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/1/(57)-()/(. 3-7 S 1.v /?iRECEIVED CT ENGINEERING MAR 0 9:201q Structural Engineers 80 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITYT ��TIGARD 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace �o PROW Plan 4 & �- Elevation D w t:4 Tigard, OR • 4REcINk2219� ��� 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 1 t 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# ROOFRoofing 3.5 psf Roofing-future 0.0 psf 518"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 013 5199.1 , (2)2x10 HDR (2)211 HDR :m � �s; s SIMI ..d1 RB d2 rek-,.... Al . 1 .../ 1 11 ....' 1 T.d1...„.. .. 8 i vi: :.:i ® Y LT _J L I I it 4 ilk ®IV ®.' i I 19 59.1 E L\ z1 0 cc�! cc 1 M TRUSSES AT 24" O.C. TYR i \D I = ro S1 20 X �i X rola 59.1 NCV a NI N I ^i,.,Eil ^1 1 L 1- 1 22'x30' 11 ` 1 ATTIC I l i Cil I ACCESS I it ; y I 02 % - 4:12 BOTTOM I I I I I r I CHORD, TYP. 1 19 I- 11. S9.1 I yy I GT ..P. i I 1 !! ro I C� F I GT GT.d3 I t9 5 7 \ (2)2X8 HDR OK I f� Nillp (3)2x8 HDR q - 1)111111111111111C• �'1 LRB.d4(3)2x8 H$ (CONT.) FB.dS ' �- -{2)-2X-8-HDR-SIE 19 S9.1 r 19 r S9.1 TOP PLATE IS +8'-1" ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR TOP OF PLAN 4D ROOF FRAMING PLAN WINDOWS HEIGHT. 1/4"=1•_0" FRENCH REVIVAL 8 s13) P6) 1 E-1 1 1 I► r J v HI I 11 A 0 (q 1 (11) ; i • Q 1 \ J\ O ® L 0 /� L JT I /� _1 I 9I 11 1 f f i 1E Ii iE � � a 1j(J�\\}\y; A v� l\ L �J 1 I 7 CSI6 CS16 0 .. ® P4 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D UPPER LEVEL SHEARWALLS 1/4=1'-0" FRENCH REVIVAL 18 O S6.1 STHD14 STHD14 1x14 OSB RIM B.dl 7X16 x BI+. 'MD TYP. JOIST SPACING HERE ON 1.9.0 • :UND. STUDS BUND STUDS ABOVE OR GT ABO FOR GT m V) ry' • I -- 0 ii FIXTURES I ;l +� pp w ABOVESTHD14 F Tx 4 OS: Lig �� 'd d 014 ,B.•38LK1 G.T. .. ..."--"w "wrrWFi __ir x.SM. c, f . n = ' 1.0 L7 0 j P6 P6 I t � -' L 11) 1.75"x14" I L4 LVL FB 1 / l 1 .. .._________.1_____........, 1 4x4 POST i. - TAIR a x 1.75"x14" LVL FB 'FRAMING, 1 _ tl 0 9 , a o I + _ 59.0 ti- -- "- i 1 i iCk ;, 14" FLOOR TRUSSES; 19.2" OIG:TYP. 4 TOP OF (2) 2x8 FB ) .�8 F;, AT +34Ys" A.F.F. X31 2x8 0 16" O.C. 4xPO5l .G ,,/ RAISED PLATFORM 2x4 PUNY i FRAMING 0 WALL TOP I . 11 +34Yz" A.F.F. I--- ,� R,+343s" q :: t , FACE OF GT I I = ; p —2x8 LEDGER �' GIRDER TRUSS I ._1,71.81114 rj s - TOP AT +34Nz" A.F.F. I o j UP \ I� o N BUND. STUDS BUND. STUDS i+; I I i m m ABOVE FOR GT E + ABOVE FOR GT I I y;.../1 I I ''I;,e o i 040; I SI N ' • i--- 1 I 116 »r• I_ I• FIXTURES ABOVE I E ,`"1 , 2x ROOF _ ; FRAMING �` as©24" O.C. (soo I if.., ''6 (r' roc, I , v�_A10 B.d13 -�',, ci I4DUB �=« 4 .;: ,_LVL /11 N B.dll at ' I 4x8 HDR I u EXTEND FLOOR r SHEATHING TO RIM ND HDUB -1�E "4115119 .11:1. 4 I:' H ' 'w 12����'D18 TOPEXTE CHORD CO U �� d 40 I �� H a i 1x14 RIM BOARD '`V Q I O N 4x8 HD' I P �L 0_ B_•14 _ Q Mr TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4D UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" FRENCH REVIVAL '-10Y2 16'-3" 3'-10Yp" 0 STHD14-- STHD14 STHD14-\:a P3 STHD14 NJMI " -- - I >a ,� J N1 I ® 6. S6 14 s.o o e S .0 o 0 3N" CONC. SLAB I co' yyyyyy ,> VERIFY GARAGE SLAB HEIGHT ` n WITH GRADING PLAN In 14-9" 3-4" 3-11" , 1 I CO Ark 'trim STEM : MIN. r' ` -3" FROM TOP OF 6' WALL STEM WALL EN11RE SIDE 7--STHD14e ci) I J 7 / STHD14 h • 9 7/ 1____.„. 3 I- - LTs---1 I ;,) i--� -121/4" I 1 L--"+_U I •-,—r FURNACE '1st aligns; 1 ABOVE / _ with rim I L__J ?� L 17 ; PLUMBING 11 0 56.0 FIXTURE 56.0 I j r ABOVE �•�." 1 11 '�♦ 8'-0" I-12Ya"I • + '-'J 1 I. M 16 I rn , _r" 1—1 56.0 7 n 'y 9Yz" I-JST 0 19.2" O.C. I - 31r CONC. TYPICAL y PA110 SLAB a o r I -16"I ?N SLOPE T � � L J �- T - - - j 2"DN FINISHED FLOOR I P.T. 4x4 POST I 4:21 1 ? -14" - AT +0'-0" f T TYP. I a (( + } 3'-°74 , ENTIRE SIDE 0 ® 3 6 �` I m o -v' ;� SLOPE Dl 56.0 i a • 18"x24" I CRAWL � +1 ON 2x4 PONY WALL SPACE �sQ• I AT HIGH FDN. `r1 ACCESS 1-121/41 ••fi _I-+i 1 4__1 - o % Li' � 'II I -1---T-------� • Its" x 9)c' LVL_-a__---� 3 974J 1-1---7---- ----- ce ® _ 18"x18"x10" FTG. 1 IngA ' ��W� (2) #4 EW • 12Ya I r i TYP. U.N.O. "� SIM. ' 1-113 1 11 bi • I ..L__ 134__974 LVL_.}__��L f 9'-3" 56.0 J I 14_ 1717 I 4"k18" FTG. EXTENSION, TYP. 9-_ lo !i n n 6,1 1 tD nut 1 18"x18" FTG. EXTENSION I in START FRMG. , ',' p 56.04 ,,_ 1- ••• V STHD14 - STHD14�/ o L,%1 -- -N SIM. 11 ALIGN ,•:OVE �7i 1 m ® -oS---- - HDUBL---- IN N. "5, ` - ''..r. i 1 HDU8 v - ^�4 1-IDUB � -�-- HDUB P2 12 7 I s p e ,, A2 56.0 L _ `a •N 11'-33/3 1 `--, IM. SIM. 1 -------- '° SLOPE 1Yz" c-- TOP OF SLAB -61/2" ' CONC. SLAB I e m TOP OF 8" -121/2" L STEM WALL • N NjI 8'-6YZ" CT# 14189 2014.09.19 1/4" = l'-0" (11x17) PLAN 4D FOUNDATION PLAN 1/4"=1'-0" FRENCH 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 t _(c)1983-2003 ENERCALC Engineering Software 14189_Plan Page FRMG Description Roof Frmg_Plan 4D Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.d1 RB.d2 RB.d3 RB.d4 RB.dS RB.d6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 @ Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description:pLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4D (1 of 2) Timber Member Information B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section Prllm: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 iLevel,LSL 1.55E Hen 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 [Center 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 175.00 295.00 Live Load #/ft 125.00 325.00 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= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 II Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.9 57.7 12.1 6.8 139.0 17.4 64.9 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 Reactionsill @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 i UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T` _(c)1983-2003 ENERCALC Engineering Software Description Floor Frmg_Trusses_Plan 4D (2 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 111 B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 4x8 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Douglas Fr- Lardi,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No _Center Span Data 111 Span ft 6.50 5.00 2.50 3.50 3.50 9.00 6.50 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 60.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 100.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.00 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.2458 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 10.14 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 3.25 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 330.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 25.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 195.00 LL lbs 2,356.25 2,426.55 956.25 446.25 315.00 1,690.56 325.00 Max.DL+LL lbs 3,802.50 3,885.70 1,531.25 857.50 472.50 3,073.89 520.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 195.00 LL lbs 2,356.25 2,688.45 956.25 446.25 315.00 1,179.44 325.00 Max.DL+LL lbs 3,802.50 4,303.30 1,531.25 857.50 472.50 2,256.11 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.014 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 5,756.2 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.023 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 3,453.7 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.036 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 3.250 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 2,158.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Lardi,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data 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 LReactions @ 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 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS i 1 Code Code I Code I Su gest Suggest Suggest L ick Lpick Lpick Lpick_ ^ -Joist b d Spa. LL DL M max V max EI L fb L hi L TL240 L LL360 1 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft. LL dell LL dell. size&grade I width(in.)I depth(in.) (in.) (psi) (psi) (ft-lbs) (psi) (psi) (ft) (ft) (ft.) (ft.) (ft.) (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio 11 9.5''TJI 110 1.751__ 9.5 19.2j 40 15 2380 1220 1.40E+08 14.71 27.73 15.231_ 14.80. 14.711 _ 0.651 0.481 13.31 13.45 13.31 0.441 360 0.32 495 9.5"TJI 110 1.75r 9.51 161 40 15 2380 12201 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.521 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110® 1111111M1 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.82 17.31 17.311 0.79 0.581 I 15.57 15.73 15 57, 0.521 360 0.38 495 9.5"TJI 110 1.75 95 9.6 40 15 2380 _._ 1 .. 1 4,_1.40E+08 20.80 55.45 _19.19,_18.64 18.641 0.851 0.621 16.77 16 .94 16.77 0.56i 360 0.41 495 1 9.5"TJI1101 1.75 9.5 19.21 40 10. 2500 12201 1.57E+08 15.81 30.50 16.34 15.371 15.371 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 16.34 16.34 0,68 0.54 15.17 14.84 A14 84 0,46 384 0.37 480 9.5"TJI 110 1.751 9.51 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.111__ 17.981 17.98 0.75 0 601 16 69 16 34 16 34 0.511 384 0.41 _ 480 - - - - - I 9.5"TJI 1101 1.751 9.5� 9.61 40 10 2500 12201 1.57E+08 22.36k 61.00 20.581 19.37, 19.371 0.81 0.65 17.98 17.60 17,60 0.551 384 0.44 480 9.5"TJI 210 2.06251 9.51 19.21 40 10 3000 1330, 1.87E+08 17.32 33.25 17.32116.301 16.30 0.68, 0.541 1 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 '18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 „ 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251_ 9.5,,111 121 40 10 3000 1330 1.87E+08 21.911 53.20 20.26 19.06 19 061I 0 79 0 641_1 17.70 17.32 17.32 0.541 384 0.43. 480 9.5"TJI 2101 2.06251 9.5� 9.61 40 101 3000 13301 1.87E+08 24.491 66.50 21.82 20.53 20.531 0.86 0.681 19.06 18.66 18.66 0.58r.-1 384 0.47 480 1 1 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89, 16.83, 16.831 0.701 0.561 15.63 15.29 15.29 0.481 384 0.38, 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 ‘,16.1.5',' 0,51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 121 40 101 3330 13301, 2.06E+08 23.081 53.20 20.921 19.69 19.69 0.821 0.661 I 18.28 17.89 17 89 0.551.. 384 0.451 480 9.5"TJI 2301 2.3125, 9.5 9.61 40 101 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.601 384 0.481 480 11.875"TJI 1101 1.751 11.8751 19.2, 40 10 3160 1560; 2.67E+08 17.78 39.00 19.50: 18.351 17.78 0.67 0.54 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 1,751 11,8751 121 40 101 3160 15601 2.67E+08 22.49' 62.40 22.81 21.461 21.461 0.891 0.721 19.93 19.50 19.50 0.611 384 0.49 480 11,875"TJI 110 1.751 11.8751 9.61 40 10 3160 15601 2.67E+08 25.14 78.00 24.571 23.12' 23.121 0.96, 0.771 21.46 21.01 21.01 0.661.. 384 0.53 480 1 - 11.875"TJI 2101 2.06251 11.875 19.21 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39" 0.811 0.651 18.00 17.62 17.62 0.55, 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 s 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 .18s72 0.59 384 0.47 480 11.875"TJI 2,06251 118751_ 12j 40103795 3 1655L 3.15E+08 24.641_ 66.20 24.101 22.68 22.6810.9510.761_ 210520.61_ 20.61 0.641. _ 384 0.52 480 11.875"TJI 2101 2.0625 11.8751 9.6 40 10 3795 1655: 3.15E+08 27.55 82.75 25.961 24.43 24.431 1.02 0.81} 22.68 22.20 22.20 0.69! 384 0.55 480 I 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 18.20 18.20 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 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11 875 121 40 101 4215 16551_3.47E+08 25.97 66.20 24.89 23.421_ 23.421 0_98I. 0.784_1_ 21.74 21.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.312511.8751 9.6_ 40 10 4215 16551 3.47E+08 29.031 82.75 26.81 25.231 25.23i 1.05 0.841 1 _ 23.42 22.93 22.93 0.72: 384 0.57 480 I f i 1 11.875"RFPI 4001 2.0625, 11.8751 19.2 40 10 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45, 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22,24 20.93 20.93 0.87 0.70 19.43 19,01 , ,:_:t9.01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 101 4315 14801 3.30E+081 26.281 59.20 24.481 23.031 23.031 0.96 0.771 ' 21.38 20.93 20.93 0.651..._..384 0.521._ 480 11.875"RFPI4001 2.0625 11.875 9.61 40 10 4315 14801 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 0.831 23.031 22.54 22.54 0.701 384 0.561 480 Page 1 D+L+S CTA 14189-Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke Desi.n Bucklin.Factor -_ __ -__--__ c_ 0.80(Constant)> Section 3.7.1.5111.1111 1.1111111111111--.11 Cf Cr b _�_-===� KcE 0.30 Constant > Section 3.7.1.5 Cb 0088_580800 2.3.10 _�_ '� ►' _ --_Bendin�(.�j'a Size Size m'a__ �����_�-__- Stud Grade De,th �_® duretlon duratio factor factor use_ ____-_--__- Q ��Vert.Load Hoc Load <.1.0 (�(a Cd !r!: Cr � !__J1! �' __ llemiiiimilimisiolloIllisiczal _®®�0� If �'� __�i Fc r�■ _ pal psi psi psi psi Fb•(1-fc/Fcel H-F Stud a ®®� �®'�' 0.9916 �®®1.05 RI 675 QM 800 1,260,000��� 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud ®®m �� 0.9968 1.00 ®®�' 1,15 675 800 1,zoo,000�®i. •..KM 340 80.102151111E] 000 H-F Stud ®®®�®®�®NIECEME 1.00 1.15 1.1 1.05 1.15 675 800 1_200,000 ��•... 340.90 340.00 0.00 0.000 H-F Stud ®®m®® 1550..1••y 1993.4 1.15 1.1 1.05 1.15- 405 800 1,2Q0,000�� � � 0.00 0.000 H-F Stud ®®®®® 2070 0.9953 2657.8 ®®IM®� 405 800 1,200,000 • r�"• � 0.00 0.000 m�� 310o NN 0.9921 _1.15 �®' '1200,000 ��__ -� ���_�� ® ��� 0.00 0.000 ®®�7.7083 7. �� 0.9952 2091.8 ®" 1.15 ®M 1.15 --_--�_ S 8®''®'�' 0.9944 ��• ': 1.15 1.1 1.05 1.15 1,2.60,000 ® �� 0.00 0.000 SPF Stud ��®��''�� 0.9944 2789.1 � 1,15 1.1 1.05 ®® 725_ 1,200,000 ®on] 1,00 0.00 _ 0.000 SPF Stud ®®®� ®�� 725 1,200,000�® 378.09 1.00 0.00 0.000 ®® 16 � � � 0.9957 2091.6 �® 1,1 1.05 1.15�� 725 1,200,000 854 531�]���MIECI 0.00 0.000 SPF Stud 1.5_ 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 _1.15III_ 1.05 1.15 675 725 1,200,000__854 531 875.439 _388.13 386.87 1.00 0.00_ _0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.05 1.15 675 725 1,200,000 854 531 875.438 388.13 387.30 1.00 0.00 ....__0.000 � ®lli®®® 16 p] ®� 0.2408 1.00 1.15 1.10 1.15 850 ® 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 M �m��®� 1.00 1.15 _1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 508.18 0.80 0.00 0.000 __® nallU ®''®IMIND 0.2858 = 1.00 =�m 1.15�__1,300,000 506 506.18 0.000 -_�-_ �_�_--��- SPF#2 3287MM 0.2737 3287.1 1.00 SPF#2 ®® 16 0.3905 3287.1 1.00 ® ®® 875 ® 1150 1,400000 1,308®1454.75 ��®uji 16 � 3287 ®®�i 1.15 875 � 1150 1,400,000 1,308®1454.75®®®®MIZEMBEIg 0.62 0 00 0.00 0.000 �___�= 0.3158 1.00 ® 1.15 ��' 1,400,000 1,308®I 1z®___� 0.000 NNIIIIII 11111111111111111 1111•11111111111111111111 Esammiummmin �mummaimp 0.9913r•IENIMOI® i � 1,200,000 ® 139.02 _____-_- ®" 0.00 0.000 SPF#2 ®®� 19 1455�' 0.9917 3287.1 1.3 �1_15i 400 000-��___-�_ H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 � 1.15 1.3 1.10 1.15�� 11®1 300,000 1,271 506 1644.5 2®®®® 0.00 0 000 0.00 0.000 Page 1 .0000 000000 0.0 a OP E FF �o oC LL oN _ uNi ID tt O� I�Nme^Y Om M H � N �; A- :9! O 7_ I< N m o0 m!�0 o !!!oolE N 2 O 0 O Y0 m r n 2g1:!2'42 N a'O 0 ro m m m N P 26N; NNIPV N�NNNN EEE f N M 11 P m m NoEEEM Y N EE �`LL" • am m mmmm mrm ��-� n IL 6 1� 1�h 1� r,5 N U m 00mm 0mm 2222212 .12.§§ NNQ IL 11OO qq. m mmm m m mmmm$ EEE M 0 0 �a n®n emn ID n IO.mn fD _ EEE 0 (Iv E N N N N N N NN N 1.5Z3 V V M M M M 0 000000 000000 000 EEE o 000 w a - -O0 00 F O O N N N MARE N N NO O O EEE ogo Y 0 w N II 'n 6 m tmN NN NNN M 0 222 ON r 2R w -7 n—n YVO NV Y e c < 4.7 3 LL LL p N N N N N N O m b EE a I Gmmrororom metromrom mm mm Z "'G FFF � m�Ur.-.o `off'Nlo FF Z I oa E a 00 020 EEE!E,E o2 0 0000 r. 0 0 o 0 0 0 0 o -=� m2mmm2 m mmm mmm m 2m 6 Y Y m m m m Y Y Y m �mp� oiI"���NNMtN O P N P N N N N N < M M M M N M M J h 3 ;7,424,711; ^N mY'y P N iP ONY V Y � J0 N O P P WP � P ,r,• Z 00000 C 0�0p0 COO OG OOG O CO W n�V M n V 0� 7;-:;1F, 0� Y m P P m m m m P m m m m P I; Oi m m J"N .nP W 2 ¢G 9 P WW N M NM NM r EE ¢ t mmo 0 v :m `a v NMI.O'1 N N N N M�N N N ��� N [:C r 0 N N N A P T U m I U yj •�C A m n m m ^ r m i N N N 2 � p1 P PITTI Y m m r 2 I C N N M N N U 8 U V Z O-M M M M M M M M M M M M N N N N 3 Y DIY V ? N m LL o LL LL N LL LL LL LLILL V#R lit#R ILL !g 1 1 aaaaaa naa a a V l m f 2 S 1 S 1 N,N N N mN LI2 S N N N N N,2 T{ VIM ixx=� avvvvv Tlxxxxx �i n T ayTc� T I TT a t a' T T T T T T T T T T T N A, C N n N s s s l N N n N(til N N N N n n E O m C�c G i b G G m A n n a G o. 'm NN N NNN NNin� ++�+ + in lin H ut ut N • I N N Nv,u,N s o�0 0l WIW -0 2�:00i N N N N N W T 14?:'m x WW W WWW WWW mINWNWW mNWNWW Q vvkgr N N m T o s gaga.m ONi mm V Nos Uo mfNiNVNi ON10 oo w NNSoow � w J J W o o f O- U1 � Q a x m 'w 4 Am n I O O O O I g§ I +N u l T N o N A • W (.l A m a A T nc w m 0000 2o- 0CU 211o NNN U -5-p N SIEPN TDI i r 0'N W . 0710 N N N a Z O N U U N . N - A Omm m O m 004 U 333 00o m!�HN3N NNNNNN r aIN A N P115 N N A N N 0 N N N N N NNN IW 0 W ji NNNNNIN NNNmm$—m i N m 0 '^ 0 0 a o a 0 NNI1+N N N 888888e. m N ' NN 00 m 0 0 O PPP O I O O O O N O O' O N m a o o Z o "000 :in oa o�Ob000 0lo 0Ooo 00 000 00 00000 ME I§ n ni + NNN NN +I+++++ ++++ +a T TIn w W T w u u W W W, TIT T T T T 0 T T A T T v + E 0 0 T pp po po n W+ W W 01 "0"" W 001 d p N A A A 7133,7-mi VVV W TWTWoToTTW 09,1 P AAA mmmmmA N N A ON O p�A A W W A A A W �,0 in A m + N m N A O ON1 o No O N u N�N U o 0 A N W0 U U m N m m + m'm A N WN Nm o l"712 m0 TW WmA A 1 n mWN m N NNOm 1.2 O +N o "g a m E m I N V+ EFAErilFP mv m wwu mmm mimlW.1'ANm mA W I0i1m'o 0.I pp ...... r uAi T N n u o SM-4tv u a N N N A m m a w m o w W N Nm m W r u Wlm_ W�t11 �O w p in W P N m 'a A m m O I N V T m 101110 WW m mmA mIWTVWIo D+L+S+.5 W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSVAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desirn Bucklin.Factor D+L+S+WI2 c 0.85 Emma=section 3.7.1.5 IIIMMIIIM .... _ Cr Ka 0.30(Constant)> Section 3.7.1.5 ��-- -"- Cf(Fb) Cf(Fc) 1997 NDS Cb ales > Section 2.3.10 Bending Size Size Re.. Cd Fb Cd Fc E..3.7-1 ation du tio Stud Grad: With Depth Spoon.ine Height11. Vert:Load Hoc Load NDS;0 2 Load Plat- (Pb)Cd a(Fc Fb factor factor Cr ,s Fc perp FcI . . Fc perp'� ��®�Fb"1-fc/Fce-f H-F Stud ®®H 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506MEE 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,386 506 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud ®®®nEENEEmaine 0.6876 NENEmiga®®1.05®icomlam1,200,00mumigeli 966 378.09 340.90 0.77 167.82 0.403 H-F Stud ®®H8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 5081E 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 320.00 0.81 135.51 0.343 ®®011110E1111211 2665 NIIIMIE 0.9999 3986.7 ®'I 1.15 1.05 1.15 11131MILEDIN 800 1 200 000MEMIIIIIIM 966 449.951111MINEMMICEDICEEINIIIIIIIM SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 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 1.80 1.15 1.05 1.15 675 425 725 1,200,000 1,388 531 675.438 378.09 338.17 245.08 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 1.05 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 1.60 1.15 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 0.9973 2789.1 1_80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531r,�' 388.13 316.19 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 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 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 MMM 7.7083 3287 4.855 0.3304 3287.1 1.60 ®11 1.10��� 1150 1,400,00511111111112! � 1015.45 531.23E 0.057 SPF 42 ®®m���� 3287.1 �® 1.10 1.15 1112111112MI 1150 1,400,000 2,09311INEUKOM ®111339 90.81 0.085 SPF#2 ®® 18.0 3287 4.065 0.3750 3287.1 1.60 INN 1.10 1.15 1111111 150 1,400,000 2,093 945.38 531.23 0.56 73.17 0.059 Milii SPF Stud 50.0 255 4.23 0.9959 2091.8 1.15 1.05 1,200,000 1,366 139.02 64.76 0.47 0.779 ®®�® 0.9925 9®'' 1.15 ® 1111111111111/1 ®®®1,400,000 2,093®®®® 151.11 0.64® 0.580 ESL ®®���� H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CTR 14189-Betahny Creek Falls LOAD CASE (12-18) (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+E11.4 _ 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 E..3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width De.h S.acin Hai.ht Le/d Vert.Load Hor.Load r_1.0 Load ir..Plate Cd Fb Cd Fc Cf Cf Cr Fb Fc.er. Fc E Fb' Fc.er.' Fc' Fce F'c fc lc/F'c fb lb/ in. in. In. ft. pB psf plf (Fb).__fa) psi psi psi psi psl , psi 1 psi , psi psi psi psi Fb'"(1-fc/Fce). H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud _1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 256.51 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 1.15 875 405 800 1,200,000 1,366 5061 966 378.09 340.9 270.48 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 1,3661 986 449.95 311.11 0.79 15868 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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 17.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1,5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253_97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.8962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 I 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.6 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 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 ' 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 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 1.60 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 19.8 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 78.47 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 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139,02 72.38 0.52 494.93 0,727 SPF#2 1.5 5.5 16 19 41.5_ 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 N ckersan St. ENGINEEIRING Sona 302 u r Seattle,WA 98109 Project: *- ...`•.- ._ -. ,,,...,,F.,; 'Date PAX: Client Page Number (208)28S-0618 'i~MM 714 4r 00100 p5r pes ai„, ( 15:X? *V... fillsW) 'ROA „ KatV OA 6*i-is) ----120 . 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P : "s • 1'„ 24, 4 ....._ ._,...,„ ,...... _., _... .. , ..,:., , . , ,,,.___._ . , .,. ,. „ , , . , , : , . . .. . , . . ,...,.:,.,. • �2d1 � .►��t�F t 4 Vii( ' 12 " • • /G` q.? `� �•�� • I—5- J V 6 iZl, • r 3X ,r♦ �+ 4 • sib • f , Y. ,1/.6V /4782 3 s 3.3‹ Wi /1 s • I 4z4_ gra ' ( �j 127-2 tfg & a po--.01P .f� Structural Engineers / ,,, 4?vos 4-3.6,¢ 3 Design Maps Summary Report Page 1 of 1 liMS 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, 122.7a7149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I zat il fi oJl l( I I s " i i k - ' � ;C y '"`�" v "�, .v a Fps. _ :� • f t .fie z 4,i ii i �� � a -� s i ems,,, 0. Y h m „,,. y Lake Oswego:, �r 9 T c� - .< y 'l b 1 ' t I�q Ly � i bo. 9 ,�`" � y � `' y°�� 4 °•'- f £ 4,4.. ,! / if, mo i... E:• ,m £e e £" f; E R !3 USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g Sol = 0.445 g For information on how the SS and S1 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. RICE*Response SpectrumDesign Response Spectrum 1.10t# o. 0, . al/ ze: 040 fl. 1 0.44 I 0. 4 &40 0..44an 0,23 0,22 011 0 v. a. .sus o. �. L 1.40 x.. a. 3_00 0.40 a.cer .sit 1. 1.13 I.C0 Period.T t Period,T del 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/de signmaps/us/summary.php?template=minimal&lath... 9/14/2015 • 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 4D Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.oov/desionmaos/us/application.php 6. Site Coefficient(short period) Fa= 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=F.*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC5= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.Os 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/ATable 12.2-1 13. Overstrength FactorDo= 3.0 N/A Table 12.2-1 14. Deflection Amplification FactorCo= 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 4D SDs= 0.78 h„ = 19.00(ft) SDI= 0.50 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k = 1'ASCE 7(Section 12.8.3) T�= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=S011(TIME)) (forT<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD1*11)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (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 0.0281 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;=w, 0.4*SDs*1E*w, 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPX Max. 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 4D NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.00 31.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.00 25.00 ft. - - Building Width= 22.0 50.0 ft. V ult. Wind Speed 3 Sec.Gust=' 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec Gust=n 3 ;40 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps3SA= 25.7 25.7;psf Figure 28.6-1 P530 a='.. 17.6 17.6>psf Figure 28.6-1 PS30C= 20.4 20.4;psf Figure 28.6-1 P5300= 14,0 14.0':psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00: Section 26.8 windward/lee 1.00 1.00'(Single Family Home) X*Ke*I 1 1 Ps=A*Kzt`I`ps30= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pss= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) ps0= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsAsndcaverage= 23.1 23.1 psf (LRFD) Ps B end 0 average= 15.8 15.8 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-> 1.00 1.00 0.50 0.50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 As, AB A0 A0 per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 31.00 12.0 0 144 0 120 0 72 0 228 Roof 19.00 19.00 4.0 48 0 40 0 48 0 152 0 5.6 8.0 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 0 0.00 0.00 Ar= 561 AF= 975 9.0 15.6 V(n-s)= 11.13 V(e-w)= 19.09 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 4D 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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00: 0.00 626 626 8.79 8.79 2nd 8.00 11.00 11.00 0.00, 0.00 0.00; 0.00 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 11.13 V(e-w)= 19.09 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6•W 0.6`W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.26 6.26 8.79 8.79 3.76 3.76 5.28 5.28 2nd 11 0 0 4.87 11.13 10.29 19.09 2.92 6.68 6.18 11.45 1st(base) 0 0 0 V(ns)= 11.13 V(e-w)= 19.09 V(ns)= 6.68 V(e-w)= 11.45 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 4D 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) —� 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 tsheathing = 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 4D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.76 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 vi Type Type vi OTM ROTM Unet Veum OTM ROTM Unet Ueum Urn HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (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 0.98 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.86 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 0.90 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.17 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 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 Ext. right 285 20.0 25.0 1.00 0.151 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 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 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. 3.76 0.00 2.73 0.00 EVwind 3.76 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd Panel Height r 9 ft. Seismic V I= 1.94 kips Design Wind N-S V i= 2.92 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V I= 6.68 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.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 vi OTM ROTM tine 11.„,n OTM ROTM Line U , Usun, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 63 1 3.5 8.0 1.00 0.15 0.17 0.22 0.11 0.16 1.00 0.78 99 P6TN P6TN 110 2.41 1.04 0.49 -0.09 3.45 1.26 0.77 0.12 0.12 Ext. left 2 90 5.0 8.0 1.00 0.15 0.24 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 109 3.45 1.49 0.45 0.45 4.92 1.80 0.72 0.72 0.72 Ext. left 3C° 397 22.0 24.0 1.00 0.15 1.05 1.36 0.70 0.98 1.00 1.00 77 P6TN P6TN 110 15.17 19.60 -0.21 -0.78 21.69 23.76 -0.10 -0.75 -0.75 0 0,0 0,0 1,00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 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' 0.15 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 71 2.23 4.55 -0.54 -1.21 3.19 5.51 -0.54 -1.31 -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 1.31 1.68 0.87 1.22 1.00 1.00 50 P6TN P6TN 71 18.80 34.30 -0.37 -1.05 26.88 41.58 -0.36 -1.13 -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 i 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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=L eff. 2.92 3.76 1.94 2.73 1.00 EVw,nd 6.68 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 4D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind E-W V i= 5.28 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V I= 5.28 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 Usum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 6.9 12.9 1.00 0,15 1.48 0.00 0.77 0.00 1.00 1.00 111 P6TN P6 214 6.14 3.32 0.45 0.45 11.85 4.02 1.25 1.25 1.25 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 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 6.8 9.1 1.00 0.15 1.16 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 176 4.80 2.22 0.44 0.44 9.26 2.69 1.11 1.11 1.11 - - 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 Front Faml* 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 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 2.64 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 188 10.94 11.43 -0.04 -0.04 21.10 13.86 0.54 0.54 0.54 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 0.0 100' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 27.5 27.5=L eff. 5.28 0.00 2.73 0.00 EVwind 5.28 EVEa 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind E-W V i= 6.18 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V I= 11.45 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 vi Type Type v i OTM RDTM Une Ueum OTM Row Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.45 0.00 0.00 0.00 1.25 1.25 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.44 0.00 0.00 0.00 1.11 1.11 - - 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 Front LR* 188 6.5 8.0 1.00 0.35' 1.06 1.86 0.33 0.96 1.00 1.00 199 P6 P4 448 11.62 4.50 1.22 1.22 26.20 5.48 3.56 3.56 3.56 Front entry 86 2.8 4.0 1.00 0.35' 0.48 0.79 0.15 0.41 1.00 0.61 332 P4 P4 461 5.02 0.95 1.95 1.95 11.41 1.16 4.92 4.92 4.92 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.79 0.00 1.19 0.00 1.00 1.00 85 PSTN P6 271 10.75 7.28 0.26 0.26 34.14 8.82 1.90 1.90 1.90 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.54 0.54 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 0.28 0.88 0.09 0.46 1.00 0.44 611 2P4 P3 581 4.89 0.82 3.06 3.06 10.45 0.99 7.09 7.09 7.09 GAR ABWP 100; 4.0 11.0 1.00 0.15 0.56 1.76 0.18 0.91 1.00 0.89 306 P4 P3 581 9.78 1.63 2.44 2.44 20.90 1.98 5.68 5.68 5.68 - - 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 1099 29.3 29.3=L eff. 6.18 5.28 1.94 2.73 EVwind 11.46 EVEQ 4.67 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 4D ID: Front Upper BR* Floor Level w dl= ! 150 p/f V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1480.0 pounds V1 w= 740.0 pounds V3 w= 740.0 pounds i ► v hdr eq= 59.6 plf -► •H head = I vhdrw= 114.6p/f 1.083 Fdrag1 eq= 179 F2 eq= 179 • Fdrag1 w= ,4 F2 ,- 344 H pier= v1 eq= 111.3 p/f v3 eq= 111.3 plf P6TN E.Q. 5.0 vi w= 214.0 p/f v3 w= 214.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 1 • Fdrag3 eq= • F4 e.- 179 feet A Fdrag3 w= 344 F4 w= 344 2w/h = 1 H sill= v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 114.6 plf P6TN mudsill feet OTM 6224 11963 R OTM 11261 8341 v • UPLIFT -433 312 UP sum -433 312 H/L Ratios: L1= 3,5 L2= 6.0 L3= 3.5 Htotal/L= 0.63 Hpier/L1= 1.45 ► 01 ► Hpier/L3= 1.45 L total = 12.9 feet • JOB#: CT# 14189: Plan 4D ID: Front Upper BA* Floor Level w dl= 150'. plf V eq 600.0 pounds V1 eq= 334.4 pounds V3 eq= 265.6 pounds V w= 1160.0 pounds V1 w= 646.5 pounds V3 w= 513.5 pounds _ ► v hdr eq= 66.1 plf ► •H head = A v hdr w= 127.7 plf 1.083 V Fdragl eq= 147 F2 eq= 117 • Fdragl w= '5 F2 ,- 226 H pier= v1 eq= 118.0 plf v3 eq= 118.0 plf P6TN E.Q. 3.0 v1 w= 228.2 plf v3 w= 228.2 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 • Fdrag3 eq= • F4 e.- 117 feet • Fdrag3 w= 285 F4 w= 226 2w/h = 1 H sill = v sill eq= 66.1 plf P6TN mudsill 4.0 EQ Wind v sill w= 127.7 plf P6TN mudsill feet OTM 4850 9376 R OTM 5569 4125 • • UPLIFT -88 642 UP sum -88 642 H/L Ratios: L1= 2.8 L2= 4.0 L3= 2.3 Htotal/L= 0.89 ► 4 ►4 m•Hpier/L1= 1.06 r1.Hpier/L3= 1.33 L total = 9.1 feet JOB#:CT#14188:Plan 4D ID:Rear Upper BR23' Roof Level w dl= 150 plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 2640..0'. pounds V1 w= 806.7 pounds V3 w= 1026.5 pounds V5 w= 806.7 pounds ► v hdr eq= 68.5 plf A H1 head=`Y vhdr= 131.9 plf I H5 head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 '1.083 '; A Fdragl w= -1.3 Fdragl r 205.2 Fdrag5 w= X5.2 Fdrag.w= 161.3 A H1 pier= vl eq= 114.1 pl/ v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= 5.0 v1 w= 219.8 pi/ v3 w= 219.8 p1/ v5 w= 219.81 ', 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= 161.2649 Fdragl w=205.2 Fdrag7eq= I..5 Fdrag8e. 83.7 y P6TN E.Q. Fdrag7w=205.2 Fdrag8w= 161.3 A P6 WIND vsill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 131.9 p/f H5 sill= 2.0 ED Wind 2.0 feet OTM 11073.7 21339.1 feet R OTM 13275 16216 y UPLIFT -122 284 V Up above 0 0 Up Sum -122 284 H/L Ratios: L1= 3.7 L2= 4.0 L3= 4.7 L4= ` 4.0 L5= 3.7 Htotal/L= 0.40 ► , ►, 4 ►. 1.. Hpier/L1= 1.36 Hpier/L3= 1.07 < L total= 20.0 feet Hpier/L5= 1.36 ,0.90 L reduction 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) Shearr°fl(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 Loadingf''''`"" (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 not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1* 2'to 18'rou h width of opening per wind design min 1000 lbf 9 on both sides of opening for single or double portal _ opposite side of sheathing t - i .i.ii . Pony , wall height 1 I ' '- Fasten top plate to header y— , V with two rows of 16d sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or I. 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' Min.double 2x4 framing covered with min 3/8" /: nailed to common blocking Thick wood structural panel sheathing with " within middle 24"of portal max I. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height "'" in all framing(studs,blocking,and sills)typ. . nailing is required in each panel edge. k Min length of panel per table 1 Typical portal frame construction N ' 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 :.,�, lack studs per IRC tables ;:l top and bottom of footing Lap bars 15 min. 8502' ( ) ( ) 4• 51 & 2. Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association