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Specifications (21) 1 3 730 St). Sp y RECEIVED CT ENGINEERING )� Structural Engineers MAR 0 9 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF °4.3 ;f D BUILDING DV.0,-3ION #15238 Structural Calculations 0,0 PRO,esi River Terrace Ce cf <CI •60F Plan 74111 Elevation D V I'RE • �► ,� . 22,,e3 <c�� otic Tigard, OR '��Fs T. G° " '\ti �\ Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing- o.0 518"plywoodfuture(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 2.21 psf Misc. 2.61 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 T `\\ (2)2X8 HDR 1 (2)2X8 HDR j �i' • RE.dl Ra.d1 ,' // \ / \ / • • /. / 19 // 19 \ / S9.1 59.1 �O \\ GT y// 0,. \\ GT.d5 \\ I ') Y j'� I'm eI J ROOF TRUSSES AT 24" O.C. TW. cill 0 1 CO XX I ili vl x N, 8 S9.1 GT.d2 • \ 0 GT r.. .; i MI • •�•:::ice:•�.�._,_.t.':...... .:.r::.•. ::; • :.F. 1 I ATT1C I e o }"1 ACCESS iva /.% .:.L•:..•. 69.1 vI ,: ell :. :r:: c • h :::: ::: i� \ Z a `\ a .� CO n Ln N \ N V \ • - U • I .:. • ..:::.•:. MEM II' • (2)2X8 HDR \\� ......... ... /, \ GT \\ \\ RB.d3 - I r - 1 NEP / /y/ 1 RB.d4 MIN. ,R \`,I 71 ® 16 (2)2X8 CONT. HDR 59.1 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 8 S1.2 CIO= 0 Inaging\ N J I 0 0 0 7 WASHER 1 LI Lr- I P6TN THIS i r ( DRYER SIDE L P i i I a I I ii 11 - ii n THIS 1 o �"��. SIDE 't 1 J I 1 r I 1 . 1 , t I MST37 MST37 P3 S1.2 8 S\\1711r37 MST37 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL ,9 P359.1 O e ' \ GABLE IEND TRUSS / \ 1 / CONT. 4x12 HDR i�l a.dl STHD74 STHD7 STHD�" ROOF TRUSSES AT 24" O.C. T1P. 6x6 POST 6x6 POST 5.•x.14.5 a aaa 1 Qn n Apel--R -� _-- - _l err' EC } U d la of Afill VP tJ r-GT AE OVE ti iii A:+� ' in f U cc 0 0 L ® �I a 1S9.00 1 .I 014 II S D14 11 13'i x 14 L' a IVW I 1 I 1 4.0 d ___ENTIRE Q 1 I P6 6x6 POST ®' MIIIIMMIIIIMIN L �i ,�, I� SIDE (2)}4 FLOOR TRUSS �,� x ROOF TRUSSES (2)2•0 HO' /r\ o J AT 24" O.C. - '1°ij 1 \\ o 'p0 rii i t i'- I ENTIRE LEDGER '- ' i \\\ I'1^ I S`�".J GT ABOVE `gilt 0 SIDE - _ _ _ -_ 3 ' ,;i 2)2x10 HDR GT ABOVE B.d15 ® ho n' 1 ©.. 0 0 x o Iv N T. ri. - 1 BLOCKOUT FOR • 10 ?..1 I MICROWAVE EXHAUST. 1 o __J o 13" CLEAR w< + 59.0 = PICTURE FRAME o I o 1 w a 59.0 o OPENING. DIMS m N ARE TO STUDS. I■Nr �L 0 1 mm �a x N Di ' • 11 1 _ t 1.4.„(...:,..1 4 N \` 59.0 1 0 �� x 0 �p I I I I FIXTURES N I ABOVE I � il r- 6X6 POST 61 o I �n I TTI x f o ai T•I N •2x ROOF I N I Iit 11 FRAMING I --I ��-' (:.9) 11 co 11 �11 I GT ABOVE 11 vQ i L—-B7dSC-Jj o _ G7_ABOVE Ln �'--'+' ©- x(2)2)10 HDR b ©-T'r li'izl � �31z�1 �, .6?(2)2)10 ni 114 LVL �0 L� iTF01 S9.0 a 59.0 2x1C HDR )2z1 HDR�2)2x10 HDP `� =.d10 B. 10_ B.d10_ zw ® 14 I 59.0 4x8 HDR_ ler ® 6 '"JA 6 6x6 P.T. POST 51.2 B.d21 A ALL HEADERS CHANGED TO(2)2x10 U.N.O. LOWER LEVEL SHEARWALLS Plan 7D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL 22'-o- '-10) " 2'-o"'-10)" 16'-3 3'-101/2• 0 15 , P3 r STHD14 0 S6.0 STHD14 1 ) . , „ -r--An 41 ---F NOD UP' a n 3r CONC. sue OVER 4" FREE DRAINAGE MATERIAL P6TH OVER COMPACTED FILL a ' +---F'E- - I _� , a VERIFY GARAGE SLAB HEIGHT I , I^ `. I WITH GRADING PLAN CL. o ® Ce O u 0 1 0 14 18'-0Y2" 3'-11Y21 14 56.0 r S6.0 1-16" If— H r---I 1,... N 'Y I 34. CONS m© VARIES : MIN. ' I FURN. PATIO SLAB I -14" I SIM.�� 3" FROM TOP OF t -- ABOVE 60 �• STEM WALL II 1 SLOPE • L ® P4 I STHD14 2"DN _ a— t r, ---- j -�--�---r7-------I I 9 I 71, 56.0 ^ -STH014 TS J 11 N I 1 43/4"iii r3-014- 1 2X4 PONY WALL 18X24 CRAWL FIXTURE ABOVE- .-1\ ABU66 , SPACE ACCESS LI AT HIGH FON.I ©0 1 1 1 n I—N� l __ 'I'II N LtJ ° t 18x36X10 r- ` ' -+ --- LVI-.... .I i, 1 ® HI 1 r --� I-�� ---�------------_ THIS - ao CENTER U/ WALL a _EO ti�X9Yz LVL -~ SIDE _ ili 17 IL 11 ' e r S60 -4 9'-8Y" �Z a Q J z 11 ..-F 1 16 30X30X10 17 x S6.0 FINISHED FLOOR Lt S6.0 FOOTING W/ S6.0 `" rl Z Z AT +0'-0" (3) #4 EA. WAY n O LL w 0 ti Lrl 1 n o U Q SIDE P6 ice, P.T. 4X4 POST ,•� sZ F I TYP. U.N.O. s%,....,,, o L J �O II9J4•I-JOISTS AT 19.2. 0.C. TYPICAL N I -1^.N 1-121/21 I • 11'-7Y" II. 14'-4%" N 4 LO r#� csi +-1- I 9.-13}/4"L J { E.U \ -- 1 4xA LVL _- r_�_ 30X30X10 I 1 1 J i FOOTING W/ Q 18"x18"x10" FTG. "' 1 a--1-- i (3) #4 EA. WAY • I-12f"I M 0 1 17 i W/TYP.#4 EW i 1 a L--_ 6X6 P.T. POST 7,1I i Li.J 10 1�X9J4 LVL I SIM.S6.0 SIM. ® A t `I i ^ 2X'PONY _- _ - 3 1---"1-N... 1 4I WALL moo' u �-_I II 10 61 \ \ \ I 1 Q o TART FRMG.I 56.0 1 SIM.1 _3" ;. S6 o s i F i 1 _ T n 17 —®1 L - Yr��1-_-- J 1 i 1�� I N C. ♦ \ �� ♦ I • \l / I I 1 • I . i \_. - 'STHD141 I F---e---3.-A. P2 STHD14 __3 SLOPE 116"I L-- - -, 1 16'-6y• I 9-5)2" 1 00 In I -61/2" TOP OF SLABI. S 1 10" TOP OF I L STEM WALL L i 'v a n -1 I1 . _ Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 5:36PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 14189_Plan_2613.ecw:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2613D ROOF GT reactions _Timber Member Information GT.d1 GT.d2 GT.d3 GT.d4 Gr.d5 Timber Section 3.125x18 3.125x19.5 3.125x18 3.125x18 3.125x13.5 Beam Width in 3.125 3.125 3.125 3.125 3.125 Beam Depth in 18.000 19.500 18.000 18.000 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Rr,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Rr,24F- V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.150 Member Type GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No Center Span Data ll Span ft 16.50 22.00 25.00 25.00 22.00 Dead Load #/ft 30.00 30.00 75.00 75.00 75.00 Live Load #/ft 50.00 50.00 125.00 125.00 125.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Start ft 8.000 4.000 End ft 16.500 14.000 Point#1 DL lbs 938.00 938.00 LL lbs 1,562.00 1,562.00 @ X ft 8.000 4.000 Point#2 DL lbs 938.00 LL lbs 1,562.00 @ X ft 14.000 Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542 II Mmax @ Center in-k 248.60 451.92 187.50 187.50 145.20 @ X= ft 8.05 10.91 12.50 12.50 11.00 fb:Actual psi 1,473.2 2,281.9 1,111.1 1,111.1 1,529.7 Fb:Allowable psi 2,760.0 2,749.7 2,379.7 2,379.7 2,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 103.8 155.3 58.7 58.7 70.7 Fv:Allowable psi 276.0 276.0 240.0 240.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK ` Reactions 1 @ Left End DL lbs 1,091.96 2,413.54 937.50 937.50 825.00 LL lbs 1,819.25 4,021.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 2,911.21 6,434.54 2,500.00 2,500.00 2,200.00 @ Right End DL lbs 1,743.54 1,772.45 937.50 937.50 825.00 LL lbs 2,905.25 2,953.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 4,648.79 4,725.45 2,500.00 2,500.00 2,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.127 -0.351 -0.241 -0.241 -0.343 UDefl Ratio 1,564.2 752.5 1,244.2 1,244.2 770.2 Center LL Defl in -0.211 -0.585 -0.402 -0.402 -0.571 UDefl Ratio 938.9 451.6 746.5 746.5 462.1 Center Total Defl in -0.337 -0.935 -0.643 -0.643 -0.914 Location ft 8.448 10.824 12.500 12.500 11.000 UDefl Ratio 586.7 282.2 466.6 466.6 288.8 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.dS RB.d6 RB.d7 1 Timber Section 2-2x8 2-2x4 2-2x8 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 3.500 7.250 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Han Fir,No.2 Hem Fir,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 Status No No No No No No No [Center Span Data ` Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 1 Dead Load #/ft 75.00 75.00 60.00 60.00 75.00 75.00 195.00 Live Load #/ft 125.00 125.00 100.00 100.00 125.00 125.00 325.00 [Results Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 ill Mmax @ Center in-k 9.07 1.87 7.26 2.16 2.70 9.07 15.79 @ X= ft 2.75 1.25 2.75 1.50 1.50 2.75 2.25 fb:Actual psi 345.3 306.1 276.2 352.7 102.7 345.3 601.0 Fb:Allowable psi 1,173.0 1,466.3 1,173.0 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 27.4 23.8 27.7 12.4 29.7 59.4 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 206.25 93.75 165.00 90.00 112.50 206.25 438.75 1 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 @ Right End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.012 -0.005 -0.010 -0.008 -0.001 -0.012 -0.015 UDefl Ratio 5,293.7 6,341.9 6,617.1 4,587.6 32,619.9 5,293.7 3,717.4 Center LL Defl in -0.021 -0.008 -0.017 -0.013 -0.002 -0.021 -0.024 UDefl Ratio 3,176.2 3,805.1 3,970.3 2,752.5 19,571.9 3,176.2 2,230.4 Center Total Defl in -0.033 -0.013 -0.027 -0.021 -0.003 -0.033 -0.039 Location ft 2.750 1.250 2.750 1.500 1.500 2.750 2.250 UDefl Ratio 1,985.1 2,378.2 2,481.4 1,720.3 12,232.5 1,985.1 1,394.0 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:Floor Framing Description 2613D FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbeam iLevel,LSL 1.55E Hen Fir,No.2 Rosboro,Bigbeam Douglas Fr- Hem Fr,No.2 Lard),No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 175.00 Live Load #/ft 300.00 125.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5666 1 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 17.47 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 664.6 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 65.7 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 1 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.019 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 2,899.5 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.024 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,230.4 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.043 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,260.7 • Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 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 14189_Plan_2613.ecw:Floor Framing t Description 2613D FLR FRMG 2 OF 3 [limber Member Information11 Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fur- 'Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 30.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 80.00 320.00 320.00 320.00 320.00 Dead Load #/ft 175.00 175.00 160.00 175.00 175.00 175.00 Live Load #/ft 125.00 125.00 100.00 125.00 125.00 125.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 III Mmax @ Center in-k 7.76 6.52 6.80 40.89 27.75 6.94 13.60 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 295.4 248.2 221.7 819.2 1,055.9 264.0 517.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 28.1 25.1 92.3 97.0 33.2 58.6 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions I� @ Left End DL lbs 375.00 332.50 332.50 818.40 737.50 368.75 516.25 1 LL lbs 487.50 288.75 315.00 1,513.60 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 2,332.00 1,850.00 925.00 1,295.00 @ Right End DL lbs 375.00 332.50 332.50 1,709.60 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 2,998.40 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 4,708.00 1,850.00 925.00 1,295.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.004 -0.005 -0.004 -0.003 -0.033 -0.002 -0.008 UDefl Ratio 9,786.0 8,108.7 11,643.2 9,677.0 1,791.3 14,330.6 5,222.5 Center LL Defl in -0.005 -0.004 -0.003 -0.005 -0.051 -0.003 -0.012 UDefl Ratio 7,527.7 9,337.3 12,290.1 5,497.3 1,187.5 9,500.1 3,462.1 Center Total Defl in -0.008 -0.010 -0.007 -0.009 -0.084 -0.005 -0.020 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,254.8 4,339.9 5,979.0 3,505.8 714.1 5,712.9 2,082.0 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613D FLR FRMG 3 OF 3 Timber Member Information i B.d15 B.d16 B.d17 B.d21 porch Timber Section 2-2x8 2-2x8 LVL:1.750x14.000 2-2x8 Beam Width in 3.000 3.000 1.750 3.000 Beam Depth in 7.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 2,325.0 850.0 Fv-Basic Allow psi 150.0 150.0 310.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,550.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 16.50 6.00 Dead Load #/ft 15.00 30.00 60.00 Live Load #/ft 40.00 80.00 100.00 Dead Load #/ft 160.00 60.00 Live Load #/ft 100.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.3380 0.2803 II Mmax @ Center in-k 9.57 3.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 fb:Actual psi 364.1 146.1 785.8 328.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fir:Actual psi 36.0 15.5 48.0 26.5 Fv:Allowable psi 172.5 172.5 310.0 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 @ Right End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.081 -0.014 UDefl Ratio 4,142.2 17,201.9 2,454.8 5,096.9 Center LL Defl in -0.010 -0.005 -0.215 -0.024 UDefl Ratio 5,177.8 10,321.1 920.5 3,058.1 Center Total Def I in -0.023 -0.007 -0.296 -0.038 Location ft 2.250 2.000 8.250 3.000 UDefl Ratio 2,301.2 6,450.7 669.5 1,911.3 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN L(c Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM 1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fur- Lardi,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No enter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 II Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK LReactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 t UDefI Ratio 2,558.5 Center LL Defl in -0.072 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 TJI JOISTS and RAFTERS ' Code __ Code I Code I Su gest Sug est Suggest Leick._Lpick_ Lpick Lpick - g g._ Joist 1 b d ,Spa.r LL DL M max V max El L fb Liv L TL2401 L LL360 L L max 1 TL deft. I LL dell. L TL360 L LL480 L max TL dell ITL dell.LL deft.LL dell size&grade 'width(in.) depth(in.) (in.) (psf) (psf) (ftlbs) (psi) (psi) (ft.) (ft.) (tt.) i (ft.) (ft.) (in.) I (in.) (ft.) (ft.) (ft.) (in.) ' ratio (in.) ratio ! 95 TJI 110 1.75 a 9.5 192_._ 4015, 2380 1220_ 140E+08 14.71 277315.23 14.80 1471 0661_ 048 13311345 13.31 0.441 360 0.32 495 __._._.___ 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220!, 1.40E+08 16.11 33.27 16.19,1" 15.73 15.73 0.721 0.52 14.14 14.29 14.14 0.471 360 0.34T 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.311 17.31) 0.79 0.581 15.57 15.73 15.57 0 521 360 0 381 495 9 5_TJI 110 ._1.75 9.5_.. 9.6 40 15 2380 12204.1 40E+08 ___20 80-__,55 45, 19 19 ___18 64 18.64L 0.85 0.621__ 16.77 16.94 1677 . 0.561, 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.511 14.27 13.97 13.07 0.441 384 0.351 480 9.5"TJI 110 1,75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 ' 14,84 0.46 384 0.37 480 9.5"TJI 1101, 1.75 9.5 12 40 10 2500 1220, 157E+08 20 00 48 80 19 11 17.98 17.98: 0.751 0.60 16.69 16_34 16.34 0.511___ 384 0.41 480 5"T 1 - 9.6 40' 10 - 0 9.5"TJI 1101 1.75 9.5 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17 60 0 551 384 0.44 .480 9.5"TJI 2101 2.0625 9.51 19.21 40 101 3000 13301 1.87E+08 17.32 33.25 17.321 16.301 16.30 0.681 0.54 1 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 20625 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 i 16,74 0.49 384; 0.39 480 9.5"TJI 210 2.0625 9.51 121 40 10 3000 13301.1.87E+08 21 91 53.20 20.261 19.06 19.061_ 0.79!_ 0.64 _ 17.70 17.32 17 32 0.541. 384 0 43 480 0 - - - - - ------------- 9.5"TJI 210 2.0625 9.5 9.61 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18 66 0 581 384 0 47 480 1 ' 9.5"TJI 2301 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.831 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 0.61 384 0.41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 .,480 9.5"TJI 2301. 2.3125 9.5 9.61. 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 19.27 0.60j 384 0.48 480 "TJI 1--- 1 87 40' 10 31 11.875" 110i 1.75 11.875 19.21 40 3160 1560 2.67E+08 1778 39.00 19.501 18.35 17.78 0.67 0.54t 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 267E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 _017.73 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875_1 121 40 10 3160 15601 2.67E+08 22.49 62.40 22.811 21.461 21.46) 0.89 0.72 19.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 110, 1.75 11.8751 9.6! 40 10 3160 15601 2.67E+08 25.14 78.00 24.571 23.121 23.121 0.96 0.77 21.46 21.01 21.01 0.66 384 .0.53 480 11-87 JI 06-5' 1 40 3795- 6 11.875"TJI 210 2.0625 11.8751 19.21 10 1655 3.15E+08 19.48 41.38 20.611 19.391 19.39" 0.81 0.651 18.00 17.62 17.62 0.55i 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 4=_1872 0.59 384 0.47 " 480 11.875_TJI 21012.0625_.11.875 1-2� 40 10 3795 1655 3.15E+08 24.64 _6620 24.101 22.681__ 22.68 0.95 ___0.76______ 21.05 20.61 20.61 __0.641 - 384 0 52 480 -- ---- ---- -- - - 11.875"TJ1210; 2.0625 11.875 961 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 0 691 384 0.55 480 I 1..... 11.875"TJI 2301 2.3125 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21.281 20.03 20.031 0.83 0.671 18.59 18.20 18.20 0.571 384 0.45 480 11,875"TJI 230 2.3125 11.875 16 , 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 ,.1.•:,19.34 0.60 384 0.48 480 11.875"TJI 2301. 2.3125 11.875 12 40 10 4215 165513.47E+08 25.97 66.20 24_.89i,. .42 23 42__ 0981_ _ 0 78 21_74 21.28 21.28 0.671_ 384 0.53! 480 .8- .6' - - 4215 -- 11 875 TJI 230 2.3125 11.875 9.6 40 10 4215 166g1-3 47E+08 29.03 82.75 26.6-111: 25.23 25.23 1.05 0.841 23.42 22.33 22.93 0.721 384 0.57 480 I_1 I 1 11.875"RFPI 4001 2.0625 11.8751 19.21 40 10 4315 14801 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.82 0.661 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.062514 11.875 16 40 10 43151 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 190`1 0:59 384 0.48 480 11.875"RFPI 4001 2.062511.8751 12 40 10 4315 14801 3.30E+08 26.28 59.20 24.41 23.03 23.031 0.961 0.771 21.38 20.93 20.93 0. 5 38 0.521 480 11.875"RFPI 400, 2.0625( 11.875, 9.61 401 101 43151 1480 3.30E+081 29.38 74.001 26.3781 24.81 24.811, 11.031 0.83 I 23.031 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 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+S c 0.80 Constant > Section 3.7.1.5 KcE 0.30 Constant > Section 3.7.1.5 11•111111111=111•111111•11111=1111111111111•11111111 -- - OMNI C.f b 1.101111EMMIll 1997 NDS-__- �_( �Section 2.3.10 ----Bendin l[.m'S�Size m:��-Cd Si)m[�(�]_ i ___- NDS 3.9.2 Ma.Wall duration duratio factor factor use Stud Grade Width Depth Spactn.,Height Vert.Load Hor.Load u=1.0 Load 0 Plat.Cd(Fb)Cd(Fc) Cf Cf Cr fl Fc perp E Pb' Fc perp'ri Fce In. In. In. ft. •If •f •If Fb Fc) • •si •sl •sl •I • sl •�®•Fb"1-fc/Fca-f MIS ®®I�' MIECK®'131MIIMINEM111111111® 1.1 1.05 1.15 EIZI®' 800 1,200,000 35211MECO 966 NEWEEIMED11111:0 0.00 0000 H-F Stud ®®MMS®'' 1340t 0.9966" ®®na 1.15 ®' 800 1 200 00011111MalliMil 966111Eal 340.90.1glEgic 0.00 0.000 H-F Stud ®®®mum 1785�' �®®�®�� 800 1,zoo,000=MM 966 378.09®i 340.00 0.00 0.000 H-F Stud ® 3.5 ® 8.25 28.3 201.05 1.15 675 405 800 1 200 000 854 506 NE 449.95 395.22 393.65 1.00 0 00 0.000 70 0.9953 2657.8 1.00 1.15 0.9921 1993.4 1 00 1.15 ®1.05 1.15 675 405 800 1,200,000 854 506 449.95 395.22 394.29 1.00 0.00 0.000 III H-F Stud 1.5 3.5 8.25 28.3 3100 0.9921 3988.7 1.00 1.151 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 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 ®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 ®®mom30.9 ''®' ®®T05®immuai 725 1,200,000 554 MIIIIIIMEDIEUE111111901111111ENIIIIIM 0.00 0.000 SPF Stud ®®iiimms 28.3 1525 0.9957 2091.8 1.00 1.15 15 ®105 1.15 675 425 725 1,200,000 854® 875.438 378.09 336.17 335 24 1.00 0.00 0.000 SPF Stud00 05 5 675 425 725 875.438 449.95 38813 387.30 1.00 0.00 0.000 SPF Stud _1.5 3.5 8.25 28.3 2030 __ 0.9925 2789.1 1.00 1.15 1.05 1.15 675 425 725 1,200,000 _854 531 875.438 449.95 386.67 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 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 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 0.2858 3132.4 1.00 1.15 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 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 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 ®®��' 0.3005 1.00 ®®�® 875 �®' 1,400,000 ®I ��•. N, ®IE111 0.00 0.000 SPF#2 ®®111® 18.0 3287 0.3158 3287.1 1.00 ®®®® 875 425 1150 1,400,000 1,308®1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 III SPF Stud 1.5 3.5 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 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/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desk n Bucklin•Factor D+L+W c 0.80 Constant)_> Sec8on 3.7.1.5-I_--_ _____ _�-__ - 111111111111111111111111111111111 KCE 0.30(Constant)> Section 3.7.1.5--�_ �...-.. IIIIIII Cd Cffibb) Cd Fc-1997E..37D5-.._ Cb arias > Section 2.3.10 -1 NOS 3.9.2 Ma.Wall duration duratio factor factor use Stud Grade Width Depth Spacin• Height Le/d Vert.Load Nor.Load u.1.0 Load(4 Plat:Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb Fc perp' Fc Fce F fc tc/F'c fb lb/ in. In. in. 8. plf psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 ®®IIM®'-' 2857.8 .111.®" ®1.05®_ 405 _1,200,000111111E131111111:1NEUZIKLE ®' H-F Stud 1.5 3.5 III8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 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 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud ®®__�'''�" M31®" ®1.05®KEI _®1200.000 1,366®111MINEECIMMICEM IMMEM SPF Stud ®®® mEi30.9 1125 8.46 0.9931 2789.1 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1.366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud ® 8.25 28.3 + 0.9952 1:60 IN 1_1 1.05 1.15 675 425 725 1,200,000�®M�.�' �•` �ra 0.490 SPF Stud ®1BN �� 825 28.3 0.9958 1.60 _ 1.1 1.05 1.15 875 425 725 1,200,000 ®� � �''�' 0.383 -_____--_-________ __ _-____ H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1.300.000 2.033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 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 #2 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPP SPF#2 111111 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 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 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1.400,000 2.093 531 1265 244.40 233.80 106.67 0,46 927.02 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 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 • Page 1 D+L+W+,SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Bucldin.Factor D+L+W+Sl2 c 0.80 Constant)> Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5-- -_--- -- -- 11.11 MIIIII EMI EMI_1997 51O5-. _ Cb 1111111111=11111111Sisstiou 2.3.10 ---- Q1EMIEMEMIZI31111111111111111•1111111111- 11133111E11111•111QEMM-IMIIMMII- _IIIIIIIIIIIIIM_IIIIIM--CCEEEEIEEEMEEMMMrtIIIIIIIIIIIIIIIIIIIII-mm___--MIIIIIIMIIIII- Stud Grade Wdth Depth Spacint Height Vert.Load Hor.Load c.1.0 LoadPlat= � �Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb Fc perp' Fc• Fce F fc fc/F'c ro 1b/ in. in. In. B. =II .If .f .If (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 1.80 1.15 1.1 1.05 1.15 675 405 800 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 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 Hoe 8.25 28.3 985 8.13 0.9963 1993.4 Ell 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 5061111E 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 825 28.3 1445 8.13 0.9959 2657.8 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 111111111111611 2390 8.13 0.9960 3986.7 1.60Eno 1.05 wig 405 Iiii 1,200,000 395.22 303.49 0.77 180.69 0.406 IiIMEM®®IEUMEKEEINIECII®_' _ `� ®®1.05 11311=3111:511725 1,200,000® 431 52111115=11111111/1003 0.589 SPF Stud ®®�� 30 9� '' 0.9988 ®" ®®1.05®ERIIIIIMII 725 1,200,000® 336.171111CODE®i E 0.669 SPF Stud imiiiim, 28.3 1140 8.46 0.9944 2780.1 1.60 975 8.13 0.9952 2091.8 1.60 1.15 15 ®1.05 1.15 675 425 725 1200,000 1,36® 875.4 8 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud05 5 675 425 725 200 000 875.438 449.95 388.13 247.82 0.64 361.37 0.58III6 SPF Stud 1.5 3.5 ® 8.25 28.3 8.13 0.9952 2789.1 1.60 1.15 1.05 1.15 im� 725 1_200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 OFF Stud 1.5 3.5 Ell 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 425 725 1200,000 1,388 531 875.438 449.95 388.13 299.88 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 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 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 18 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 ®®INI 7,7083r 3287 9.71 0.3872 3287.1 1.60 1.15 ® ®��®' 1,400,000 2,093® 1015.45 531.23 0.52BE 0.114 SPF#2 ®®m�� IE 115® 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 ® 18.0 3287 8.13 0.4342 3287.1 1.60 , 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 OFF Stud ®®111111 50.0 70 8.46 0.9955 2091.81.05 425 1,200,000 1,366 531 139.02 17.78 0.979 SPF#2 ®®® ®® ® ®® ®© ®®�� '�" '��®®�1.15 875 425 1150 1,400,000 2,093 531��®��', � 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 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 96.97 0.44 927.02 0.796 Page 1 D+L*S*.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•Factor D+L+S+W/2 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 Mau.Wall duration duration factor factor use ME Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <-1.0 Load Op Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc- Fce Fc fc fc/F'c fb Po/ in. in. In. 9. Of 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 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 18 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15_ 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.486 SPF Stud 1,5 3.5 12 9 30,9 1370 4,23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3,5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 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 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.811135.511 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 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 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0,059 SPF Stud 1,5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506' 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3,1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+S+El1.4 Eal 0.80(Constant)> Section 3.7.1.5 NM. NMI�� -��- 0.30 Constant Section 3.7.1.5 M� MEN_1997 NDS IIIMIIIIMINIMIIIIMIIIIIM NiEIIIMIIIIIINIEZMIEIIIIsection 2.3.10 MIIIIMIINMMIIIIIIIIMIIIINMIIIILIOEDZIESFIIEEIEMLEIIIIIIIIMIIIIIMIIIIIIIIIIIIINMIIZIGCOIIECIIICZINDIIIIIMIIIIIEMEESEIIIIIIIIIIIIIIIIIIIIIIEIIIIIIIIIIIIIIStud Grad Win th Depth Span. dn. Height111 Vert.rc ed Hor.Load NDS 1.0 9.2 Load PlMax.Waat=Cdr(F6)Cdation r(Fc factorato FCf b factor r® Fb Fc perp�mn Fc Serp' Fse � . ® . Fb1roc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.53.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud ® 3.5 3.5 11111 8,25 28.3 8.25 28.3 17120 3.57 0.9947 2657.8 1.60 1.15 5 3.57 0.9961 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1366 506 1.05 1.15 675 405 800 1 200,000 366 506. 449.95 311.1 0.79 158 68 0.376 449.95 395.222 325.71 0.82 119.011 0.315 I+F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9986 3986.7 1.60 1.151.05 1.15 675 405 800 1,200,000 1,386 508 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53III 0.324 SPF Stud ®® 16 IIIIICI®'' 1000® 0.9918 �.r 1.15 ®1.05®11121111KEil 725 1.200,000 1 36611111LEEIMEIIIEEEDMIEEENIEMIIIMIEIEMIIIIIMgl SPF Stud ®® 16 12 . 1 30.9 1410 3.57 0.9962 2789.1 1.60 .15 875.438 378 09 336.17 268.57 0.80 141.63 0.358 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1200,000 1,366 1.05 1.15 675 425 725 1 200,000 1 ®875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 MICEI 28.3 1690 3.57 0.9940 2789,1 1.60 1.15 1.05 1.15 675 _425 725 1,200,000 1,366®875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.6 3132 3.57 0.2844 3132.4 1.60 1.15 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 ®®1111111111 3132 3.57 0.3404 3132.4 1.60 1.15 ®1,10® 850 405 1300 1,300,000 2,033 EMI 1203,70 946.77 506,18 0,53 Iliii 0.055 SPF#2 ®®111111115E19 16.8 ®NIZIENNIEMENI 1.15 ®1.10® 875 11121111111011,400,000 ® MEIME®NIEEE®,- r INIMUD ,§15F 92 ®®mMICI 19.6 11111ELE® NECUUllm,'r ®®liffEl® 875 425 lian 1 400 000 INEIMEHMEDIMMEMEI850.16® 0.621115351111111NIMI SPF#2 ®®111111 18.0 3287 3.57 0.3678 3287.1 1.60 N®1.10®® 425 1150 1,400,000 2,093®1454.75 1296.30 945.38 531.23 0.561 0.052 SPF Stud ®®1111® 50.0 285 3.57 0.9981 2091.8 1.601.05 725 1,200,000®®®® 139.02 72.38 INN 0.727 SPF#2 ® 5.5 ��]�®"® 0.9910 ®® ®®® ®'' ®®®'® 405 1300 1,300,000®IDMIS ® MILI�� 0.53 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.68 340.83 0.513 Page 1 /WU 180 Nickerson St. Suite 302 Senile,WA 93109 project: - - Date: , (206)204512 P Meat: Page Number: ar6)285-0613 j:144 2.4900 P5r tt-tS) *)r) th1)14) Puatr (tr-iki ) taw, Kg_i (ivt)( ots ) vc .306-- wz. (1-01/5) =-. 3os 24, rz 1/40 AP geappkV3 202,C) isropsr #A)?""*" Z/W44g*Ii>fica flit> st.t .4•40 (.15,( 7-* - • qaa + 2:Fp:,4-'405 Log., 40-5 7k 1 %5 • 11-73V .1";7-' 14tww if9e t9p fry 2. AV 36" seem fr) 105 41/* Structural Engineers G T E N �' 1 N E E ►� I N �, 180 Nickerson St. ItJCA--3 Q Suite 302 Project: t F r t 1 98109 Seattle,WA Date: t } --//1341,041 ¢,, (206)28S-4512 Client: S' J�'] 1 ITir� 41 --P"ti . Pae Number FAX: X+ (206)285-0618 6(• s 4- w. P 5 erki Eir . fruitlAS,rs = :' ? itsr 100 c� 'Fut_t_ =: 40 t 9- PIF , v . a ' Z P -- iif , JPS . 664/(et, � !" 1 f " rr1403 is" _ " 23.3k. 1.t 1(00 i5.64 09,74 '" Structural Engineers `732. ' 180 Nickerson St. C T E N G I N E E R I N G Suite 302 Seattle,WA I�NyzC. �q(}� ��]�j n p 98109 Project 1 I. N, .,�.i... _ 1 ""� ry ® � Date: f�9Z?. �p • (206)285-4512 P'tl �9 �,,R}�� FAX: Client: 2072 1��06 �D" WS "Tv Page Number: (206)285-0618 s a 4.:; • �: IP 3� 32 �_ 3/°�5 • , nil Z.t fy 3 iG 24S • . at : , ' . : . • 5 V't_____14: - ! zo `.. , • «� • �, fi� �' r1-, 12 _ u _ qv 2 - _t106S • 11oi r2" r-A - - eS • r • .-?moo L : .! , ?�� • , X11_i �tt3 •-- I �164ty 4 - - s � , . 646' i. I . 1t, • /2 ' f L-4 1 , . , ' i2 q D -__ in /. �...�� -.�. .. ` . - n, 2x� .. ` •5) --tel/ ,.-._. _ . • • • s' .�. Z A . Structural Engineers 4e_St)PwS t-,3.6,4; 3 Design Maps Summary Report Page 1 of 1 RUMS Design Maps Summary Report User-Specified Input Building Code Reference Document (which2012 utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -" Stiff Soil" Risk Category I/II/III ''.,-, ---'e-,p„„x i'---- '41- '1 11,4,---i, A --,', 1 ' \i'',--.. P- ,1,,...*:-1-'-‘,--,-''' '3,, :1' ,1,._‘: 4,4'4'.' i _t ri K v, ( �� ' Milytau tie r Rs, E i *' , NORx r / ," d z � %r M ESR 1 C T " ,.,,,.« 4- - -� ..;-,'''',,,T.' . at--"--, t1� '''''11-' 1 6'a '. r 3 USGS-Provided Output S5 = 0.972 g S„5 = 1.080 g S°5 = 0.720 g S1 = 0.4238 SM1 = 0.667g Sol = 0.445g 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. M E . Response Spectra Designo. esign Re pons Spactlrum 1.1( o,*aoo"72 0.22tt. 0,77 S 0,42 TO 0.4C 0,55 o.ta o.22 *41 022 till 9t:Oa GD b,4Q b o 0.4* €o. f1. 2.# a L20 Z 4 1,60 1.BD 2 fl, 04 o.Y.o 4i to i,T i, 1.4o I.Co .io 2 .00 Ip T t G) P�I ts+lt) 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#14253: Plan 2613 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= 1.10Figure 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.00v/research/hazmaps/ http://geohazards.usos.qov/desionmaps/us/aoplication.pho 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 SD1= 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 DO= 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#14253:Plan 2613 Sos= 0.78 h„ = 18.00(ft) So,= 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) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,*11)/(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 Sl)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C� = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00' 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 6.4.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(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; *wpr 0.4*Sos*1E*Wp 0.2*Sos*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.0'ft. V ult. Wind Speed 3Set Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec,Gust=P.lo Y i , mph (EQ 16-33) Exposure= B B lw= 1.0 10 N/A N/A Roof Type= Gable Gable Ps3o A= 28.8 28.6`psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7;psf Figure 28.6-1 PS30 0= 4.7 4.7'psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 KK= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) X*Krt*I 1 Ps=X*Kzt*I'pa3a= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.8-1) Ps B= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average- 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 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 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 klps(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#14253:Plan 2613 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) V(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00: 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.0 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASDL Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT#14253: Plan 2613 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) __I 0 1 0 1 P6TN 150 150 150 150 P6 520I 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 e e r I ROOF BELOW 1 I 11'-0i8 10'-11 78" j ' 3'-1132 f 7'-p5/8 , 7•-048 3'-11}2 10e j _� 5-0'4-0 Si j._______..., 5-0'4-0 F T- ♦ = EGRESS Rear BR2 1 c- EGRESS INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 41-1 1 Vie' �Ci♦ GUARD RAIL W/6"HIGH to .s. ry'� 2x4 CURB AT BOTTOM- • \ / TOP AT+42" A.F.F. 4-6 6-0'BIPASS `V 4 - ' 6-0 BIPASS • In N (/O I� v, 5 &P 1 1 S&P 1 a ♦ N -732 " 3'-5322-4 HC 24"18 Bath- N ...2 ^ 6 TUB < -rn Q & I 1 1: -------- ----- h6' I.. ® SHOWER^ In I LO, MDF CAP 9x ", ( ® DN i • ♦ x SHELF' IABOVE ...I.R o S &P � Vtihty I f. N N 11/6 T DRYER I o , ♦ __--_ 6-0 PASS ♦ 2-8 HCW I '° _ 2-6 HCWs VVV J� ♦ 1 11 In 01 itv''L r22"30'1 .�.) aN 6' Bedroom 4 ArnD ' N '+ N ACCESS, ��_-_-- Wi L_--_J1n W.I.C.. 2-4 HC r- -s&P--- In 46 z34"' 24 is a x I SHOWER 0 LOW ''t'--"41111 74,---,e F WALL I�W.1°' o��2 "' 11'-5}/22 4'-7w +46" 1, :N � -03'-1 kl ak Z -30,-H1 I ce ' 2-832 r- M. Bath` x,• . r-1m � ? 22'-0" ' 10'-0" J 12•_0" • ROOF it---ABOVE j r -I 7-�--a1— a ♦ ♦ a—T_�, I I , , 16-0 7-0 OH ' Gartilo 0 `Gar ABbP REMOVED 2x8 FRAMING FOR ELEC. PANEL 1 _- FLOOR ABOVE _J Garage WALL FINISH: r GWB :OLLARD' .v CEILING FINISH 46" TYPE'X• G : ''•I'-' FIRE-TAPE ALL GAB 1 ri WRAP BEAMS BELOW CEILING LEVEL -43 N • INSULATE FLOOR ABOVE. 44 42"x12"WOOD TREAD MAX. RISER 7" PLATFORM l _ 8 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. g'-0 1.1 SITE CONDITION) 4 �" h// ) 18'-0}Z GUARD RAIL WITH 6"HIGH , FURN ` to ©2x4 CURB AT BOTTOM- \ '�TOP AT+3Fg1 I �It�G e_Lim Patio ------s------ aN m � �, a 1 3•_9Y4 ry=INi Lk -: ' Pwdr.' .El -, \ ! i UP 3t I �y .•.: o i I L I c'Y' a_.1.4_0 )'-7Y2' 3'-10" , 2'-8" iv ; 0 o I CI • .+ D2 18"x24"CRAWL I -I CI SPACE ACCESS - Kitchen ''4 0 2x4 35" HIGH I o 1 PONY WALL I i o nI n pwL. I 0 Dining i © © --- "` Qf o. • I , ? L 0-_4 > - i INSULATE FLOOR I 'n OVER CRAWL SPACE ' , 6-7Y2 i-N .. o COUNTERTOP �� I 1 o a ,� OVER STANDARD r_._,_ 1 Q BASE CABINET I I °' n < +36" A.F.F. PI G I +--o - 2X4 A :;, UL APPROVED 36" WIDE FLUSH BEAM"! t + + 2xR . a � / FACTORY-BUILT DIRECT ABOVE I T! VENT GAS FIREPLACE 2.-0" 2-7 2 ` ` 6x6 POST ,� An =w W/GWB FINISH z Entry t• n m ��I SY2 1 11,7,,,,____„4„..:. ;, :01H a Living 2x6 39" HIGH "�-1`"'` I AS APP ABLE I I " WALL W/FINISHr I • PER SITE A TRIM AT TOP�� rt v CONDI`0V — 1 I W i• I o III o" 11" 12" PLE 1.'.^^1 n _'.'.'"_ :-t _ . N • HEARTH I In i a10 > Fro ��T�� IZ7 I 4'-9y4 j 4'-6Y4 . . _/ 2-0 S�.O3*-3"4 f 15-0'- "21,-0 SH Porch 5.-� .r 4 3._3" i 3._3. �_ _5_OY4 {1} ♦ w 1'-0 16'-6Y2 9-SY2 E. A i E. a •C.,' Al IONS First Floor Plan 7D FIRST FLOOR SecondFloa 1/4"=1'-0" FRENCH REVIVAL Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Unum 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* 256 11.0 11,0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 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. rights, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVMnd 5.16 EVER 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Lett`(MSTR and BR4) '.. Roof Level w dl=` 150 p# V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 31.6 pN A H1 head='' vhdr= 52.7 plf H5 head= `` 1 ':. v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6eq=143.5 1 n Fdragl w= `5 Fdragl 0 23.1 FdragS w= ••.1 Fdrag•w=72.5 A H1 pier= vi eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0. vi w= 72.5p8 v3 w= 72.5 p# v5 w= 72.51; 4.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0Fdrag3= • Fdra•-- 13.8 feet V Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdraglw=72.5 A P6TN WIND v sill eq= 31.6 pU Ht sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7p8 H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 - V_ Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0'. L2= 25 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 ► , ►•f ►4 ►4 ► Hpier/L1= 0.36 > Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 __ 0.90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 klps Design Wind N-S V I= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind N-S V i= 7.40 klps Min,Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Unum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, left 1* 0 0.0 0,0 1,00 0,00 0,00 0,00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 3** 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 41 660 21,5 21.5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 660 53.0 53.0 0.91 0.15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 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. rights' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVw;nd 7.40 EVEQ 5.30 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM line Ueum OTM ROTM line Usun, Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15' 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath*' 234 4.5 9.5 1.00 0.15' 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 0 0.0 0.0 1.00, 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 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 r 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 BR23* 640 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Alley; 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ', 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EVwrnd 7.71 EVEp 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-IefNright) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.2 kips Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt.= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Veum Us.m HD (sqft) (ft) (ft) (klf) (kip) (k', (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 ; 5.0 16.5 1.00 0.25' 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00' 0.,e 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 %.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.0, 0.00 0.00 0.00 0.00 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 e.e0' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.01, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 +0 0.00 0.00 0.00 0.00 0.00 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 Kit/Gar 660 11.5 11.5 .00' 0.15' 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR23' 0 0.0 0+ 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - - 0 0.0 fe.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 War A:' - 2 6 4. 8.0 1.10' 0. • e.8 66 0. 0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0 a 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A:WP' 118 2.1 8,1 1 00 0, 5 0.4 1.83 0. 0 0. • 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 '.1 e.e .ee e.ee e.ee '.ee e.0s 8.50 1.ee 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVwind 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR` Roof Level w dl= 150 plf V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0', pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds v hdr eq= 59.4 plf A H head= A v hdr w= 147.9 p/f 1.083 Y Fdrag1 eq= 342 F2 eq= 342 Fdragl w= :•0 F2 -850 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 Of P6 E.Q. 5.0 ' v1 w= 488.0 p/f v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 p/f P6TN 2.0___ EQ Wind v sill w= 147.9 p/f P6TN feet OTM 7921 19723 R OTM 10124 12251 UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 12= 11.5 L3= 2.5 Htotal/L= 0.49 0 4 0 4 0 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6,', pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds v hdr eq= 113.9 plf •H head= A v hdr w= 285.4 Of 1.083 "'y Fdrag l eq= 484 F2 eq= 484 Fdrag1 w= .13 F2 - 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 p/f v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= .= F4 e.- 484 feet • Fdrag3 w=1213 F4 w= 1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 Of P6 feet OTM 13970 34997 R OTM 6777 8201 • UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5' L2= : 8.5 L3= 25 Htotal/L= 0.67 4 0 4 0t Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 p/f •H head= v hdr w= 191.6 p/f 1.083 ]4' Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 p/f P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= . F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 Of P6 feet OTM 4769 14711 R OTM 3325 4061 s v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 , Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23` Roof Level w dl= 160: pH V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 pH •H1 head=T v hdr= 225.9 plf H5 head= 1 ',W Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdragl w= •%.0 Fdragl , 533.4 Fdrag5 w= 3.4 Fdra.r w=298.0 h H1 pier= vl eq= 134.1 plf v3 eq= 134.1 pB v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fdra•-- 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 n P4 WIND vsill eq= 73.2 p/f Hl sill= (0.6-0.14Sds)D 0.61) vsill w= 225.9p/ H5 sill= 3.0 d EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 ► 4 1.4 ►4 ►4 ► Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 ______ 0.95;'=L reduction L4f3 ya:'I� �xN' ;4 • 4;I �L t: �' AP'A Tecnnic . iTopics TT- 1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURES cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—Thu Engineered Wood Assyria lion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =480#< EQ (ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eighl Allowable Design(ASD)Values per Frame Segment (in.) ) Shear (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 s , a 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1 31 EQ(1444 WIND) 'oundation for Wind or Seismic Loading("''''`'"' (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) on Heabder to jack-of stopeniud strapng 2'to 18'rough width of opening I per wind desigesn min 1000 Ibf for single or double portal opposite side of sheathing '----; --'•Pony : �... ' wall . height . I a Fasten top plate to header 3 with two rows of 16d 'i sinker nails at 3"o.c.iyp Fasten sheathing to 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 Min 1000 lbf on both sides of opening opposite height side of sheathing. r If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking wax M" thick wood structural panel sheathing with _ � within middle 24"of portal '. ''" 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height "" in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame ik I 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 __ jack studs per IRC tables top and bottom of footing.Lap bars 15"min. S R502.5(1)&(2). t t' �p I1 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Dolan Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard d Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.opawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application a �� and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Enginecird WuodAssuciation 180 Nickerson St, C T E N G I N E E R I N G Suite 302 V'✓�M D Seattle,WA -fr1'�'11(� R INC. /J� 71� 98109 Project: ' N", �' Date: f-ts��'J• 1 ' (206)285-4512 Client: g'ed� 2vq3,�•3+ L ( 5c., 29)054..5,-/) Page Number: FAX: (206)285-0618 . Ve3a771 r- . Ovi--•As-t (el-tti,) d.- Q .T - d�6 AL,12- , d\ rl - _ f ‘,‘. x lb`` )21` k r?)( L13(51/ PKS - K FvR ‘1‘614) fol 4 ►3f rD 1lr5 Qcs 65140) 71 Ve- -v:- i� f-n 1�1iA i+ ('"r?7() 1 A 1> PML dt _ (z)02:_ _____ j9.. 6tosly, gt- L6(0/ C Z (2, 12 (t. 0 06 , g9Z3 Liz.) O AP3 IM �))e,2)& ( e .- ` ) Mn— (2� ,v Cb � v� h � � JJ J �C 68 01,44 �, �,, - q;, -(e,5 ' ; (eKra 0'1 o 51 ' 8 X C& , w/(2 A-4- otp, ew, b /2- Z L0/4-4----R-13 NLS 112. °14-4- 4 l n WD)N6.. it r1 8Au, e QVi tv k 2 o'�e '� °l = 4,5 Px5 R I AWN, M,(l= 10\2 ,q44- , Structural Engineers • • WOOD FRAME CONSTRUCTION MANUAL 63 I Table 2.2A Uplift Connection Loads from Wind Ai., " • . •• • , . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . • 700-yr.Wind Speed 3-second gust(mph) 17.0 115 120 130 140 150 160 170 180 195 4 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)3'2'3'4's'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 _ O psfe 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 m . 60 428 468 509 598 693 796 906 1022 1146 1345 M o . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 m 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057 12 22 ' 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 ++i, 20 psf 36 32 58 84 140 201 266 336 410 489 616 If41 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 • 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • • 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier I 1.00 1.33 I 1.60 I 2.00 I 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wailor '•• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) for each full wall above. '0" 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the :4...!x': header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. Cl.V i ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length ` 1 .. includes the overhang length and the Jack span. . . Tabulated uplift loads for 0psf design dead load are included for interpolation or use with actual roof dead loads. f ; " 3 r:ft. P g P jle -:. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ►//�►/�j )��/ INC. yr�J S98109 eattle,WA Project: �Y1 �`�/t� s(IUr ',L/ �`�✓' Date: (206) (20G)285-4512 FAX: Client: Page Number: (206)285-0618 1 i \.)0 ‘".; #) 714$4, 7.-rp .vvpitt_ ‘04.ot27)46 H4. : \/\)1/4,D0 \e,l) Klb • - I !o MPT u.L , w 33r 15 P A,n 1)Z : . • •C Av mss 17)1 ' 3r, 4- a . aintir iPe . i K �i7 S ( cepikr6A 1--=,•--6.(, 2.G _ (2 • (4)(2) 0,0) .04) :- - 4000-6-auto o 14-7- 61-6y 63/4)(p.,-5 4-M44- Vb4. : P t)tVc () -r" 664. PLY, • • -St6 -} yr D � r fi R ai- 7,119, . e:viik1 q). 4'e ..fl--70s- ,x,),{L_ (FY 7 -.0 =- 6,trA)F pt,„4 Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VAI Ur', #OF TRUSS CONNECTOR TO TRUSS PUSS TO TOP PLATES 111'111 1 1 1 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" 400 ;I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131"X 2.5" `>s:! nit 1 SDWC15600 /,', .t'1..... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148'X 1.5" min IOU 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 25" EA. WA) 2.'0 2 (2)SDWC15600 - - 'gin ... 7.i0 3 (3)SDWC15600 - ROOF FRAMING PER PLAN 8d AT 6" O.C. t 2X VENTED BLK'G. T ia I 0.131" X 3" OEN ,' AT 6" O.C. E I : 5 . TML r H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -?-__ PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF \JAI.UE #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPL.IFT F1 - 1 Ht (6) 0.13r X 1.5" (4) 11131" X 2.5" -400 1415 1 H25A 5 0.131"X 2.5" - -[ _--- O (5)0.131"X 2.5' 53S L_..ilo.. 1 SDWC15600 - - 4Y_i._ 115 2 1410-2 (9) 0.148" X 1.5" (9)0.148"X 1.5" 1070 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. X070 22-.._... 2 (2)SDWC15600 - - -si71i ').-su- 3 (3)S0/C15600 -__-- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE 8d AT 6" O.C. CONNECTIONS VEN.fED ,G .iii . IIII I H2.5A & SDWC15600 STYI F iCOMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [