Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (15)
./t4 STA41G-003,1-/ 13332- C o 547 C� = CT 'ENGINEERING' ' ' 2016 Structural Engineers c 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) OF ,\ OF #15238 Structural Calculations River Terrace Eo PRO, Plan 3413 ,,c „Give�1Z 60 • 1• . Elevation B ik ±d �iNA Tigard, OR REG �.� 19� ,�c 22 Design Criteria: 2012 IBC (ORSC, OSSC) 11/03/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawispace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ._............. ROOF 5/8"plywoo .5; RoRoofingofing future 03.0'pspsf f d Trusses24 (O.S.B.)c: 2.2 psf "o. . Insulationat 1.o psf (1)5/8"-gypsum ceiling 241....8o02 .84.0 psf Mise./Meeh ;1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation `1.o psf (1)1/2"gypsum ceiling 2.62 psf Mise. 2.6'psf FLOOR DEAD LOAD 15.0 PSF 0 \ (2)2<8 HDR __j2X8 HJR MSC - � Q�� RB 1` RB 2 ` z I >a � I a i N a h ` I m N .- N O I I 1m ti� 7 I 2I �p Jr GT GT.bI u �l'�� I 41 n I r /V:::::::1,......::::::... 1:"..........::::::::::::::::::::: ...............•••• 7 I co %V • :i fFv 1 K1 Y % Ix° I CO n• I N (II 1 N 1 ! vI TRUSSES AT 2k" TYPICAL • I I ri I 4- I = CO {• . Q.' 1 N I '':•ii:` Ili. :. :• 7' I © /:............ :...;:x:.4.1:......... _ i__� g© . •I_I ...& i I ri ' :::: in ID � , , ' /n n si,I` ` `�` v A' 1 I m Iir II-. i / ` •♦ Ps.4 � 1 i ✓ �� T IAC S.. I RB.6 �` a (2)2k8 HDR 1 I I• luil� 2)2X8 iDR ���, , I 6._0. i� PB.S =�� r 1 1 I/ C 2)2Y8 HDR • DR • 1 0 CEP Plan 34138 ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN C-i MST37 FB MST37 b p 0 — ® I 5 C) o 1 7 THIS P6 f SIDE THIS SIDE 0 ...., J G C) 1 G ------J 1 1 `V. 1 r L MS137 MST37 MST37 MST37 % �® 412)6MST37 ® MST37 8 51.2 Plan 3413B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN • I: .. P3 STHD14 STHD14 - �' r 4X10 HDR.._.. � � ra iH ---:--,,, Noir� ' ' 4Q - 1 .2 2X8 HD' X1.0 HDR 2)2 STH a .. _ xs DR , : . , I( --- ( ......... ' �') 1Nai,STI IS o It I 1x II = .'1 i( A TPID S' D -_ -.--- -- - > III i I i E OH .ol` E 'IN. , A n N �I _ r RES • i CI.11 M.13 I • : X, 't l( ; .,,.I_ • • I • GT ABO , NI:a:.:ter 1 aedI°CO: kABO --� NJ 1 w • 9C,: �._.. • • i!, , til l--I—i F U i :x c .II'! :.�N i .. cp;l N : UlilI l l �;. __ -- - € .moi / . — ..4.,,,4,....:5_.__-1.). i'. .. r..fi7 1./ i I. •1:: Vi ---- I.4 rz 1 I VII THIS r ---?_-- i P6 g • 5Y4X11% ll4 1 E1EARING WALL z=- s THIS SIDE �r0 NG i ; P6'TN I I %. 1.,..t- 7 14 SIDE • • 1 1..). 40)4 1 „ : .... i _..... I I / 1.4 .:.,. . ;BEA'INe L FT B 8}: f iI \ / n1Dt4 �' �; ii Hfr" a \I /., i I>, ;i Ill-it cf I �; \ / -- 1„...__,..,.. ,., r— h \ i - ib r9 1 II 1 d a IIo A / 3 1 1 .._:._...,_....._.::.:_ ... .,.._. 1'1 w L---J 6-0 I;i ,..,...; ? coq \/STAIR ( IF` li ABOVE © ... ( -;'t m M __— m o i- _ ``_ ?, MOW Q i( ( r(Y:)ii 2 €; _ Tv, / \ - ----------------- 1 1: : z iP is , G .c.) / IX IN li 11r:S •BO / LSL 134x14 RIM \\" v BIG BEA (D 4 497. 1 (2)2X2 H ._© _ � ,ar- - -- --1 ''� � , itt s— -G-T-- r'. � p! �:.35- fla��s�r�ui ST_'7 FLOOR -..' 1M TO RIMNII -RIMI.OARpi -: I __ I _. 1 LS 1%114_ _mE ' %are =XTEND w I 1'CONT.14X12 IR 1 --- _. 1 gra• iEI1 I��, 1 B.14 ��'�yl:I'.'11"a -I' '-SL'13 t.4 RIM1 I STHD14 rrrra J� t �� YI mi�� ! ......B"1 -..._1-11111111,1111 7 411) ROOF TRUSSES � IOWIII1C�0 ;I I � ��--11 ® 24" O.C. STICK FRAME i1 ' STRUCTURAL FACISA 1 .AnIC S HDR � 1 m 1 m 1 I_ . la •' l‘• y o ROOF TRUSSE'I ' ' 1 ®24" O.C. • t Ilk 4..b/ _ _,r�iii' I X4 POST 4X4 POST I I .1 _" 1110 r - PLATE HEIGHT AT SEE SHEET A9 : "• ` UPPER LEVEL: 81-1" FOR—WIRDOW.---" Irk PLATE HEIGHT AT HEADER HEIGHTS. tk , MAIN LEVEL: 9'-1" , - MAIN LEVEL SHEARWALLS Plan 34138 UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN r • JYZt.V1YV. JLAD 1 ® \SifHD14 o 5r�kifi1a$� . i ti , I LaZ I ®inh F3 ... ... �1T 11 a r�• v f t ` o f smith. sTHo1a : " t r•Pf P�I r i ,-• ir jr �j t -T 7 • Ljl . i x I-3" I's ® 490 I J.1'. I ;I. 1 o i ' _Ming N Ii : I I i I W X 9YZ" TJI'S 1 ......... : o I ® 16"IO:D:IU.N.O. L2- .: T' 1 in i L E1-1 18X18X10 FTG. u • •�z:'a J _ L� W/(2) N4 EA. WAY - - t---T - ,, o a TYP. U.N.O i' ` --- -- C) p�i x 1 X i YIW ry , 1 •a. N r--iINSTAI I SYSTEM TO ■ <1 j� i col._ u ALLOW ADEQUATE 12riz" T t ' -� i a� DRAINAGE BENEATH I- 1li .. n r-�, SLAB ON GRADE AND _!-+ I CRAM SPACE - ....,_... •_-.... Lii CONDITIONS t1_,,,__.._.. w i , Q 16.-0. THIS SIDE , _ i^<. 30X30XT0•FTG. I 'a ',j t I BRG WALL W/FTG r: P.6 ,,✓/ (3) N4 EA. WAY -T--I 4 POST UP _4 �U/////// e\ _, SIDE PSTN THIS I ir I J t .--.71--.Pice._1LSL 13X9KL__r Iffl'I\t ` POST UP (-„f : .. _._. . `_ • : i I_L_J1,---,i_--_; I DBL -I--------* t (C(UXL t e s -IJ /r m DACE cn o • .,--.F‘.. r 6 i t ;- T, ... ACCESS - rv 7:71. l ---1--, PBL , :;... STHD14 -12Yz" P4_` = sTHo1a�' / �� ' T `==--=`- -L-----�-* __; • 1 1 I ----1 r ell (33 3:GONG SLAB i - — — i- II i M1r l . O 1 0 n. ___ o J cn 1 ENT\, . 19'-5y _ e -1,41-.•,t i .\ r '� - --...... I 1 I 3" e !319(91i LSLMI '____...._........__.___.._ ®_-. 18 ro _ .�-1 ` STRAPS I �y 1, t $ L S6.1 1 � J I II r i I ABO/E -- J I i tI_Fltl AX FIXTURE J 1 I I P3 • I j l• 1 /-1 • I 1 . " r li • 6Y" i I 6•:=,-6" r...1.!..1. _.....!...4_.L.:„1 r ale CONC SLAB ( 1 SLOPE 3ich a ?v NOTE:PROVIDE STHD14RJ :- ; ( N �' IN LIEU OF STHD14 AT RIM ABU44• 1 ( ! ,- , • • , : ... , ,,.. JOIST CONDITIONS I -r__,7_, _^ ABU44 3, : _ 4' i J 4y i :. ._ 14'._0. �,..:, 41/4":7- • 1`� STEM-WALL -12Y1TOP OF -6144 TOP OF SLAB Plan 31136 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 Timber Beam & Joist Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 14252_Plan 3413.ecw:ROOF FRAMING _(41983-2003 ENERCALC Engineering Software Description 3413BCD ROOF FRAMING Timber Member Information RB.1 RB.2 RB RB RB.S R8.6 R6.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fur,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Fur,No.2 Hem Fur,No.2 Hem Fir,No.2 Hem Fur,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 8150.0 Fv Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 ReSUIts Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.62 fb:Actual psi 345.3642.1 369.8 102.7 600.0 410.9 1,132.7 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 112.4 142.072. 33.1 101.1 72. Fv:Allowable psi 172.Shear OK 5 172.Shear OK 5 Shear OK 172.5 Shear OK 5 Shear OK 5 Shear OK 5 Shear 7021(.5 K 5 _Reactions @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.012 0.043 -0.004 -0.001 -0.018 -0.018 -0.037 UDefl Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 VDefl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.72,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 UDefl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 TimberBeam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 8.3 B.4 8.5 B.6 8.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No _Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 LLL Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefl Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page Framing _(c)1983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information B.8 8.9 8.10 B.11 8.12 8.13 B.14 Timber Section 2-2x8 LVL•1.750x14.000 LVL•1.750x14.000 LVL:1.750x14.000 LVL•1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft Hem 0.00. level,LSL0.00 Level,X0.00 Level,55E �L0.00 Level,X0.00 Hem Flr,0.00 Douglas 0 Timber GradeLarch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 235.00 LL lbs 240.00 @ X ft 3.000 10.000 [Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 t{,, Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 Mmax @ Center in-k 20.05" 59.40 25.86 0.74 28.62 2.85 _ 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 2,673.8 Bending OK 1,020.0 Bending OK 2,325.0 Bending OK Bending OK 2,325.0 1,138.5 Bending OK 2,673.8 Bending OK 1,173.0 Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi Shear OK 150.0 Shear OK 310.0 Shear 356.5 Shear OK 310.0 207.0 Shear OK 356.5 Shear OK 172.5 Shear OK _Reactions @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 LeflectionS Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: ss000s Page 2 Rev. Ver Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefI Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefI Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl i -0.060 Cantilever LL Defl i -0.001 Total Cant.Defl i -0.061 UDefI Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252 Plan_3413.ecw:UpperFloorFramng _(c)1983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information 1 B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Blgbeam Hem Fr,No.2 Douglas Fir- Douglas Fr- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 @ X ft 11.500 3.500 Results Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OKBending OK Bending OKBending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi Shea345 0K 0 Shear OK 172.5 Shea?OK 07.O Shear OK 180 O Shea?OK 07.0 _Reactions @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.140 0.000 0.073 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN L(c Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL-3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Rr- Douglas Rr- Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9367 0.3645 Mmax @ Center in-k 35.06 50.49 59.35 @ X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 2,005.00 Max.DL+LL lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 UDefl Ratio 2,975.6 3,576.4 63,804.9 Center LL Defl in -0.054 -0.054 -0.058 UDefl Ratio 1,115.9 1,341.2 1,248.3 Center Total Defl in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 UDefl Ratio 811.5 975.4 1,224.6 TJI JOISTS and RAFTERS Code I Code Code Suggest Suggest .Suggest L ick Lpick Lpick Lpick Joist b d Spa. LL DL M max V max 1 El Lib L N L TL240 L LL360 L max TL deft. LL deFl. L TL360 L LL480 L max TL deft.TL deo. l-L defl_LL deft, size&grade width(in.) depth(in.) (in.) (pst) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (In.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 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 13.45 13 31, 0.44-360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 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 15.730.52 360 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 0.56 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5".TJI 110 1:75. " 9;5 16 40"'•;10: 2500 1220 1:57E+08 20.00 36.60 '17:36 ,;16.341 : 16.34': 0.68 0.54. 15.17 1484 ,_1484-,,0,46 384 037.- '480 _ _9.5"TJI 110 1.75 9.5 12 40 10 2500 1220] 1.57E+08 1 17.98 17.98 0.75 0.60 16.69 16 34 16.34 0.51 384 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 17.60 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 14.81 0.46 384 0.37 480 0.72• •0.58 16.08` 1574 1734059 ;•.384 �! 039•" ':480 9.5"TJI 210 2.0625 9.5 12 40 103000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.061 0.79 0.64 17.70 17.32 • 17.32' 0.58 384 0.47 0 0 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66480 9.5"TJI 2301. 2.3125 9.5 19.21 40 10 3330.,..13301 2,06E+08 18.25 33 25 17.89 16.83 16.831 0.70 0.56 15.63 .1529 15 29 0.481 384_ 0.38 480 -9.5"TJI 230,•, 2.3125 =9;5 16 -•':40 •10;1,` 3330 ;'1330 2.06E+08; 19.99 39.99 19:01; -„17.891. 17.89 0.75 ; ;'0.60 16.60, 16.25 16 25 ` 0:51.: 384: 0:41 .,:480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.54 21.21 21.211 0.88 0.71 19.69 19.27 .' 19.27 0.60 384 0.48 480 I 11.875"TJI 110 1.75 11.875 19 2 40 10 3160 15601 2.67E+08 17.78 39.00 19.501 18.35 17.78 0.67 0.54 17.04 16.67: 16 67 0.52 384 0.42 480 11.875"TJI 110 ;.1.75• •11.871 16 ` 40 : 10; 3160.;;1560,2.67E+08 19.47 4180"I 20.72. :1150 •1147 .,,•.1'181 0.65 ,•,1810 `'17.72 17 72 ,0:55 384 2A4.:... `;480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 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' 0.66 384 0.53 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 16551 3.15E+08 19.48 41.38 20.611 19.39 19.39] 0.81 0.651 18.00 17.62 17 62 0.55 384 0.44 480 '21:90; , '11;875"TJI 210=. 2.0625''-11.875. . 16 '�, 40,: 10 � -3795 "::1655 3';15.+08, 21.34' 49.65 20.61• .,20.61 0.66 0.69, 19.13 -,-1172 ,,..18 72';,159 "'384';': -0.47, 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.681 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 24.431 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 ) - 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.281• 20.03 20.031 0.83 0.67 :18.59 18.20, 18 20 0.57 384 0.45 480 11.875"TJI 230' 2.3125 ;11.875 ':16` 40- '.10! ,4215 '1655.3.47E+08 ''22.49 . 49.65'. 22:62' 21'.28 21.28 -0.89 0:71 ,: 19.76.- 19 34 ,, 19 34 0:60 ''384 148 '480 11.875"TJ1'230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.891 23.42 23.421 0.98 0.78 21.74 21.281 21.28_ 0.67 384 0.53 480 11.875"T.9230 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 19.691 0.82 0.66 18.28 17.89 17 89 0561 384 0.451 480 11:875°RFPI 400, 2.0625;.'11275: 16" t 40 :.:10 .4315 11480 '.3 30E+08 I, .22.76..1: 44.40 :22:24 , 20.93• 20.93 " 0.87 0.70 19A3 :.:, 1101 `.•`19 01= 0.59 ' 384 0.48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20.93 0.65.1_-,3841 0.52 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.54' 0.70 3841 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFB.PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Pc) 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 duration factor factor use Stud Grade Width Depth Sparing Height Laid Vert.Load Hot.Loa <.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fee Pc fc te./F'c Ib lb/ in. In. in. ft. pit psi pit (Fb) (Fc) psi psi psi Psi psi psi psi psi psi psi psi Fb"(1-fe/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9968 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 0.9947 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 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 825 28.3 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 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 18 7.7083 26.4 1695 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 0.9944 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 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3,5 16 8.25 28.3 1525 0.9957 2091.8 1,00 1.15 1.1 1.05 1.15 675 425 725 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 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200.000 854 531 875.438 449.85 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 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 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 15 5.5 18 7.7083 18.8 32B7 02737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1.308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1,00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1.308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Fells I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W , c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Pb) Cf(Pc) 1997 NOS Cb (Nadas) > Section 2.3.10 Bending,Comp_Size Size Rep_ __ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mex.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor,Load ce 1.0 Load Cg Plate Cd(Fb)Cd(Pc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c lb , ibl In. In. In. 1L pit psi pit (Fb) (Fc) _psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-1dFce) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud 1,5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60_ 1.00 1.1 1.05 1.15 675_ 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 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 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 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 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725-1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 781.25 378.09 328.30 177.78 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 1.15 675 425 725 1.200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 980 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675` 425 725 1,200,000 1,366 531 761.25 449,95 376.35 243.81 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 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200.000 1.386 531 781.25 449.95 376.35 294.60 0.78 180.89 0,383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405_ 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.57433132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1,5 5,5 16 8.25 18.0 3132 8.13 0.4411 - 3132.4 1.60 1.00 1.3-1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 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 53123 0.58 152.58 0.114 SPF#2 1.5 5,5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400.000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675- 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1285 244.40 233.80 106.87 0.48 927.02 0.786 H-F#2 1.5 5,5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+Wt56 CT#14189-Betahny Creek Falls .1 LOAD CASE 1 (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 Ke 1.00 Design Buckling Factor D+L+W+S/2 e 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Veriest > Section 2.3.10 Cf(Fb) Cf(Fe) 1997 NDS Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mez.Well duration duration factor factor use Stud Grade 1Mdth Depth Spadng 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• Fee F'c fc IdF'c fb fb/ In. In. In. 0. p7 psf pit (Fb) (Fc) psi psi psi psi psipspsi psi psi psi H-F Stud 1,5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.63 376.78 Fb'•(1-10.599 H-F Stud 1.5 3.5 18 9 30.9 785 8.46 0.9986 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9989 2857.8 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 0.84 335.64 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 1,366 506 968 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25, 28.3 2390 8.13 0.9960 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.80 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 18 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 1.366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.8952 2081.8 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 825 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1.366 531 875.438 449.95 388.13 299.88 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 18 9 19.8 3132 8.46 0.5437 3132.4 1.90 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 508 1844.5 1011.45 837.57 508.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 825 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 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 675 425 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 19.8 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1089.25 850.18 531.23 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 18 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 1,366 631 875.438 144.26 139.02 17.78 0.13 r/##### 0.978 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 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.798 Page 1 D+L*S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12.15) I (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 Cr e 0.80(Constant)> Section 3.7.1.5 S 1997) ND KeE 0.30(Constant)> Section 3.7.1.5 - Cd(Fb) Cb Cd FCl(Fb) Cf(Fe) Eq. NO Cb (Varies), > Section 2.3.10 Bending Comp. Size Size Rep, .7-1 NDS 3.9.2 Max.Well duration duration factor factor use • Stud Grade Width Depth Spadng Height Leld Vert.Load Hor.Load us 1.0 Load et Plate Cd(Fb)Cd(Fc) CI Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc' Fce , Pc fc ' Ic/F'c Ib Oct In. In. In. ft. pit psi _ pit (FLA_(Fe)._ psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 _ 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9• 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.21 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800_1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3,5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200.000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 0.343 H-F Stud 1.5 3.5 8 8,25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800_1,200, 1,366 506 966 449.95 000 1.366 506 966 449.95 395.22 338.41 0.86 395.22 320.0 0.81135.51 90 34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725_1.200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.76 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 1,366 531 875.438 378.09 336.17 260.95 0.78 167,82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 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 0.77 180.69 0.398 SPF Stud 1.6 3.5 12 8.25 28.3 1660 0.334 SPF Stud 1.5 3.5 8 625 28.3 2630 4.0855 0.9969 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 5 388.13 333.97 0.86 9.95 388.13 316.19 0.81135.51 90.34 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 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60_ 1.15 1.3 1.10 1.15 850_ 405 1300 1.300,000 2.033 508 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 825 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 - 1.601.15 1.3 1.10 1.15' 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29' 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60y 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 90.61 0.085 SPF#2 1,5 5,5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2093 531 1454.75 1296.30 945.38 531,23 0.56 73.17 0.059 SPF Stud 1,5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15_ 1.1,1.05 1.15 675 425, 725`1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586,43 0.779 SPF#2 1.5 5.5 18 19 41.5 935 4.855 0.9925 3267.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2093 531 454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 665 4.855 0.9970 3132.41 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 1 D+L+S+.7E , CT#14189-Betahny Creek Falls I LOAD CASE I (12.18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Ef1.4 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Cf(Pb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.37-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Her.Load <=1.0 Load tip Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fc perp' Fc- Fee Pc fe Ic/F'e fb Ib/ In. In. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi 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, i 366 p 506 ps966 515.42 441.22 359.37 0.81.22 3si psi psi59Fb'(1-10Fce) .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 1,386 506 966 378.09 340.80 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.8937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 378.09 340.90 270.48 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 1,366 508 966 449.95 395.22 311.11 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 0.9986 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 448.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1,05 1.15 875 425 725 1,200,000 1.366 531 875.438 378.09 338.17 253.97 0.78 188.85 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 1,366 531 875.438 378.09 336.17 288.57 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 0.79 158.68 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 1,366 531 875.436 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 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 18 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 78.47 0.075 H-F#2 1.5 5.5 16 825 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 64.28 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 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1,5 5.5 16 825 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 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 1,366 531 875.438 144.28 139.02 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 0.69 340.83 0.513 Page 1 . . 180 Nickerson St. /11001 ENGSNEERING Suite 302 .m . Seattle,WA / 0 93109 . . . • , / Project: Date - .-....,..,._, ., (206)28S-4512 . . PAX: Client: Page Number: (206)28S-0618 . JAL I' ov. Kof ( / ( t ) - 120 _ - Kg_ 2,.. eivt)(40fis ) 7,--. 365- i412_ 6 1-0 WO - 366 .....---- .-.. . ...... e 1444> 1# 4.5t2 earvpit 4 ..... )54701sr V 14.' r411) ----- - ,,---- ---- ge-- iota,. . . • liz.... lel 54 -40 62.4)--45-cK y( . . :,. pv. , ....4„, k..... , - 7wIv.i.iPt-f _4- .... 7 40... 34.6 41 'fiVi9 . , .• • . . ...: ; i 1.-------7—C 197P FY--- --p-'"X:1 , 2 I& -30`` Seffinse_ . 1 Structural Engineers • C T E N">:G :I',)v! E E'R i`.N'.G Suite 302 180 Nickerson St. 1 E: ...<- Protect: Li)P I N C. Seattle,WA 9 Date: 8109 C `� j �J,,� ��Q (2067 285.3512 VIN .TI �fT M�v �D'N FAX: Client: . . . Page Number: $ (206)285-0628 f -9wVt\.�Gt7 ' P '�. �//�tlif5 .X72:.' °,2 t r_V .1 i _. , : . , , :• „ . . . , : : :.. '.. ,-.4-:-.%:-. .' ::.•-,--;---, Gtr . ��` Past. :�� ---<? _. _is w }' -�� 100 1 : t'l�� Vii P F :- ir �. . : 3o' •s, • , e > G tcliv ' _, r)L'( f�Y (56 P�( 4'X; ) • •`'23x- _ S �;1riil 6R,-_.. : �bt.L F T�� �•v-�J l�•-r--.1- 1V j � T /fit _ � t _ • ( g ( ç .. _. ' r LA.4,N, t-C m ►\)o . Via( b .. t_ 13e0 i. 1* rites s. ':U Structural Engineers 180 Nickerson St. • C T -'.-E .,N ,G I N E E R 'I N G Suite302 • Seattle,WA .. 1_N C. /�tY �GS�J/!1 l O 98109 Project: 1 "S LI.. 7 M co'+'w ~ 2 1e)oC Date: a•1. �p • (206)285-4512 2012 / ,c'8 Si)PtWS tis mj FAX: Client: Page Number: (206)285-0618 Y ..{_ J .t =�..:_. 5 i-'s.t ice' 1 • Ii I• 1 t I It ( , -- � _ IIff -1T+�'� • L'!l/1 - - i .• t'•d i r .-7-''} I t i , 1 s t t Li_i �I �,_ I ., 3 i, t I 6 1 i ± t I . 1 I ! i f I 11 .I t ; I—E t ' i --__ I_y, 1, ' I + j 1 I 1 I_, 2b.(o ; j J . !°I - ' I `; 3 I I 1 �� 1 rt �I - i ; t , _. �.��• _ _ _ X25 4 : i I { 1 1on,I T _ .., �b.•s if ` I _✓ - - • ' r , t 1 , 1 I- 1 f 1 F Li__ ' ; , ` [y p _....._i — — I� 7 i .j: v r + �/- I - 1 ' . iM t 1 ; I • _ I - s ; t I _;___I__..„___:.__::_.4--.;- >-, _ --3--• _ ';--•‘---1.---I---"--;--.F. '}. 3 i 1 I 1 1 • ;.5iI 'f _ 1s , _ _ • 4 i — I i_ ',.,. --- - z y 6, 30 r : .. w I — t i•(/ Tfpi • i • 9 i � i `y'''am' I ; 1 tS 1 i j Y -T : /641f r i i 1 ! f 2 M • t . : : 601 • loll!' r11 -'� _ it T i y�' • - 1 s., l .r �s �+ T r • .,•,i. 1 l I ' { is.. i Structural Engineersf'w 4-,3 6,¢ 3 �J~���(p7 '�7 J C' c • Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123° 122.77149°W Site Soil Classification Site Class DN,-"Stiff Soil" Risk Category I/II/III ?tN ' z s a" '.` ti.ae^` s ^7..,`..' a.awu LO 1 s000m s r -B averton _ b _� t , P .; �j^'t""-"�"`^-^,^yam_ ti It �� jj r, L i jk 3 # s`. 7 Yi 'IPS 35 3 a a24. ; "' l�lilu'►aukie ; a� . ;i ,ICY lejalFxtf S', 1..- 3 k { ` i F d ¢K a ;i" ` `� 3 "*x` Lake Oswe4 l !t IY ��y 3 f�Schofi5 r # x p 0 RST fi „3 King Citj r !. " �, �� 4 5 � aC AMERICAN kr ;i Z`�j la 3�n .ri i - .. s , �::1tti 3 '''',.7f.:41,i4.',.:,:4,..,----,:. t aril dUP.St1 ...,._t,.. ,--- „ . f�201S 61apQyest :,:,---i--data®,.i ..tiii. ®htapRuezt USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Sa = 0.423 g SM: = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum o.s2 110 0.20 0.g� 0.72 9.66 0.24 0.77 0.56 TA 0.26 P 0.42 N 0.55 i N 0.40 r 0.44 0.32 0.32 024 0.22 0.16 0.11 0.02 0.00 0.00 9.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.50 1$0 Z40 0.00 0.20 0.4o 0.60 1." 1.00 1.20 1.t0 1.60 1.80 200 Period.T cam) ec) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter .knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan.3413: 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 S1= 0.50 ! Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qovidesionmaps/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 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*S1 SM.,= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 S01= 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 no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Co= 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#14252:Plan 3413 Sos= 0.78 h„ = 18.00(ft) Soy= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 = 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1'ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(R/lE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(IME) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>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 w1 w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *hjk Vi DESIGN Vi Roof - 18.00 18.00 1460 0.022- 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base)' 10.00 0.00' SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F, E F/ w1 E w/ Fp,= EF, " Px 0.4*S05*IE*wP 0.2*SPS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPx Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3413 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 34.0 43.0 ft. V ult. Wind Speed 3See.Gust= ' 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 S..Gust=ati9 3 193 mph (EQ 16-33) Exposure= B B iw= ! 1.0 - 1.0i N/A N/A Roof Type= Gable Gable PS31A= ; 28.6 :' 28.6',psf Figure 28.6-1 Ps3o a= ' 4.6 4.6 psf Figure 28.6-1 20.7 -20.7?psf Figure 28.6-1 Ps3o c Ps3o o= 4.7 4.7 psf Figure 28.6-1 X= .1,00 1.00 Figure 28.6-1 Krt=: 1.00 ! 1,00; Section 26.8 windward/lee=; 1.00 1.00:'(Single Family Home) )`•Krtel 1 1 (Eq.28.6-1) Ps=X'�t'I'Pao= 28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq. Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Psi= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Psaand0average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2'2a= 20.4 29.4 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' 0.89; 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00. 0.69 wlnd(LRFD)wtnd(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB Ac AD per 28.4.4 per 28.4.4 VWIND NS) V(UM Vi IND V(UM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) E-W) 30.00 12.0 0 163.2 0 244,8 0 145.2 0 314 Roof 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 klps(LRFD) klps(LRFD) kips kips 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#14252:Plan 3413 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 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) 0.61W 0.6•W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 ki.s LRFD ki.s LRFD ki.s ASD ki.s ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3413 SHEATHING THICKNESS tsheathing=.7/16" NAIL SIZE nail size= 0.131 dia:X 2 5 long STUD SPECIES SPECIES= H-F or SPF ' SPECIFIC GRAVITY S.G.= 0.43'; ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V 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) --I0 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 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS , tsneathing= 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#14252:Plan 3413 Diaph.Level: Roof Panel Height. 9 ft. Seismic V I= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft 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 ROTM Unet Usum Unum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIO) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 456 20.0 24.0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext left 2 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 left 3 ? 274 12.0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 - - 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 at left 4 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 1.000.00! 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, rightl** 730 40.0 40.0 • 0.95 "0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 perf Ext right2, 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. rght3**' 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 ."right4 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 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 right5i 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 - o '"'0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '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 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVwind 5.22 EV EQ 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height= >_.10ft. Seismic V I= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lotett, 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 Usum HD ($gft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1" 730, .34.• 0 40.0 "1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext left2 0' '0.0" ''•00 ..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 OM ".00 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 Ext left 3** 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 0.53 0.00 0.00 0.00 0.78 0.78 0 0.0 0.0 1.00`."J0.00 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 left 4 0 '00` 0.0 t00'0.00 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 '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 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 1.001.00,x, 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 nghtl** 730 40.0 40.0' 0.89' 0.15 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 perf Ext "right2 0 0.0" `0 01.00; 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:• 9.00 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. rght3** " 0 0.0 0.0 1.004_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 -M.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. right4 0 0.0 M.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."f 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. rig ht5- . "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 0.000.00 - - 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 o00 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" " 1° ":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'`, IO 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 -OM 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 1460 74.0 69.6=Leff. 2.94 5.22 2.53 3.58 1.00 EVwfnd 8.16 EVEQ 6.11 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERALiE=W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof ................. Panel Height r. 9 ft. Seismic V I= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V i= 5.94 kips Min.Lwall= 2.57 ft. per SDPWS-2008 pt= 1.00 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 Lot en. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Us„m Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 263 6.8 12.3 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P61N P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 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" BR1* 329" 8.7 '15.2 1.00" ' 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft` 138 '4.0 .6.5 1.00'; 0.15. ' 0.56 0.00 0,34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - - 0 ";0.0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int'° KIT. 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` 00 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 Gar Rear-" 0" 0.0 00 ,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 Gar Rear 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 Rear"MSTR 730 ",18.0 20.0- " 1.00' 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 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 Rear Living 0 ;L 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 00 "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 " 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 00 1".00'. 0.00i 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. F 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 "'0.00I 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 0.00 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 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVwind 5.94 EV E0 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height=? 10 ft. Seismic V I= 2.53 kips Design Wind E•W V I= 3.72 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-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 LDL eft C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Row Unet Usum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar. ABWP 0•: ,3.0 11.3. 1.00": 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 :.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 Gar ABWP 0' • 3.0 14.2 1.00 •0.15: 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 :Int pdr,:.; '0 :3.0, , 8.0 ,.1.00 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 0 -0.0., 0.0 1.00'`= 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int KIT 0 0 0 . 00 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: 6:06 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 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 Gar Rear.' 1,075•-;14.0'' 16.0 1.00 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 •Gar,,- Rear 0 • "0.0 `:00 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 Rear Dining 128 .,4.5 80 1.00' 0.30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128' 4.3 8.0",r:1.00°i•• 0.30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear ..LIV* 129; 5.0' 17.0 .1.00 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 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 0 0.0 0.0 1.00: x0.00 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'I '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',"A.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 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVnd 9.65 EVE0 6.12 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl=" 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds •. ► v hdr eq= 65.6 Of --0. •H head= t v hdr w= 108.6 p/f 1.083 Fdragl eq= 181 F2 eq= 181 • Fdragl w= +9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 p/f v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 w Fdrag3 eq= : F4 e.- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 v v UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5L3= 3.4 Htotal/L= 0.74 , .4 ► Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 " SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1 Roof Level w dl= 150plf V eq 1010.0:: pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 j pounds V1 w= 685.0 pounds V3 w= 685.0 pounds — --> v hdr eq= 66.6 plf — •H head= T v hdr w= 90.4 Of 1.083 W Fdragl eq= 217 F2 eq= 217 • Fdragl w= •4 F2 -294 H pier= vi eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 50 vl w= 158.2 plf v3 w= 158.2 plf P6 WIND feet Htotal= 2w/h= 1 2'm= 1 9.083 . Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 30 , EQ Wind v sill w= 90.4 Of P6TN feet OTM 9174 12444 R OTM 8466 10342 * r UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1 4:3 L2=' 6.5 L3 4.3 Htotal/L= 0.60 4 0 4 I.-4 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front,Upper Loft* Roof Level w dl= 150 p/f V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds ► v hdr eq= 52.3 p/f --1.- A H head= ►AHhead= v hdr w= 86.2 p/f W 1.083 Fdragl eq= 65 F2 eq= 65 • Fdragl w= .8 F2 - 108 H pier= vi eq= 85.0 p/f v3 eq= 85.0 p/f P6TN E.Q. 4.0 vi w= 140.0 p/f v3 w= 140.0 Of P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= •• F4 e•- 65 feet * Fdrag3 w= 108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 p/f P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v . UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 Hpier/L1= 2.00 + Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252 Plan 3413' SHEARWALL'WITH FORCE TRANSFER" ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds v hdr eq= 64.5 plf --> A H head= 4' v hdr w= 107.0 plf 1.063 Fdragl eq= 320 F2 eq= 67 A Fdragl w= =1 F2 -111 H pier= vl eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 410vl w= 136.6 plf v3 w= 136.6 Of P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= I F4 e•- 67 feet A Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0': L2 6.0 L3= 3.8 Htotal/L= 0.33 4 ► 4 IPA ► Hpier/L1= 0.22 ► Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413"" ;, SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds 0. _______> v hdr eq= 50.0 plf > •H head= t v hdr w= 80.0 p/f 2.083 Fdragl eq= 300 F2 eq= 300 A Fdragl w= •,0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 p/f P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 r Fdrag3 eq= to F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 Of P6TN feet OTM 8571 13713 R OTM 10646 13005 • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 HtotaUL= 0.59 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB it CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER, ID: Rear Lower KIT` Roof Level w dl= 150 plf V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0', pounds V1 w= 764.2 pounds V3 w= 555.8 pounds —► ► v hdr eq= 56.6 plf H head= v hdr w= 91.0 plf 2.083 \/ Fdragl eq= 164 F2 eq= 119 A Fdragl w= =4 F2 -192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 50 vi w= 138.9 plf v3 w= 138.9 plf P6TN WIND • feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= %' F4 e.- 119 feet - Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 30 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 w r UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2 ., 5.0 L3== 4.0 Htotal/L= 0.70 , 1. + P.4 ► Hpier/L1= 0.91 - ► Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear< )(lbf) 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( '''''c'al (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 legand a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strop 2'to 18'rough width of opening for single or double portal I per wind design min 1000 lbf on both sides of opening — . . _ opposite side of sheathing Pony , wall height ' 4 x x �i �� .1 :,-.4.- -a• t Fasten top plate to header t I i 3 I ,t e. •••, �s .• with two rows of 7 6d r` wf t f ste t fl�er�it? ed s* �, t sinker nails at 3"o.c.typ r Fasten sheathing to header with 8d common or t. Min.3/8"wood structural 12' r galvanized box nails at 3'grid pattern as showns. /panel sheathing max :4 ' total . Header to jack-stud strap per wind design. !/ wallil Min 1000 lbf on both sides of opening opposite height side of sheathing. " If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max `' " thick wood structural panel sheathing with4' within middle 24'of portal height r :4. 8d common or galvanized box nails at 3"o.c. • t• t• height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. ',. nailing is required in each panel edge. v Min length of panel per table 1 Typical portal frame & i , construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king , � and jack stud).Number of ` —Min reinforcing of foundation,one#4 bar I I jack studs per IRC tables topand bottom footing. ars 15'min. R502.5 1 & 2. 0 ofLapb t OI ) {i, t z t k ;t t i 1. Min footing size under opening is 12"x 12".A turned-down ,�, � Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6– concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA–The Engineered Wood Association