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Specifications msTiofl CoILI 3 l (i"of€--- reAT r_ - - 5t:rue cure! Engineers �.T ENGINEERING 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (v) 206.285.0618 (F) #15238 2(;1' Structural Calculations ORM "WARD BUILD1NCI� SI 1 River Terrace PRo- 1 Plan 3 413 6a 4fi Elevation A A 1, • 4, Tigard,, OR k 4REGoNA ‘17'4es' 27- 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: M ilbran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF e T (2)2X10 HDP _G[�!F E�TR_I S r tro RB.al = I Bi a2 ZI 0 u".309 r11.1p ATTIC I T1 i= IACCESSI • L__J g F1 In 1 ! EA 6 K o III I :i 1.J Q I ,_ J 1. (0 ;2 I • • IE 1 i P4 4 4 0 I? I I 1 j I l 1 r 1 1 r I I I I I 1 1 j I GT.al, 0 R5.a4 €20 Li cr _ ` �s �� (2)2✓1D HDF I (2)2x10 HDR 1 1 RB.d5 RB.a5 LI --A_.—.sem.—.r MIN.Hr MIN.HDR I I GABLE END TRUSS 420 Plan 3413A ROOF FRAMING PLAN 1/4'-1'-0" ENGLISH REVIVAL MST37 0 MST37 trir ]i ' ,li 1 \ z I i 11 I 1 0 l �J1 I ?' EHL1 (i SID P5 I. e TSIDEHIS `� 3 i IL L__,�� le t I • _____,,,-, a L-, , = i ii ,, L I € I 1 ,, 1 _ MST37 MS T37 A _ �® coIAST37 MST37 Plan 3413A UPPER LEVEL SHEARWALLS 1/4"=I'-0" ENGLISH REVIVAL 0 0 sTHD14®� STHD14 STHD1 II. 6x12 HDR TH07 `,)2X10 HD 2)2X10 HDR 4x12.HDR. 2 2X10 HDR r– -B.1+.C. --1�4--�- , -,g:-,- —1:.- . B B.3 I( �, I I Lp 2).< ...STUDS = II ,I I �I W/ TRIM STJD • O L___ II I I I 1 EAOH SIDE WIN. L. -- GO N isi 0 Fl. RES =i.11 � AB•VE 0 N•M I /1 N • --- -- ----> g -� L,`,-.' cNn 2x1 r BLOCKING • .-- T 0+73' o O O .I O (3`,.., OQ.N o; N c 0 I O J l PI FIXTLRE. _1 r-1� o AEO 1iIIp•Io_-- - 1.- 1 ill- 1 7. THISO -4—k-J. �. �pE P5 L 5Y,1%FB T B RING WALL THIS • �. . •rr'-_ 1— �, BEA' LL ®SIDE I •,-..1 . LS 13; •r ' i li ..I\,B.9 71.0 FDR '1 \ r 0 BEA'INE WA L la 8 ,..if, Hyo I \\ it W ,1I 1\I , I A I J Z r . I H 1\ I \=STAIR 7 FRAMING E 7 \ p ml ; r \ a I .I \ \ EiI \ Li-di / \ r o r .0\ x L iI '21r, •\.-1I o \ ,I CaJ• / N \ '^ 8A . .a. 1gx18 BIG REAM .DRIPPE•) i�i ( GT MO IL LSL 13ax74 IRI�M \ " .1 1 -�'B.1: !Tr Untie MST..7 EXTEND FLOOR . 1 - � I EIS r. SHEATHING TO RIM EXTEND RIM :OAR• CONT X1 •' '° - •- 2 • TOP CHORD I � •�r FA , B • 11�1 1:N7.1: ime LSL 1�14 RIM :... m Ski'' 18 _� CDROOF TRUSSES ®' S6.1 PA A 1111 0 24.O.C. STICK FRAME j STRUCTURAL FACISA '—...1 2x10 •• a ':.1. II A I - - -IB �r1 •4X70 •R -- '1_, 6x6 POST 0 © 6x6 POST MD PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL 8'-1' FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL 9-1. MAIN LEVEL LLS ARW Plan 3413A UPPER LEVEL FLOOREFR MING I/4"=1'-0" ENGLISH REVIVAL '' 134'-0- , 10'-vvv• 1.0146"2'-1)6• 46"2'-1)6- 17'-0" 1 14-2- t { ♦ I I F THICKENED_ 0 I--- SLAB EDGE i O 3K' CONC. SLAB I I. 15.6,,4:,11-.41 0-5 / eOSTHDi4 SO}D14 THD1 _ „,./Xj 7 -4--1-e?--1__!_i- i7, -I__!_rNICE x a 1 -2Y: 1 I In rTl--1 r il1 10•-3' O, 10•-6• (,n 1 13'-3- x 9)5 1J(5 I 3 1 24 1 O 16”O.C.U.N.O. 1 L i 18XT8X1D FTC. " rin '1 w/(2)N EA.WAY +-F-f — — — — — —+-*I TIP.U.N.O . N e LTJ LTJ -. e x L 3.4 n . 1 - INS TAI I SYSTEM TO ALLOW ADEQUATE rrj� DRAINAGE BENEATH I-11Vali-. In' r i--1 r f-1 SLAB ON GRADE AND ♦-- -a-------------+ I CRAWL SPACE LLJ LjJ CONDIIiONS W 30x30x10 Frc. 6'-0• - i THIS W//3)#4 EA.WAYcv SIDE r , BRG WALL W/FTG I , P6 • I • I r 1 THIS c ;+--IL-Q-+POS.,-,F1 C.,Z. Z.Z%J.:;ZZZ>,f:. li I P6TM SIDE t _ �1 ...1.444 x. :, �+ — — =ft)Rrr— —T-' L.�.7_7,7 '�-----_, f L _I j L _. t1 75P 97.1:f�3 -I °f `. � ir ---� e , --'""f.7,3.'�'- 1"[Ir=1r — — . 1HD14 M d' P4 STHD14 +------- �- - -^'� B L+J 4 6.-9x4 ' 3Y!' CONC. SLAB 0 . p .,'-'1 O "oa w d O M 2 19'-5}i• 01 r ( -0'-2Y," � 3)4)(9)5 LSL L 1 STROP -3x1h BLOCK OUTgar 56.1 r 0'-5 -1 t ABO/ES L_ O STEM WALL TYP. J I i FIXTURE I --�I "' ABOVE LR1 11 1 V I 1..__,, O. ST/014 NOTE PROVIDE STH014RJ STH014 SLOPE 3" .,- . Y IN LIEU OF STHD14 AT 3K CONC. .. I RIM JOIST CONDITIONS SLAB L "` I 1 8_6. ♦ 6_6. j! A 6x6 POST WITH I 6x6 POST WITH ABU BASE - — ' ABU BASE ..r. 1 70P OF SLAB I•-10•. 16'-3` I'-ICI) Y-6)2 34'-0- CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 990 SF/150=6.6 SF=950 SO.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 1.015 SO.IN.-14 VENTS 0 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36.OF CRAWLSPACE CORNER, UNLESS NOTED. SEE DI CRAWLSPACE NOTE FOR GROUND COVER INFO. . 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 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:ROOF FRAMING Description 3413A ROOF FRAMING Timber Member InformationIl 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 Henn Fir,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fr,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 StatusNo No No No No No No _Center Span Data1111 Span ft 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 II 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:Actual psi 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 ReactionsII @ 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 II Center DL Defl in -0.025 -0.044 -0.008 -0.005 -0.015 -0.089 -0.089 UDefl 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 UDefl 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 ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl 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 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_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 B.5 B.6 B.7 Timber Section 6x12 2-2x8 2-2x8 4x12 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- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1.300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 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 L Results Ratio= 0.7526 0.8881 0.6766 0.8340 0.4636 0.1379 0.7300 111 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:Actual psi 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.DLI-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 II 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 De.S.:r'ip.n :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580!O70SOo3ftware User: Timber Beam & Joist 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 2 OF 3 Timber Member InformationII B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 LVL:1.750x14.000 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 Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Hem 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 Datail 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 SpanII 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 @ X ft 0.500 Results Ratio= 0.7478 0.4469 0.4520 0.0377 0.1872 0.2080 0.9132 ill Mmax @ Center in-k 20.05 59.40 23.76 1.01 28.62 6.41 76.76 @ X= 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:Actual psi 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 -111 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 1 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 2 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 2 OF 3 Center DL Defl 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 Defl in -0.079 Cantilever LL Defl in -0.055 Total Cant. Def I in -0.133 L/Defl Ratio 539.8 Title: PLAN 3413 Job# Dsgnr: IRE 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 3 OF 3 [limber Member InformationII B.a15 B.16 B.17 B.18 Timber Section PrIlm: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 'osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- 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 1.150 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 111 - @ 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 OK11 Center DL Defl in -0.231 -0.004 -0.163 -0.004 UDefl 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 UDefl Ratio 582.4 7,248.9 606.2 3,950.4 Center Total Defl in -0.643 -0.012 -0.435 -0.015 Location ft 10.400 2.250 6.875 1.750 UDefl 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_3413.ecw:CRAWLSPACE FRAMING Description 3413 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 Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No 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-k1 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 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 Locatior. ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS I._ _-.._-__._,_____.____.___._____I_. ! Code Code Code -__Suggest_ L Suggest_ Suggest _Lpick _LpickLpick Lick Joist b d Spa.1 LL DL M max V maxi El L fb L fv L TL240 I L LL360 L max L T TL deft. LL deft. L360 LL480 L max TL def__TL dell- d LL eft LL deft. size&grade width(in) depth(in.) (in.) 1 (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (f.) 1 (f.) 1 (ft.) ' (in.) (in.) (ft.) (ft.) (ft.) (in.)_, ratio (in.) ratio 9.5"TJI 110 1.75„' 9,51 19 21 40 15 2380 1220 1 40E+08 14.71 27.73,_.__15.23r 14.80 14.71 0.66 0_48 _ 13_31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75. 9.51 161 40 15 2380 12201 1.40E+08 16.11 33.27 16.191 15.731 15.73: 0.72 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 121 40 15 2380 1220; 1.40E+08 18.61 44.36 17.82; 17.311 17.31; 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 i 9.5"TJI 110 1.75 9 4 1 2 0 1 1 .5 9.6 0 5 3$ 220. 1.40E+OS 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 1 7T 0 5 41 4 _._._._._.__._._._._._._._._._._._ ..__._._._._._._._.__._._._._._._.a_._._._._._.__._._._._._._ _._._._._._ _i._._._._._._._._._._.__._ _._._._._._..._._._._.__._._._..._._._._._._._._._ _._._�_._._._ _._._._._._._._._._._..___._._._._._.__._._._..._._._._._._._._._._._. 6. 6 360 0. 95 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.371 15.37; 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 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 110 1.75 9.5 121 40 101 2500 1220j_1.57E+08 20.00 48.80 19.111 17.98 17.98: 0.75 0.60 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.61 40 10 2500 1220; 1.57E+08 22.36 61.00 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.44 480 I 9.5"TJI 210 2.06251 9.5 19.21 40 10 3000' 13301 1.87E+08 17.32 33.25 17.32; 16.301 16.30; 0.68 0.54 15.13 14.81 14.81 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 15,74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12; 40 10 3000 1330; 1.87E+08 21.911 53.20 20.26 19.061 19.06 0.79 0.641 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.06251 9.5 9.61 40 10 3000 133-0 1.87E+08 24.491 66.50 21.821 20.531 20.531 0.86 0.681 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.31251 9.5 19.21 40 10 3330 1330; 2.06E+08 18.251 33.25 17.891 16.831 16.83; 0.70 0.561 15.63 15.29 15.29 .0.481 384 0.38 480, 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330] 2.06E+08 23.08 53.20 20.921 19.691 19.691 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330: 2.06E+08 25.81 66.50 22.54 21.211 21.211 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.21 40 10 3160 1560; 2.67E+08 17.78 39.00 19.501 18.35 17.78; 0.67 0.54 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 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 1.75 11.875 121 40 10 3160 15601 2.67E+08 22.491 62.40 22.81 21.46 21.46; 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57 23.12 23.121 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11.875"TJI 210 2.0625" 11.8751 19.21 40 10 3795 16551 3.15E+08 19.481 41.38 20.61 19.39 19.39; 0.81 0.651 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 d 18.72: 0.59 384 0.47 480 11.875"TJI 2102.06251 11.8751 12_1 40 10 3795 1655 3.15E+08 24.64 66.20 24.10; 22.681 22.68 0.95 0.761 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.61 40 10 3795 16551 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 ! i 11.875"TJI 2301 2.31251 11. 875 19.21 40 10 4215 1655: 3.47E+08 20.53 41.38 21.28; 20.03, 20.031 0.83 0.671 18.59 18.20 18.20 0.57 W 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 121. 40 10 4215 1655: 3.47E+08 25.97 66.20 24.891 23.42 23.42; 0. 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875 TJI 230 2 3125 11 875 9.61 40 10 4215 1655 3.47E+08 29.03} 98 82.75 26 8.1 25 23 25.231. 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 1 I_ I I 1 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 1480; 3.30E+08 20.771 37.00 20.93 19.691 19.69; 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 11.875"REPT 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 4001 11.875 12 40 26.281 23.03 23.03: 0.77 1 21.38 20.93 20.93 480 11.875"RFPI 400 2.0625 11.875 9.6 401 101 43151 1480: 3.30E+08� 29.381 74.00! 26.37; 24.81 , 24.81' 1.03 0.83 , 23.03 22.54 22.54 0.70 384{ 0.56. } 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 i 3.7.1 3.7.1 Ke I 1.00 Design Buckling Factor D+L+S - c 1 0.80(Constant)> Section 3.7.1.5 _ _ _Cr (V ) n 3.7.1 - - Comp-Size Size Rep• .. -- -Cd(Fb)1 Cb Cd (Fc) -... -- KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb cries > Section 2.3.10 BendingEs.3.7-1 -- _ 1---.--- NOS 3.9.2 Max.Wall duration duratioyactor factor use _ _ Stud Grade Width Depth'[Spacint Height; Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. in. in. ft. pit put plf (Fb (Fc)- psi psi .psi psi psi psi -psi psi psi psi -psl Fb"(1;fc/Fce) , H-F Stud 11110=1100111 16 7.7083 26.4 1730 0 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 0,9986 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 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud lilUEMIIIIIMI 16 8.25 28.3 1550 0 0,9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000854 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 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 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 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 1.15 675 425 725 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 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 3.5 8 8.25 28.3 30500 0.9957 4183.6 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 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 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1271 506 1644.5 1011.45 837.57 506.18 0.80_0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 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 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 115 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15, 675 425 725 1,200,000 854 531,875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 - 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)o Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bendi,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3,7-1 NDS 3.9.2 Max.Wall duration duration factor factor use_ Stud Grade Width Depth Spacing Height Le/d Vert,Load Hor.Load <=1.0 Load rig Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' ,Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ In. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1,5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376,78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1,5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217,14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.11.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1'1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.75 0.577 SPF Stud 1,5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.85 335.64 0.567 SPF Stud 1.5 3.5 16 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 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#21.5 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 1.601.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.83 181.23 0,178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 '1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 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 0.66 181.23 0.19 _6 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 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.26 138.14 17.78 0.13##444#k# 0.979 SPF#2 I 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1,10 1.15 850 405 13001,300,000 2,033 506 1430 226.94 219.02 96,97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sf2 c 0.80 SConstantQ> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load IHor.Load oad @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc" Fce Fc fc fc/F'c fb fb/ in. in. in. ft. pif f psf plf (Fb) (Fc)- psi psi psi psi , psi psi psi psi psi psi psi Fb"(1-fc/Fce,, H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278,10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.84 335.84 0.584 H-F Stud 1.5 3,5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449,95 395.22 250.16 0.83 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390, 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 338.17 193.02 0.57 447.52 0.869 SPF Stud 1.5 3.5 ' 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217,14 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0,84 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15' 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 (SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.151.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132' 8.46 0.5437 3132.4 1.80 1.15_1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1844.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 1.15 1.31.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0,62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945,38 531.23 0.56 148.34 0.118 SPF Stud 1.5 3,5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1 15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13# 1### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 ,1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 1 D+L+S+.5 W CT#14189-Betahny Creek Falls i LOAD CASE (12-15) (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+W12 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 ! Bending Comp. Size Size Rep. .Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load©Plate'Cd(Fb)Cd (Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ in. In. In. ft. plf psf pif (Fb)IFc) psi psi _psi psi _psl psi _ psi psi psi psi psi Fb"(1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23, 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.601.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 187.82 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 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 338.41 0.86 90.34 0.267 I 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 1.15 875 425 ' 725 1.200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4,23 0.9990 2789.1 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 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 0.398 SPF 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 1.15 875 425 725 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 8 825 28.3 2630 4.065---------__._-..___ -.-_._-_-..--�-.---- --- - •--------- -- - -----------.-.-.-..-. 0.9969 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3•1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 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 0.80 90.61 0.089 14-0#2 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.81 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 r 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 l 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.76 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 LOAD CASE (12-16) (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+E/1.4 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Laid Vert.Load Hor.Load <=1.0 Load i Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc" Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf pif (Fb) (Fc) __psi psi psi psi psi psi psi .psi psi psi psi Fb'"(1-fc/Fce2, H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 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 16 825 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 39522 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 1,366 506 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.53.5 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 1,366 531 875.438515.42 431.52 354.29 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 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 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 8.25 28.3 2670 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83!1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.180.80 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1464.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1,3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19i 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 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.141 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. ABB ENGINEERING Suite 302 •IS r Seattle,WA / 4198109 Project- ,.- --- .,.. 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W S 4-, 6 4; 3 . 1i . , tr Design Maps Summary Report Page 1 of 1 11 MS 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 l l� �1Pirt:on h do £s. FI S [ %% h« (kIS6 7 £ / if M Y £ - q%y�i��y� y�y .fPY. fl � �i t�A 4iFrrSZ « P,Ai!::':::::!IY]'•-:!:::':i!:!:::i':-:1::::'::!I':,•':'Rd':fi:g::'goiR':.:]:::;:-":"':t':,',r,::E-'''''''e:',"'-':'"',-'-'::"-'',':':'':::.,:::':::.,'''"'j::''7t':::'ij:':::':'!':']'!':'':',1::::'::]::::'':':'"]'':'--:':'','-',;,',,,,,:'':':''''''"'"'''''''"'"'":::''''''''"'''''::',0C''''''"E'lv':-,:"'"'22?-'-':Niiii-iitatikia:,iai'!'tf-:-,,,,:, F 1.:::::.:iiil..,:::!!„.:::14:1ffilt,":5.!„,..iiiii,!:11P..1,g111)!I':::!t•I:;1:.:10.1.1111111:1:!1;1:1:11111!rigir1111111:1C501,1t1IC:],titlif:01:5,0-..i7.'„::!::iiPITI 'l:r„..4 :: !..'),:c0-.,kftitil,illgtiliil:litif.11101111.iliii-Elliiiii:iii,::::!idilldfilli!',„':::::' Lake Owego ` �,, R N T F / , Yin Citi £ liar on " sd F _ - � 9 f / USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SDI. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEItt Response Spectrum Design Response Spedrum 0,28 L10, 0,20..- G ,n 0.44 0..32. 0,22 0.12 0.11 0.02 <Y.,00 0.00 020 0.40 0.40 0.20 1.00 1.20 1.40 1.20 1.20 100 000 020 0.40 0,40 040 1 ii' 1.40.1.40 1.20 100 Perm T{sec) P.ziod#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 11.4.21 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 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 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 no= 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 SpS= 0.78 h„ = 18.00(ft) SDI= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 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/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SD1/(T*(RITE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SDI*TO/(TZ*(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 S1)/(RJIE) 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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *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 F. = DIAPHR. F, F. w, E w; Fpx = `=F; *w, 0.4*SDS*IE*Wp 0.2*SDS"IE"Wp LEVEL (kips) (kips) (kips) (kips) (kips) >'w, Max.Fpx Fp, Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3413 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 34.0 43.0 ft. V u/t. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 P530 c= 20.7 20.7 psf Figure 28.6-1 Ps3o D= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 KZt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) *Kt*I : 1 1 Ps=A*Kzt*I*poo= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 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(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD)_ kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(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(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 16.08 2.94 8.16 3.72 9.65 I 1st(base) 0 0 0 V(n-s)= 13.60'V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 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 3413 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES = H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p G= 1.00 Table 4.3.3.5 Wnd Wnd 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 Usum OTM ROTM Unet Usum Usum HD (sq ft) (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 1 456 20.0 24.0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 274 12.0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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*e 730 40.0 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Vnd 5.22 >'VEQ 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 Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 730 40.0 40.0 0.89 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 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 V wrnd 8.16 >,,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: 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+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR1* 329 8.7 15.2 1.00 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft* 138 4.0 6.5 1.00 0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 >,Vwind 5.94 rVEQ 3.58 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoIM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 3.0 11.3 1.00 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4,89 4.89 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.0 14.2 1.00 0.15 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int pdr 0 3.0 8.0 1.00 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - * 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 2Vwmd 9.65 'EV EQ 6.12 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds ► ► v hdr eq= 65.6 p/f ► A H head= A v hdr w= 108.6 plf 1.083 v Fdragi eq= 181 F2 eq= 181 A Fdragl w= ,9 F2 -299 H pier= vl eq= 118.4 plf v3 eq= 118.4 Of P6TN E.Q. 4.0 vi w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= : F4 e.- 181 feet • Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 UPLIFT 150 456 Up above 0 0 UP sum 150 456 HIL Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 Hpier/L1= 1.17 r 0. Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1 Roof Level w dl= 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 ► v hdr eq= 66.6 p/f •H head= A v hdr w= 90.4 plf I 1.083 V Fdragl eq= 217 F2 eq= 217 A Fdragl w= •4 F2 -294 H pier= vl eq= 116.6 Of v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 p/f v3 w= 158.2 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 A . UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 ► 4 104 I. 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 ♦H head= A v hdr w= 86.2 p/f 1.083 u Fdragl eq= 65 F2 eq= 65 • Fdragl w= !8 F2 - 108 H pier= vi eq= 85.0 plf v3 eq= 85.0 p/f P6TN E.Q. 4.0 vl w= 140.0 p/f v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.0831 Fdrag3 eq= •• F4 e.- 65 feet • Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v T UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 1.--4 L2= 2.5 -0-4L3= 2.0 Htotal/L= 1.40 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 p/f V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ► v hdr eq= 64.5 plf 1.- A •H head= A v hdr w= 107.0 plf 1.083 v Fdragl eq= 320 F2 eq= 67 A Fdragl w= ',1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 v1 w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 T Fdrag3 eq= • F4 e.- 67 feet A Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 p/f P6TN feet OTM 16259 26977 R OTM 28368 34653 v r UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 ► 4 ; 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 plf ► *H head= A v hdr w= 80.0 plf 2.083 v Fdragl eq= 300 F2 eq= 300 A Fdragl w= -?0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 T Fdrag3 eq= to F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf 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: 14 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 - ► v hdr eq= 56.6 p/f ak H head= A v hdr w= 91.0 p/f 2.083 v Fdragl eq= X164 F2 eq= 119 A Fdrag1 w=% ••4 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 Fdrag3 eq= F4 e.- 119 feet A Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf 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 Htotal/L= 0.70 t-f ■ 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) Sheart°•ft(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(a'''''') (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 18'rough width opening 1on both sides of opening for single or doubllee portal per wind design min 1000 lbf opposite side of sheathing t :' '1„ f Pony • wall height j + •.+ — -• Fasten top plate to header Min.3"x 11-1/4'net header ' 1&/with two rows of 16d • steel header not allowed ;' ' sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or • ' Min.3/8"wood structural 12' •I galvanized box nails at 3"grid pattern as shown /panel sheathing max y total Header to jack-stud strop per wind design. wall • Min 1000 lbf on both sides of opening opposite • • height side of sheathing. • • If needed,panel splice edges '' T. shall occur over and be 10' ^i• Min.double 2x4 framing covered with min 3/8" w r- nailed to common blocking max ,4 thick wood structural panel sheathing with "' -• within middle 24"of portal height .i. -,. 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. .V a.• N V Min length of panel per table 1 Typical portal frame k. construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar ,-__ __•r,_ jack studs per IRC tables top and bottom of footing.Lap bars 15"min. 'i` 4:1R502.5(1)&(2). I I I Ili II 1 v Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association .11 MAIN 11-30-15 4 Roseburg 8:04am A Forest Products Company I of 1 CS Beam 4.21.0.1 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 T :T` 12 7 0 a Q 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall 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.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L H ENDERSON EWP MANAGER Strong-TieCopyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria 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 .I2 MAIN l 1-30-15 N Roseburg 8:05am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 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 '1 ft ills T / / / / 10 3 0 10 6 0 13 3 0 O D / 34 0 0 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" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494plf) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 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% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACI FIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria 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