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Specifications (40)
z � Ec / 1 ('/1'1, /hT CT ENGINEERING 0 3 2016 Structural Engineers INC. pC §# OF T t 3 +{ ) 180 Nickerson Street Suite 302 Seattle, WA 98109 �`S l �.0 '>a,i F A S}'t' i T 206.285.4512 (V) 206.285.0618 (F) w+�..=sir #15238 Structural Calculations River Terrace �,gs PRo, j Plan 4 �� ��G I NF�ro �,� •: 60 ' , • . Elevation B I 1d , �R �iNA Tigard, OR 9� c, ,�.�; 22 EG Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93 ASD • — 1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company P y 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454. 7130 Fax: 425.646.0945 180 Nickerson St. 11311 ENGINEERING INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi Ile locations in Ti.ard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understandthatheseehs om esasare to be below: constructed in multiple locations throughout Tigard, Oregon. Design par The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord chord trus wooddUpper Upper floor framing is primarily fact pre-manufactured ed wood joists.a The foundations ons aret o beses. Floor framing over crawlspace is primarily pre-mann conventional spread footings. Lateral design is based on the ASCE 7-10"equwiivalent Wind design is based on the ASCE 7-10 Mof 1.00.(Envelope Procedure)for 120 mph ultimateed nddtspee , exposure category B, and with a Kit value OSB shearwalls are the primary lateral force resisting system (R=6.5). . il lateral force"procedure with Ssequalto or less than 1.10 and S1 equal to or less than 0.50 classification"D". Plywood or 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(OS B.) • 2.2;psf Trusses at 24"o c_ 40,'psf Insulation :- t.0;psf f1)5/8",gypsum ceil..ing 2:8� psf Mise;/Meeh. ROOF DEAD LOAD 5-0 P 15.0 PSF FLOORpsf floor finish 4 HO:gypsum concrete 0.0',psf 314'plywood(O S i3. 27P sf ioistat t2 - 2:5,+psf Insulation - (1j 1/2' t.0'psf 9ypsu,m ceiling 2.2 psf Mise:: 2.fi'psf FLOOR DEAD LOAD 15.0 PSF ilk diElb ragi, x1 HDR 1 I� I ii_lik. �' I �1 � I © fi 1 �j 1 ' I! I I ,' T ' is ii ' 1 1 Ask 1111 .IIIIIIIIIIIII ' e ""1"11.... 1111111111116F.----------11111111 I 0 Q I I 2 8SES AT 24" O.C. TYP. S =HI 4 m 1 a I ca iiiimMillillgi....4l � 1 x x mi N n 011ii 1 I 1 ATTIC 1 I 1 ACCESS I 1111111111111111111 En 1tij3 BOTTOM1 1ImV-- - ORD. TYP. ; 1 _-1 lay I 4'••}iiiF:$:.l 1 ip I GT.b2 __::...____ 1 ‘••••::•:•:•:(4:•:•:•:•:•kr____... __e 1 IMORMIMI I Ill 91111111 1 IIdPL II I ,•��` Y-- --- .as --- --1 RB a4(2)+ 48 HD"OK 1 0 0 9 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN AMERICAN MODERN c_ si.z P6 L� J �\ O ■ ■ (2) 0 Cf ■awe PB / oo CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4'=1'-0' AMERICAN MODERN m UP 0 STHD14 �_ ® 1x14 OSB RIM B.bl ,�� STUD14 1_ IM 7X16 22 BIO BEAM a ` _ :� -- _ -i Tr p . JOIST SPACING HERE ON 1 I 0 1 I U i 1 C I N 0 O o 1 `GT GT ABOVE 1 ® ABOVE i N FE _J 1 M �I C O 1; 0 I€ L H 1 II 4 Q J lr I 'i S9.0 FIXTURES ABOVE �� f� •ti P4 4 OS ! _/� STHD74� 1' o i - "s-rR.r S(HD14-.3-• �"'.N G.T. 1qff \ � E--- L(x1 OSA R M �pC1r. - -- }--= _ �_ °4 BIG BEAM lim^ ' x O O I •®. 1v1461 n[R� SIM. 2)2x6 HDI k 1 Ex O11 _ I0 Ir A _ ci N 1 • ----) BACKGROUND CHANG _v.__ _ SEE SHEET 4:110 1 175"x14" I L__ 1 . 1\ 4 LVL FB 4x4 POST L^ 1.75"x14" LVL FB 3 a LI Q A o { 59.0 1111 o WU [p N .o o 14" FLOOR 11RUSSES� 19.2 04.I. .,--11?. , m TOP OF (2) 2x8 FE , / 4.8 c. AT +341<z" A.F.F. I. _-2x8 ® 16" O.C. t'OST s 11 l... t.. RAISED PLATFORM 2x4 PUNY x:.11. FRAMING 0 +34r A.F.F. WALL TOP {):.+ r--- '4,3-3-46" , t:'_ FACE OF GT —2x8 LEDGER I GIRDER TRUSS i ,-.45.1.81/14 .,1_..,_' r 0 ' GT TOP AT +34) A.F.F. <- co li ;( I w o m I f 2x ROOF I 11 FIXTURES ABOVE I N 1 �� FRAMING v' ram 0 24" O.C. I____ il ,,,,,..sI m Er 1 0+= 1 1J� B.b13 Cr 41". o 1 43� 4" VL FB '11 CV B.bll I 1,g3 I EXTEND FLOOR (2 2x10 HDR I 14x8 HCIR EXTEND SHEATHING TO RIM — 1] " Xi HDU4 I HD 4 b` t.U4 y HD114 TOP CHORD T - 1x14 RIM BOARD S1 2 ^P2 ROCFTRUSSES A 24" o. . R td 4x1 HDR 10IFt 4x4 1 h4x10'NOR q 4x4 TOP PLATE IS +9'-1" W/ACES L __-_-_____-_--____ -- L -W/ACE4 ABOVE LOWER FIN. EACH SIDE 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE _ACH SIDE CM 14189 2014.10.29 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER HEIGHTS. PLAN 4B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN I-1U72 • y 16'-3" s-7072 STHD14 P3 STHD14 STHD14 P3 STHD14 1 n T x m I 1$ Fr- -24,..1 i 56.E 1 (--18--N.,..:, I I Gr ABOVE-y, n 14 ® 1 ss.o $ © �r � 0 sir cave. SLAB m VERIFY GARAGE SLAB HEIGHT R -,, 1n WITH GRADING PLAN 9u 14'-9" 3'-4" 3'-11" I ri ® v I VARIES : MIN. 13" FROM TOP OF r WALL IWW ENTIRE SIDE ®IM STEM WALL �STHD14 P4 STHD14 1� , B ' l I ' r -L J---, I n -1214" list aligns] IL--" J I , FURNACE Iwith rim i _ L - ABOVE 0 11 ® S60 1 _; PLUMBING ` S6.0 FIXTURE j r 1 ABOVE „i 8'-0" -1214" _ 1 t f• 76 I \f °'b ` 56.0 sir 9/i" I-JST @ 19.2" O.C. 3'Y GONG. TYPICAL PATIO SLAB - I EP I I 2"ON g FINISHED FLOOR 1 • L.I 1 1 -I I 3-9141 T 1 I I ENTIRE SIDE IL.. 3'-0" I -3" - -i 0 O. Ic •� 18"x24"I TPONY WALL mCRAWL AT HIGH FON. v SPACE 1 II 1 i -121+ , 4 ACCESS i I I 1 I., 1 , LtJ I 1� LII 1 — , T--------- 1I __ 1t__9)4" LVL._l._ "4 3-9�a ® 1 1 GT I , � Q i 18"x18"x10" FTG. ABV m w I / W/(2) 714EW SIM. I (- rl TYP. U.N.O. -12141 a< 1 "-II I m I 13'4_9)4" LVL L9.-3%* 110 0 12`j' '1I I 4"t78" FTG. EXTENSION, TIP. I 3 6,1 18"x18" FTG. EXTENSION i ,c `� I 1n START FRMG.I IA Dl S6.0 - Immo 6x6 P.T. POST, ALIGN W/j N m I L =Nam SIM. :; L ABOVE we J 7T' �v HDU4 8 HDU HDU4 =` (----) ® HDU4 (\ /I Ark&Ilk CI) S1.2 ' P 4x4 -61" TOP OF SLAB SLOPE 11"� 3W' sI' SLAB ® POST L-- TOP OF 8" 4x4 POST �_- --S1�M WAL{- 4x4 POST I i j 6'-0" I I 1'-Sy' 3Y2"; 13'-1" j I ! 8'-4' 3y" 22'-0" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B FOUNDATION PLAN 1/4"-1'-0" AMERICAN MODERN Title: PLAN 4 Job# Dsgnr:TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/CJD ____.Washington County,OR Scope: SFR Page 1 Rev:580006 (c)19833-20033 ENERCALC Engineering Software Timber Beam Joist 14189_Plan 4ABCD.ecw:ROOF FR MG Description - Roof Frmg_Plan 4B GT Reactions Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.bl Gr.b2 GT.b3 GT.b4 Timber Section 3.125x13.5 3.125x13.5 4x10 4x10 3.125 3.500 3.500 Beam Depth in 3.125 13.500 9.250 9.250 Beam Depth in 13.500 0.00 0.00 0.00 Le:Unbraced Length ft 0.00 - Do„y Rr" Timber Grade las Rr,24F- Douglas Fr,24F- DouglasLarch,No.2 V4 V4 Larch,No.2 2,400.0 900.0 900.0 Fbv-Basic Allow psi 2,400.0 240.0 180.0 180.0 -Basic Allow psi 240.0 1800 0 1,600.0 1,600.0 Elastic Modulus ksi 1,800.0 1.000 1.150 1.150 1.150 Sawn Loadtion Factor GluLam GluLam Sawn Member Type No No No Repetitive Status No Center Span Data 13.00 ft 22.00 22.00 8.00 Span 30.00 75.00 Dead Load #/ft 75.00 O.00 50.00 125.00 Live Load #/ft 125.00 Dead Load #/ft 45.00 75.00 Live Load #/ft 75.00 125.00 Start ft 13.000 5.000 ft 8.000 End 488.00 lbs 608.00 Point#1 DL LLlbs 1,015.00 815.00 @ X X ft 18.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.8179 193.94 43.22 50.70 145.20 Mmax @ Center ink @ X= ft 11.00 13.02 4.99 6.50 fb:Actual psi 1,529.7 2,043.1 865.9 1,015.81,080.0 1,242.0 Fb:Allowable psi 2,760.0 2,760.0 Bending OK Bending OK Bending OK Bending OK 65.2 53.5 fv:Actual psi 70.7 88.4 180.0 207.0 Fv:Allowable psi 2Shear OK 6.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 661.57 345.19 487.50 LL lbs 1,375.00 1,103.30 575.94 812.50 Max.DL+LL lbs 2,200.00 1,764.86 921.12 1,300.00607.81 487.50 @ Right End DL lbs 825.00 1,011.43 LL lbs 1,375.00 1,686.70 1,014.06 812.50 Max.DL+LL lbs 2,200.00 2,698.14 1,621.87 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.343 0.404 -0.036 -0.130 UDefl Ratio 770.2 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0.217391 6 1,613.9 717.3 UDefi Ratio 462.1 Center Total Defl in -0.914 -1.078 -0.095 -0.348 ft 11.000 11.528 4.256 6.500 Location UDefl Ratio 288.8 244.8 1,009.2 448.3 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev:580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:RODF FRMG Description Roof Frmg_Plan 4B Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hen Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No [ enter Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 • Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 11 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 i LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 @ Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Deft in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Deft in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr:TRE Date: 6:03PM, 29 OCT 14 Description:pLAN 4 A/B/C/D --- Washington County,OR Scope: SFR Page 1 Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:FLOOR FRMG w/FLOOR T 1._ (c)/983-2003 ENERCALC Engineering Software Description Floor Frmg_Trusses_Plan 4B(1 of 2) [Timber Member Information B.bi B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section PATE 7.0x16.0 4x8 LVL:3.500x14.000 LVL1.750x14.000 LVL•1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.20 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade ,Bigbeam Douglas Fr- Rosboro,Bigbeam ilk,LSL 155E ice,LSI L55E Hen Fr,No.2 Here Fr,No.2 2.2E larch,No.2 la Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850 0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.00.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1 150.0 0 1 55.0 1,300.0 3 00 1 10 50 Load Duration Factor 1.150 1.000 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pifee Manuf/Pine Sawn Sawn No Status No No No [Center Span Data 111 Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.0 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 295.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 Start ft End ft 290.00 60.00 lbs Point#1 DL 750.00 150.00 @X LL lb ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 [Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual Psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 78.9 57.7 12.1 6.8 139.0 17.4 64.9 Fv:Allowable psi Shear 345.0 Shear OK o Shear OK o Shear 310.0 Shear 310.0 Shea150.0KShea172.5 IReactions � 111 @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,9 960 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR 80 997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (59:85r21/3°E NERCALC Engineering SofMare 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B(2 of 2) Climber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 13.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL•1.750x14.000 4x10 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hen Fir,No.2 Douglas Fr- Truss Joist- Douglas Fir- Lardy No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No Sawn No No No No [Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 13.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 75.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 125.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.25 @ X ft 0.250 50 00 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 i Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 50.70 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 6.50 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 1,015.8 Fb:Allowable psi 1,173.0 1,075.3 1,075.31,075.3 1,345.5 2,990.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.297.7 31.8 26.0 18.3 103.6 53.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions II@ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.501,383.33 487.50 LL lbs 2,356.25 2,426.79 956.25 446.25 315.00 1,690.56 812.50 Max.DL+LL lbs 3,802.50 3,885.94 1,531.25 857.50 472.50 3,073.89 1,300.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 487.50 LL lbs 2,356.25 2,688.46 956.25 446.25 315.00 1,179.44 812.50 Max.DL+LL lbs 3,802.50 4,303.31 1,531.25 857.50 472.50 2,256.11 1,300.00 [DeflectionsRatio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in 0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.130 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 1,195.5 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.217 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 717.3 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.348 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 6.500 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 448.3 Tide: PLAN 4 Job# Dsgnr:TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Fev. se000s Timber Beam & Joist 14169_PIan4ABCD.ecw:TYPICAI 1 User 8(-2-0 3 ENE,Ver Cs.En 1 Bering 03 (c)19832003 ENERCALC Engineering Software Description Crawlspace Framing Plan 4ABCD [Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- tardi,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data 11 Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear[Reactions f ©Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 [Deflections Ratio OK Center DL Defl in -0.027 UDefi Ratio 2,661.3 Center LL Defl in -0.072 UDefi Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS ------- �_____�- Code Code Code Suggest Sagest Suggest Lelck -Lplck Lplck- Lpck_ Joist b d Spa. LL DL M max V max El L ft, L Iv L TL240 1.11360 L max TL deft. LL deft. L TL360 L LL480 L max ITL dell TL deft.LL deft. LL deft. size&grade width(in.) depth(in.) (in. (•n ---ratio 9 ) (Ps9 (Psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft) (in.) ratio (in.) ratio 0. - - - -- • -- 6- 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31.31 13.45 `13.31. 0.44 4 360 0.32- 4955 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08, 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.29' 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.7315.57', 0.52 360 0.38 495 - _.._.... ........_........_.._._..... 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 '' 16.77 0.56561. 360 0.41 495 9.F TJI 110 1.75 9.5 192 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 1427 1197•.,. 13 97 0.44 384 0.35 480 9.5"TJI 110 1,75 9,5 16 r 40....::10° .2500 1220 1,87E+08. 17.32 36 60 • ,17:36 16:34 16:34 - 0.68 - 0154 .15.17 -:..14.84Y1,0,44.4, 0f46 384; .0.37'".':480 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 , 1 .34 0.511_ 3_64 _0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.66 17.60_ 0.55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14.81,.;,.,,,.14.41.1..., 0.46 384 0.37 480 9,5"TJI210 2.0625 ';9,5 16= 40 .10..;.:'3000"....1330...:1,87E+08, 18.971 :39.90 -18 40 .'17:32 '•'17:32 0:72 0,58' 16.08 •, 15,74:608A 0;49• 384! 0,39 480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32. 17.32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.8 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 "'18.66' 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.2915.291 0.48 384 0.38 480 9.5"TJI 230. 2.3128: 9,8 16'': 140 ,10 •.:,!!:,.3330....1330,,2.06E+08 19.99 ..39,90 19,01 17.89, ._17189 0,75',. 0.60. ' 16.60 :.....16.25,"1.;•.V,„16025? 0:61 384 0.41" 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89. ' 17.891 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.800 384 0 8 .48 480 --- - 84 42 0 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 156012.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54 17.04 16.67 16.671 0.52 384 0.42 480 11.875"TJI 110 1.75 11„875 16 -'40 . ;10" '.3160 ' 1560 2.67E+08..:•c 19.47': '_46.80 :20 72 19 29.47 0.891 65 18.10. 1772 A'1'i 72` 0:55 384- 0.44,' 480 111.875"TJI 110 1.75� 11, 875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22,81 21.460.72 19.93 19.50 • 19.50. 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 '•.21.01.1 0.66 384 0.53 480 1187 ---- -------- ------- 5 TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18.00 17.62r...,;...17 62 0.55 384 0.44 480 11.875!TJI210 2.0625 11875 16 40 10 "37952.'.1655 ..3,15E+08 21.34; 49,65 21.90 '20:81. 20'161, ..:-::i0;86 > 0:69' 19.13 l8721872` 0;59 384' 0.47 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 16553.15E+08 24.64 68.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61; ., '20.61 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655, 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 122.20: 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 - 18.20; 0.57 384 0.45 480 11,875'.TJI 230 . 23125 .= 11.875 18 40 10 4215 1655 "3 475+08"'x -22;49 '49,65 22.8Z:!!;'...2.1.28... . .21:28,. 0;89 :..:..,:-,9.71 19,76: 19,24€1 4$§4 0;60 384'' "0,48 480 _11 875`TJI 230 2_3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66,20 24.891 23.42 23.42 0.98 0.78 21.74 21,28 -'121.28 0.67 384 0.53 480 -11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 : 22,93. 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18.28 17.89 17 89 0.56 384 0.45 480 11.875"RFPI 400 ' 2.0625' 11,875 . 16• 40 10 .::,,4315 -•.1480 ,330E+08, 22.76. 44.40 22.24 20:93 20 93' 0:87 , :t 0.70 , 19,43"' '-19 01 ;.,118;01 159 384:'' 0.48 480 1480 26.2 59.20 23.031 23.03 11.875"RFPI 40011.875"R FPI I 2.06251 11.8751 9.61 401 10 101 4315+ 1480 3.30E+081J 29.38 74.00 26.371 24.81 24.81 1.03 0.831 23 03.961 0.77 l 22.54' :. 22.54! 0.70 384 0.56 480 Page 1 D+L+B CTA 14189-Betahny Creek Fells II LOAD CASE ((1-8)( BASED ON ANSUAFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buck9ng Factor Cr c Cf b Cf c 199 0.80 Constant > Section 3.7.1.5 7 NDS KcE 0.30 Constant , Section 3.7.1.5 - Cd(Fb) Cb Cd(Fc) 98Eq3.7-1 Cb (Vadea1 > Section 2.3.10 Bending Comp. Size Size Rep. NDS 3.9.2 Max.Wat duration duration factor factor usePoI ) (Pb) (Fc) psi pa Psi Pa psi psi psi psi Psi psi psi Fb'(1-fciFce) fb 3, 18 Stud Grade Width De.h 5.adn•Hel•ht Leld Vert.Load Nor.Loa <.1.0 _oad.,Plats Cd b Cd Fc Cf Cf Cr Fb Fc.a• Fc E Fb' Fc•op' Fc' _ Fce Fc fc fciFc In. 7. PIf psi W H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9918 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 508 986 515.42 441.22 439.37 1.00 0.00 0.000 1.5 3.5 12 9 30.9 1785 0.9947 6 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 F Stud 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200 00 854 50 968 378.09 340.90 340.00 1.00 0.00 0.000 lH-F Stud 1,5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 39355 1.00 0.00 0,000 '4-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 49.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 825 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 50 988 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 1.00 1.15 1,1 1.05 1.15 875 425 725 1,200,000 854 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SSPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 PF Stud 1.5 3.5 12 9 30.9 1780 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 33524 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 825 28.3 1525 0.9957 2081.8 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 00.000 .000 SPF Stud 1.5 3.58.25 28.3 2030 0.99570.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 4183.8 1.00 1.15 1.1 1,05 1.15 875 425 725 1,200,000 854 531 675.438 49,95 388.13 3 854 531 675.438 449.95 388.13 87.30 1.00 0.0 0.000 SPF Stud 1.5 3.5 8 8 8.25 28.3 3050 H-F#2 1.5 5.5 16 7.7089 16,8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 137.83 19.6 3132 0.3852 3132.4 1.0 7 15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1011 1 .45 837.57 506.18 0.60 0.00 0.000 H-F A2 1.5 5.5 16 8.25 18.0 3132 02858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 i 1300 1,300 00 1,271 50 1844.5 1203,70 948.77 506.18 0.53 0.00 0.000 SPF A2 1.5 5.5 18 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 1,306 531 1454.75 1484.69 1015.45 531.23 0.52 0,00 0,000 SPF#2 1.5 5.5 18 8.25 18.0 3287 0.31958 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,40 00 1,308 531 1454.75 1296.30 94538 531.23 0.58 0.00 0,000 SPF Stud 1,5 3.5 18 14.57 50.0 545 0 0.9913 2091.8 1,00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.436 144.26 139.02 138.41 1,00 0.00 0.000 SPF 112 1.5 5.5 16 19 41.5 1450' 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,0 1,30 531244.40 235.32 234.34 1.00 0.00 0.000 454.75 H-F 02 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 13 1.10 1 15 850 405 1300 1,300 000 1,271 506 11845 226.94 220.14 219.80 1.00 0.00 0,000 Page 1 CT#14199-seamy Creak Falls LOAD CASE (12.13) (BASED ON ANSI/AF&PA NDS-1897)D+L+W SEE SECTION: 2.1 1 2,1 1 2,3,1 3,7,1 3,7,1 Ke 1.00 Design Buckling Factor D+L+W c 0_80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. C (Fb) Cf(Fc) 1997NDS P P Cdd(Fb) Cb Cdd(Fc) Eq.3.7-1 NDS 3.9.2 Mez.Well duration duration factor factor use Stud Grade Wdih Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/P c fb ib/ in. In. In. S. pit pat plf (Fb) (Fc) psi psi psi psi psi pal psi psi H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9,71 0.9951 1993.4 1.80 1.00 1,1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 515.42 427.08 273,02 0.64 J 8i178 Fb'(1-f 0.586) H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0,9942 1993.4 1.60 1.00 1.1 1.05'1.15 675 405 800 1,200,000 1,388 506 840 376.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3,5 12 9 30.9 1140 8.46 0.9998 2857.8 1.80 1.00 1.1 1.05 1.15 675 405 800_1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8,13 0.9943 1993.4 1.80 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449,95 384.87 246,35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.8971 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1,15 875 425 725 1,200,000 1,366 531 781.25 378,09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1,00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 781.25 378.09 328.30 214,29 0.65 335.64 0.587 SPF Stud 1.5 3,5 16 8.25 28.3 960 8,13 0,9970 2091.6 1.60 1.00 1.1 1.05 1,15 875 425 725 1,200,000 1,388 531 761.25 449,95 378,35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8,25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8,13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 781.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.48 0,5743 3132.4 1.80 1,00 1.3 1.10 1.15 850 ' 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506,18 0.63 181.23 0,178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 508.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425_ 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.68 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9957 2091,8 1,60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 144.28 138.14 17.78 0.13####f7# 0.979 SPF#2 1.5 5.5 18 19 41.5 880 9.71 0.9941 3267.1 1.60 1.00 1.3 1.10 1.15 875 425 '1150 1,400,000 2,093 531 1285 244.40 233.80 106.67 0.46 927.02 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 228.94 219.02 98.97 0,44 927.02 0.796 Page 1 D+L+W+.59 12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CTM 14159-Batahny Crack Falls I LOAD CASE I��+W+812 Ke 1.00 Design Buckling Factor Cr 0.80(Constant)> Section 3.7.1.5 Df(Pb) Cf(Fc) 1997 NDS KcECb o30(Constant)> Sedan 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (Varies), > Section 2.3.100 NDS 3.92 Mez.Well duration duration factor factor use Stud Grade Wdth Depth Spadng Height Laid Vert.Load Hor.Load c.1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc Pb' Fc perp' FcFcF''c fcfc/F'c Fb"(Ib/ in. In. In. S. pif psf plf (Pb) (Fc) psipsi psipsipsipsipsipsipsipsipsi 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 1.15 875 405 800 1200,000 1266 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 8.48 0.9986 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 378.09 340.90 194.29 0.57 447.52 0.874 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 1.15 875 405 800 1,200,000 1266 506 966 378.09 340.90 219.05 0.84 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9983 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 250.18 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 6.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 968 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 449.95 395.22 303.49 0.77 180.89 0.408 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.9 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 5.46 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 18 8.25 28.3 975 8.13 0.9952 2091.5 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.84 381.37 0.588 SPF Stud 1.5 3.5 12 6.25 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 1,368 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.88 0.77 180.89 0.396 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 550 405 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 19.9 3132 8.46 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 5.25 18.0 3132 8.13 0.4100 3132.4 1.60 1,15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SSPF#2 1.5 5.5 16 9 19.8 3287 5.48 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 151.23 PF#2 1.5 5.5 16 8.25 16.0 3257 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 0.1118 SPF Stud 1.5 3.5 16 14.57 50.0 70 5.48 0.9955 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 144.26 139.02 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 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 0.788 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 1644.5 228.94 220.14 96.97 0.44 927.02 0.798 Pegs 1 D+L+S+,SW CT#14189-Batahny Croak Falls LOAD CASE Ke 1 ah Dear a BFalls Factor (12.18) BASED ON ANSI/AFBPA NDS-1997 K:5 0.80 Constant > Factor 3.7,1,5 D+L+8+W/2 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 KcE 0.30 Constant > Sedlon 3.7.1,5 Cb odes > Section 2.3.10 Cr Bendln• Comp, Size Size Re.. Cf b CI c 1997 NOS Stud Grade Width De.h S edn• Hel•ht Laid Vert.Load Hor.Load NDS 1.0 3.9.2 LoedMax Plate durationWall Pb Cdra Fcnfact r factorl use Cr Fb Fc.: • Fc Cd b Cb Cd Fc E..3.7-1 in. s. In. 2 •6 .,1Cd CI H-F Stud in. 3,5 18 7.7083 26.4 1335 't Fb Fc •:I •al •-I E Fat Fc•atr Fat Fal Pc 1c IdF'c Po H-F Stud 1.5 3.5 16 9 30.9 970 44.23 0.9923 1993.4 1,60 1.15 1.1 1,05 1.15 875 405 800 1 200,000 1,386 508 966 3515.42 441.22 339.05 0.77 188.39 0.403 78.09 340.90 246.35 0,72 223.76 0.470 H-F Stud 1.5 3.515 675 'al si Fb"1-IGFce 12 9 30.9 1380 4,23 0.9978 2857.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 282,86 0.77 187,82 0.403 H-F Stud 1.5 3.5 Ili 8.25 28.3 1195 4,065 0.9960 1993.4 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 303.49 0.77 180.69 0,406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8,25 28.3 2865 4,085 0,9999 3988,7 1.80 1,15 1,1 1.05 1,15 875 405 800 1,200 000 1,366 506 968 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 18 7.7083 26.4 1315 4.855 0.9907 2091.8 1,80 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 985 4.23 0.9970 2091.8 1.80 1.15 1,1 1.05 1,15 875 425 725 1,200,000 1,368 531 875,438 378,09 338.17 245.08 0.73 223,78 0,466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789,1 1.60 1.15 1.1 1.05 1.15 675 425 725 1 200,000 1,386 531 875.438 378,09 338,17 260.95 0,78 187,82 0.398 SPF Stud 1.5 3.5 18 8.25 28.3 1180 SPF Stud 4.065 0.9922 2091.8 1.80 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 0.77 180.89 0,396 ---idd 115 7.5 12 8,25 28.3 16360 4.065 0.9973 2789.1 1.80 1.15 1.1 7.05 1.15 675 425 725 112000110 1366 531 875.438 449.95 368,13 318.19 0.61 135.51 0.334 SPF Stud 1.5 3.5 8 6.25 28.3 2870 4.0!15 0.9889 4183.8 1----gp j,jg 1.1 1,05 1.15 875 425 725 1,200000 1,388 531 875.478 449.85 388.13 337.87 0.88 80.34 0,257 H-F#2 1.5 5.5 16 7,7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 76.29 0,059 H-F#2 1.5 5,5 18 9 19.8 3132 4.23 0.4544 3132,4 1.80 1,15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837,57 508.18 0.80 90.61 0.089 H-F 02 1.5 5,5 16 8.25 18,0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 948.77 508.18 0.53 73.17 0,062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4,855 0.3304 3287.1 1,60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015,45 531.23 0.52 76,29 0,057 SPF#2 1,5 5,5 18 9 19.8 3287 4.23 0.4750 3287.1 1,60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454,75 1089.25 850.18 531.23 0.82 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4,085 0.3750 3287.1 1,80 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 0,58 73.17 0059 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3267.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400 000 2,093 531 244.40 235.32 151.11 SPF Stud 1.5 3.5 16 14.57 50.0 255 4,23 0.9959 2091.8 1.60 1.15 1.1 1,05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.78 0.47 586.43 0.779 H-F#2 1.5 5,5 18 19 41,5 865 4,855 0.9970• 3132,4 1,80 1.15 1,3 1,10 1,15 850 405 1300 1 300 000 2033 506 1454.75 226.94 220,14 139.80 0.84 463.51 0.580 0,84 483,51 0,584 Pape 1 ll.I11l1I..I...lIlIl..l.l.11.11.IIII.II.l.l1..11lIllI.l.".lI.lIl....lI...M.I.lMI."Mmm ' D+L+S+.7E LOAD CASE (12.18) I (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CTN 1411111-B I.00 D Creek Falls I D+L+S*EH.4 Cr _ Ke 1.90 Design Bucn FactorIMININIIIEGIg5 . ]_ ' -__- c 0.80 Constant > Section 3.7.1.5 --- _-_ M ��_IE''�-®� ® J Constant > - ,,.Jr ['�i16QI ����® ®� �_( �Sedan 2.3.10 _-_ NDS 30 d . Plat duration PbCd F factor factor use E �• • MI Fc lc MIMIo/ Stud Grad N1dlh Depth Sped Height Vert.Load For.Load 1.0 Load) Cd �CCl Cr � WZMIM Ir� In. in. In. 0. ® •8 - H-F Stud 1.5 3,5 18 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1 366 508 066 378.09 340.90 0.79 H-F Stud 1.5 3.5 16 9 30.9 1410 3.57 0.9960 12853.8 1.60 1.15 1.1 1 05 1.15 675 405 800 1 200,000 1,366 506 966 449.95 340.902 256.51 0.75 188 85 0.430 0.79 141.63 0.364 4 H-F Stud 1.5 3.5 12 9 20.3 1420 3.57 0.9931 1993.4 1.60 1.15 1 1 1.05 1.15 675 405 800 1,200,000 1 366 506 966 378.09 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 66 449 95 395.22 325.71111 0 79 159 68 0.315 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.98 H-F Stud 1.5 3.5 8 8.25 26.3 17100 3.57 0.9947 3957.7 1 H-F Stud 1.5 3.5 6 8.25 28.3 2700 3.57 0.9988 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 449.95 395.22 342.86 0.87 78.34 0.244 Stud 1.5 3.5 16 1 11 SPF Stud 1.5 3.5 18 7.7089 28.4 1395 3.57 0.9984 2091 8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1 366 531 675.438 515.42 431 52 354.29 0.82 138.53 0.324 SPF 30.9 1000 3.57 0 9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200 000 1,768 531 875.438 778.09 338 17 2 53.97 8.78 188.85 0,4211 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9982 2778.1 1.60 1.15 1. 1.05 1.15 675 425 725 1,200,000 ,366 531 675.438 378.09 336,17 268.57 0,70 46.85 0.358 66 SPF Stud 1.5 3.5 18 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 1,388 531 675.438 449.95 368.13 307.30 0.79 156.86 0.3 SPF Stud 1.5 3.5 12 5.25 28.3 1890 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1 200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.308 SPF Stud 1.5 3.5 8 8.25 28,3 2870 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 031.58 506.18 0.49 56.10 0.044 H-F 82 1.5 5.5 16 7.7083 19.6 3132 3.57 02405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1376.83 3132 4 1 80 1.15 1 3 1.10 1.15 850 405 1300 1,300,000 2 033 506 1644 5 1203.7011 1837.57 506.18 0.53 64.26 0.055 H-F 82 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.80 76.47 0.075 H-F 82 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 015.45 53123 0.52 56.10 0.042 SPF 92 1.5 5.5 16 7.7083 19.6 3287 3.57 0.4618 3287.1 287 1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1400,000 2,093 531 1454.75 1296.30 1850.6 531,23 0 52 64.26 0.072 SPF N2 1.5 5.5 16 825 18.0 3287 3.57 0.3678 3287.1 1.80 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.56 76.47 0.0712 BPF 82 0 1.15 1.1 5 1.15 675 425 725 1,200,000 1,366 531 75.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF Stud 1,5 3.5 18 14.57 50.01 285 3,57 0.99813287 7 1 1.80 1.15 1,3 1.10 1 15 875 425 11 0 1,400 000 2 093 531 1454.75 244.40 235 32 164.85 0.70 340.83 0.500 513 H-SF 82 1.5 5.5 18 19 41.5 1020 3.57 0.9910 H-F 02 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 0.68 340.83 0• i Page 1 aaai8a3 0.101048 J494s :10 ,,49/ 4r .•x4 661 5 1 iv it9 646 -51r 054 ate - 14- t4 , = - • '_.... . . = s k 4701 .- ► -3/179 --414= ► '1 m75/ (V-frolo)(yrz) alvAti 21,9 Astl Goez stwssz(8OZ) :max 42: 601$6 ;_.T = toss YM'aigeaS ZOt v4PIS '18 vcsYa.PK 180 Nickerson St. - MX Suite 302 N Ca 1 N E E Ft 1 N Seattle,WA `EYP /�1 N 48164 Profen C �� Date: (206)285-4512 FAX: Client: C>'a PALM +-33°1-te _ -Page Number: (206)285-0618 ; , l t _ • r. 5 '?r fi ` is § { l t , I i 80 . - , • - - � - � w46 .0 • ? - : wx { t. � � 44 # s f � -.: • # -„ . ..y,.W{ £ "fi"-'�' ii: } '�i },.tea.. R / S-J4 a,_ £ f M}J�{ (J)iyJ l M f� iim rii ...„.„,i...•4.-.;. •,.: i . - Ill TA', 4--• ' ,� =( �I 6 # £ -i rk" € } w�i- rM µ /� Zk..,, ( } {• _rte ' ., # = r .. {"" ' - { € (1 # - .ate: , 3 Structural Engineers .. C T E N G I N E E R I N G Suite Nickerson St. �' 1 N C. Suite 302 • Project: NU sia... 7 /( + /� Seattle,WA t�rw p ®" c Date: 2•1, og, 98109 (206) gyp, (206)285-4512 Client: 2012 lySiC.. °8 �j�PUuS FAX: j '�4i� Page Number. i ' (206)285-0618 -..7 _ i a � /{,�..y� r 4 �i i.. i ,Pi�Me )61: I.;- -. �� it :__ � _. ; .. �.► �---= M ` ` -+ f ( 6 1 - cj --- • Y ... f i 1. ' Y _ _ 1 _. : „ . ; ,,,,,:i.,.-. I • : • ) �13 t9 '� 24 s.. _..,i_ .• _m_l ,.:: I ._ _.. d_tiALI-1 --1-7---7-,,,i-i--1--.;--TT-7.:. f' ::-.1.--rv: .---,7 --V - ,. ! :a:,....1 -.4 .-!..4PP:-'.-T-T-r-r-:---r-t- --i --r : • ,iL Iv5 ,�g3 Z n , _._.. ! ,�- i - `ftp 4 � i i Ate tit; 1>„C 'I'- ------ ,._;—,� _.� r I � r Tr _ • jrar f�7��r'/ 1 _:.. 1 , -`cam -AliV..Iw • �� 1 _! - - � `' - r____�_- / r� 1 41i . kFli+ 'f►Zfl c .d Structural Engineers (,..,ee. s h p�s 4,3 '5f t. i , & ' �, �1/I `1 6, • 3 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document Code ( h utilizes USGS haz012 International arddataht lavai able in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III W zrpr # 4 ass g t WOO sem.. r .... USGS-Provided Output S5 = 0.972 g sm. = 1.080 g S°s = 0.720 g Si = 0.423 g S„, = 0.667 g = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE*Response Spectrum Design Response Spectrum 000 CLIO 11! 0. 010 001 0.04 4.50 041 o 0,441 00 cm 022 012 024 0.22 ILLS 0.00 0.0* OO d 20 0.> 0.00 0.0* 1.00 1.20 1.4* 1.50 1. 100 0 0.00 0,20 0.40 0.$21 0.00 1.00 1.20 1_40 1.40 1.00 2.0 Parka.'T( Porigid,T Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. • http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 4B 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= 1.10 ! Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 ; 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/hazmaps/ http://earthquake.usqs.00videsionmaps/us/application.php 6. Site Coefficient(short period) F,,= 1.06, .! Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 ,,i ' Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD,= 0.50 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 C20= 3.0 . N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No 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 4B Sips= 0.78 h„ = 19.00(ft) SD1= 0.50 X 0.751ASCE 7(Table 12.8-2) R= 6.5 C, 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k 1ASCE 7(Section 12.8.3) TL *ASCE 7(Section 11.4.5:Figure 22-15) CS=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<T1) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(S01*TO/0-2*(R/IE)) (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 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 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 *h,„k DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi sRopf - 19.00• 19 00 's 4140 0 002', 25.08 476.5 0.58 2.73 2.73 2nd 8.00 ;'1i1 00 11.004g000:11111!!!:40241 30.8 338.8 0A2 1.94 4.68 1st(ba e)': 11.00 0:00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(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*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fpx Max. Fiff Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 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 4B NS E-W F-B S-S 2012 IBC Ridge Elevation(ft)=- 33.00 33.00 ft. ASCE 7-10 Roof Plate Ht.= 19,00 19.00 Roof Mean Ht.= 26.00 28.00 ft. - Building WIdth= 22.0 50.0 ft. V ult. Wind Speed 3 s.c.ouac=' 120 120 mph Figure 1609 G V asd. Wind Speed 3 s.c ,,,r= Fig. 26.5-tA thru C z �'".mph (EQ 16-33) Exposure= B B iw 1.0 1.0N/A N/A Roof Type= Gable aabie Ps3o A= 28,6 28.6;psi Figure 28.6-1 Ps3o a= 4.6 psf Figure 28.8-1 P530 c -20,7 20.7 psf P530 D=< < i4.7Figure 28,6-1 ;'psf Figure 28.6-1 A- '"`1 00 1,00_ Figure 28.6-1 Ke= .1:00 '1.00 Section 26,8 windward/lee 1,00 1,00(Single Family Home) A'Kn`I : 1 1 Ps=N*Kzt*i*p o= PSA= 28.80 28.60 psf (LRFD) (Eq.28.6-1) (Eq.28.6-1) PsB= 4.60 4.80 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psi (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PB A and Coverage= 24.7 24.7 psf(LRFD) PSB.3dI.v..apa= 4.7 4.7 psf(LRFD) a= 3 3 2a= 6 6 Figure 28.6-1 width-2*2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas(E-W) width factor roof-> 1:00 100, 1,00 (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor 2nd-> 1,00 0.50' i psf min. psf min. DIAPHR. Story Elevation Height A 1:00 wind(LRFD)wind(LRFD) LEVEL Height t hi h(ft) (sq.A, (sq.fl)(sq.cft (sq.ft) AA AB Ac AD per 28.4.4 per 28.4.4 WIND ) ) (sq.ft)(sq.ft)(sq.ft)(sq.ft) SUM- WIND SUM Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 33.00 14.0 0 168 0 140 Roof - 19.00 19.000 168 0 266 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 48 0 40 0 48 0 152 6.3 10.1 1st(base) 11.00 0.00 0.003 3 7 6 3.63 3.63 6.54 6.54 0 0.00 0.00 5.23 8.86 10.73 17.28 AF= 605 AF= 1109 9.7 17.7 Vn-s- ( )- 8.86 V(e-w)= 17.28 ki.s LRFD ki.s LRFD kiss kl•s Page 1 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 4B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW Min/Method 1(Max.) Wind(N-S) Wind(E-W) etho Wind (LRFD) MAIN WIND-7-10 CHAPTER 28 PART 1Wind(NS)(LRFD) DESIGN SUM DESIGN V SUM DESIGN V U S) DESIGN yN V(UM DIAPHR. Story Elevation Height v(N-S) V(N-S) Vi(E-W) LEVEL Height (ft) hi(ft) 634 6.34 10.14 10.14 -W) 0 00 T].00: 0.000. 4 10. 4 Roof - 19.00 19.00 0-110. 0.00 3.34 9.66 2nd 8.00 11.00 11.00 {1.00'. 000 (1.00; 1st(base) 11.00 0.00 0.00 17.74 ki 0.00 V(n-s)= 9.68 V(e-w)= V(n sr • V(eanrp ki• ki•s(LRFD) ki•s LRFD - - - -- -- nd(NS)(ASD►. . nd(E-W)(ASD) --_ Wind(N-S)(LRFD) ind(E-W)(LRFD) 0.6"W DESIGN WIND-MinJPaR 2/PaR 1 ASD0.61N DESIGN SUM DESIGN VSUM E DESIGN V(N-S)MDi DESIGN (E-W) V(UM DIAPHR. Story Elevation Height Vi(N-S) V(N-S) LEVEL Height (ft) hi(ft) 3.80 6.09 6.09 -W) 6. 10.14 10.14 3.80 4.56 10.65 Roof 8 110 11 6.34 9.68 7.60 17.7 5.81 2nd 11 0 0 1st(wase) 0 0 0 5.81 V(e�w)= 10.65 17.74 V(n-sp V(nip 9.68 (eax� Id• ASD ki• ASD ki•- LRFD FD ki• LRFD -__-- __- _ PaR 1 Be ar 0.0 0.0 Part 2 Base Shear = ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189:Plan 4B SHEATHING THICKNESS tsheating = 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) (for ASD) (divide by 2.0 FOS) (for ASD) — 0 1 0 1 P6TN 150 150150 150 P6 520; 242 730; 339 P4 760' 353 1065 495 P3 980' 456 1370 637 P2 1280 5951790' 832 2P4 ' 1520 707 2130' 990 2P31960` 911 . .2740` 1274 2P2 2560 1190 , :3580` 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsbeathing- 112" 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 4B Diaph.Level: Roof Panel Height ii 8,ft. Seismic V I. 2.73 kips Design Wind N-S V I= 3.80 kips Max.aspect=,k,3 6;SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind N-S V i= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p c= 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. LwallLDL eH. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v I OTM RowUne U.= OW RorM Un.1 U.. U. HD (ft) (ft)(ft) (ft) (klT) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1.78 -0.65 -0.65 -0.57 •fit 1bft1;', 298..;;22 0 22 0 1.0a a 150.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 0.00 10.00 0.50.57 0.57 0.00 7 7.95 20.00 0.00 0.00 0.00 ;Ext left'21, 0 0 0 0 0 1 00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- Ext left 3 272 ;20 0 22'0 1'00 0 15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 5 5.22 16 34 0.57 0.57 7.26 19.80 0.65 0.65 -0.57 0 0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 too 0.00o-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 z:wmxmu0 b 0 i)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 y 0 0 0 0 1:00 0 00' 0.00 0.00 o.a0 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 a• 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 IVAMMNgi0•• 0 0 0 0 'Latif 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 0; 0 0 '0 0 1:00 0 00i; 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0.68 Ext.0. right 285 ! 200 ..25 0. 1'.00 0 15; 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 488 5.47 5.47 18.6 0.68 0.68 7.60 2 _2.50 0.77 0.77▪ -0 68 lilEct .right 0 ;Y 0 0 „a 0 ,,1.00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0•- _ r'xt 'might 285 20 0 25 0 °1.00 015; 0.95 0.00 0.68 0.00 1.00 1. 00 34 P6TN P6TN 48 5.47 18 56 0.68 0.68 7.60 22.50 0.77 0.7▪0 0.00 0,: 0,0 0 0 x1•.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 NMWRtA4MM0: 0 0 s 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 0Pl4ORYIWW00 =00 1,.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 o - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'. 00 0 0 1:00 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 o - --- 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 00 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 mmoli:Jimmln0 0 0 0 0• 1:00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -0. 0. 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 �1 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 EAMWOMEN.0'; 0 0 #0 0 1 0 0 00! 0.00 0.00 0.00 0.00 1.000.M 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 l.;tf0 1100: 0.00 00 00 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 r 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 1.00 0 00 j 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 OPMEN2Mil '0; o o 0 0 1`O0 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 a a 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 n o.a o a Ino " 0.oa 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 1140 82.0 82.0=Leff. 3.80 0.00 2.73 0.00 EV„;,,a 3.80 EVEQ 2.73 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 4B Diaph.Level: 2nd Panel Height9i ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.01 klps Max.aspect 3 5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 ki s Min.Lwall= 2.57 ft. p Sum Wind N-S V 1= 5.81 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 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.QWind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eC C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v I OTM R U U (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p o7M net eum. OTM RQTM Unet Uaum Ueum HD (PIO (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.. left 1 63 3.5 8.0 1 00 0 15.. 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext, left2 ?la 5.0 6 0 1 00 a,15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext, left 3 397 22,0 24 0 1 00 0'.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 0 0 0 b b .1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.o a o 0b 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 00.0000 00.0000 00.0000 00.0000 00.0000 00.0000 00.00 0.00 0.00 0 0 0 0.0 -1 00 -0.00; 0.00 0.00 0.00 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 , b.,0-.•,,,1.00,-,..10,.06:.: 0.00 0.00 0.00 0.00 1.00 0.00 0 __ --- o o,00 o.00 o.o0 0.00 0.00 0.00 0.00 0.00 0.00 •...,:,...:„..„,::„:::„.....:•.0.::,:..::..„,„:„.•a 00 0 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 ._ 0 0.0p 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a a' o•a.,;;„1,b0 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.M 0M OM Ext, right „ 58 50 : 24 5 ,i 00 0.15: 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.510 0.63 -11.40 -1.21 Ext right 0 b 0 0 0 '1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext right 492 42 0 22 0 ,1 00 .0.15 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 82 18.80 34.30 -0,37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 0 0.0 a 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 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;Ot.0, 1417.:,.:::.,', :0.000.00 0.00 0.00 0.00 1.00 0.00 0-_ """ 0 0.00 0.00 0.00 0.00 0.00 0.o0 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 b 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 1100 77.5 77.5=Leff. 2.01 3.80 1.94 2.73 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E V grind 5.81 E V EQ 4.67 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: L ATERAL.E W *Ide to Sidg-left/right) CT PROJECT#: CT#14189:Plan 48 Diaph.Level: Roof Panel Height= fl ft. Seismic V i= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect=,,., 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind E-W V I= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q.eWind Wind Wind UsumWid Max. HD QTM RoTM Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type (v i (kip-ft)OT (kip- Unet ft) (kip) (kip) (klp-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (kV) (kip) (kip) (kip) (k�P) p (plf) Front Sf2 324 6 5 12 9 1 00 0 151 1.71 0.00 0.77 0.00 1.00 1.00 118 P6TN P6 260 3 6.14 3.12 0.52 0.52 0.00 0.0 0.00 0.00 10.00 0.00 0 00 0 00 0 00 „ b 6 0 0 1.00 6 bo O.00 o.00 o.oa o.00 too o.00 0- Front Bath" 250 . 6 6 91 1 00 0 15; 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 2033 4.80 2.22 0A4 0.44 4 80 2.22 0.0 0.44 10.68 2 69 0.35 1.35 35 1 35 .35 6 6 0 ;0 0 1.06 0 06 0.00 0.00 0.00 0.00 100 0.00 0"- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front,Fam1VSM* 0 0 0 "t0 0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0nt Fami2* 0" 0 0 `0 0 1 0`0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 -- 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 b 6 0 0'b 1 66 0 60' 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 4 0 0 0 1 0 0 00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,Iht Din ,0 D 0 6 6 1 00 0 00' 0.00 0.00 0.00 0.00 100 0.00 0--' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int Kit 0 0 0 r0 0 1;06 o bo; 0 00 0 00 0 00 0 00 1.00 0.00 0-- _-- o 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0om 00 o.00 0 0 0 0 0 1:00 b 00 0 00 0 00 0.00 0.00 too 0.00 0- o o.00 0 00 0 00 0 00 0 00 0 00 0 00 0.00 0.00 0 6 p b b �.bb 6 6a o.00 o.00 o.00 0.00 tm o.00 0- Ext BR2l3 570' 14 0 2 0 1100 015 3.04 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 2177 10.94 0.94 11A3 0.04 -0.04 24.35 35 13.86 0 79 0.09 0.79 ::Ext 6' 00 =0 0 1,:06 0 06; 0 00 0 00 0 00 0 00 t.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 0AMDgWMW0 0 6 0 1 06 0 06 0.00 0.00 0.00 0 00 too 0.00 0 -- -' o o.00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -Ext garl , 0 0 0 0 0 1 Ob 0 Ob 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, i gate 01 0 0" ?0 0 1.00 0 0` 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0`x 0 0 6 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 0.004g0 .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 '- -' p 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 QRWt4MEN0` 6 0, 0 0 1 00 0 00 0.00 0.00 0.00 0.00 too 0.00 0 -- '- o 0 00 0 00 0 00soo 0 00 o.o0 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 00 .i 0 0 1.00.00;`: 0.00 0.00 0.00 0.00 1.00 0.00 0 '- M 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0 0 1 00 0 0 b0; 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 1-00 000„ 0.00 0.00 0.00 0.00 too 0.00 0 '- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0 00 "! 0 6 1:06 0.00; 0.00 0.00 0.00 0.00 too 0.00 0 '- -- o 0 00 00 0000 0 00 0 00 00 0000 0 00 0 00 0 00 0.00 0 0.0; 0 0 1;-0b 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 00." 0 0 1 z00 `6:00. 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 WFWAWMWE0 0.0"" b 0 1100 (7.46: 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-- '- 1140 27.1 27.1 =L eff. 8.09 0.00 2.73 0.00 EV wind 6.09 EVEQ 2.73 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 4B Diaph.Level: 2nd Panel Height 9 ft. Max.aspect 3,5'SDPWS Table 4.3.4 Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Min.Lwall 2.57 ft. Sum Seismic V I= 4.68 kips Sum Wind E-W V i= 10.65 kips per SDPWS-2008 (0.6-0,14Sds)D+0.7 p Qe 0.6D+W pi_ 1.00 Table 4.3.3.5 Wind Wind E.Q. EQ. 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 Lot en. C o w dl V level V and. V level V abv. (sqft) (ft) (ft) 2w/h vi Type Type vi OTM Rollo Unet (JauntOTM RO7M Unet Uaum U.,. HD (k10 (kip) (kip) (kip) (kip) p (PiO Front .BRa"' 0 0.0 0.0 ' 1;00."' O.00i 0.00 0.00 0.00 0.00 1.00 0.00 0-_ (pif) (kip-ft) (kip ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front" Bath* 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- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.70 0,00 1.70 0 0.0 0,0 1.00 0.60. 0.00 0.00 0.00 0.00 1.00 0. 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0-_ 0 0.0 d 0 ,1.00 :0.00: 0.00 0.00 0.00 0.00 1.00 0,00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 .00 Front••'LR" 275 9,5 16,0 1 00 0,35 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 Front entry0 0,0 -0.0 1,o0 '0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-_ 440 16.70 13.1700.40 0.40 37.62015.96 2.45 2.45 2.45 0 • O,Q 0.0 ;1 00 " 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0.. _� 0 0.0 0,0 ,11,00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ant ' 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Kit 675 14.0 -i4.0, ',',-1.0p 0.15; 2.80 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 0 0.74 7.28 0.20 0.20 5.18 8.82 1.23 1.23 10.23 0 0 0 p.o. `1 00 " 0.00: 0,00 0,00 0,00 0,00 1.00 0,00 0-- __ 0 CO 0.0 .1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 200 10.74 7.28 0.26 0.28 25.18 8.82 1.23 1.23 1.23 Ext -,-•-' 0 0.0; 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 0 0,0 0.0 =(1 00 ':0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 .._ 0 0,0' 0.0,""1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 --- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.79 0.79 - 0 00.0: 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR,ABWP,,,: 50 .�2.0 11.0- 1.00 '0.15j 0.21 1.01 0.09 0.46 1.00 0.44 614 2P4 P3 GAR ABWP 150 2.0 11.0 1.00 .0.15: 0.41 2.02 0.18 0.91 1.00 0.89 3061P4 P3 9 .90.82 3.07 3.00 0.96 0.99 7.47 7,47 7.47 0 4.0 0.0 1.00 0.00; 0.42.02 0. 8 0.91.00 0.00 6__ 609 4.91 10.63 3.07 3.07 10.96 1.98 7.47 5.98 7 48 609 9.81 1.63 2.45 2.45 21.9101.98 5.98 5.98 5.98 0 0.0 0,0 "1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ tl 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0' 1.00.-0.00: 0.00 0.00 0.00 0.00 1.00 0.00 - -,0 00.0 0.0 7 00 ;0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.00 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 0.0.- 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0. 0 0 "1:00 • 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 "9,0 1:00 0,00! 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 29.5 29.5=L eff. 4.56 6.07 1.94 2.74 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EVwind 10.63 EVEQ 4.68 a* denotes with shear transfer ABWP Alternate Braced Wall Panel-2308,9,3,2 denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#1418G Plan 4B= Floor Level ID: ren leper IRl '• . „' ..' w dl 1;50; plf V3 eq= 385.0 pounds V eq X70 b pounds V1 eq= 385.0 pounds V3 w= 855.0 pounds 855.0 pounds V w= , ,_ 1 '10 pounds V1 w_____ v hdr eq= 59.6 plf v hdr w= 132.4 Of H head191 F2 eq= 191 1144406%11014/ Fdrag1 eq= Fdragl w= 425 118.5 plf P6TN E.Q. 118.5 plf v3 eq v1 eq= v3 w= 263.1 plf P6 WIND H pier S fS v1 w= 263.1 plf feet 2w/h = 1 H total= 2w/h = 1AllifiFdrag3 eq= :• 191 8.083 Fdrag3 w= 425 F4 w= 425 feet 2w/h = 1 v sill eq= 59.6 plf P6TN mudsill H sill EQ Wind v sill w= 132.4 plf P6TN mudsill ............feet OTM 6224 13822 R OTM 11262 8342 UPLIFT -433 471 UP sum -433 471 H/L Ratios: L3- 3s3: L2= 174'. L1= 3 3` ...._ Htotal/L= 0.63 Hpier/L1= 1.54 L total= 12.9 feet Hpier/L3= 1.54 JOB#: CT# 14189: Plan4B - ID: Front Upper BAS''; Floor Level w dl 150. plf V eq 600.0 pounds V1 eq = 227.9 pounds V w=: 1330.0' pounds V1 w= V3 eq = 372.1 pounds 505.1 pounds V3 w= 824 9♦ ------► pounds - I v hdr eq= 66.1 plf -i. ' H head= v hdr w= 146.4 plf 1:083 A Fdrag1 eq= 63 F2 eq= 102 Fdrag1 w= =9 F2 ,- 227 H pier= vi eq= 91.1 plf v3 eq= 91.1 plf P6TN E.Q. 3.0 v1 w= 202.0 plf feet v3 w= 202.0 plf P6 WIND H total= 2w/h = 8.083 Fdrag3 eq= • 1022w/h = 1 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill= v sill eq= 66.1 plf P6TN mudsill .' 4.0.: . EQ Wind v sill w= feet OTM 146.4 plf P6TN mudsill 4850 10750 R OTM 5569 4125 v . UPLIFT -88 810 UP sum -88 810 H/L Ratios: .................. Htotal/L= 0.89 L1= 2.5 L2= 2:5' L3= . 41 Hpier/L1= 1.20 OP ►� 10 Hpier/L3= 0.73 L total = 9.1 feet 11. JOB#:CT#141$8 Flan 4B ni Roof Level ID Reacl3.ppgrBR23'.y ,. .. writ= 75t)+. P# V3 eq= 532.7 pounds V5 eq= 418.6 pounds V eq 1370 D pounds Vt w= 418.6 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds V w 3040..11' pounds V1 w= 929.0 pounds v hdr eq= 68.5 pH _ IHS head= •H1 head ,W vhdr= 151.9 p# 63.7 hea is Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= ^ 1.083 Fdragl . 236.3 Fdrag5w= •.3 Fara. w= 185.7 A Fdragl w= .7 114.1 plf v5 eq= 114.1 H5 pier= 114.1 pfl v3�= v5w= 253.11 SD : ifili-iiiii f H1 pier �''l e9= v3 w= 253.1 plf feet � _ v1 w= 253.1 pII feeet _ 1 2w/h= 1 2wm= 1 2wm H total= Fdrag3= Fd-• - 106.5 8.1 V r..5 Fdrag;-• 83.7 V feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= P6TN EQ. Fdrag7w=236.3 Fdrag8w= 185.7 ,1 P6 WIND I v sill eq= 68.5 plf S sill=... H1 sill= (0.6-0.14Sds)D 0.6D v sin = 151.9 pit H5 5 sill .i _....._.: 0 EQ Wind feet feet OTM 11073.7 24572.3 R OTM 13275 16216 VV UPLIFT -122 464 Up above 0 0 Up Sum -122 464 HIL Ratios: L3= ;4.7 L4= 4'D L5= -, 37 HtotaUL= 0.40 4 t• 4 ►• 1,4 4 > Hpier/L1= 1.36 L total= 20.0 feet Hpier/L3= 1.07 �'20.0,L reduction HpierILS= 1.36 __...._.._....:.... JOB# CT#14189:Plan 4B SHEARWALL WITH FORCE TRANSFER ID: Front Lower:LR* Roof Level w dl= 150 p/f V eq 1860.0 pounds V1 eq= 636.3 pounds V3 eq= 1223.7 pounds V w= "'4180.0 pounds V1 w= 1430.0 poundsV3 w= 2750.0 pounds v. —'--0. v hdr eq= 116.3 plf ► •H head= W v hdr w= 261.3 plf 7-083 Fdragl eq= 259 F2 eq= 497 Fdragl w= "'1 F2 -1117 H pier= v1 eq= 195.8 plf v3 eq= 195.8 Of P6 E.Q. 5.0 ';I v1 w= 440.0 p/f v3 w= 440.0 plf P4 WIND feet Htotal= 2w/h= 12w/h= 1 9.083 feet v Fdrag3 eq= .• F4 -.- 497 Fdrag3 w=581 F4 w=1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 p/f P6TN .„:3.6: EQ Wind v sill w= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 T UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios: L1= ,3t3 L2 6.5 L3= S:3 Htotal/L= 0.57 41 ► 4 0.4 ► Hpier/L1= 1.54No Hpier/L3= 0.80 L total= 16.0 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Shears•,fl(Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading'b,e,d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2;three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing ,71_-_::: Pony ; wall height _ ,� �, Fasten top plate to header r `°� wth two rows of 1 bd —" `� ., Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max '' totalj., Header to jack-stud strap per wind design. j j. j wall Min 1000 lbf on both sides of opening opposite If needed,panel splice edges height '' side of sheathing. shall occur over and be Min.double 2x4 framing covered with min 3/8" L nailed to common blocking 10' thick wood structural panel sheathing with r , r within middle 24'of portal max h jY Sd common or galvanized box nails at 3`o.c. height.One row of 3"o.c. height "' in all framing(studs,blocking,and sills)typ. • nailing is required in each 1 ;.w panel edge. Min length of panel per table 1 Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of I t jack studs per IRC tables —Min reinforcing of foundation,one#4 bar R502.5(1)8 (2). top and bottom of footing.Lap bars 15"min. Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8'diameter anchor bolt installed per IRC 8403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 ®2014 APA—The Engineered Wood Association