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Specifications (46) ./Li S D.v 1? Y9 OW Z S to SLtccc v Uc1 cT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206 285 4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace � IN o 4 Plan 3410 0,�` ��•; so •' • , 1 Elevation A ;d � � Tigard, OR `r . 22 193`REG�iN�<c<c' Design Criteria: 2012 IBC (ORSC, OSSC) 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 crawispace 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 ROOF Roofing- 3.5,psf Roofing-future 4.© psf 5/8"plywood(O.S.S.) 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. f.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.S.) 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 0 -- --- --- --- --- --- --- --- IF Ik �- 4X10 DR 2 2X1 HDR S;RB al iiiTi !! RB.a2 iI IIII- -± ,n1 cnN i!,:,A: Lx 1111011 C7 11 I Mk - 1 ,K CO 7::::::::::....1:.:F:..y....1....... i• I :r.' B.a 6 C2)2X1 i HDR ' '• ... ...... ....... . .... ....... .......... ....... ....... . "r GT.al I RB.a5 MIN.1HDR GABLE END'TRUSS L 1 ® CONNECT TO ROOF FRAMING BELOW Plan 3410A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 8 0 S1.2 MST37 MST37 /1P11 I o ) O C ® o 1 a1a w , # 1 r THIS P8 o SIDED \f 1 ° I P6TN THIS _ SIDE I r illIlIll Ir I I L i /oU/ 51 !I I r I I I I MST37 MST37 8 0 51.2 \ MST37 MST37 41,® MST37 MST37 8 S1.2 Plan 3410A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL ® 8 , S8 STHD14 STHD14 4ik O® f ,, 4X10 HDR STHD 4- 1 F rR 2 2X8 1DFt4 ` w� � r,�a Y�2 28 HD' 2)2X8 HDR ��' `y" ` III ° 1 11 fi IL (2) KING STT • c I �� 1 ilji f-rm x 1 l•,. .. -�,., I 4 ACH.St4,E}.41 . a Eli N _. _ ... _... 1 I �1. / j$ 11 FPXTURES ABOVE 1€ , € . j ®0 :`.' i3f,'E't€ ._. T P i.,£s,. £ 34- ki i- )E e 1 N L...1 .sU Ai1 0 : .� .. , ji ?•54 CC•I€ FIXTURES . ABOV= 2 , aS 3)4X1 r- -BEA7irT� ` i ' SIDE1 B © LSL 3'4X1 fB , c.!. 4 I I THIS® ! ' 1.I I i_ \ -- �ar.T----I11`= --t-t" - Vy a z, - TN THIS 11 I I 7 I /\/ 1\ snTAIR I a i � SIDE 11 :II . I\ FRAMING! z L, iT \ ! I, IIIvy \ ! J • •, ..- ,- /` ��""t_ ' LSC 1'/4XT4_--,-,-b, e YST S 014 - ! . € 2X8 ® 16 0.C. 1 v t; TOP OF CLOSET r---1 If ^ ! I I i t 1)C'1 ! \ z I -_cim I tI :oz ,,o X=o co 1, a m x.3 i" ,I i I of — I i -'RIM1 ORR� .. - _ 1 .?"- B.17 :.11 7 I 1 05 GT 2)22X8 HDR I vel'o .� ., Irikti171% MST37ST1CK FRAMEID FLOOR �I oIQ �` I 16 TO UPPER TRUSS { t3 TO RIM I R �I� S6.1 t mn p� �I ,,, .�: _5 ___ CONNECT EXTEND ` R. P CHORD rI 'I FRAMING P f--NASo Bio I ` I l �V 1 1 �I� Iltl'®1411 'NUNS 1 STHD14 ® 7 • 1 ®STRUCTURAL FACISA mSTICK'FRAME .`.0 I i' 18 1 I GABLE END_.'! ._.... I ',. L- (- ....'-1 . ---- )-- �2I PLATE HEIGHT AT UPPER LEVEL: 8'-1" PLATE HEIGHT AT MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGUSH REVIVAL -' ' .M '''. ''7..'IlIIIl. II.MIlIIMllIMllIMMlIIMIIMIMIMlMIlMIM.IIl.IlMMMlIMlMIIll.M.11.' 13'-6]' 4._6. 13,_3" • i I r , I THICKENED SLAB EDGE I IT 3W CONC. SLAB I 0'-5 W L! IIO® r-' • - 4---}- - -- - -- ' _SIBDl SIUDL4__ 1 I I A I I I `� r 0♦-1 I r 1 T r 1 Y L-L ® J ® 1 T 1 i i L D1 n ' IBX1BX10 FTC rT-1 ri TY (U .14 EA. WAY ♦-y��_—_—---—_—___r TYP UNO. S LTJ LTJ x I I i ,� 9)9'TJFS ri1 r I, O 16'O.C.U.N.O. 'a` gym"' -11+L-J L_J I. _ 41 IE E INSTAII SYSTFM Tn 1.4ti own " ALLOW ADEQUATE • DRAINAGE BENEATH I-114,4. SLAB ON GRADE AND i p rT1 CRAWL SPACE _ ETA CONDITIONS +_—___—___—___f�I I L J L•I 30X30X10 FTC a: I 6-3" •4'-2,11'1.0.3),14 3/4" EA.WAY9'-D 1 • 1 BNG WALL _ - POST UP POST UP P6TN THIS I-,-POST UW SIDE THIS 4�--��-5---4 C. I SID P6 L1_I I ..4/.::::/...../...../.l.;;-' I L..J----'------ /-�- -- -4 m • L M 1-- ' -,Irssm-nt-m-__._. - - -- n p9AYl '� •' I i• SPAS •I \r ♦ TTTT ® P4 ® , I yT,---POST UP TH014 SP-1014 014 Li_ I I © 311• •. C. SLAB II a; 0 ^ POST UP = I - I POST UP o El0 y I I POST UP POST UP 9'-51• I VOP■ -0'-2N* r 3x1)9 BLOCK OUT 3 0 STEM WALL TYP. _ =5'_3'X915 r , POST UP �_ .I -�� L 0 e IMAM'' - --' r 16 1' I - I I ABOVE' l 56.1 L`Q ick ♦ ♦ id 7 SR614 FS SIHDI4 IF�,' 1 ABOVERE I ' o 0 ,..._ L ONC . 11 j `I I SLOPE 116.. 11 -C J --Z___-j__— L_______ 1, l J -se TOP OF SLAB -10" TOP OF STEM WALL 1'-10'• 16'-3' 2'-4)', 6.-6• r-0). ♦ • • CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED, 965 SF/150=6.43 SF=926.4 SO.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. -13 VENTS O 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36'OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:23PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 11 User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 3410A GT REACTIONS Timber Member Information GT.al Timber Section 3.125x15 Beam Width in 3.125 Beam Depth in 15.000 Le:Unbraced Length ft 0.00 Timber Grade gals Fir,24F- V4 Fb-Basic Allow psi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type Glu Lam Repetitive Status No Center Span Data Span ft 14.75 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.8072 Mmax @ Center in-k 261.07 @ X= ft 7.37 fb:Actual psi 2,227.8 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 157.1 Fv:Allowable psi 276.0 Shear OK Reactions @ Left End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 @ Right End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 Deflections Ratio OK Center DL Defl in -0.202 L/Defl Ratio 876.5 Center LL Defl in -0.337 L/Defl Ratio 525.9 Center Total Defl in -0.539 Location ft 7.375 L/Defl Ratio 328.7 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410A ROOF FRAMING [Timber Member Information {. RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 1 Timber Section 2-2x10 3-2x10 2-2x4 2-2x4 2-2x6 2-2x10 2-2x4 Beam Width in 3.000 4.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 5.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hen Ar,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 6.50 5.50 4.50 6.50 5.50 3.00 Dead Load #/ft 300.00 315.00 60.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 525.00 100.00 100.00 100.00 500.00 100.00 LLLL Results Ratio= 0.7891 0.7072 0.8084 0.5412 0.5276 0.7891 0.2405 II Mmax @ Center in-k 36.30 53.23 7.26 4.86 10.14 36.30 2.16 @ X= ft 2.75 3.25 2.75 2.25 3.25 2.75 1.50 fb:Actual psi 848.5 829.6 1,185.3 793.5 670.4 848.5 352.7 Fb:Allowable psi 1,075.3 1,173.0 1,466.3 1,466.3 1,270.8 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 75.6 56.3 44.8 40.8 85.6 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions I @ Left End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 @ Right End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 .360.00 520.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in -0.024 -0.033 -0.089 -0.040 -0.045 -0.024 -0.008 UDefl Ratio 2,748.6 2,378.8 744.5 1,359.3 1,750.2 2,748.6 4,587.6 Center LL Defl in -0.040 -0.055 -0.148 -0.066 -0.074 -0.040 -0.013 UDefl Ratio 1,649.2 1,427.3 446.7 815.6 1,050.1 1,649.2 2,752.5 Center Total Defl in -0.064 -0.087 -0.236 -0.106 -0.119 -0.064 -0.021 Location ft 2.750 3.250 2.750 2.250 3.250 2.750 1.500 UDefl Ratio 1,030.7 892.1 279.2 509.7 656.3 1,030.7 1,720.3 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 User:3-2 03 ENE,Ver 5.6.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:FIoor Framing _(x)1983-2003 ENERCALC Engineering Software Description 3410AC FLR FRMG 1 OF 3 Timber Member Information 1 B.1 B.2 13.3 B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 6x12 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 5.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 11.500 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Hem Fr,No.2 Hem Ar,No.2 Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 5.25 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 165.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 440.00 40.00 40.00 440.00 Dead Load #/ft 400.00 400.00 415.00 415.00 175.00 175.00 Live Load #/ft 500.00 500.00 525.00 525.00 125.00 125.00 Start ft End ft Results Ratio= 0.9671 0.8643 0.7007 0.7804 0.5225 0.1555 0.6691 1111 Mmax @ Center in-k 59.95 26.64 21.60 97.91 16.11 4.79 177.87 @ X= ft 2.62 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 1,201.1 1,013.8 821.9 807.7 612.9 182.4 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,035.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 125.6 114.8 99.3 84.8 52.8 22.0 108.9 Fv:Allowable psi Shear OK 207.0 172.5 207.0 172.5 310.0 Shear OK 172.5 Shear OK Shear OK Shear OK 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 @ Right End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.025 -0.015 -0.009 -0.021 -0.032 -0.003 -0.115 UDefl Ratio 2,475.1 2,801.2 4,111.7 3,734.5 2,089.6 12,876.3 1,461.3 Center LL Defl in -0.042 -0.025 -0.015 -0.035 -0.027 -0.002 -0.307 UDefi Ratio 1,512.6 1,711.8 2,434.3 2,244.6 2,406.2 14,827.2 548.0 Center Total Defl in -0.067 -0.040 -0.024 -0.056 -0.059 -0.005 -0.422 Location ft 2.625 1.750 1.500 3.250 2.750 1.500 7.000 1../Defl Ratio 938.8 1,062.5 1,529.1 1,402.0 1,118.4 6,891.5 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 LTimber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 1 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x9.250 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x16.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E level,LSI.1.55E level,LSL 1.55E iLevel,LSL 1.55E iLevel,LSI_1.55E iLevel,LSL 1.55E Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No enter Span Data Span ft 4.50 9.00 9.00 3.50 5.50 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 3,815.00 2,658.00 2,016.00 LL lbs 5,233.00 3,688.00 2,614.00 @ X ft 1.750 2.750 9.000 Cantilever Span ill Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,658.00 LL lbs 3,688.00 @ X ft 0.500 I Ii.. Results Ratio= 0.5609 0.6033 0.4364 0.8709 0.1573 0.8424 0.9075 r Mmax @ Center in-k 15.04 80.19 2.70 101.07 24.05 128.76 362.33 1 @ X= ft 2.25 4.50 2.02 1.75 2.75 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -66.70 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 1,166.7 2,024.9 420.7 2,252.3 2,426.3 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 224.6 51.4 245.7 135.7 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ill @ Left End DL lbs 303.75 810.00 -137.67 2,065.00 687.50 2,016.50 2,313.07 LL lbs 810.00 2,160.00 360.00 3,036.50 770.00 2,614.00 2,217.73 Max.DL+LL lbs 1,113.75 2,970.00 222.33 5,101.50 1,457.50 4,630.50 4,530.79 @ Right End DL lbs 303.75 810.00 3,815.67 2,065.00 687.50 2,016.50 2,680.43 LL lbs 810.00 2,160.00 5,232.89 3,036.50 770.00 2,614.00 2,946.27 Max.DL+LL lbs 1,113.75 2,970.00 9,048.55 5,101.50 1,457.50 4,630.50 5,626.70 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF REc',IOENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FPa naming Description 3410AC FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.029 -0.017 -0.008 -0.034 -0.336 UDefl Ratio 5,369.5 2,521.1 3,770.6 2,426.9 7,953.4 1,943.2 590.1 Center LL Defl in -0.027 -0.114 0.027 -0.025 -0.009 -0.045 -0.362 UDefl Ratio 2,013.6 945.4 4,023.1 1,690.9 7,101.3 1,469.7 546.6 Center Total Defl in -0.037 -0.157 0.055 -0.042 -0.018 -0.079 -0.698 Location ft 2.250 4.500 5.544 1.750 2.750 2.750 8.448 UDefl Ratio 1,464.4 687.6 1,949.4 996.6 3,751.6 836.8 283.8 Cantilever DL Defl i -0.064 Cantilever LL Defl i -0.069 Total Cant.Defl i -0.133 UDefl Ratio 543.2 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page (c)1963-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 3 OF 3 _Timber Member Information B.15 B.17 B.18 B.19null Timber Section Palm:7.0x18.0 2-2x8 2-2x8 4x10 Beam Width in 7.000 3.000 3.000 3.500 Beam Depth in 18.000 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fr- Douglas Ar- 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data II Span ft 20.00 3.50 2.00 12.00 Dead Load #/ft 150.00 415.00 60.00 105.00 Live Load #/ft 400.00 525.00 100.00 175.00 Dead Load #/ft 400.00 Live Load #/ft 500.00 Start ft End ft 10.500 Point#1 DL lbs 2,016.00 LL lbs 2,614.00 @ X ft 10.500 Results Ratio= 0.6827 0.5603 0.0338 0.9756 111 Mmax @ Center in-k 890.34 17.27 0.96 60.48 @ X= ft 10.08 1.75 1.00 6.00 fb:Actual psi 2,355.4 657.2 36.5 1,211.7 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 149.8 74.4 4.4 67.9 Fv:Allowable psi 345.0 172.5 180.0 207.0 Shear OK Shear OK Shear OK Shear OK LReactions 111 @ Left End DL lbs 5,555.10 726.25 60.00 630.00 LL lbs 9,113.52 918.75 100.00 1,050.00 Max.DL+LL lbs 14668.62 1,645.00 160.00 1,680.00 @ Right End DL lbs 3,660.90 726.25 60.00 630.00 LL lbs 6,750.47 918.75 100.00 1,050.00 Max.DL+LL lbs 10411.37 1,645.00 160.00 1,680.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.254 -0.011 -0.000 -0.133 UDefl Ratio 946.7 3,712.4 169,372.5 1,085.7 Center LL Defl in -0.423 -0.014 -0.000 -0.221 UDefl Ratio 567.9 2,934.6 101,623.5 651.4 Center Total Defl in -0.676 -0.026 -0.000 -0.354 Location ft 9.760 1.750 1.000 6.000 UDefl Ratio 355.0 1,639.0 63,514.7 407.1 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 lMMlMMMMMlMMMMlMMMMMMMIlMMMI ' 77w'- Description:sF RESIDENCE Scope: STRUCTURAL DESIGN User 5006 Timber Beam & Joist Page 1 User 19 32KW-0602997,3ENEVer C5.8.0,1-Dec-2003 Engineering 14252_Plan_3410.ECW:CRAWLSPACE FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larth,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 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK II Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS ----------------- __�_ ' 1 Code Code Code Suggest Suggest Suggest L ick 1 L ick L ick L ick ---- -------------------------------------------------------- ------------------------ -- a--- P-------e---- p---- Joist1. b d Spa. LL DL M max V max' El L Ib Liv L TL2401 L LL360 L max TL(dell. LL dell. L TL360 L LL480 L max TL deli.iTL dell.LL deft.LL deft. size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (n.) ..rani.. .i..... .r.a io (psi) (ft.) (n) (ft.) (n• ... ........... 1 (n•) (in.) (in.j (ft.) (ft.) (ft.) (in) ratio (in.) ratio 99:55: 5 TJI 110 1 75. 9 5 19.27 40 15 2380 1220 1.40E+08 14.71i 27.73 15.23 r 14.80 14.711' 0.66 0.48 1134:3114 13 45 13.31 0.44 360 0.32 5 1- - - - 14. 9.5'TJI110, 1 751 9.51 16r 40 151- 2380 1220; 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.751 9.5 121 40 15 2380 12201 1.40E+08 18 611 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.521 360 0.38 495 9.5"TJI 110 1 75 9.5 9.61 40 15 2380 12201. 20 801 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0 561- 360 041 495 ----- ----- ---- - - --------- 9 5'TJI 1101 1.75 9.51 19.2 40 101 2500 1220 1.57E+08 15.811 30.50 16.34] 15.371 15.371 0.64 0.51 14.27 13.97 13 97 0 441 384 0.35 480 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 ;14.84 0.46 384 0.37 480 9.5"TJI 1101.---------1.75J 9 5 12 40 10 2500 1220' 1.57E+08 20 00 48 80 19 11 17.98( 17.98' 0/5 0.60 16.69 16.34 16.34 0.511-- 384 0.41 480 9.5"TJI ---- - -------- ------- ------- -- - ---- ---- ------ - 3 110 1.751 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58. 19.371 19.371 0.81 0.65 17.98 17.6.6 0 17.60 0.55 384 0.44 480 9.5"TJI 210 2.06251 9.51 19.21 40 10 3000 13301 1.87E+08 17.32 33.25 17.32j 16.301 16.301 0.68 0.54 15.13 14.81 11q 81'' 0.46 384 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 5 1 .3 0.49 384 0.39480 9.5"TJI 210 2.06251 9 5 121 40 101 i 9.5"TJI _ 3000 13301 1.87E+08 21.91 53 20 20 26! 19.06 19.061 0.79 0.64 17.70 17.32 177 322 0.541 384 0.4343 480 210, 2.0625 9.5 9.-611 40 101 3000 1330 1.87E+08 24.49 66.50 21.8-21 20.53 20.531 0.86 0.68 19.06 18.66 18.66 0.581 384 0.47 480 9.5"TJI 230 2.3125 9.51 19.21 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 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 ,,; "1545 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.51 121 40 101 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.691 0.821 0.66 18.28 17.89 1789 0.561 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.61 40 101 3330 1330' 2.06E+08 25.81 66.50 22.54 21.21 21.211 0.881 0.71 19.69 19.27 19.27 0.601 384 0.48 480 I 11 875'TJI 110 1.75 11.875 197211--- 40 101 3160 1560 2.67E+08 17.78 39.00 19.591- 18.35 17.78 0.67} 0.5441 17.04 16.67 16 67 0.521384 0.42 480 11.875"TJI 110 1'.75 11.875 16' 40 10 3160 1560 2.87E+08 19.47 46.80 20.72 19.50 19.476 0.81 0.65 18.10 17.72 ,,. 47.72" 0.55 384 0.44 480 11.875"TJI 110 1.751 11.8751 12j 40 10 3160 15601 2.67E+08 22.491 62.40 22.81; 21.46 21.46; 0.89 0.721 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875; 9.61 40 10 3160 15601 2.67E+08 25.141 78.00 24 57 23.12 23.12 0.96 0.771 21.46 21.01 21.01 0.66 384 0.53 480 I 11.875"TJI 210 2.0625 11.8751 19.21 40 10 3795 1655 3.15E+08 19.48 41.38 20 6119.391' -- - 19.39 r 0.81 0.65 18.00 17.62 47 62 0.55 384 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 40 101 3795 1655 L 3.15E+08 24.64 66.20 24.101 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.641 384 0.521 480 i __.______ __4 11.875"TJI 210 2.06251 11.8751 9.6 40 101 3795 1655.1 3.15E+08 27.55 82.75 25.96 24.43 24.43� 1.02 0.81} 22.68 22.20 22.20 0.691 384 0.55 480 11.875"T.11230! 2.31251 11.8751 19.21 40 101 4215 1655; 3.47E+08 20.531 41.38 21.281 20.03 20.031 0.83 0.671 18.59 18.20 18.20' 0.571 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08' 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.84 ` 19.34 0.60 384 0.48 480 11.875"TJI 230 2 3125 11.875f 12 40 10 4215 16551_3.47E+08 25.97 66.20 24 69 23 42 23.42: 0.981_ _0.781 21.74 21.28 21.28 0.67 384 0.53 480 11.875'TJI 230 2.3125 11.87 --- '�- -'--' ---' '--- 9 6i 40 10 4215 1655 3.47E+08 29 03 82 75 26 81 25.23 25.231 1.05 0.84t 23A2 22.93 22.93 0/2 384 0.57 480 11 1 11.875"RFPI 400 2.0625 11.875! 19.21 40 10 4315 14801 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.821 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 10,01 19.01, 0.59 384 0,48 480 11 875"RFPI 59.20 1 2.062 11.8751 121 2.0625 11.8751 9.61 401 101 4315( 14801 3.30E+08 1 1480! 3.30E+08 29.38, 74.00) 26.37,1 24.81 24.811, 1.03) 0.771 0.83 I 21.381 20.93 20.93 23.03 22.54 22.54' 0.70 384 11:875"RFPI 400 0.52 480 0.561 480 Page 1 D+L+S CV/14189-Betahny Creak Falls I LOAD CASE (12-12) (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 BuddingFactor D+L+S _K: 0.80(Constant)> Section 3.7.1.5 Cr Cb 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 NOS 3.9.2 Mao.Wa0 duration durationfactor factor use Stud Grade Width Depth Spacing Height Leld Vert.Load Hor.Loa u=1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb 1b/ in. in. In. ft. p0 pst pit (Fb) (Fc) psi psi psi 'Si •sl •-I •.-I •-I •iI •sl Fb'•1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 , 425 725 1,200,000, 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 825 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud _ 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 __1.15 1.1 1.05 1.15_ 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67_ 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 ' 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF 02 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 ' 1.5 5.5 16 19 41.5 1360 0 0.9869 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 0*Lu W CT#14189-Betahny Creak Falls LOAD CASE (12-13) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 �®1111EilDesi.n Bucldin.Factor 1.11110111111.11111.1111111213231•11111111111111110111111 ____ _-___---__ mu Constant > Section 3.7.1.5====�=== �_-�__---__� Constant > -Beckon 3.7.1.5 �=__-�1_�11-1997 NDS___ '�' �=1 1 Section 2.3.10 __- EIZ• ELLIIIaIIIIIMIIIMIMIIIMI-IEEDJIEEIINELNDIIMIIIII -NIMIIIIIIII- ®���® NDS 3.9.2 Ma:.Wall duration duration factor factor use MEM ®�®® Vert.Load Hoc Load =1.0 oed C•Plat-Cd Fb Cd Fc, Cf Cf Cr MEM E F'c fc ®© Po/ H-F Stud-®® in. 1�������_ .1 _� (�}'��1� '-i ���=�� • �� r�_____ ___ H-F Stud ®® 16 7.7083 26.4 30.9 1075 9.71 0.9951 1993.4 1.60 1.00 755 8.46 0.9942 1993.4 1 60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.7840 515 42 427.08 5 447.52 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 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.58.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 MIIIIIM_�7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 ®®E � m�� �i3 1.60 1.00 ®ice® 425 EMI 1,200,000 ®IMIEZEfl_ ALM IIIMICEM SPF Stud 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud ®® 12 8.25mpamme 09952 ®' ®ID 1.15 675 _425 725 1,200,000 1,366®� � �, 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 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 1.10 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 ®®N 7.7083 3287 9.71 0.4327 3287.1 1.60 1.00_ ®1.10®IS� 1150 1,400,000�®� S2 ®®m��� 0.6033 FM 1.60 1.00 ®1.10®��®' 1,400,000 940.30 531.23®i 1 0.114 SSPF PF#2 1111111111111 ® ill 1150 884.69® 0.60 18.0 8.13 0.4790 3287.1 1.60 1.00 1.10 1150 1,400,000 2,093 1296.30 884.69 531.23 0.60 146.34 0.118 IIIIMIIMIIIIIIIIMIIIMIIIMIIII1111111113111 _- SPF Stud 50.0 70 8.46 0.9957 2091.8 1.60 1.0011111.05 1,15 675 425 725 1,200,000 1,386 531 761.25 144.26 138.14 17.78 0.13 W### 0.979 ezam ®®��� 660_ �-1 00 BM1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 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 W t g l E0 g RIME W 7 Y m W FE foo" 0000 000 0 0 00 'Gc G0 oG a LL �N Y n M W m Y NO N WW W M Oa0 W a0a?O m mp !NM a ai20 mA. mnM(gyp 0 e�DY ' oY W m Y N m a unlmo�n onm oon a!! !!! H c o 0 0 0 o c O W W N Y Y N N Y N m m 444 nN ron NN g W O W a7 YMnna�ioi ERR gs "�n N NNN� N N N N N N N N N W— NW W ON N N N n n N N r 442 O g4 N N W IL O.QMaYIE aw1R ORRERR EEE F NN M P ?2. 422282 Y O O s W s m Y n 22,2 N 4a WYWyWy WyyWW YWm 4W LL dNmtmn'ig4mm(OmpmY W en'Ianl YYf an'I ON �O N FE Min mi W Go 22222 ;YY OO♦n m: �%" LLg uiviviviui Wm� 1'1 MS N 00 mmmmO mW mW %%%%%% O O O O N y I 088 i N N N N N N LL ��pp m ��pp �p W mmmmbtD W 0Mf0ME NMPMI W NM G M M M 0 0 0 0 0 0 U�� LL 6 _ _ _ _ _ _ _ _ - Cl N N N N r N N N IU U o"o 000 oogogo 00000aE §.74§§0000 0 00 000$go 000 00 Ow §000$ §000 0 00$00 SSS G o00 0 O p WFFFFR 11 6m aOD a00 m0 a0D rlm�n rn r M n W � a W 6aaa00O 000 NNNNNNW "0"88 NNN Y 00 N LL N m0 LLao ammmmm mmommm EEE EEE W m LL a W W W ghE222282 000000 444 000 y1 � n` Q LL O 0 i°,52-, W g-0, 222222 m00000 222 0 00 m 00 m v U RY W W n W m r W Y Y Y m IA 3(0' W N na0 W'20 WmaD ggg NNIW agg g z !!?2 N�N eW'I N N N N N O M M M MC . N O � p RIM Mill W tn+IS NCO � �' '$ M R I W W Ol W W i o W G N N o W G m g: ::.00. 0 0 0 0 G 0 0 0 0 C C Z Y c iv�� n�e� nmm nim m wW J W 0 W m m W of m m 0 Oi W W S ap O v J,roW o m g ® N W W b W W�N � r N MMM MPI a r� o � N Wo N WMMN OWMN m�o N �Y+ M M N M W W M N M n W W 85 " OI m W W�N N N o N ^ N g W W � 1111 0 0 r W m n WOW W 1�N NN S �^A ,W W N W N m W W N W N W 555 WWW 5 55 IL .. 1 Y m N u C c w dC W M M M M M M M M :n: M U O 0—MMM M N N N n: I!i tgm0 G o WWW a_ � Y O u V U o w m l W m W W W W W N l I l" A i g W v' A LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL 0 N 2 f f 2 f S N N N N$ 1±1 N N W W N f D+L+S+.SW CU 14189-Betahny Creek Falls i LOAD CASE 1 (12-15) 1 (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+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30 Constant > Section 3.7.1.5 - -------- .-__ Cr (Varies) > Section 2.3.10 Cf Fb Cf c 1997 NDS 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 Width Depth Spacing Height Le/d Vert.Load Hof.Load <.1.0 Load a Plat:Cd(Fb)Cd(Fc` Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb ib/ M. In. In. ft. plf psf PO (Fb) (Fc) psi psi psi psi psi psi psi psisl P pal psi Fb'•(1-1GFc) 1.5 0.993560 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 515.42 441.22 339.05 0.77 188.38 0.4003 1.5 0.992380 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 248.35 0.72 223.76 0.470 Ii, 1.5 3.5 12 B 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 , 3.5 16 8.25 28.3 1195, 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366- 506 966 449.95 395.22 303.49 0.77 180.69 0.408 ®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, 506 966 449.95 395.22 320.00 0.81 135.51 0.343 1.5 3.5 8 8.25 28.3® 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.151 675 405 800 1,200,000 1,366 506 986 449,95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 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 OFF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15_ 1.1 1.05 675 425 725 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 0.8969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 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 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 53123 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 4.065 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 1,200,0001 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 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSI/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 Bucklin.Factor D+L+S+EI1.4 Cr _ c 0.80 Constant > Section 3.7.1.5 1997 NDS-_� KcE 0.30(0 Section 3.7.1.5 - _____E1_�� �' _[Section 2.3.10 ----�Com•.L�QT'311111111•11111 -����� -��- NDS 3.9.20lall Plat- Cdratlo)duCd(P fa dor factor � Stud Grad: VNdth Depth Spadn, HeightI:I Vert.Load Hor.Load o-1.0 Load Plat= (Fb)Cd(Fc, Cf Cf Fc perp Fc perp' in. In. In. It. •8 •s( df b Fc •si Fb"1-fclFce 1 05 1.15 675 405 800 1 200 000 1 366 506 IIIEI 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud ®®H 77063 26.4 1415 3.57 0.9983 1993.4 IHI 1 15 9 30.9 1010 3.57 0.9960 19934 1.15 ®1.05 1.15 875 405 800 1,200,000 1,386 506 378.09 340.90 256.51 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 1,386 506 966 378.09 340.90 270.48 0.79 141.83 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 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 1,366 531 875.438 378.09 338.17 268.57 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 8.25 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 8 825 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 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 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3267.1 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 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 0.58 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 1100,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 M. MMIMIMMMMlMMIMMlM.lMMMMl.I.MMM7..-lEEl , , - 250 Nickerson St . Suite 302 Seattle,WA / Protect:, t - Date —--'-- 8- - . (92:6 72854512 MX: client Page Humber: (206)385-0618 1r) --. Maw. arl Kate (*viz) .5k iS) -r---:/-2o Mit, ra-2- etait)(4t4-15 ) lic 3eIC. nA k Yik 61-0 tis) . 2. cr-- 1 tr,pr> he ,, ,, ,„ Th, . litT. 1,0•"-:-, ZrA(11.4%-i5)1103, 4=-. ve 18191 e 0 c ---xl - t ' p.;_, Oa 4, 2:7t3re if- dt5 .T., iii9g* f----z. . ' -1. i9rP Psk 1 Ifigr.--1 ..-: 2. ift,i I 36' seem f-Z J - # . ----4 Structural Eng1neer3 180 Nickerson St. Mal ENGINEERING Suite 302 Seattle,WA iNC. 98104 Project: kP t e i , 3 Date: (206)2854512 Ghent: S)NY Plh4J$' P te51 - Page Number: (206)285-0618 —\ f ". �, Lr� Wit; , e2fitor? .91 , i L e.. e - w/ _ -�- - = - 11 JV r� f��- � y 3 J v . _: )off,+8 y 171,3 8 Gr/ II - 100 y"«� of .„ � I„ S 1 a. 54 iL, Structural Engineers • C T E N G I N E E R I N G 180 Nickerson St. Suite 302 ,nqq��J'���, f I,II NN C. /�� /� p Seattle,WA Ptojec7TLIP Irl"YY7alLL 7 1 '?t IJVLf • ® G Date:_itO4. o 98109 (206)285-4512 2012 /r�08 DPWS S IJPFAX: Client: Page Number: (206)285-0618 f 1�lV� - :: , Mor S } �� �' t J ; 'r �Ti _. . . .. . ____ i ,-- ' -i --4 -7p.... ',- -, : -,-- '. -, , -i,---;A4-I . -.. , , , „.„‘,.., „ , . , , ,, .. .. . . _.L. . .. • ,. „ ,,. . ,. : , ,,,.... . ,_ . , . _,_____ , , „,_,_,_,f....; • . ; .-t-- . _ 3s, �� iS it 2 } ®+ -- st; fb 1 ' , t _ . 12 2 - �' Ai•a- z,� ud 1 _ 1065 ,_ 11.42 ._ } 1, - #x - ( f f X SOS (0i . — / - ? , �'� _ Nom _. 11 d ; 1k , v t ' • � • � _. r. ,• ' j i -r X • 5z � - ` 4z¢- .A4. _ • f 1 - s • � 2 : r r� i i ' - { _— - , : 3 • �_ ' ; ; 1 ; ; ; : . ; rar---.•9 Ir. , . r/ Structural Engineers I. siTvos 4-,3.6,¢ 3 -- - •� • 414 Design Maps Summary Report Page 1 of 1 Ems 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 rtr# a . Yik a L w r > AI ,-%;;;!N; „3" 7-14:to-4 e/'�cO y. P.ah +fY s, El 2 a M E Fri A � m � -4. � 3 �� jj a e A y USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g S3 = 0.423 g SM: = 0.667 g = 0.445 g For information on how the SS and SS 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. MCE*Response Spectrum Design Response Spectrum 0,2 1.10 ,20 402 022 0,22 0.54 4 77 0.24 0.40 3, 4,n 0.55 4i 0.40 0.44 0.22 0,22_ 0,24 0.22 0.14 011 0.122 0,00 0,00 0. 0.20 0.40 0.40 0.00 1.00 1.20 1.40 1.40 1.20 2.00 0.00 0.20 0.40 0.400 &40 L00 L20 L48 1.40 140 2.00 PiktiOdg,y 1040 Pmeiad.T(.oc) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is= 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 http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/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=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sps= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, 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 SDC, = 0 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 00= 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#14252:Plan 3410 Sps= 0.78 h„ = 18.00(ft) SD,= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1'ASCE 7-05(Section 12.8.3) TL= 6'ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/0-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 WC E 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cyx = DIAPHR. Story Elevation Height AREA DL w; w, *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00' 18.00 1460 0.022' 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00' 10.00 1460 0.028' 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F; w, E w, FPx= EF, *wPx 0.4*SDs*IE*wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3410 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00';ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0' 43.0':ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gust= 7,,:iii. <<<ii 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 Ps3o B= 4.6 4.6 psf Figure 28.6-1 PS30 C= 20.7 20.7>psf Figure 28.6-1 PS30D= 4.7' 4.7 psf Figure 28.6-1 A= 1.00' 1.00; Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Ke*I : 1 1 Ps=X*Kzt*I*Paso= (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) PSD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A and C average= 24.7 24.7 psf (LRFD) Psa.ndoaverage= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00; 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1 00 0.89' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof -- 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(ns). 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 I ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT 4: CT#14252:Plan 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 4.00: 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00; 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 lst(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 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#14252: Plan 3410 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 NS(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL elf. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OT. RorM U,l Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1' 730 33.5 36,0 1.00 0.15' 2.61 0.00 1,79 0.00 1,00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 Ext. left 2' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0,00 1,00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0,00 0,00 1,00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Ext. rightl** 730 39.5 40.0 0.90 0.15' 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 perf Ext. rightl 0 ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 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. right5 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0,00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0---- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 73.0 69.1 =Leff. 5.22 0.00 3.58 0.00 EVnd 5.22 EVEQ 3.58 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V I= 8.16 klps Min.Lwall= 2.86 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W p,.= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd Max. Wall ID T.A. Lwall LDL eff. C 0 w di V level V abv.V level V abv. 2w/h v i Type ype v i OTM ROTM Unet Ueum OTM ROTM Unet Unum U:,,„ HD (sgft) (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 1 730 42,3 42,3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 pert Ext. left2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - • 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl* 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rght3** 00.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 0 .00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0=L eff. 2.94 5.22 2.53 3.58 1.00 EVW;ld 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height 9 ft. Seismic V I= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0,7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U. OTM ROTM Unet Usum Usum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2` 320 6.5 11.5 1.00 0.15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR3* 410 8.3 14.8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 S 2.8 7.8 1.00 0,15' 0.00 0.00 0.00 0.00 1.00 0.61 0-- -- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR* 730 ' 21.8 27.8 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 138 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EV,„.,od 5.94 EVEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right] CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.88 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U,um OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11.3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0-- -- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - -' 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 1074 14.0 16.0 1.00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 0.00 2.05 2.05 2.05 Gar Rear 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kite 252 9.5 14.5 1.00 0.30' 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- -.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EVb.„,d 9.64 EVEQ 6.11 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 • ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 780.0', pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0 pounds V1 w= 650.0 pounds V3 w= 650.0 pounds -0. v hdr eq= 67.8 plf •H head= v hdr w= 113.0 plf W 1.083 Fdragl eq= 170 F2 eq= 170 Fdrag1 w= " F2 -283 H pier= v1 eq= 120.0 plf v3 eq= 120.0 plf P6TN E.Q. 4.0 v1 w= 200.0 plf v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h_ 1 9.083 Fdrag3 eq= • F4 e'- 170 feet A Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN 4.0 EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.79 0 41 1041 ► Hpier/L1= 1.23 .40- Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3' Roof Level w dl= 150 p/f V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds --0- v hdr eq= 68.5 p/f •H head= iik v hdr w= 92.9 p/f W 1.083 Fdragl eq= 223 F2 eq= 223 Fdragl w= • F2 -302 H pier= v1 eq= 122.4 p/f v3 eq= 122.4 plf P6TN E.Q. 5.0 v1 w= 166.1 p/f v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e•- 223 feet A Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 p/f P6TN 3.0 EQ Wind v sill w= 92.9 p/f P6TN feet OTM 9174 12444 R OTM 8015 9790 ♦ UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 Hpier/L1= 1.21 II.-41 ►� 0. Hpier/L3= 1.21 ► L total= 14.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID:Front Upper Loft* Roof Level w dl= 150 plf V eq 0,0pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds _÷ > v hdr eq= 0.0 plf •H head= $ v hdr w= 0.0 p/f 1.083 Fdragl eq= 0 F2 eq= 0 • Fdragl w= I F2 -0 H pier= v1 eq= 0.0 p/f v3 eq= 0.0 plf _ WIND 2 .5 v1 w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e•- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 10 • UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 4 ► 4 1.4 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 p/f V eq 183,0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds --111, v hdr eq= 6.7 p/f --0. •H head= $ v hdr w= 140.1 p/f 1.083 Fdragl eq= 34 F2 eq= 6 • Fdragl w= .0 F2 -131 H pier= v1 eq= 8.6 pff v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 pff v3 w= 179.6 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e•- 6 feet • Fdrag3 w=710 F4 w=131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 p/f P6TN 4.0 EQ Wind v sill w= 140.1 p/f P6TN feet OTM 1662 34788 R OTM 27515 33612 • v UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.3 Htotal/L= 0.33 Hpier/L1= 0.22 104 Hier/L3= 1.20 p L total= 27.3 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds _ > v hdr eq= 50.0 p/f --IP. •H head= v hdr w= 80.0 plf 2.083 Fdragl eq= 300 F2 eq= 300 h Fdragl w= ,=0 F2 -480 H pier= vi eq= 170.0 p/f v3 eq= 170.0 Of P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 ptf P6 WIND feet H total= 2w/h= 1 2w/h 1 10.083 Fdrag3 eq= s s F4-•- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 1 0 4 0 4 ► Hpier/L1= 2.00 4 ► Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT` Roof Level w dl= 150 p/f V eq 1610.0' pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0, pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds _i v hdr eq= 111.0 p/ --► •H head= ilk v hdr w= 136.6 p/f W 2.083 Fdragl eq= 321 F2 eq= 234 A Fdragl w= .5 F2 -287 H pier= v1 eq= 169.5 p/f v3 eq= 169.5 p/f P6 E.Q. 5,0 v1 w= 208.4 p/f v3 w= 208.4 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 p/f P6TN 3.0 EQ Wind v sill w= 136.6 p/f P6TN feet OTM 16234 19964 R OTM 7745 9461 • UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 Hpier/L1= 0.91 , ► 0 ► Hpier/L3= 1.25 ► L total= 14.5 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart••tt(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 0.51 3.42 10 1,125 Foundation for Wind or Seismic Loadingf''b,") (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 per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Jr v. Pony J j ` =iir wall • height Fasten top plate to header with two rows of 16d sinker nails at 3"o.c.typ i •P Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown t panel sheathing max ` - total o▪i. v;.' Header to jack-stud strap per wind design. ` wall Min 1000 Ibf on both sides of opening opposite • height side of sheathing. '' If needed,panel splice edges r�~ shall occur over and be 10' in Min.double 2x4 framing covered with m 3/8" • nailed to common blocking max .j, 7. thick wood structural panel sheathing with • • •• within middle 24"of portal r. 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. r nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame kik construction Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables y / top and bottom of footing Lap bars 15 min. -- 4,,.., i 1 R502.5(1)&(2). ,,,1\_. • ., . Min footingsize under opening is 12"x 12".A turned-down Manic 000(eb hold-downdded slab shall permitted at door openings. to 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 ©2014 APA—The Engineered Wood Association 0 Roseburg J3 MAIN 10-27-15 r1 Forest Products Company 3:22pm CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 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: Beam1 x .mix ;v i S n R, , ,. 11111.11111111111111111111111111111111. 1330 1060 0 1030 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1f) 169#(126p1f) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 16.0" 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 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent End Reaction1 D+L 387.# S 1151.# 33% 0' Odd Spans ns D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" U971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" U999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are t ademarks of their respective owns s KAMI L HENDERSON 'StTQngTie Copyright(C)2015 by Simpson Strang-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Fleorjdst,beam or girder,shown on this drawing meets applicable design cdteda for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 sRoseburg J2 MAIN 10-27.15 Forest Prrxlncts Company 3:21pm CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 i r :3 12 7 0 12) 12 7 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.000app Length Required Reaction Uplift DFL Plate(625psi) N/A 1.750" 441# 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# _ Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 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 1404.'# 2820.W 49% 6.29' Total Load D+L Shear 441.# TL Deflection 1220.# 36% 0' Total Load D+L 0.2233" 0.6365" U684Total Load D+L LL Deflection 0.1717" 6.29 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All p oduct names are t ademarks of their respect ve owners KAMI L HENDERSON Stroneie. Copyright(C)2015 by Simpson Strong-Tie company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defned as when the member,floorjoist,beam or girder,shown on this draws" meets a PACIFIC LUMBER&TRUSS must be reviewed by a qualified desi ner or desi n 9 passable design criteria for Loads,Loading he ma ufa and Spans listed on this sheet.The design BEAV 503-8588-9663-9663 OREGON 9 g professional as required for approval.This design assumes product installation according to the manufacturer's specifications.