 0.81 1 22.68 22.20 22.20 069 384 0,551 480 11.875"TJI 2301 2.3125, 11.875 19.2 401 101 42151 16551 3.47E+081 20.531 41.38 21.28 2003 20.03 0.831 0.67, 1 18591 1820 18.20 057 384 OA51 O 451 480 11.875"TJI 230 2.3125 11,875 16 i 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 11.875 121 401 101 42151 16551 3.47E+08 25.971 66.20 24.89 23.421 23.421 0.981 0.781 1 21.741 21.28 21.28 0.67 384 0.53' 480 11.875"TJI 230' 2.31251 11.875 9.61 401 101 42151 1655 3.47E+08 29.031 82.75 26.81 25.23] 25.23' 1.05 0.84t 23.42 22.93 22.93 0.72 384 0.57' 480 , I i • iI , t ._.._._._ ' _.._1 ._._._� 11.875"RFPI 4001 2.0625, 11.875 19.2, 401 10, 43151 1480 3.30E+08 20.771 37.00 20 93 19.691 19.69 0.82, 0.661 1 18.281 17.89 17.89 0.561 384 0.45; 480 22.76 44.40 22.24 20,93 20.93 0.87, 0.70 19.43 19.01 „„111151 0.59 384 0.48, 480 11.875"RFPI 400 2.0625 11.875 16 : 40 10 4315.. 1480 3.30E+08 , 11.875"RFPI 4001 2.0625' 11.8751 121 40' 101 43151 14801 3.30E+08 26.281 59.20 24.48 23.03 23.031 0.961 0.771 1 21,381 20,93 20.93 0.651_ 34.........0.521 480 11.875"RFPI 4001 2.06251 11.875 9.6 40 101 43151 14801 3.30E+081 29.38, 74.00 26.37 24,81 24.811 1.031 0.831 1 23.03 22.54 22.64' 0,701 384 0.561 480 Page 1 D+LeS CT#14051-4015.2 Twin Creek LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1987) 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+S c 0.80(Constant)> Section 3.7.1.5 Cr _.... _._.t ._._._._ _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Sending Comp. Size Size Rep. _ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d'Vert.Load Nor.Load <-1.0 Load fp Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb Po/ in. in. In. ft. pif psf plf SFb�,_,(E_F,) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce)_ H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 11115 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 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675_. 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 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 0.9944 2091.8 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 12 9 30.9 1760 0 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 0.9957 2091.8 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 SPF Stud 1.5 3.5 128.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.99 ._.- ___..._.0 ..1........ _.- _._... __ ._....- 9557 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 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 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 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 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 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 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek LOAD CASE (12-13) BASED ON ANSI/AF&PA NDS-1887 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckline Factor _-_ D+L+W MEM _ -...__- ���_-_��- c___.._. 0.30(Constant)> Section 3.7.1.5 C� C � _- -------����I--Cr �Ma_1997 NDS_ �� KcE 0.30 Constant > Section 3.7.1.5 Cf Fb �_(Varies > Section 2.3.10 _-- Bendin. Com..Eni Size upingim___[t[I m[mg_Q®_ ligi_ NDS 3.9.2 Max.Wall duration duratio factor factor use Stud Grade De.h S.acin,, •Vert.Load Hor.Load =1.0 Load_s Plat:Cd Fb Cd Fc Cf Cf Cr mo � E ®11/1 F fc ® fb/ ®®®01111111111=1111___ GOMM U PsI .sl �1��� __r�_MEM .sl Fb.1-fc/Fce 1-1T-Stud ®®� _ ' 0.9951-_1.00 ®1_05 1.15�®' 1,200,000 1,366 515.42 378.78 H-F Stud 1.5 ®�__® 0.9942 1.60__ 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366®'' ) 191.75 0.57 447.52 0.665 1.5 Nimentima 30.9 1140 mxp 0.9998 MIMI 1.60 1.00 1.1 1.05® 675 405 800 1,200,000 1,366 Egmosiu 378.09 IIIIMICCI 217.14 0.65 imaj 0.577 H-F Stud 1.5 ■mmau 28.3 970 MEM 0.9943 1993.4 1.60_ 1.00 1.05®� 405 800 1,200,000 1,366� EM � 0.64 0.585 ® H-F Stud ® mmm� I 0.9974 2657.8 1.80 1.00 1.05®_®' _1,200,000�mm449.95r��� 0.500 H-F Stud ®®�urigmcip®I 0.9981 3986.7 1.60 m®� 1, 0 449.95 299.05 180.69 0.394 __-__- -___. 11111-1111111675 800 200,00 MINN ___-_-__ sTsf Stud ®®m ® 0.9971 2091.8 1.60 _1.00 1.05 1.15 675 425 725 1,200,000 ����®i. 376.78 0.577 SPF Stud 1.5 ®® 700 2091.8 1.60 .1.00 ug 1.05 1.15 675 425 725 1,200,000 1,366�EUEMEIMMIED 177.78 0.54 447.52 0.818 SPF Stud 1.5 ®®mau®" 1125 1.60__1:00 ®m®� 425 ®1,200,000 1,366®� 378.09 214.29 0.85 Eamosman ® SPF Stud 1.5 m�� 960 0.9970 1.60 100 1_1 1.05®gym®1,00,000®m376.35��361.37 0.577 SPF Stud 1.5_ 8.25 28.3�� 0.9952 2789.1 1.6.6-_ 1.00 1.) 1.05 1.15 675 725 1,200,000 1,366®® 449_95 376.35 267.62 0.71 271.03 0.490 SPF Stud_ 1.5 Fan8.25 28.3milaminE 0.9958 4183.6 1.60 1,00 1.1 1.05 1.15 675 _ 725 1,200,000 1,366®wn 449.95 376.35 294.60 0.78 180.69 0.383 1111..M11111.11.1111111111111.1.11111111111111111 � ---_mm___-_ 0.119 H-F#2 ®® � ®� 0.3909 3132.4 REB 1.00 ®�®�_ 1300 1,300,000��� ®' H-F#2 ®®m_1111120® 0.5743 MOM 1.80 1.00 ®®'®NICECII 405 1300 1 300 0001116EMILIMIREDIUMMEIE0 500.10.11EEMINEMBE H-F#2 ®®m_figar® ] 0.4411 = 1.60 1.00 405 NM 1,300,000 �� '®' 506.18 0.56um� _____ _.- �� __��__ _ m 7.7083)#� 0.4327 1.60 _1.00 ®_�_' 1,400,000 2,093®� 940.30 531.23 0.56 0.114 SPF#2 �m 9_� 0.6033 3287.1 1_60 1.00 immuowymotomiga 1,400,000 2,093 Noluarnicam 808.08 531.23 0.66 ma 0.189 SPF#2 Exigrammaximpummem 0.4790 3287.1 1.60 1.00 ®mom 1,400,000 J 1296.30 ® S.60um 0.118 __ _____-_ �1 ___ ____--� 1 - _ 1__M . 01 =__ --C ___. 15='_� = 1 . SPFstud ®® __m2091.8 1.60 1.00 ®�® a ' ®1,200,000 ® 17.78 - -- 0.979 SPF#2 Megionsminaing 660 mum 0.9941 MEM 1.60_ .100 1.3 1.10 II* E 1 400 000 NEIMENEsmasummostam 108.67 0.46 MEM 0.786 H-F#2 1.5 5.5 18 19 41.5 800 9.71 0.9921 3132.4 1,60 1.00 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 2 D+L+W+,5S CT#14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+W+Sl2 0.80(Constant)> Section 3.7.1.5 --""----- - KcE 0.30(Constant)> Section 3.7.1.5 _ Cf Fb Cf Fc 1997 NDS Cb (Varies) > Section 2.3.10 Bendin Com Size Size Re..__...____- Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall durationn duration factor factor use IIIIIIIMIIIIII Stud Grade Nldth Depth Spacing Height Le/d Vert.Load Hor.Load .=1.0 Load @ Plate Cd(Fb Cd Fc Cf Cf Cr � � ( ) Fb Fc m Fc.sl r• Fc E Fb' Fc•er•' Fc' Fce Pc fc fc/F'c Po Po/ In. In. In. ft. pit psf pit (� psi psi psi psi psi psi psi psi 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 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378,09 340.90 194.29 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 1,366 506 966 449.95 395.22 250.16 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 1.60 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 1.15 675 405 800 1,200,000 1,366, 506 966 449.95 395.22 303.49 0.770.406 SPF Stud 1.5 3.5 18 7.7083 26.4 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 0.64 376.7811 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 _1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 193.02' 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 18 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 1,366 531 875.438 449.95 388.13 247.62 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 S 8.25 28.3 2360 8.13 0.9922 4183.6 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 0.396 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 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1,5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 18123 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 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 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 1.80 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 0.62 181.23 0.169 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 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 2,033 506 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CT#14051-4015.2 Twin Creek LOAD CASE (12-15)- BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke _ �.�=� D+L+S+W/2 _ _ - �� ��_�==� c 1111111111111111 0.80 Constant > Section 3_7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 ��._ _�� ®�®�®��Cf Fb ���1997 NDS-� .__- _ Cb Secton 2.3.10 •11111111111111111111111111111111111111M1=1 Comp. Size m'a__�-�"��-�-Q_- _- C=�__-�� r. tdurati0 factor factor�M__-_���-_��- Stud Grade�E'IQ Jm� Hor.Load Load di Flat:j Ij)Cd Fc Cf �� ( M0©111391111111 ®-®0®1111111 In. ®®0-IIIIZMIIIIIIFZUIII-UIIIIEIIIIUIIIIIIII ricammirmummirammorzummunanniummiumummirmi H-F Stud 1.5 ® . 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 W3 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 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 1,366 506 378.09 340.90 246.35 0.72 223.76 0.470 H ®-F Stud ®_®" I 0.9978 1.60 1 15 1.1 1.05 1.15 675 ®' _1,200,000 1,368 966 0 340.90.77 167.82 0.403 OMR 1.5 �m_INE391.111E0.9960 IMEMII 1.60 _1.15 1.1 1.05 1.15_� 800 1,200,000 1,366 966 �� 0.77 180.69 0.406 ® H-F Stud _1.5 8.25 1680 0.9990 2657.6 1.60 1.15 ®1.05®�� 1,200,0S0�� 966 320.00I® 0.343 H-F Stud 1.5 ®� a25 IMEINMECIMINIC3 0.9999 3988.7 1.60 1_15 ®1.05 1.15_®' 800 1,200,000- 96611111=IMEINI 338.41_®' 0.267 _______ _ _ -__ ____--__- SPF Stud 1.5 ®n 7.7083® 0.9907 2091.8 1.60_ 1.15 1.1 1.05 1.15 425 ®1,200,000 ® ��� 0.77 Eummino OFF Stud 1.5 ® 9 30.9®®IMICHI 0.9970 2091.8 1.60 1.15 1.1 1.05®ma 425 mtai 200 000 mumaimagn 378.09 migumEagca 0.73 isup 0.466 SPF Stud 1.5 ®® 9sialmgamme 0.9990 2789.1 1.60 1.15 1.1 Mo® 675 Em®1,200,000gign® ains 260.9511113i]IMEI 0.396 SPF Stud ®®m__INIKI ®' '' 0.9922 2091.8 KEN.._1.15-®Ia 1:15 675 - 725 1,200,000® �,�'- _180.89 0.396 SPF Stud 8.25 283 1660 '• 0.9973 2789.1 1.60. 1.15_ 1.05 1.15 675 425 725_ 1,200_000 1,366 875.438 449.95 388.13 316.19__0.81 135.51___0.334 SPFr: 0.9969 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 333.97 0.86 90.34 0.257 Stud ��� 8.25 28.3 2830---- _ _-- ---_� _--___--_ -__ H-F#2 ®_ _®� 0.3001 nT11111110110113011:11111 405 ®" 1,300,00011122E11111E31111= 1031.58 111MOIKEO 0.059 H-F#2 _®___®111.1112121 '®' Li 5 ®1.10 1311111201 405 ®" 1,300,000 INEEMI111311111=EIMEMIIIILEM 506.18 0.60 90.61 0.089 H-F#2 ®®m_®'''®MMIENUM 3132.44 MEM1.151.10®__®" 1,300,000 ��Q��. 506.18 73.17 0_062 SPF#2 ®®�IN� 3287 4.855 0.3304 3287.1 a 1.15 MI 1.10 1.15 HIM 1150 1,400,000 2,093 531 HEM 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 ®___�� r�' 1.60 -1.15 1.10 ERIN 1150 1,400,000 2,093 1296.30 945.38 531.23 0.56 73.17 0.059 ____ -- _ -__� ___--M 50-6-431111.035:1 SPF Stud ®m ,_®"�� 0.9959 1.60_ .1.15 ®uo®__®1,200,000 M® ��' _�_ -___- -.. M-_--_---- __ SPF#2_ ® 16 19�� 4.855 0.9925 3287.1 1.60 1.15 �® 875 Emma1,400,000 2,093®�mm®®�":� 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 D+L+S+,7E CT#14051-4015.2 Twin Creek LOAD CASE (12-16) (BASED ON ANSI/AF&PA NDS-1097) 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+S+EN.4 0(Co 0.80(ConstantL> Section 3.7.1.5 0001 Cr _....._..___._.....-.-_ 000 KcE 0.30 Constant > Section 3.7.1.5 Cf(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 Max.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load n_1.0 Load @ Plate Cd (Fb)Cd (Pc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-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 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 , 800_ 1,200,000 1,368 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 18 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 1,366 531 875.438 515.42 431.52 354.29 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 1,366 531 875.438 378.09 338.17 253.97 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 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 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 0.7t 158.68 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 __ 5 ' 3.5 ..._.... 35 __..__.-__...3615_..__._105___......._.______.5 2 _-00.87 79.34 SPF Stud 1.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 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, 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 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 i 1.15 1.3 1_10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 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 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 04618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 108925 850.16 53123 0.62 76.47 0.071 SPF#2 1.5 5.5 16 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 1298.30 945.38 531.23 0.56 64.26 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 1.15 675 425 725 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 1.15 875 425 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 1644.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 5 180 Nickerson St- E N G I N E E R I N G Suite 302 t N CSeattle,WA � Project: 1 C. 981093 Date: (206)281-4512 C �j�� ,¢� FAX: Client: S X 14-(4L4 -iD yipj t Page Number: (206)265-0618 _ _4. PR c ‘)&. VALuts t° - /6040,1— , 4;;}, '5P 5 ? C i - 1°v Lia �. , t . 1 Lai ., i 9»IQI .5.6.1.71 .. i ?ij` =; � z =- I8; f'.'PS � �=. }--Y ' i 4`2' 13' A Poles s &. -; w/a ,k ----a''' ; 7 C 14' 1V _.. .p.. � ... fit; / ,.« r r. r Mili �.. • f r' 11 iii" 7►.r "I 84 Structural Engineers 180 Nickerson St. E N G I N E E R [ trt G Suite 302 / .!4 A Seattle,Wil Project: se I°- ., ._ _ ate. 98109 (206)285&SI2 Client: Page Page Number: (206)2864618 ' .13,3A.,..,. : gsOit, P5r ats, ( i5or) .V...- tikok.,) , i . Ng- 6t5:1-is) - witieL -.7. 10,0 -.. t. 3eic -r_ 1 0-0, f kWz. <41,16 -=. 2,. c_..... liotio tistk 5124 i is . i,,, IV . .. ...... /97 a - IC to...= zr*140+-15)-1-10(30 4.--- 4rito ,. /81 S4 --* y .i.,..... . i 65 ( .zw —4 slc, ts 45- .,..„ 4,4. fot e Or C, .ell • f , - 4130 270,i- t-;._ 0,...- - r+k-- .1=.. I.OT 4 —c. Structural Engineers 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 5A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazm aps/ http://earthouake.usos.qov/desiqnmaps/us/application.pho 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 Mt=F„ Si SMS= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3*SMs Sips= 0.72 EQ 16-39 EQ 11.4-3 Sip,=2/3*SM1 5ip1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Slo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Cip= 4,0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 5A SDS= 0.72 h„ = 18.00 (ft) Sol= 0.45 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/lE) 0.110 W ASCE 7(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sul*TL)/(T2x(R/1E)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if Sl>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x= DIAPHR. Story Elevation Height AREA DL w, w, *h,k 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 0.022' 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00' 10.00 1712 0.028' 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00' SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34(LRFD) 0.7*E= 6.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX= DIAPHR. F, E F, w, E w, Fpx = EF;*w 0.4*SDS* IE*wP 0.2*Sos*1E*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPX Fp, Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 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#: CT#14189:Plan 5A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(tt)= 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 u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3see.G sr=1 it ,Z f mph (EQ 16-33) Exposure= B i B lw=I 1.0 1.0` N/A N/A Roof Type=' Gable Gable Ps3oA= 28.6 28.6;psf Figure 28.6-1 Ps3o a 4.6 4.6`psf Figure 28.6-1 Ps3o c= 20.7 20.7;psf Figure 28.6-1 Ps3oD= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00` Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00.(Single Family Home) X*Kn*I : 1 1 Ps=X*Kzt*I*Pao= (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) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand caverage= 24.7 24.7 psf (LRFD) Ps B and D average= 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 1.00 1.001 0.50 16 psf mm. 16 psf min. width factor 2nd---> 1.00' 1.00' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 192 Roof --- 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 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 16.35 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1008 16.0 16.1 V(n-s). 14.64 V(e-w). 16.35 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 5A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof -- 18.00 18.00 0.00: 0.00 '.0.00: 0.00 1024 1024 6.27 6.27 2nd 8.00 10.00 10.00 0.00'; 0.00 0.00; 0.00 5.76 16.00 10.08 1635 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)= 16.35 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) 0.6*W 0.6*W 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 6.27 6.27 6.14 6.14 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.35 3.46 9.60 6.05 9.81 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w). 16.35 V(n-s)= 9.60 V(e-w)= 9.81 kips(LRFD) kips(LRFD kips(ASD) 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 4.3A CT PROJECT#: CT#14189: Plan 5A SHEATHING THICKNESS tsheathin9= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960' 911 2740 1274 2P2 2560' 1190 3580 1665 I N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathin9= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 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#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.79 kips Design Wind N-S V I= 6.14 kips Max.aspect= 3.5"SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind N-S V I= 6.14 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pc= 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 LOA_off, Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum 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 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 Ext. A.T2 139 5.0 46,0 1.00 0.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 Ext. A.T3 278 10.0 46.0 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 - - 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 i' 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' 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 Ext. B.t2' 300 `10.0 47.0 1.00 0.15 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 B.T4 240 8.0 47.0 1.00 0.15 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 - - 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 4 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 6` 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=Leff. 6.14 0.00 3.79 0.00 EVwind 6.14 EVEO 3.79 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#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind N-S V I= 3.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.54 kips Sum Wind N-S V I= 9.60 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 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 e1L C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM R0114 Unet Usum Uaum 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) Ext. A.Ma 621 29.0 46.0 1.00 0.15 1.25 2.23 1.00 1,37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.47 0.84 0.38 0.52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1.07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 Ext. 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 -1.32 0.00 0.00 0.00 -1.34 -1.32 - - 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.Ma 571 10.0 47.0 1.00 0.15 1.15 2.05 0.92 1.26 1.00 1.00 218 P6 P6 320 19.62 17.80 0.20 -1.23 28.81 21.15 0.82 -0.60 -0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15 0.58 1.02 0.46 0.63 1.00 1.00 218 P6 P6 320 9.80 8.90 0.21 -1.11 14.39 10.58 0.88 -0.44 -0.44 Ext. 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 -1.44 0.00 0.00 0.00 -1.44 -1.44 - - 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 -1.35 0.00 0.00 0.00 -1.34 -1.34 - - 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 1712 55.0 55.0=Leff. 3.46 6.14 2.75 3.79 1.00 EV wind 9.60 EVEa 6.54 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#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.79 kips Design Wind E-W V I= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind E-W V i= 3.76 kips Min.Lwall= 2.29 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.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 etf. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Uaum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (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 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95* rear 2.1-b 407.6 11.5 40.0 1.00 0.15 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN P6TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92* rear 3.Tc 141.8 4.0 40.0 1.00 0.15 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 7.20 -1.39 -1.39 -1.04* rear 4.Td f 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 0.001 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 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Tb 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Tc 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.Td 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Te 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 ' Front 4.Tf 166,6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05* - - 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 0.001 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 36.0 36.0=Leff. 3.76 0.00 3.79 0.00 EVMnd 3.76 EVEo 3.79 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind E-W V I= 6.05 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kip- Sum Wind E-W V I= 9.81 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, ..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 o w dl V level V abv. V leve abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (k'5 (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1,Ta 107.6 4.3 12.3 1.00 0.15 0.38 0.4: 0.17 0.48 1.00 0.96 159 P6 P6 199 5.87 2.00 1.06 0.11 7.70 2.38 1.46 0.20 0.20* rear 2.Tb 98,77 3.9 12.3 1.00 0.15 0.35 0 3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7.02 2.16 1.50 0.27 0.27* rear 3.Tc 158.3 6.3 19.5 1.00 0.15 0.56 4.70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34* rear 4.Td 63,31 2.5 19,5 1.00 0,00 0.22 0.28 0.10 0.28 1.00 0.56 274 P4 P6 200 3.42 0.00 1.87 1.87 4.50 0.00 2.45 2.45 2.45' 0 0.0 0.0 1,00 0.00 0.ee 0.00 0.00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 181.1 5.5 5.5 1,00 0.00' '.64 0.00 0.29 0.00 1.00 1.00 53 P6TN P6TN 116 2,62 0.00 0.54 0.54 5.76 0.00 1.19 1.19 1.19 int - 246.9 7.5 7.5 1.00 0.00 0.87 0.00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7,85 0,00 1,15 1,15 1.15 - - 0 0.0 0.0 1.00 0.e,, 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 428 10.0 10.0 1,00 1.10 1,51 0.00 0.69 0.00 1.00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 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.e;p 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 - - e e.0 ®0 1.0' '.00 0.10 0.1+ +.0e a 00 1.ee 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 117.1 2.4 20.5 1.00 0.15 0.41 0.51 0.19 0.52 1. 4 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP Front 4.Tb 0 0.0 20.5 1.00 0.15 0.00 0.00 0.00 0.00 1.f s 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.38 0.59 Front 4,Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0' 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20,5 1,00 0.15 0.41 0.51 0.19 0.52 1.:' 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP ro't '.T-' 9 .91 '0 11 .0e. a 15 0. 4 0.4 t 16 0.,3 1.0' 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* ront 4. f 96.91 2.0 11,7 1,00 0.15: 1.34 0.43 0.16 0.43 1.00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* - - 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 1712 48.8 48.8=Leff. 6.05 3.76 2.75 3.79 EV,„nd 9.81 EVEo 6.54 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 A ID:Elevation A 4.Ta,4.Tb,4.Tc _ '. Roof Level w dl= 150 p11 V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855,5.: pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds vhdreq= 56.8 plf ► •H1 head=W vhdr= 139.3 plf H5 head= 1 Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdrag5 eq= 123.0 Fdrag6 eq= 123.0 1 A Fdragl w= •1.8 Fdragl 301.8 Fdrag5 w= .1.8 Fdrag•w=301.8A H1 pier= vi eq= 155.2 plf v3 eq= 155.2 plf v5 eq= 155.2 H5 pier= 5.0 v1 w= 380.7 pif v3 w= 380.7 plf v5 w= 380.X''. 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 Fdrag3= .0 Fdra• - 123.0 feet A Fdragl w=301.7979 Fdragl w= 301.8 Fdrag7eq= 3.0 Fdrag8e. 123.0 v P6 E.Q. Fdrag7w=301.8 Fdrag8w= 301.8 A P4 WIND v sill eq= 56.8 plf H1 sill= (0.6-0.14Sds)D 0.6D vsiilw= 139.3 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 V UPLIFT -200 470 VL Up above 0 0 Up Sum -200 470 H/L Ratios: L1= 2.5L2=, 6.5 L3=r 2.5 L4= 6.5 L5= 2.5 Htotal/L= 0.44 I. 1 1.-.1 IN I.4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 20.5 feet Hpier/L5= 1.60 ________0.90 L reduction 4 JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te,43f Roof Level w dl= 150'' plf V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6', pounds V1 w= 951.8 pounds V3 w= 951.8 pounds —__,,. —_•, v hdr eq= 64.6 plf ► A H head= A v hdr w= 158.6 plf 1 v Fdrag1 eq= 210 F2 eq= 210 1 Fdragl w= - 6 F2 --516 H pier= v1 eq= 141.0 plf v3 eq= 141.0 plf P6TN E.Q. 5.0 v1 w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e.- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0 EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 v UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 -4 ► -4 1.4 ► Hpier/L1= 1.82 _ Hpier/L3= 1.82 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Ma,1.Mb Roof Level w dl= 150 plf ... . ..................... V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6, pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 plf •H head= A v hdr w= 245.0 plf A Fdragl eq= 226 F2 eq= 199 Fdrag1 w= '-1 F2 -459 H pier= vi eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 • UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 4 0 4 0 4 0 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,1.Md Roof Level w dl= 150 plf V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds ► ► v hdr eq= 62.2 plf i A H head= A v hdr w= 143.5 pff 1 v Fdragl eq= 589 F2 eq= 236 Fdragl w= -58 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 vi w= 360.8 pff v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= F4 e.- 236 feet A 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 pff P6TN feet OTM 12320 28413 R OTM 18119 21780 .. UPLIFT -272 311 'Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 t I. 4 ►t I. Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet ► SOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4Me,4.Mf Roof Level w dl= 150 plf V eq 1494.8', pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds ► v hdr eq= 96.6 plf H head= A v hdr w= 221.5 Of 1 v Fdrag1 eq= 354 F2 eq= 354 A Fdragl w= F2 -812 H pier= v1 eq= 342.1 plf v3 eq= 342.1 plf P4 E.Q. 5,0 vl w= 627.4 plf v3 w= 627.4 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= - F4-.- 354 feet A Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6 plf P6TN 3.0 EQ Wind v sill w= 221.5 p/f P6 feet OTM 9853 22588 R OTM 4805 5777 UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0 1.2= 7.3 L3= 2.0 Htotal/L= 0.79 0 4 H ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet - 14;4 A Pith • 'C MC o M . TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—The Engineered WoodAssoc aiion References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apowood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:hel Form No.TT-100F A@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA-The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 AM—The Engineered Wood Association 180 Nickerson St. CT E N G IN E E RIING Suite 302 Protect: V 11361 e ,R kad. i/LP406---- ��JJ � ,0 Seattle,WA 9-tai , 1 98109 Date: v (206) 285-4512 g4g 2,5q3,60,2- 0 ,6 5 2) Page Number: (206) 285-0618 • 6-0 CiriP Ov).7.-AsVei-q4.) J'61. Al t' • X t6`` )2.11 )( 17,`' Le5Th 6frQs__14),c_K. Fvf2_ 0-111) oka- Pcsi;m6 'rb - A7) - X446 C Ye2) _ .���;� a= a)(o,-A/4,4 0.3612 t,I6 g)Z3)(le,.) V n, 2 0,1 o - '�g�� M , (l)(,2\l lea ( e 4 z J ( � 66 ,6144 Y. aep)11= tel ) 5` ' , w/(2 °1 P,��e AW r 12,1 x/4-4-` 3 112. 644- er2A/ DAA., 1► 8x1(9 e VI)96S . 374 P1ir PSR a,soe MY,— ,vv \2,,n • Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 iii Table 2.2A Uplift Connection Loads from Wind . . j . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • . 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Design Dead Load Roof Span(ft) Unit Connection Loads(plf)1'2'3,4,s,6'1 12. 118 128 140 164 190 219 249 281 315 369 T 24 195 213 232 272 315 362 412 465 521 612 0 O psfa 36 272 298 324 380 441 506 576 650 729 856 2 48 350 383 417 489 567 651 741 836 938 1100 in . 60 428 468 509 598 693 796 906 1022 1146 1345 m • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 iii 10 psf 36 152 178 204 260 321 386 456 530 609 736 N 48 194 227 261 333 411 495 585 680 782 944 Z _ 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 ' 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 •ji, , 20 psf 36 32 58 84 140 201 266 336 410 489 616 i, , 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings . located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, : multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 I 1.60 I 2.00 I 4.00 iriii:' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. il,' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the - header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' ".° ' 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. . 17,5-s a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. "`;. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �//�►/�/ l��/ INC. y`�� S98109 eattle,WA Protect: �YI r`�i\�- IIU'l� '�L �`�✓' Date: (206) (206)285-4512 FAX: Client: Page Number: (206)285-0618 \.u)RD- LOCi? al0) 717V44$ 7S27 I/4u_ 4Aze-/rD4LlikPk Wni) edvor, iviA-4A141_ • • , r I /n M.QF ( uL g : 1-1/141.;7 .33 • 15Psi � ,' � - ; o Cog:4 "T4ss ' ,-1, 1-d • � • • (A : Mai • ( • � 6:17°-40,c)(D., ( � = 1g� � � ' - A•71.) 4314 1•10r 1 Ac i s 2 - A3 4-7; (4)(2) (I,c.) 04) -.7... a : 69 6))(2.06E 4-0 f7W l2 ( 2, .>6,,r M 14= (1-6y -04)(p,,- (0,6 . -7_, 4-M44- V:b, • -• • 96- Cts -rYR GvsoRnelo e 64. 4y, h• @ Fes-- • '0)_ Ce nm) Structural Engineers TRUSS TO WALL CONNECTION ‘;I'i VAl III', #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES !ill III II PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" air) ,r, I H2.5A (5) 0.131" X2.5" (5) 0.131" X 2.5" r>.',!, Irn 1 SDWC15600 - - 45'. , ._Its 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" it1/0 /002 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. I0702.'0 2 (2)SDWC15600 - - "fl ).S0 3 (3)SOWCI5600 - - I a.,.,_ .....Stn ROOF FRAMING PER PLAN fid AT 6" O.C. t 2X VENTED BLK'G. 0.131" X 3" TOENAIL �'IIIP AT 6" O.C. C .. ) �� ►'i H2.5A & SDWC15600 STYI F \ COMMON/GIRDER TRUSS -e---\ 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 !;PF VAI.lJE'; #of TRUSS PLIESCONNECTOR TO TRUSS TO TOP PLATES UPI II- 11 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" +00415 1 H25A (5) (5) 0.131" X 0.131"X 2.5" �__2.5" ��35 L 10 1 to 1 SDWC15600 - - `;; ))5_. 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 7(.111 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 ?211 2 (2)SDWC15600 - - :170 1.10 3 (3)SDWC15600 __ ..._..-.....--:- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FORH2.5A AND SOWN STYLE 8d AT 6' O.C. CONNECTIONS bihiiiiibil.. ........top.. 2X VENTED BLK'G. =W.Ph..likotoo 111.111.1b1h.. *40 • 1 lit 1 H2.5A & SDWC15600 STYI F iCOMMON/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 [