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Specifications
/5 T�'dlee-OGY ' RECEIVED 1 7 S U / g Erin MAY 0 4 2015 CT ENGINEERING Structural Engineers : Nickerson S2r0e8285.S4u5ite (V) Se2al2.85WA819881(0F9)INC. B (NITGTrVIISON #15238 Structural Calculations River Terrace <(,��GNF43. Plan 4 c' 60 1+ ;i Elevation A I�REG�iNATigard, OR tit "P/FS 2zT ,���` `�� . GF��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf 0 Roofing-future 0. 'psf 5/8"plywood{O.S.B.) 2.2'psf Trusses at 24 o.c. 4.0'psf Insulation 1.0;psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0,psf NO gypsum concrete '. 0.0 psf 3/4"plywood{O.S.B.) 2.7 psf joist at 12" 2.5'psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2`'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 19 59.1 P I- r 1-I • )2x10 HDR "2 2xID HDR , RB.al 1 RB.a2 I I _, 7 .. ______, C J J 16 S9.1 a 16 16 I J i 91 in U\ ci I \ N cd I-tni I b,- a a b b,rz N u-, ft OM OM OR 04 i _ P L El - 20 59.1 1 9 -1 ENHANCED ELEV. r -) 122'x30'I I ATTIC I (ACCESS I L?...6.. c.122) -J CI SCISSOR TRUSS :\ :a 4:12 BOTTOM CHORD /::,::1 : / ,,, !•••;;;,\ ---_•-Y. „..u.:;,••.•1,»::::.:•::.:. 59.1 ri i•:: I_.:. 1;.:•: »aY::•i::_:.y•:. (22x8 Ham_ • .... 1 P �— L �RB.a4tABLEjEND `RUSS 59.1 CONNECT TO ROOF FRAMING BELOW CT# 14189 2014.09.19 1/4” = 1'-0" (11x17) PLAN 4A ROOF FRAMING PLAN 1/4"=1'-0' ENGLISH REVIVAL 8 S1.2 (P6) C-7 I J 110\ l L o t� \ L\ o ■ P6-TN L J C 1 I J , O Y It V 0 a ■ i P6 ®0 51.8 2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL P3 ® 18 56.1 0 STHD14STHD14 -- 1x14 OSB RIM B.al D----- H- --U� - -1 TYP. JOIST 7X'6X2,2'BIC BEAM -� SPACING HERE ON 9.0 I I I- I I U I O N Cl) M L.1 E j._ i Om • 7 tr p 0 J I III 4 i ' I 4 S9.0 i j _....__."- S9.0 I _ FIXTURES T' - I X11 ABOVE (,' n - STHD74� jr I 't P4 A34.817 3 :.�-Trze k` I ` �; '\x#4'7 tl S+1014� G. [Y U G.T..j" No 7*To - I a---=x1u_- I:: 0 E _____ I ntR 1 BIG 1 SIM. '2)2x6 HD" t t Uo I s. I11 jI -- E-- I ----i 1.75"x14" 4 410 LVL FB .n Ti - - ...-T--- = 4x4 POST it --.._..----- TAIR 1.75"x14" LVL FB I\FRAMING/ 3 / W 6 p i t `S9I I \\ / Z 9 ru N { N \ / __, 14" FLOOR 'TRUSS/ES 19.2" O:L.-1YP. . I B% 6 m TOP OF (2) 2x8 FB -. ) ?I8 F,;. AT +34)T. A.F.F. I 10 I / -2x8 © 16" O.C. 4x.' •0 4IDIMMI,, RAISED PLATFORM 2x4 PONY 11 IIFRAMING+3434" A.F.F. 2x ROOF WALL TOP FRAMING r j lw _ �FA,E OF GT AT 24" O.C. II. --2x8 LEDGER i GIRDER TRUSS-- .4)S1.81/14 10 —u— 1 TOP AT +3434" A.F.F. I C,13._ m s `I j i m 1 ..-C•7:1 FIXTURES ABOVE I I a C _� 1� Jfj Imo...._. cc roo �`tiw�r. B.a13 V , .�,, N a IGT ABOVE 4 1.75"x14" LVL FB ft N 49 O B.all mIU c� - -Nu' x 1 -1- 4x8 HDR j , MONO-TRUSSES GT ABOVE 1x14 OSB RIM 1I HDU4B'=al'I 11 I HDU4 ---- -...• 1$ -�I CONNECTS TO ROOF k�=J- - B.a14 nulrl--'I 8 ,,FRAMING;ABOVE- 57:1_.i _...._t.." TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE LOWER LEVEL SHEARWALLS SEE SHEET A9 FOR PLAN 4A UPPER LEVEL FLOOR FRAMING WINDOW HEADER HEIGHTS. 1/4"=1'-0" ENGLISH REVIVAL 22'-0" , '-10/2" 16'-3" 3'-10y" • ' STHD14 STHD14 STHD14 \i C3 _STHD14 I n �4 MI I ' I �r 6.1 18 - - �/ n: \S6.1 14 ® I14 56.0 o i ere 14 o 3r CONC. SLAB 1 1,74 Iv VERIFY GARAGE SLAB HEIGHT - ' WITH GRADING PLAN 14'-9" , 3'-4" ! 3'-11" Ark VARIES : MIN. F-T' J P6TN -3" FROM TOP OF 6 WALL WIYIM STEM WALL ENTIRE SIDE "' I fSTHD14 111, Cl.;) i STHD14- n 9 —t s I ♦ — 1 1, .va r---+ ' i ® �;-j-S6 I �__N_j j • FURNACE Ilist aIic�ns1 ABOVE with rim I _ L___ I17 L PLUMBING 11 56.0 c '1 FIXTURE 56.0 e I •r I ABOVE •"��• 1 1 1 �� e t 8•-0" I-1214" � \-/J 1�..���.0� "V I ..-+14-11- 16 I o, L y J 56.0 � , ,-, Ott 1 974" I-JST c 19.2" O.C. I 314 CONC. TYPICAL O. I PATIO SLAB I i z -, F J I -16" I ?`v SLOPE (� IL -t- -r--------* 2" ON m FINISHED FLOOR P.T. 4x4 POST 1 col n -14" • I AT +0'-0" •--II TYP. I 3._gyJ I I k 4 ENTIRE SIDE A `°,_-- I 1 4"__ 3'-0" • I -3" F a t o KI {r 10 a ;� SLOPE i I D1 56.0 e x ` • 18"x24" �"DN T I 2x4 PONY WALL ' I _f SPACE ♦ I AT HIGH FDN. SPACE '�°` 9 r r-4, _ ACCESS 12Y4"� +i I I- o , L1J — r r- - - - M t ♦ _. 131_ x 974" LVL1- ^-- i 3 9Y4� o I ' 0 , 18"x18"x10" FTG. of f W/ (2) #4 EW In ®' r-tttTYP. U.N.O. • I-123/41N 1. SIMW. I I , 11 . _. 1.31_ x 974" LVL.�.._. J t 9-3/q" S6.0 1 o I 18" FTG. EXTENSION, TYP. 10 �6,1 `� I 4"k18 "x18" FTG. EXTENSION I A 1,11 ,♦START FRMG. V S6r 6x8 PT POST, A --J o L ®3IM.M. 1 LW/ ABOVE Ti _ l-T�HD 4 1 ,T 2x4 PONY WALL HDU4 QO 155 111111 -5 II �� m 8 I SIM. SIM. y I .n S1.2 I p2 ® ' SCONC.LOPE Y4&A -61/4" TOP OF SLAB L J -12A" TOP OF �1 ..--.1-1"-----1 -12A" STEM WALL • ♦ k 4'-0- 1 13'-3Y" 7'-3Yq" 1-5Y4 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4A Timber Member Information .ode Ref: NDS IBCII RB.a1 RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.al Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x8 2-2x4 LVL:3.500x14.000 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 3.500 3.500 7.250 3.500 14.000 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 Fr,No.2 Hem Fr,No.2 Hem Fr,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 2,325.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 310.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data 1 Span ft 4.50 4.50 5.50 3.50 3.00 3.00 13.00 Dead Load #/ft 390.00 390.00 60.00 60.00 390.00 60.00 390.00 Live Load #/ft 650.00 650.00 100.00 100.00 650.00 100.00 650.00 Results Ratio= 0.6867 0.6867 0.8084 0.3274 0.4554 0.2405 0.8624 1 Mmax @ Center in-k 31.59 31.59 7.26 2.94 14.04 2.16 263.64 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 6.50 fb:Actual psi 738.4 738.4 1,185.3 480.0 534.2 352.7 2,305.9 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,173.0 1,466.3 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 84.0 84.0 56.3 33.6 64.6 27.7 170.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions III @ Left End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 @ Right End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in -0.014 -0.014 -0.089 -0.015 -0.006 -0.008 -0.202 UDefl Ratio 3,860.3 3,860.3 744.5 2,889.0 6,273.1 4,587.6 772.2 Center LL Defl in -0.023 -0.023 -0.148 -0.024 -0.010 -0.013 -0.337 UDefl Ratio 2,316.2 2,316.2 446.7 1,733.4 3,763.8 2,752.5 463.3 Center Total Defl in -0.037 -0.037 -0.236 -0.039 -0.015 -0.021 -0.539 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 6.500 UDefl Ratio 1,447.6 1,447.6 279.2 1,083.4 2,352.4 1,720.3 289.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw.FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(1 of 2) [Timber Member Information B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section Film:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 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 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E 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 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No enter Span Data ` Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 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 Dead Load #/ft 490.00 160.00 Live Load #/ft 650.00 100.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 II Mmax @ Center in-k 690.15 23.40 11.60 4.45 96.25 1.89 15.89 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 2,310.8 763.2 101.5 77.9 1,683.7 143.8 371.5 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 fir:Actual psi 156.9 57.7 12.1 6.8 139.0 17.4 45.8 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions `1 @ Left End DL lbs 5,280.00 270.00 281.25 135.00 775.23 60.00 568.75 LL lbs 8,662.50 705.56 750.00 360.00 2,061.82 150.00 945.00 Max.DL+LL lbs 13942.49 975.56 1,031.25 495.00 2,837.04 210.00 1,513.75 @ Right End DL lbs 5,280.00 265.00 281.25 135.00 769.77 60.00 568.75 LL lbs 8,662.50 694.44 750.00 360.00 2,048.18 150.00 945.00 Max.DL+LL lbs 13942.49 959.44 1,031.25 495.00 2,817.95 210.00 1,513.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.203 -0.010 -0.000 -0.000 -0.076 -0.001 -0.004 UDefl Ratio 975.2 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 9,845.3 Center LL Defl in -0.333 -0.025 -0.001 -0.001 -0.203 -0.003 -0.007 UDefl Ratio 594.4 2,129.0 44,519.5 51,051.4 651.4 12,232.5 5,925.4 Center Total Defl in -0.536 -0.035 -0.001 -0.001 -0.279 -0.004 -0.011 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(2 of 2) Timber Member Information erode Ref: NDS IBC B.a8 B.a9 B.a10 B.all B.a12 B.a13 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Rr,No.2 Hem Ar,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Lardy No.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 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 No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 Dead Load #/ft 160.00 160.00 160.00 160.00 60.00 490.00 Live Load #/ft 100.00 100.00 100.00 100.00 100.00 650.00 Start ft End ft Results Ratio= 0.6820 0.7052 0.1763 0.1478 0.1203 0.8885 1111 Mmax @ Center in-k 51.33 32.44 8.11 6.80 4.96 151.87 @ X= ft 3.25 2.50 1.25 1.75 1.75 4.50 fb:Actual psi 799.9 758.2 189.6 158.9 161.8 2,656.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 72.9 81.4 22.4 19.6 18.3 256.2 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 0 @ Left End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 @ Right End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 UDefl Ratio 2,417.2 3,377.0 27,015.6 16,840.7 24,580.1 1,013.4 Center LL Defl in -0.052 -0.030 -0.002 -0.002 -0.003 -0.150 UDefl Ratio 1,498.6 2,032.4 16,259.4 17,776.3 12,290.1 721.9 Center Total Defl in -0.084 -0.047 -0.003 -0.005 -0.005 -0.256 Location ft 3.250 2.500 1.250 1.750 1.750 4.500 UDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information erode Ref: NDS IBC 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- Larch,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 enter Span DataII 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 OK Reactions @ 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 _Suggest Suggest Lpick_i_LpickLpick_1Lpick Joist 1 b d Spa.' LL DL M max V max; El L fb L fv L TL240 L LL360 L max TL deft. LL dell. L TL360 L LL480 L max TL deft ITL dell.YLL deft LL deft. size&grade 1 width(in.) depth(in.)l (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft) (ft.) (ft.) 1 (ft.) . (ft.) ' (in.) (in.) 1 (ft.) (ft.) (ft.) (in.) I ratio (in.) 1 ratio 9.5"TJI 1101 1.75 9.5 19.2 40 151 2380 12201 1.40E+08 14.71 27 73 15 23 L 14 80 14 71 0.66 0.481 13.31 13.45 1131 0.441. 360 0.32 495 9.5"TJI 1101 1.75 9.5 16 40 15 2380 1220; 1.40E+08 16.11 33.27 16.191 15.73 15.73) 0.72 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.31) 0.791 0.581 15.57 15.73 15 57 0 521 360 0.38 495 9 5 TJI 110 1.75 9.51 9 6+ 40 15 2380 12204 1 40E+08 20.80 55.45 19.194 18.64 18.644 0.85 0.62 16.77 16.94 1677 0.561 360 0A1 495 I- 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37, 15.37 0.641 0.51 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36.80 1 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75) 9.5 1.6 40 10�_---2500 1220 1.57E+08 22 36 61.00 2500 12201 1.57E+08 20.00 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17 60P 0 551 -384 0.44 480. 9.5"TJI 110 1.75 9.5 9.6 � 1 I 9.5"TJI 210 2.06259.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.681 0.541 , 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 ' 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 1074 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5 121 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.061, 0.79 0.64 17.70 17.32 17,32 0.54: 384 0.43 480 9.5"TJI 210 2.06251" 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 18.66 18.661 0.581 384 0.471 480 9.5"TJI 2301 2.31251 9.5 19.2) 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.831 0.70 0.56 15.63 15.29 1529. 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 12 40 101 3330 13301 2.06E+08 23.08 53.20 20.921 19.691 19.691 0.821 0.66 1 18.28 17.89 17.89 0.561 384 0 451 480 9.5"TJI 2301 2.31251 9.5 9.6 40 101 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.21' 0.881 0.71 ; 19.69 19.27 19.27 0.601 384 0.481 480 11.875"TJI 110 1.751 11.8751 19.21 40 101 3160 1560 i 2.67E+08 17.78 39.00 19.50, 18.35 17.78 0.671 0.54 1 17.04 16.67 16.67 0.521 384 0.421 480 11.875'TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17,72 0.55 384 0.44 480 11.875"TJI 1101 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57! 21.46 21.46 0 89 0 721 19 93 19.50 19 50 0 61 384 0 491 480 11.875"TJI 110 1 75 11 8751 121 40 10 3160 156012 67E+08 22 49 62 40 22 81 123.12 23.121 0.96 0.77 21.46 21.01 21.01 0 66 384 0 53 480 1 iili 11.875"TJI 2101 2.0625 11.8751 19.2 40 10} 3795 1655;3.15E+0819.481 41.38 20.6111 19.39 19.39 0.811 0.65; 18.00 17.62 17.62 0.551- 384 0.44 480 11.875'TJI 210 2.0625 11.875 16 ` 40 10 3795 ' 1655 3.15E+08 21.34 49.65 21,90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875 TJI 210 2.06251 11.8751 12 40 10 3795 1655 L.3.15E+08--------?4:94. ..J.9 20 24.10i 22.68.1. 22.68 0.951 0.76 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.06251 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.96. 24.431 24.43 1.02 0.81' 22.68 22.20 22.20 0.691 384 0.551 480 I i 1 .................. 1 11.875"TJI 2301, 2.3125 11.8751 19.2) 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.031 0.83 0.67, 18.59 18.2018.20 0.571 384 0.451 480 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 11134 0.60 384 0.48 480 11.875"TJI 230 2.3125' 11 875 12' 40 101 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42j 0.981. 0.78 21.74 21.28 21.28 0.671_ 384 0.53 480 11.875 TJI 230) 2.3125 11.875 9.6 40 1011 4215 16551 3.47E+08 29.03 82.75 26.61: 25.23 25.231. 1.051 0.841 23.42 22.93 22.93 0.721 384 0.57 480 1 , 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 1480; 3.30E+08 20.771 37.00 20.93 19.691 19.691 0.821 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 P 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 19,01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 10' 43151 14801 3.30E+08 26.28' 59.201 24.481 23.03: 23.0310.96 0.771 1 21.38 20.93 20 93 0 65, 384 0.521 480 11.875"RFPI 400, 2.0625, 11.875 9.6 40 101 4315 14801 3.30E+08 29.38 74.00 26.37, 24.81 24.81, 1.03 0.831 j 23.03 22.54 22.54 0.701 384 0.56! 480 Page 1 2 N N N N N 2 2 2 Ot t N N N N x x x x f, 0, C) T T T T T T Trt i T! TIT T T T T T T T 71 T T N n N 'n k n N N NIN NNN N N N N N N N 0 g m 0ii nin nnan nnnnnn mm m mmm mmmmimmmmm N m m m.mmmmPa 3141W!�0li1 W'!oloo= mm n= 0dgmTN 88 W W W W 0)0)W mito W N W W m N W N W W 0. V V yr V J V x N IEEE m m V TmN to m W N N N m m W ,-;i474—.E gggg ++ 0 r.88 m m m w w W m m m w o W .. O O to to O C to W m m A W W W m m P m � O Tr a �0n1 w w wN -r O O Ft V V V N N N O O N O O N D V ONO O 0 x m �r 00 0 000 000 000000PP P PPP PPP PPPPPP 000000 nZ pp m Nm PIJ ro m b i0m0 mi00 N N 4 N ry m J w :111A m N m V N V A A N +4mi N V A W O 222 222 A N O N O O w W m T++ E, 2E.1 2 V V V 0;2022 V W 0 O oN O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T - m 0,2-0 Z Nm m mmm mmm mmmm mmmmmm TaT z mm v 1 T() N T W W + w W W W W W v P + c 1�N � D O O N 0 0 0 0 0 0 O C m m m N 8 N 8 N N 8.�.X 2,0 Z NN _ C.T N m. m N N N m m N N N N N m N ...... m 9 m i T O N N N N N EEE 0 m mmmm m m m m m m m w Q N1 m V V V V V m m m V V V V V V V V V V V V + N NINN w PN 1 N N N NNN N NNN NINNNNN NNNNN - T w I i O 9 I JiN J 000000`T"^ I m Hi: 000 "`'N"'N"'N"'N" to o- N m 5g 0 8 8 oI 818 8 0 0 0 00$ ol0000c 00 00:00000 000000 25.21 N+ +++ V 8 9 Q� 888 + V+ mimmEmA AmAAAav + I EE pp NN EEElt pp 0)m Q +A A A A m V m 6 f N WW yr W W W T�Tj n APA minty issarN WWWWgO1 as + m N m Owelm mmm m m y W yy N N N N v A O W O N m O N W TTNTm 8 N N N N m m N 0 NW m WIt WppI_; A N N Owe W N 1-4".4's WIW WWW W V V N N N O O N +NI mAgn2 888 VNVNNO w.BSom"- A IV IJ IV w C it k k k C N lD G u u O A + w W W m m m O V O P A m N m NON V O O O W N N W O ro 8 0 0 0 8 8 0 0 0 0 0 0 0 O O NA O 0 0 0 0 0 0 0 0 0 0 0 0 m O O O 0 8 0 0 0 0 0 0 0 0 8 0 0 0 -0 re 00. 0 0 G 0 C 0 COO 010 000.00 C 0 0 0 0 C 0 0 0-0- OO O SHOO OOO Oi00000 OOOOOOm D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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 Budding_Factor D+L+W c 0.80 Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mex.Wa0 duration duration factor factor use Stud Grade Wdth Depth Spadng Height Leld Vert.Load Hor.Load ..1.0 Load el Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb 'Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf pit (b) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 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 8.48 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 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 0.64 381.37 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 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 515.42 415.53 269.21 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 1.15 875 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 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 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 72525 1,1,200,000 1,3868 531 781.25 449.86 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 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 0.63 181.23 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 1203.70 899.13 506.18 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 1285 1484.89 940.30 531.23 0.56 152.58 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 1088.25 806.08 531.23 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 1285 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 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 ti-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 DoL+W*.58 I CT#14189•Eletahny Creek Falls I LOAD CASE (12-14) (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 c 0_80(Constant)= D+L*S*.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-19B7) 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+W@ c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies(, > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load Q Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc lc/F'c fb fb/ In. in. In. R. pit psi pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce). H-F Stud 1.5 3.5 16 7.7083 26.4 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 1,366 508 966 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9876 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 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 338.41 0.88 90.34 0.287 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 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.0 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 0.388 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 78.28 0.059 H-F#2 1.5 5.5 16 9 19.8 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 1844.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 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 4.085 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT8 14189-Betahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucldin•_Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 8888 Cr KcE 0.30(Constant)0 Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height La/d Vert.Load Hor.Load <.1.0 Load tra Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. In. in. R. Or psf pif (Fb) (Fc)_ psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.2528.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SP 8888 .__ 7575 3875_ F Stud 1.5 3.5 8 8.25 28.3' 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.0505 1,15 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 339.05 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 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132, 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 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 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 18 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 1644.5 226.84 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nicktnoa St. " ENGINEERING Suite 302 t w R . Seattle,WA 98109 Projects fE -7.- __ s Date 206 288-t5i2 a PAX: Clients_ Page Number: (206)285-0518 ' *4 p P 00100 PR alfP) ( /50r, iV tif100) ►A w W ( -g) =120 *- - 6 w3! ' k - 1 040 1 Wi- . =- *VS x eal. "'".-1 1140 AP 101 ffizsop ILis 1F '‘'''re / rle) **"*"" .* * 2°1"64 ., .. V Z A( i )" - 013 - 4:7 71" . le d . .a.v.,;_jokor-4.- c3 -its4s- it,4- fit, e 0, ,, t 9 f p.:-. "o 2-70 `~' L f."""*"1 19P ?I :' qi**1/‘"'". '°'* 2. ibe 36( ' 51/4"--C Structural Engineers E N G I N E E R I N G IRO Nickerson St. Suite 302 `"�"' j} A Project: 1 t r17/6 , � 8 c jSeattle, -4 98109 Date: (206)285-4512 ,,p FAX: Ghent: P14-‘414/ **�"ti Page Number: (206)285-0618 PR A2 c + . v tie G :l ,1.- Gtiks°5 5157 p)47142, rr"` t uiptux00F_ (2,5ri . ikx".,. . . t ..^.i L00 1,44$11 1_, c � 0t) �. k t X5,0 p f'Ip 1 = vk._ ..� itoTiciz. 44. J (z ) = 1d )PS .X '. ' 6g ' - -= -.i . io-r t S 02, 2 $440i, tom'• ... .ifs::"Affsilicii502t5 5 i 1141G. . rr- - Structural Engineers . r' 180 Nickerson St. CT ENGINEERING Suite 302 • Seattle,WA INC. n Project ,((� 98109 iV6iLL 7 • ®0G Date: f%o21. Oe• (206)285-4512 Client: 2012 / -19�8 6DPws Q-a"s Ws Page Number: (2 6)285-0618 + `' Q& W lm.D i,lx4-P - 97y, t _ • J I Wit. , I �� • --.1. 2 Vr .._. }_. .r. t - - r i" !Sj ' 22t - /� v f �1 — o /4..;• 20 12.:'11 150�R �, 124 otl ':. 12 .v 12.4a- „� .` 6 �� 1 _ r I e s k 1 s ztr-tCp : ti z . , i t I y , . - - /232 ;d107-° (0"71e :,, Iv: _ 3 •_ — ,J - _ _ WI " T2x4 ✓ ` . 2 � Structural Engineers f w 4-.3.6,413 �' '6,547..r-6 ' ' Design Maps Summary Report Page 1 of 1 BM Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III -. v @ ,.....E5 ''''' -1710/1 A `I 5i ? � ,) ' ;..,,,•-.,--:_1-:'-i' ate "atea 'n£ s1.� ..,' _ ', t,o 33? r �Yv • 3 `3� ?" y y l � Milwaukee • ?. fan 1 v " .0, 4x »�*^ r -'4 v �4 1 3 � ate• r 4 - ,P•• ,4' C#�yY� x r , King City i ham .-i ' r + s �ANp � � l C A. v/ , � Y , T atir' 1 y\ fie ,- -g,- " USGS—Provided Output Ss = 0.972 g SMS = 1.080 g Sim = 0.720 g S, = 0.423 g SMS = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP"building code reference document. NICE*Response Spectrum Design Response Spectrum 1.10 i.oo 0,100.12 0,02 0.44 c 0,54 S1 0.44 ifA 0.;91No : A s. E' o.sa t' 0. t ti. 2 fl 022 cc o.n, cog "440.00 0.20 0.40 0.40 0.00 1.00 1..20 1.40 I.40 1,00 ZOO 0.00 0200.40 0.00 041.tXt 1.20 2.40 1.00 1.00 2.00 rk,d, * 1 ( Ptt�T(�t c) 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 4A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= 11 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.usos.gov/research/hazmaps/ http://earthquake.uses.qov/designmaps/us/application.ohp 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=Fv*Si Ski,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3"SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 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 4A Sps= 0.78 h„ = 19.00(ft) SD1= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C1= 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) 11= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<T L) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(TZ*(RITE)) (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)/(RITE) 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 *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 19:00' 19.00 1140 0.022' 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00' 11.00 1100 0.028' 30.8 338.8 0.42 1.94 4.68 1st(base) 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; *wpx 0.4*SDs*IE*w, 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPX FPX 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 4A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33,00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- Building Width= ' 22.0 50.0 ft. V ult. Wind Speed 3 sec.Guar= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 S .Gust 9 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.6 psf Figure 28.6-1 Ps30 s= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7;psf Figure 28.6-1 P030 D= 4.7 4,7'.psf Figure 28.6-1 = 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) X'Krt'I 1 1 Ps=X*KZt*l*Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) ps o= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PsA and c average= 24.7 24.7 psf (LRFD) Ps a end o average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 10 38 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-> 1.00d 1.00 1.00' 0.50 16 psf min. 16 psf min. width factor 2nd-> ;,1.00 ,00', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 Ar= 1109 9.7 17.7 V(n-s)= 8.86 V(e-w)= 17.28 kips(LRFD) kips(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#14189:Plan 4A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 19.00 19.00 0.00: 0.00 0.00: 0.00 634 634 10.14 10.14 2nd 8.00 11.00 11.00 0.00, 0.00 0.00 0.00 334 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) 'Wind(E-W)(ASD) 0.6*W 0.6•W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(NS) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(ns)= 9.68 V(e-w)= 17.74 V(ns). 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(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#14189: Plan 4A SHEATHING THICKNESS tsheaming= 7/16"! NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730`. 339 P4 760 353 ; 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740; 1274 2P2 2560` 1190 3580; 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheaming = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.80 kips Max.aspect= 3.5 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U,um OTM ROTM Unet Us= Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 22.0 22.0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 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 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 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 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00: 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00; 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.58 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 Ext. right > 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, right 285 ;20,0 25.0 1.00; 0.15' 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 -0.77 -0.68 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ••- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 1.00 0.00 0.00 0.00 0.00 0.00 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 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 E V w/nd 3.80 E V Ea 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 4A Diaph.Level: 2nd Panel Height=4 9 ft. Seismic V i= 1.94 kips Design Wind N-S V i= 2.01 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind N-S V i= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U. OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plf) (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 left 2 90 5.0 8.0 1.00 0.15 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 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 - - 0 0.0 0.0 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right 58 :5.0 24.5 1.00' 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 5.51 -0.63 -1.40 -1.21 Ext. right 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'. 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 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=Leff. 2.01 3.80 1.94 2.73 1.00 EVwInd 5.81 EVEQ 4.67 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 4A Diaph.Level: Roof Panel Height r 8 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 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Vsum OTM ROTM Unet U.um U.., HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 4.5 12,9 1.00 0,15 1.71 0.00 0.77 0.00 1.00 1.00 222 P6 P4 380 7.98 2.16 1.52 1.52 13.67 2.62 2.88 2.88 2.88 - - 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 Bath* 250 7.1 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 110 P6TN P6 189 6.24 2.39 0.60 0.60 10.68 2.89 1.21 1.21 1.21 - - 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 Fam1* 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 Fam2* 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 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 Int Din 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 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 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 BR2/3+ 570 14.0 22.0 1,00; 0.15 3.04 0.00 1.37 0.00 1.00 1.00 127 P6TN P6 217 14.22 11.43 0.21 0.21 24.35 13.86 0.79 0.79 0.79 Ext 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 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 garl 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 gar2 0 0.0 0.0 1,00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00! 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00'; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ! 0,0 0,0 1,00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 25.6 25.6=L eff. 6.09 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:Pian 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect=' 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V I= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 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 eH. C Q w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Roan Unet Unum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 2.88 2.88 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 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 0.60 0.00 0.00 0.00 1.21 1.21 - - 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 LR* 275 7.0 15,4 1.00 0.351 1.14 3.04 0.49 1.37 1.30 1.00 345 P4 P3 597 21.71 9.34 1.95 1.95 37.62 11.32 4.15 4.15 4.15 Front entry 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 - - 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; - 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 675 14.0 14:0 1.00 0.15' 2.80 0.00 1.19 0.00 1.00 1.00 111 P6TN P6 200 13.96 7.28 0.50 0.50 25.18 8.82 1.23 1.23 1.23 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 Ext ER2/3 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 0.21 0.00 0.00 0.00 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 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 GAR ABWP 50 2.0 11.0 1.00 0.15' 0.21 1.01 0.09 0.46 1.00 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0 11.0 1.00 0.15' 0.41 2.02 0.18 0.91 1.00 0.89 398 P3 P3 609 12.75 1.63 3.33 3.33 21.91 1.98 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 -- --- 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 0.0 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 0.000-- -- 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 0.0 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' 0.00 0.00 0.00 0.00 0.00 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 27.0 27.0=L eff. 4.56 6.07 1.94 2.74 EVw,nd 10.63 EVEQ 4.68 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# 14189: Plan 4A ', ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds i ► v hdr eq= 59.6 plf ► H head = A v hdr w= 132.4 plf 1.083 y Fdrag1 eq= 251 F2 eq= 251 A Fdrag1 w= -=7 F2 - 557 H pier= v1 eq= 190.1 plf v3 eq= 190.1 plf P6 E.Q. 5.0 v1 w= 380.0 plf v3 w= 380.0 plf P4 WIND feet H total = 2w/h = 0.9 2w/h = 0.9 8.083 v Fdrag3 eq= - F4 e.- 251 feet A Fdrag3 w= 557 F4 w= 557 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 2.0 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: L1= 23' L2= 8.4 L3= 2.3' Htotal/L= 0.63 1 -4 lo Hpier/L1= 2.22 Hpier/L3= 2.22 L total = 12.9 feet JOB#: CT# 14189: Plan 4A ID: Front Upper BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq = 389.5 pounds V3 eq = 210.5 pounds V w= 1330.0 pounds V1 w= 863.3 pounds V3 w= 466.7 pounds 0. > v hdr eq= 65.8 plf • H head = � v hdr w= 145.8 plf 1.083 Fdrag1 eq= 85 F2 eq= 46 A Fdrag1 w= '9 F2 - 102 H pier= v1 eq= 84.2 plf v3 eq= 84.2 plf P6TN E.Q. 3.0 vi w= 186.7 plf v3 w= 186.7 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= s• F4 e.- 46 feet A Fdrag3 w= 189 F4 w= 102 2w/h = 1 H sill = v sill eq= 65.8 plf P6TN mudsill 4.0 EQ Wind v sill w= 145.8 plf P6TN mudsill feet OTM 4850 10750 R OTM 5620 4163 it • UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1= 4.6 L2= 2.0 L3= 2.5 Htotal/L= 0.89 41 ► 4 ►4 ► Hpier/L1= 0.65 0 Hpier/L3= 1.20 L total = 9.1 feet JOB#:CT#:14189:Plan 4A ID:Rear Upper BR23' ;. Roof Level w d1= 150 ph V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds > vhdreq= 68.5 pB ► A H1 head=4T` vhdr= 151.9 ph I H5 head= 4` 1.083.: `<W Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083 y A Fdragl w= .7 Fdragl 236.3 Fdrag5 w= •.3 Fdrag•w= 185.7 A H1 pier= vl eq= 114.1 ph v3 eq= 114.1 ph v5 eq= 114.1 H5 pier= 5.0 <. v1 w= 253.1 ph v3 w= 253.1 ph v5 w= 253.1 5.0 ;. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 y Fdrag3= =-. Fdra•-- 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= ••.5 Fdrag8-• 83.7 V P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A PS WIND v sill eq= 68.5 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 151.9 Of H5 sill= 2.0 EO Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 V UPLIFT -122 464 V Up above 0 0 Up Sum -122 464 H/L Ratios: Ll= 3.7<. L2= 4.0 L3= ` 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 4 0 4 4 4 11 4 Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction JOB#: CT#'14189:Plan 4A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* Roof Level w dl= 150 plf V eq 1860.0 pounds V1 eq= 597.9 pounds V3 eq= 1262.1 pounds V w= 4180.0 pounds V1 w= 1343.6 pounds V3 w= 2836.4 pounds v hdr eq= 120.6 p/f •H head= $ v hdr w= 271.1 plf 1.083 Fdragl eq= 326 F2 eq= 689 • Fdragl w= ,4 F2 - 1549 H pier= vi eq= 295.2 plf v3 eq= 265.7 plf P4 E.Q. 5.0 vi w= 597.1 plf v3 w= 597.1 p/f P3 WIND feet Htotal= 2w/h= 0.9 2w/h= 1 9.083 Fdrag3 eq= • F4 e•- 689 feet - Fdrag3 w=734 F4 w= 1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 plf P6TN 3.0 EQ Wind v sill w= 271.1 p/f P6 feet OTM 16894 37967 R OTM 8755 10695 ♦ UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L1= 2.3 1.2= 8.4 L3= 4.8 Htotal/L= 0.59 4 0 4 04 0 Hpier/L1= 2.22 Hpier/L3= 1.05 L total= 15.4 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) Shea r00(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 Loadingfa''''`m (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=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 strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening _ opposite side of sheathing • Pony .. ;, Fill�.. 1 wall height Fasten top plate to header with two rows of 16d r sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total • Header to jack-stud strap per wind design. • wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. •• If needed,panel splice edges shall occur over and be 10' r., tt Min.double 2x4 framing covered with min 3/8" nailed to common blocking max '" thick wood structural panel sheathing with - within middle 24"of portal heightr '.r.:. 8d common or galvanized box nails at 3"o.c. - height.One row of 3"o.c. in all framing(studs,blocking,9.and sills)tYP• nailing is required in each - panel edge. Min length of panel per table 1 Typical portal frame 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 :�1,-- 1 jack studs per IRC tables top and bottom of footing.Lap bars 15"min. I ;< R502.5(1)&(2). i 4 I i t 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 installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON Checked by: Input Data Left . '-5 Check o�7�lt�" 1��' 0F 2111s"Blanced tay "�-APA.1�3� �'� 1- 4 Cantilever:None Main Span: 16'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:U240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distances)to Load Load at^ Load at ..,„,,,::(,,,./.., ,, " T pe , S - Length Start End 1` i � (f : ft Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks fieactio �n , ; 'Binding, X Shear LL[� 7L Deft in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 V 69? 50 illt 88 V* 68? Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing SupportL ation Min.Bearing- Reaction 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 90 Yf'%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 POLYGON 10-26-12 ROSEBURG 4ABC 11/2012 12:30pm J1 MAIN 1 of 1 KeyBeam®4.600d kmBeamEngine 4.600s1 Materials Database 1381 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename:KYB1 11 0 0 11 0 0 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# — 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# — 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539plf) 259#(162plf) 3 302#(189plf) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" U999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% W I product names are trademarks of their respective owners KAMI L.BELWOOD � EWP MANAGER a s'- ;,Copyright(c)1987-20tzbyKeymakEntepdses, LC.ALLRIGIirsRESPRVED. PACIFIC LUMBER&TRUSS k 'JCR R hs,1�C "Passing is defined as when the member,floorjolst,beam or ginier,those an this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OS W EGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation accarding to the manufacturers specifications. 503-479-3317