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Specifications
/14S7 l3 47- sw s �`� CT Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) #15238 RECEIVED Structural Calculations OEC 3 0 2015 CITY OF t IGARU River Terrace BUIN Plan 3413 � �`,�GI60 60 W Elevation A Tigard, OR ti Rzz M `3 S T. Design Criteria: 2012 IBC (ORSC, OSSC) 11/03/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing=future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1);5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Mise. 2.6 psf FLOOR DEAD LOAD 15.0 PSF TF - --- --- --- --- --- --- --- --- -- --- --- --- --- --- -- --- I (2 X10 H R 10 HD I I I RB a2 RB.al I I = ro I z W I � a i I I I I I I I I I I I I I I I I I I I I I I I I I 9 I I I py I I I I I 22"x3D" m I ATTIC ro = I ACCESS I I I I I I 1 I I � I I ¢ I Z cQ C I ------- ---------- -------------- r— FL- --- --- --- --- --- a Iz m ro '= i U) o0 z I 1 1 I ;4 2 I I I 1 I ... .'. I .'. I :. :...... .' I :i" .\ I I {.:.. I I I I '.'t..':.......'. 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I STAIR I: FRAMING se's` 3 00 T"t p ;m r sGT ABO 1 GT BOVE 7X18 BIG EAM DR F6' )a1 T A 10 to 4 2)2X H E I _ LSL 13'.,14 RIM v I ----- — ....... ,« ..�_...... I MS .. FLOOR [ _ £s T? .. TO RIM {_ RIM I OA I 1jl IR , L I S3I --- P3 XTEND — I 1 CONT.14X12 .-- — I CHORD 18 --- I 56.1 — B'1 "'"•LS 13' 1 RIM j m�@ - Hui 8 1 ..._ .. I 10 6 18 P TRUSSES A70 A10 56.1 24" O.C. STICK FRAME 2X8 DR STRUCTURAL FACISAV I I I I - I 4X10 FOR _ J 4X4 POST _ _ 2 4X4 POST A10 A10 PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3413A UPPER LEVEL FLOOR FRAMING 1/4--V-0" ENGLISH REVIVAL THD14 �o 044 1 :.... $......:::..... P3 3 I a Z I 57.2 P3 o w I STHGt STHD14 it ------------------ --------___-- I I I L- J -121h" 1 I o 1; I ,< 9Y2- TJI'S I j f l ® 1fi" I . I o , r -1 IBX18XIO FTG. I 1 --I. -;-- L W/ (2) #4 EA. WAY TYP. U.N.OTAI I qYqTFM TO t ,1 vi I _.X am ti Ij' N I a ALLOW ADEQUATE _12Yi" I I DRAINAGE BENEATH SLAB ON GRADE AND I __ CRAWL SPACE 1 .. � =.. cy L J THIS I s I 6'-0 I :1: SYDE I l 30X30XT0"FTG. 1 i o BRG WALL W/ FTG I I P$ I I W 3 4 EA. WAY — — 1 I ^p ° I - THIS SIDE PC7ST UP I P6TN SIDE I • ;� , � LSL t X94--� I j ----- g - �� DBL: CRAWL - --- o m DACE ` I ACCESS _ ------- --- -- -------- `. � L �_ ---o y .._..L-STHD74 12Yz" b2l P4 .'' STHD74 L1 .�TT 1 :: 5 I I I I I rn ° ;..Dl i Lj o .......... m .._..-... .... 1.. . I i I I I I D�1 I 1I 19'- Y2 D1 :374X914 LSL I •'j' 6 18 I ;-- ---_-- 71 1" ,r STR S I, ABO I L---------=--- — -------- --- ----J I I ? 1 FIXTURE r' I' I..-AB i 1 OVE -- - - STHDi4 __ - .. _. .. '•:STHD74 SLOPE 3" �I P3 P3 (MONQ I IL ---- I t NOTE:PROVIDE STHD14RJ ABU44 i ABU44 IN LIEU OF STHD14 AT RIM STEM WALL JOIST CONDITIONS TOP OF TGP'OF SLAB .-10Y2 "7'.'-6Y" 34'-D" Plan 3413A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 U ser:KW-0602997,ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:ROOF FRAMING Description 3413A ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x10 6x10 2-2x4 2-2X8 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 5.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.500 3.500 7.250 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Ren Fir,No.2 Hem Fir,No.2 Rem Fir,No.2 Hen Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hein 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 it 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 315.00 315.00 60.00 315.00 60.00 60.00 60.00 Live Load #/ft 525.00 525.00 100.00 525.00 100.00 100.00 100.00 Results Ratio= 0.8286 0.8764 0.2405 0.3678 0.3274 0.8084 0.8084 Mmax @ Center in-k 38.11 70.87 2.16 11.34 2.94 7.26 7.26 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 890.9 856.7 352.7 431.5 480.0 1,185.3 1,185.3 Fb:Allowable psi 1,075.3 977.5 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actualpsi 89.9 71.6 27.7 52.1 33.6 56.3 56.3 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 @ Left End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 @ Right End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.044 -0.008 -0.005 -0.015 -0.089 -0.089 L/Defl Ratio 2,617.7 2,050.3 4,587.6 7,766.6 2,889.0 744.5 744.5 Center LL Defl in -0.042 -0.073 -0.013 -0.008 -0.024 -0.148 -0.148 L/Defl Ratio 1,570.6 1,230.2 2,752.5 4,660.0 1,733.4 446.7 446.7 Center Total Defl in -0.067 -0.117 -0.021 -0.012 -0.039 -0.236 -0.236 Location it 2.750 3.750 1.500 1.500 1.750 2.750 2.750 L/Defl Ratio 981.6 768.9 1,720.3 2,912.5 1,083.4 279.2 279.2 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 8.5 8.6 B.7 Timber Section 6x12 2-2x8 2-2x8 412 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 5.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 11.500 7.250 7.250 11.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hen Rr,No.2 Han Fir,No.2 Douglas Fir- Hen Fr,No.2 Hera Fw,No.2 ilevel,L%1.55E Lards,No.2 Lards,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 415.00 415.00 415.00 415.00 160.00 160.00 Live Load #/ft 525.00 525.00 525.00 525.00 100.00 100.00 Start ft End ft Results Ratio= 0.7526 0.8881 0.6766 0.8340 0.4636 0.1379 0.7300 INNUENDOS Mmax @ Center in-k 94.43 27.38 20.86 70.10 14.29 4.25 194.04 @ X= ft 3.25 1.75 1.50 2.75 2.75 1.50 7.00 fb:Actual psi 778.9 1,041.8 793.6 949.6 543.9 161.8 1,697.1 Fb:Allowable psi 1,035.0 1,173.0 1,173.0 1,138.5 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actualpsi 81.8 118.0 95.9 107.5 46.8 19.6 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 @ Right End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.015 -0.009 -0.018 -0.029 -0.003 -0.125 L/Defl Ratio 3,833.7 2,726.8 4,218.1 3,672.5 2,268.7 13,979.9 1,339.5 Center LL Defl in -0.033 -0.025 -0.014 -0.030 -0.023 -0.002 -0.334 L/Defl Ratio 2,341.7 1,665.6 2,535.2 2,207.3 2,835.9 17,474.9 502.3 Center Total Defl in -0.054 -0.041 -0.023 -0.048 -0.052 -0.005 -0.460 Location ft 3.250 1.750 1.500 2.750 2.750 1.500 7.000 L/Defl Ratio 1,453.7 1,034.0 1,583.5 1,378.7 1,260.4 7,766.6 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Uww Floor Framing Description 3413A FLR FRMG 2 OF 3 Timber Member Information B.8 6.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750xl4.000 2-2x8 LVLA.75N14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 3.000 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 7.250 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade ren Fr,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E ren Fir,No.2 level,LSL 1.55E Hen Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 850.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 150.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.50 6.00 15.00 3.50 6.00 3.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 352.00 LL lbs 360.00 @ X ft 10.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,430.00 LL lbs 4,045.00 CCD X ft 0.500 Results Ratio= 0.7478 0.4469 0.4520 0.0377 0.1872 0.2080 0.9132 Mmax @ Center in-k 20.05 59.40 23.76 1.01 28.62 6.41 76.76 9x= ft 2.25 3.00 6.00 1.75 3.00 1.50 9.97 Mmax @ Cantilever in-k 0.00 0.00 -69.09 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 1,208.6 38.5 500.6 244.0 1,039.7 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,020.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actualpsi 75.4 124.5 66.3 4.4 60.0 29.5 47.1 Fv:Allowable psi 150.0 310.0 356.5 150.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 60.00 26.25 750.00 352.50 387.38 LL lbs 1,080.00 2,400.00 600.00 70.00 840.00 360.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 660.00 96.25 1,590.00 712.50 1,189.95 @ Right End DL lbs 405.00 900.00 3,660.00 26.25 750.00 352.50 539.62 LL lbs 1,080.00 2,400.00 5,703.83 70.00 840.00 360.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 9,363.83 96.25 1,590.00 712.50 1,467.05 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Pae 2 User:KW-0602997,ver 5.8.0.1-�-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.emUpper Floor Framing Description 3413A FLR FRMG 2 OF 3 Center DL DefI in -0.013 -0.014 0.048 -0.000 -0.012 -0.003 -0.157 L/Defl Ratio 4,027.1 5,105.1 3,758.9 102,709.8 6,126.2 10,410.6 1,263.6 Center LL Defl in -0.036 -0.038 -0.147 -0.001 -0.013 -0.004 -0.284 L/Defl Ratio 1,510.2 1,914.4 1,225.2 38,516.2 5,469.8 10,193.7 698.2 Center Total Defl in -0.049 -0.052 -0.107 -0.001 -0.025 -0.007 -0.440 Location ft 2.250 3.000 6.720 1.750 3.000 1.500 8.448 L/Defl Ratio 1,098.3 1,392.3 1,685.5 28,011.8 2,889.7 5,150.5 449.7 Cantilever DL Delli -0.079 Cantilever LL Dell i -0.055 Total Cant.Defl i -0.133 L/Defl Ratio 539.8 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 user:KW-0602997,ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.16 B.17 B.18 Timber Section Prlim:7.0x18.0 2-2x8 4x10 2-2x8 Beam Width in 7.000 3.000 3.500 3.000 Beam Depth in 18.000 7.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade I tosboro,Bigbeam Here Fir,No.2 Douglas Fr- Douglas Rr- 2.2E Lards,No.2 Lards,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 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 20.00 4.50 13.75 3.50 Dead Load #/ft 150.00 60.00 75.00 180.00 Live Load #/ft 400.00 100.00 125.00 480.00 Point#1 DL lbs 4,485.00 490.00 LL lbs 6,225.00 1,335.00 @ X ft 12.500 3.500 Results Ratio= 0.6987 0.1576 0.9150 0.4273 Mmax @ Center in-k 911.18 4.86 56.72 12.13 @ X= ft 12.48 2.25 6.87 1.75 fb:Actual psi 2,410.5 184.9 1,136.4 461.5 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 135.7 18.3 56.6 52.3 Fv:Allowable psi 345.0 172.5 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,181.87 135.00 515.62 315.00 LL lbs 6,334.37 225.00 859.37 840.00 Max.DL+LL lbs 9,516.25 360.00 1,375.00 1,155.00 @ Right End DL lbs 4,303.12 135.00 515.62 805.00 LL lbs 7,890.62 225.00 859.37 2,175.00 Max.DL+LL lbs 12193.75 360.00 1,375.00 2,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.231 -0.004 -0.163 -0.004 L/Defl Ratio 1,040.8 12,081.4 1,010.4 10,534.3 Center LL Defl in -0.412 -0.007 -0.272 -0.011 L/Defl Ratio 582.4 7,248.9 606.2 3,950.4 Center Total Dell in -0.643 -0.012 -0.435 -0.015 Location ft 10.400 2.250 6.875 1.750 L/Defl Ratio 373.4 4,530.5 378.9 2,873.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252 Plan FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TVP BEAN 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- ilevel,ISL i.SSE Lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL Ib -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9367 0.3645 Mmax C@ Center in-k 35.06 50.49 59.35 X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK tv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 2,005.00 Max.DL+LL lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 L/Defl Ratio 2,975.6 3,576.4 63,804.9 Center LL DefI in -0.054 -0.054 -0.058 L/Defl Ratio 1,115.9 1,341.2 1,248.3 Center Total DefI in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 L/Defi Ratio 811.5 975.4 1,224.6 TJI JOISTS and RAFTERS _ Code . Code Code Suggest Suggest_ Suggest Lpick Lpick Lpick Lpick ---------- ----------------------- ----- ------- ---------- ----El ------ - - --- Joist b d S a. LL DL M max V max EI L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max :TL dell,TL dell.LL defl.LL dell. size& rade width in. depth in. in, s s ft-lbs si si ft. ft. ft. ft. (ft.) in. in. ft. ft. (ft.) :EL ratio in. ratio 9 5 TJI.110 1.75 9:5 1.9 2--_40 15 2380 _12201 1.40E+08 14-31 2-7-3-3- 15 231 _14 80_ 141.7L __.___ ___ 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 ----- 15.73 15.766 _0 48 13 31 1-- 13.31 0.44 _ 360___ 3 ---- _ 0 32 495 0.72 0.52 14.14 14.29 c' 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52x 360 0.38 495 9 5 TJI 110 1.75 9.5 9 6 40 15 2380 12201 1 --E+08 20.80 55.45 19.19 1864 18.64 0.85 0 62 16.77 16.94 16.77 0 56 360 04 495 ----- -. ._.______ _. --- ------ -- --- --- - - _40--------------.. ----- .-.-. -- ---- ---- - -- ------ 9.5"TJI 1101.751 9.51 19.21 401 10 25001 1220: 1.57E+08 15.81 30.501 16.341 15.37 15.37] 0.64 0.511 1 1 4.271 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17,32 36.60 17.36 16.34 16.34 0:68 0.5415.17 14.84 14;84' 0.46 384 0.37 480 9 5 TJI 110 1.75 9 5 12 40 10� 2500 1 12201 1.57E+081 20.00 48.80 19.111 17 98 17 98 0.75 0.60 16.69 16.34 16.34 0.511 384 0.41 _480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0.55 384 0.44 480 i ..........................._............__....................._................. 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.301 0.68 0.54 15.13 14.81 14.81` 0.46 384 0.371 480 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 :.16,74' 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330: 1.87E+08 P1 91 53.20 20.261 19.06 19.06;_ 0.79 0.64 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9,5 9.6 40 10 30001 13301 1.87E+081 24.491 66.50 21.82 r 20.53 T 20.53, 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.831 0.70 0.56 15.63 15.29 15.29' . 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.,26, 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.51 121 401 101 33301 13301 2.06E+081 23.081 53.201 20.921 19.691 19.69. 0.821 0661 1 1R 2RI 17.89 17.89 0.56 _384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.21' 0.88 0.71 19.69 19.27 19.271 0.60 364 0.48 480 ------ - - ---------- ---------------- - 1------ ----- --- --- --- ----- 11.875"TJ1110 1.75 11.875 19.2 40 10 3160 1560; 2.67E+08 17.78 39.00 19.50 18.35 17.781 0.67 0.54 17.04 16.67 16.67 0.52 384 0.42 480 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 110 1.751 11.8751 121 401 101 31601 15601 2.67E+081 22.491 62.401 22.811 21.461 21.46 o.891 0.72 ig-gal 19.50 19.50 0.61' 3841 0.491 480 11.875"TJ1110 1.751 11.8751 9.6i 401 101 31601 15601 2.r,7E+081 25.141 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 pp4.J. 0.531 480 11.875 TJI 210 2.0625 11.875 19.2 40 10j 3795 1655, 3.15E+OB 19.48 41.38 20.61 19.39_ 19.391 0.81 - 0.65 --18.00 - 17.62 17.62 --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 2.0625 11.875 12 40 10 __ 3795 1655 3.15E+08 24.64 66.20 24 10 _ 22.68 22.68 0.95 0 76 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJ1230 2.3125 11.8751119.2114011101 42151 1655 3.47E+081 20.531 41.381 21.281 20.031 20.03] 0.831 0.67 i 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 _141 230 2 3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23 42 23.42 0.981 0.78 2L74 21.28 21.28 0.67 384 _0.53 _480 11.875 TJI 230 2 3125 11.875 9 6 40 10 4215 16551 3.47E+08 29 03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0 57 480 ---- 111111 ..........................1................................... ............._..........._.. 1 1.875"RFPI400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.771 37.001 20.931 19.691 19.69 0.821 0.661 1 18.28 17.89 17.89 0.56 3841 0.45 480 1.875"RFP1400 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 '19.01 0.59 384 0.48 480 1.875"RFP1400 2.0625 11.875 121 40 10 4315 14801 3.30E+08 26.281 59.20 24.481 23.03 23.031 0.96 0.771 21.38 20.93 20.93 0.651 384 0.521 480 _................... _...._.._..-.._...................... 1.875"RFPI400 2.0625 11.875 9.61 40 10 4315 1480 3.30E+08 29.38 74.00 26.371 24.81 24.811 1.03 0.83 23.03 22.54 22.54 0.70 384 0.56 480 Page 1 D+L+S CT#14189-Botahny Creak Falls LOAD CASE 42d BASEDKe 1.00 Desi n Bucklin Factor c 0.80�Consfant > Sectlon 3.7.1.5 jFbFc Cr _KcE 0.30 Constant > Section 3.7.1.5 Cf b Cf c 1997 NDS Cb ales Sedion 2.3.10Sendin Com. Re. Cd b Cb Cd Fc E.3.7-1 .Wa9 duration duratio use Stud Gred Width De h 6 edn Hei ht Leld Vert.Load Hor.LoadPlat Cd Fb Cd Fc Cr Fb Fc a Fc E Fb' Fc Fc' Fce F'c k faF'c Poin. In. in. R. If ff sl i I sl I I I i si Fb"l-k/FoeH-F Stud 1.5 3.5 16 7.7083 28.4 1730 03.4 1.00 1.15 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00H-F Stud 1.5 3.5 16 9 30.9 1340 03.4 1.00 1.15 1.15 675 405 800 1,200,000 854 506 966 378.09 340.80 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.8 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 968 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 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 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 600 1,200,000 854 506 986 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7063 26.4 1695 0 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 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.08 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 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 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 1 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 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 0.2406 3132.4 1.00 1.15 1.3 1.10 1.15 650 405 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 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 $37.57 506.16 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 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 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 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 N2870it58 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 50.0 913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 917 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#21.5 5.5 16 18 41.5 969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1 300 000 1 271 508 1844.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14189-Betahny Creek Falls LOAD CASE (12-13) ASED ON ANSI/AFBPA NDS-1 BB SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+W c 0.80Constant > Section 3.7.1.5 Cr ___.. .._.. .......-.- KcE 0.30 ConsteM > Saction 3.7.1.5 Cf b Cf c 1997 NDS Cb (Vedas) Section 2.3.10 Bending Comp. Size Size Rep. Cd b Cb Cd Fc Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grad Width Depth Spedn Height Le/d Vert.Load Hot.Load <.1.0 Load@ Plat Cd Fb Cd Fc Cf Cf Cr Fb Fc per Fc E FW Fc perp' Fc' Re F'c to fc/F'c fb 1W In. in. In. 8. H f f Fb Fc i I t i I I I i I FW*1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191,75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 18 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378,09 328.30 214.29 0.85 335.64 0.567 SPF Stud 1.5 3.5 18 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425_ 725 1,200,000 1,366 531 761.25 449.95 376.35 287.82 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.80 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.26 138,14 17.78 0.13 SPF#2 1.5 5.5 18 19 41.5 880 9.71 0.8941 3267.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.80 100.67 0.48 927.02 0.788 H-F#2 1.5 5.5 18 19 41.5 800 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1 300 000 2 OJ3 508 1430 228.84 219.02 BB.B7 0.44 927.02 0.788 Pape 1 GGGGo oGo 2� _ �� om ♦��o�_om �N� �N� � oe g nrYNY NNm ^Ywi�l NaOD vNi'r vNi'®Y_ InV a o N p O n n Ynf mm'm Nor O N vNi o N o LL o O O 17 3 �NO�N Y N O�mtml0 NNN b0n q W O Vi wii f r nN Oi Ssm O �-NtNryeNvy�eyy� N��`INN NCC w N S OY N N N n ♦♦ m m N O w W O N N m Y w O m m YI mrlO w m M N Y m O O O♦O O♦w O O P w w n YYY N Y O N N INV N U _ AM 8 r V min�nm v�m m n�nmmm mm�n 222 na �iER IR RUM:I$ o0o wo_oo S o0 H U �i� NNN UU 5�q 6 ;Q Q QQ 0000 �$ g g S25 c6S S000O0000�S 8 o g F W NNngN$ '$SSSS oo^oo�g Sono $ $g N N N N N N U W N p n 8 W LL-�N 0 0 0 0 ImV N n i^ N N N W N ImV N N N N NN O N v r vim 3 LL-Mm.n m ^w o to m J LL m m m m m m m a =U �'M Q NUIio 0o00 a Q yt+UI�L� -�- MMM MMM MM N D O o W - I L O O m ro ro b m b o b mo,b in m m 0 y bbb bED fD m mvU 1 I Sa mm �v P d 4D mm q Oo Oo awD Cmid N NDN O N 0 11.N INR N♦ p a w b W(p�IN b O V N YN.N N .o N O O w 0 o C O G O O q O G OCG G o O o O C G Z ao m O` W S � a mmNv� o o nn o o � SIN J d w ♦ M m m 0 m m 0 m C O O t IIsi fG w N h h N N,N J wi lV 0 0 0 M w N N N O w N LL N w N 2 C • 'S m N m N m m m m m m m m m A V U V m c - Y Y m Y U V N N��}J N.1 N 41 LL LL LL LL LL I U N f f Y 1 1 1 N NNN M!N 1 1 1 H N N N N 1 jo00m O 0 Y Y ISI N !P'l♦IP�1 eP'1 MIN O O O N O N 6 000 000 P LL _ mro�nXgi 6.i m�oo�m oomnw 6m'i nnR{;o$ 4$ vSvi Sob ^f �a o00p00 000000 000 000 0 00 wmiC M O Y O O O O _-�S��R� .S„6'i X88 a N H O gm;lqq=:vvv S”A Y V O n �`• _� IL ♦ Iml Cml2 =W n m 823 O m W 19 NN P m W O O.N NMll Y O .... .... f hMo. 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R H � LL LL LL LL LL d d d d did �LL LL a a a d d LL1 V N S f f f f f N N N N N N S f f N N N N N 1 D+L+S+.7E CTO 14189-Betahny Creak Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-189 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke I 1.00 Deal n Buckling Factor D+L+S+E/1.4 c 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cf b Cf c 1987 NDS Cb axles Section 2.3.10 oduration Comp. Size Size Rep. Cd b Cb Cd c Eq.3.7-1 NDS 3.9.2 Maz.Well duration factor factor use Stud Grad Ndth Depth S ecin Height Le/d Vert.Load Hor.Load -1.0 Load Plat Cd Fc Cf CI Cr Fb Fc r Fc E Fb' Fc Fc' Re F'c fc fc/F'c fb ib/In. in. In. 6. O 1 If Fb Fc i I i I I I I I sl Fb'*1-fc/FceH-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 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 18 9 30.9 1010 3.57 0.9880 1993.4 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 968 378.09 340.90 258.51 0.75 188.85 0.430 WF Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 311.11 0.79 158.88 0.378 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 1.15 675 405 600 1,200,000 1,386 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.8966 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1.200,000 1,386 SOB 986 449.95 395.22 342.86 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 1,386 531 875.438 515.42 431.52 354.29 0.82 1J8.53 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 0.9962 2788.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 675.438R4"49.95 388.13 307.30 0.79 158.68 0.368 SPF Stud 1.5 3.5 12 8.25 28.3 1680 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 N1,20O,000 K2.033 531 875.438 388.13 321.90 0.83 118.01 0.306 - _ _ __ ___ _ ..-. _....._ SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9887 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 531 875.438 388.13 338.05 0.87 79.34 0.238 H-F O2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.26" 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 506 16".5 1031.58 506.18 0.49 56.10 0.0"H-F O2 1.5 5.5 16 9 19.6 3132 3.57 0."05 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 508 /8".5 837.57 506.18 0.60 78.4H-F O2 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 506 16".5 946.77 506.18 0.53 64.28 0.055 SPF O2 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 531 1454.75 . 1015.45 531.23 0.52 56.10 0.042 SPF O2 1.5 5.5 16 9 18.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 , , 0 531 1454.75 1089.25 850.16 531.23 0.62 78.47 0.071 SPF O2 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 1,400,000 531 1454.75 1298.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9881 2081.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF O2 1 1.5 5.5 16 19 41.51 10201 3.57 0.9910 3287.1 1.60 1.15 1.3 1.101 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F O2 1 1.5 1 5.5 1 18 1 191 41.51 9451 3,571 0,9938 1 3132.4 1 1.60 1.15 1 1.3 1 1.101 1.15 1 850 405 1300 1,300 000 2033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 260 Mdoerson St. C T Suite 302 .w r Seattle.WA 98I09 % project; ..- Date _....._._ (206)295 4512 PAX: Client. page Number (206)285-06I8 p5F 04" w .. 1alp PIT 6%y( z Structural Engineers 184 Nickerwn St. FriE N G I N E E R I N G Suite 302 ��p i C�'`� scathe,WA 48104 Protect Date: (206)285-4512 J)Moo P��y +-'Agpte�t 120x: Client: Page Number: (206)285-0618 p 4 -. ttc. PIF . , . . 11L?toy. -. '31.(. Structural Engineers 180 Nickerson St. C TE N G I N E E R I N G Suite 302 Seattle,WA INC. /� n98109 Projec 7 `OYt v ® G Date: 921. (206)285-4512 Client: 2072 Page Number: (2 6)285-0618 4� I . . � w I ; Q - �+- 20 3 r ! J2 /(V Ip Zil q.v 12,L t/✓/ i L ` 1 - ki, - l�� tAJ ; , i �23Z <-� - - - = - - - -SCA (V { _ �+�%��,��,_�.1=�..Y_�r-✓'tel/ ..._ � _ ...._� 1- _ �/ _ • r i' FrR c4 7 W . t Structural Engineers �vFv Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.431230N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 5s evrton a _J sow 4 `}- 8 141 JP :. x 7 � �O N� �t ,¢ � 210 , _ i� •d � 1017s USGS-Provided Output Ss = 0.972 g SM5 = 1.080 g Soy = 0.720 g S, = 0.423 g S.. = 0.667 g So, = 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. MCE1t Response Spectrum CAN Design Response Spectrum 1.10 0." 0.li 0.12 0,9 au 0.rt 0.s6 0 0.4c 3 0,ag 0.ss 0.440 0.0 0.32 0.I2 024 0.22 0.19.. 0.11 0.04 0.00 000 0.00 0.20 0.40 0.40 om 1.00 1.20 L" 1.60 1.90 3.00 0.00 0.20 &40 0140 0.00 1.00 1.217 L40 1.60 1.20 2.00 IPuiad,T(sat) Nw"T(sac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252:Plan 3413 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W hftp://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fe= 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,=F„*S, SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC=D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qo= 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 3413 SDs= 0.78 h„ = 18.00(ft) SW= 0.50 X = 0.75 ASCE 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=SDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=Sol/(T"(R/IE)) (for T<TJ 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TJ/(TZ*(R/IE)) (for T>TJ 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 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. _ DIAPHR. Story Elevation Height AREA DL w; w; *hik wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *hi 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*W, 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 3413 NS 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 Hl.= 24.00 24.00 ft. - - Building Width= 34.0 ' 43.0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1 A thru C V asd. Wind Speed 3 8-C1= mph (EQ 16 33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable P830 A= 28.6 ".28.6 psf Figure 28.6-1 P830 B= 4.6 '4.6 psf Figure 28.6-1 PS30 C= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X'Krt`I 1 1 Ps=N'Kzt'I'P.30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) prc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) IDS L= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAand C.vN.g.= 24.7 24.7 psf (LRFD) Pe B and D-«.g.= 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(NS) 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 psi min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA As 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-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1 st(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) kis kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2 Max. Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 U. 4.90 13.60 8.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(nsr 13.60 V(&-W)= 16.08 kips kips ki LRFD kips LRFD DESIGN WIND-MinJPart 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(NS) V(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) 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 76.08 2.94 8.15 3.72 9.65 1 st(base) 0 0 0 V(n-sr 13.60 V(e-w)= 16.08 V(ns� 8.16 V(e-w)= 9.65 ki LRFD ki s LRFD ki s ASD kis ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3413 SHEATHING THICKNESS tsheag,ing= 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,mind 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 2132 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheafhing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable v s allowable v w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N=S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0,6D+W perSDPWS-2008 PL= 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 0. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U-t Veum OTM ROTM Unet Ueum Usum 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 1 456 20.0 24.0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 274 12.0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.76 0.78 0.78 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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. righty" 730 ''40.0 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN PSTN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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** 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 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 s 0.0 ,1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 :1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0 0.0: 1.00 rr 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 _L00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVW d 5.22 EVEO 3.58 Notes: * denotes with shear transfer '* denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 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 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Cie 0.61)+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 0. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Une, Usum OTM RQTM U„e, Usum Us„m 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) Ext. left 1 730 34.0 40.0 1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext. `left 2 0 0.0 00 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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`_ 0.00I 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1' 730 40.0 40.0 0.89 0.15' 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 perf Ext right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 A.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00: 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 rr 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00' 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 E V wind 8.16 E V EQ 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 3413 Diaph.Level: Root 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 1= 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 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 eH. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Us„m OTM RDTM Unet U,um Usum HD (sqft) (ft) (ft) (klo (kip) (kip) (kip) (kip) p (plo (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 263 6.8 12,3 ` 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - 0 0.0 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BRI* 329 8.7 15.2 1.00 0,15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.68 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft* 138 4.0 6.5 1.00 0,15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rear0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR 730 18.0 20.0 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 E V wind 5.94 E V EQ 3.58 Notes: * denotes with shear transfer *` denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.61)+W perSDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/77 v i Type Type v i OTM ROTM Voet Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 10 11.3 1.00 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP'' 0 `,3.0 14.2 1.00` 0.15 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 6.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int pdr 0 3,0 8.0 1,00 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1075 14.0 16.0 1.00 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 PSTN P6 195 16.64 0.00 1.40 1.40 27.36 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 Dining -`-128 4.5 8.0 1.00 0.30: 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128 4.3 8.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear LIV' 129 5.0 17.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 0 ' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 f' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,001 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 _0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 U 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00;, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 36.8=Leff. 3.72 5.94 2.53 3.59 ZVwind 9.65 EVEO 6.12 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 "` denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2` Roof Level w dl= 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0,, pounds V1 W= 670.0 pounds V3 w= 670.0 pounds 0 v hdr eq= 65.6 pB H head= v hdr w= 108.6 ph 1.083 �i Fdragl eq= 181 F2 eq= 181 Fdragl w= NZF2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 W= 195.9 plf v3 w= 195.9 pK P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 - 181 feet Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 Hpier/Ll= 1.17 Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BRI* Roof Level w dl= 150 plf 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 v hdr eq= 66.6 plf -------10. H head= v hdr w= 90.4 pH 1.083';';, �i Fdragl eq= 217 F2 eq= 217 Fdragl w= 4 F2 -294 H pier= v1 eq= 116.6 p/f v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 plf v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 1 F Fdrag3 eq= F4 - 217 feet Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 66.6 p/f P6TN 3.0 EQ Wind v sill w= 90.4 p/f P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 Hpier/L1= 1.15 Hpier/L3= 1.15 �� L total= 15.2 feet JOB* CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft' Roof Level w dl= 150 p/f V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 W= 280.0 pounds V3 w= 280.0 pounds v hdr eq= 52.3 plf I H head= v hdr w= 86.2 pH 1.083 Fdragl eq= 65 F2 eq= 65 Fdragl w= F2 -108 H pier= vl eq= 85.0 pll v3 eq= 85.0 p/f P6TN E.Q. 4.0 vl w= 140.0 pH v3 w= 140.0 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq=1: F4 e - 65 feet Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 52.3 plf P6TN 4.0 EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 Hpier/L1= 2.00 _ Hpier/L3= 2.00 �� L total= 6.5 feet JOB M CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 W= 2457.9 pounds V3 w= 512.1 pounds > 0. v hdr eq= 64.5 pH 0. H head= v hdr w= 107.0 pH 1.083 Fdragl eq= 320 F2 eq= 67 Fdragl w= 1 167 111 H pier= v1 eq= 82.3 pH v3 eq= 82.3 plf P6TN E.Q. 4.0 v1 w= 136.6 p/f v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= feet I L Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 pN P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 HtotaVL= 0.33 Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV` Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 pH H head= v hdr w= 80.0 plf 2.083 Fdreg1 eq= 300 F2 eq= 300 Fdragl w= ZF4 480 H pier= v1 eq= 170.0 pKv3 eq= 170.0 plf P6 E.Q. 5.0 of w= 272.0 pl( v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 12w/h= 1 10.083 Fdrag3 eq= 300 feet Fdrag3 w=480 F4 w--480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 plf 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 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 plf V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 W= 764.2 pounds V3 w= 555.8 pounds 0 v hdr eq= 56.6 p/f H head= v hdr w= 91.0 plf 2.083 Fdragl eq= 164 F2 e = 119 Fdragl w= F2 -192 H pier= v1 eq= 86.3 p/f v3 eq= 86.3 plf P6TN E.Q. 5.0 v1 w= 138.9 p/f v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 IF Fd-93 =.i F4 - 119 feet Fdrag3 w--264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 p/f P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 HtotaVL= 0.70 Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear(*,')(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine,l,,,d) (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 2'to 1 rough width opening per wind design min Ibf single for single or doubllee portal on both sides of opening opposite side of sheathing Pony --�__ - ---- - wall height Fasten top plate to header with two rows of 16d - sinker nails at 3'o.c.typ M1 Fasten sheathingto header with 8d common or 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 r Min 1000 Ibf on both sides of opening opposite height r side of sheathing. If needed,panel splice edges shall occur over and be 10 Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. 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 Min(2)3500 Ib 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 :.�t,: jack studs per IRC tables top and bottom of footing.Lap bars 15'min. R502.5(1)&(2). z� Min footing size under opening is 12"x 12'.A turned-down Min 1000 Ib hold-down slab shall g 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 O 2014 APA—The Engineered Wood Association