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Specifications (78)
msTa01 g-U3040 0-Ca\ SV3 ,ua \-e2c e. est\ira. Structural Engineers CT ENGINEERING. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206 285 0618 (F) #15238 RECEIVED SEP 7 20,7 Structural Calculations crryo ,- BUILD , '4 it;River Terrace W •;60 Plan 7 � Elevation B �y,,, ��RE • � 22 , <,Kc< O�O Tigard, OR SFS T. G�� \`1, �o � 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (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. III SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing=future 0.0 psf 5/8"plywood (O.S.B.) 2.2'psf Trusses at 24"o.c. 4.0 psf Insulation 1.0,psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5',psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2:7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 RB.b1 GABLEIEND TRUSS RBV b A-M1 1 IN. HDR LIN. HDR • 19 • 59.1 i I 19 S9.1 iv • . ,A . L, ' ROOF TRUSSES AT 24" O.C. TYP. r =1 AlAx N • N, a • GABLE WEB • — 1 L 11 If • o 1 22"x30 1 _ ! � AT71C ;.a I LACCESSJ x NIS 20 N S9.1 Ell 20 i i -L�_— IS9.1 S = • w I [ • f:2'2 N —_.—. _ a I� "f 2 h °? 1 .Q SJ. i N N1-1a 19 - S9.1 6 • • • CN1' N = • • m 1N a MIN. HDR f)t v � LGABLE WEB r 1 I -I----RB.b3 J t ' MIN HDR IN.GABLE!END TRUSS HON 1 MIN. HDR MIN. HDR I G LRB.b4U / SCISSOR/BOTTOM CORD TRUSS B S91 I J SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-O" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48A MST48 • • \ .:. • • n II III it e----N � 1 _� --'-__J_ •r—lis ' . i • WASHERCO I ENTIRE I DR, �R 4:01 SIDE ENTIRE SIDE • - - pal • / P • l / ( I il ;• • i f ' MST37 • • \\<"11-1 MST37 • c ■ Il ■ , Q 8 St.2 CT# 14301 2015.03.05 1/4" _ 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN An C) 19 ® MIIII GABLEIEND TRUSS 1 L—_---------T_—_--_—_ \�/ CONT.14x72 HDR \ \ STHD14 4.b1 STHD1• ____ STPD14 ROOF TRUSSES AT 24" O.C. TYP. 9.-6" 6x6 POST 6x6 POST 5 5.1 A_5 -LB ADP 1 _I_L r- U O 1,1 AS rn ®' ® /p__ , N N N L 0- 0 0 ® I P4 I - e /S HD14 S HD14 / 134x14L Ir. :.1 T-A17 •11 f7 -- P6 ENTIRE 6x6 POST M7 I I /`y'�' L r. in 1ill SIDE _,(2)2�0 HD" • �'� (2)f4 FLOOR TRUSSES! - I ' ROOF TRUSSES 1 _ Q '1, . I I \ II .4 • v ENTIRE P6 LEDGER I ��� I \`\I1 N Vim® SIDE I __ -._._ ..... -'� JI © :(:17 ---> `;.2)2x10 HDR 13.b1.5 ii 0 rr O I C! 7,` I M __ 'Q z 1 BLOCKOUT FOR m Y MICROWAVE EXHAUST. • _ 0 13" CLEAR Fd - i �9 J — I = PICTURE FRAME o y�G \59.0 4 m = � i..I OPENING. DIMS fil CD "-'1I ; .p 'v ARE TO STUDS. N T I O A �� A I III _ r 1 :: o .0 • t•-.T 0q I I................... FABOVE '`• r- ,... 6X6 POST o oN _ 2 H I i, '4 i O F--H til I ro 2x ROOF •-c-',--,, ca n = 11 FRAMING I I )1" '( co11 ( - ' I!, - 59.0 h ii,_ – B.b9 111J 1+ •-, .4ulLLH11H�_ i A o , 1T�LEDDG`ER2 I r.i�X' STH014 STHD74 1 `-li 4x8 HOR_44xx8f�N,ORR 4x8 HDR 4x8 HDRv . #0 B'.'b4 ""B.b.P0_�B 10 I I 1 N o b I Am S90 ,• w MP I 2P3 O I I - Q I I ® B.b18 .b17 i 01 hik 4x12 HDR """" 4x12 HD r 6x6 POST 2 - - Qz W/ACE4 17 18 02 6x6 POST A11 A11 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. PLAN 7B UPPEER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN -10'2- 16'-3" s-7 U72 Eh15 18 Mr 0 0.0 __al 56.1 STHD74 STHD1' Q Ow N N d 2 Si" CONC. SLAB Z OVER 4" FREE DRAINAGE MATERIAL O W OVER COMPACTED FILL d 1•- ¢ r-- >- }- Q X —L --- 0 Z .. r VERIFY GARAGE SLAB HEIGHT 7 w 101 WITH GRADING PLAN a o D . N Ank N O 'H A% 18'-OY2 3'-11Y29 m II n J I 11W r -16" 'i 9 0" I r--, Si" /Eh IIEll m© VARIES MIN. la, FURN. CONC. ABOVE co AI PAHO SLAB ® SIM®� _3" FROM TOP OF II o STEM WALL I1 it SLOPE M P4 STHD14 IL--,J o �____ 2"DN _ ' cF-- I � CO cv ,-,,`,.'I I I CO li O 1� J 1 56.0 ^ I STHD14 _ 7 ` ,� 1.1 4�4 3 j 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE—+\ oM " ABU66 I AT HIGH FDN. 1- -$PACE ACCESS m s a ® M 17 ©0 ��� I � 4 � lag 1 MSI D1 56.0 ,� R � � " E' 'I - L J `i 18"x36"x10" FOOTING Cm Q I .T-1 -3" (2) #4. (3) #4 IMF 1Vii_-_3.-j I _ ro I I ENTIRE P6 7 'I 14'"x 9Nc"LVL I ,-1 1 P6 SIDE r-- --- J —7- L p J Y O I eCENTER U/ WALL '2 ! ' I 7 `* 1F" ki S p 17 rI 16 30"x30"x10" I Q V FINISHED FLOOR L4_J 56.0 FOOTING W/ • Q AT +0'-0" ^ I- ti (3) #4 EA. WAY , 0 roM A J. € P.T. 4x4 POST •-••• ... TYP. U.N.O. -.` CRAWL S L J ,,, DRAINAGI , CONNECT 932" I-JOISTS AT 19.2" D.C. ' FOOTING I TYPICAL ALLOW P I DRAIN ACI N I —12Ya" 11'-4/4" 1 14-43/4" N I—+r I 1 9'-Syy" L J 1'- r�_z_,_ 1y, x 9Yz LVL w r----/r 30"x30"x10" I J I FOOTING W/ ilk - I (3) #4 EA. WAY 18"x18"x10" FTG. ; I 121/41 o 1407 W/ (2) #4 EW , - I I6x6 P.T. POST N ® I-- TYP. U.N.O. a L---- L+J C10 &4 1 1%a" x 91J" LVL SIM.56.0 D1 SIM. ® 1 I ^ 2x41 PONY - iffli © I r- WALL 'F `O I m�� 1 ��. • I ,. i TART FRMG.I SIM ® man 1-1 6 5" in ., — Z1 I I S6.0 N \ � I STHD14 0STHD14 T D7 o I 31" CONC. SLAB -6%z" TOP OF SLAB of I SLOPE 11/2"Z -12%" TOP OF 8" v I L STEM WALL J I , 1I ,)16 1 I ABU44 S6.0 ABU44 1-24' 6'-0" j ABU44 1 L 8.-5., _ 3Y2"1i Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 1 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:ROOF FRAMING -1 - y Description 2613B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 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 3.500 7.250 3.500 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 Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 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 56.3 26.9 53.8 27.7 37.2 89.2 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 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 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:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data _ --'rv�.�vs'.0:.v.� rrv.,9asa,. :..�,� ,,,XF4»...<.ys,'4.ID ,;Nn a i':.�MU::d" 5a . F....,e..i.: 'v.yA....:.sksaca .Sm. ✓�s/A:;e..w.\as,#e.-a.. Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 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 t Reactions @ 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 �.,. r F,>z :a� r..,:�...:> :- rm;... ,srr,• ».^ti ,v,%r; ,:may.,.<w: .,.x.�.� �:::��as ;s,,xy`: Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 __1 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 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 PLAN 7 ABD.ECW:Floor Framing ,as.:.w,�,o <; -. ,.,: e�,: ,;, 3.. .:v.. �..., a�u;,„; ,, „„,, a-„ zar x Description 2613B FLR FRMG 1 OF 3 Timber Member Information erode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 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 9.250 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 Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,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 fti 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k', 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft' 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 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 53.6 88.6 28.6 56.6 109.3 70.0 111.4 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 @ Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 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 i Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 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 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0-1403 0.2859 0.8875 0.3467 0.6795 - Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 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 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK t Reactions • @ Left End DL lbs, 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK .., .,.zo ,,, , zd .,;- ,,, .. .. • ,.. Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 L/Defl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 L/Defl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefI Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW 0602997 Ver 5.8.0,1 Dec2003 Timber Beam & Joist Page (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Hr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center ink 9.57 3.84 24.30 61.44 @ X= fti 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions »;--�•^n� :n.�. s». � .,,., »M.».,;a w... :::tet- -;;yar, ».ro�dw. ., .,�, ,:, ._ts:»,:,* .�4.c:, a ,.:.. __. @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 mlm� 0 0 0�0; 10 .. ...0:0 0 0 - 01a tilt.. a a:all v gill a'i 9741 v�,..a,: s''32.94,a o am a$: a a ai e elv I N7xI la' H alai v 144411 N N a N' N -'t Io 00 0 0000 '.6=''''' 0 to olol,, of alol 0 m c o 1� { 00 m m, m 1 ��� �� m � mN �,. i I mm � m 1a,�. 00dd ooh a a0o�'',, NN�m... �0. '5,1Naa I; Iii i �1 m N a m N 0 9z1 'nl m n � 1111 II I �e�m' mm N N I� Ited 17,1:iaa 1 1 m it1c e _, o 1 hI 'x 6161 mom 00 o �� jo 0 0 0! o 0 0 0l 0 ():11v ' I o 0 o a d --' c ! l L Fo 0 0 o_16:8,6,6,mr 1_ w m 0 l "'. N_.. n.'-. - I I �I-- '6.]°01 10 0 0 0 1 II � n�' , C8Rt tV� N T4- ovR o, 1;1 C2 F,31 :1,2!:,:, - - m'''l 1oe8"1 2m 1 nN' NN NNRocil -R1 NN77•gi� al ;1 " FmEIIa N N. 1 s,- 80. N a N 11r,m nR ` . 0` ' i'1 _ N�,.. 11 • iii igii kIii l 7 dJ 1 Lm - a N N. NNNNNR N m S I al m ONN;INI 1 1 1,„ ma � annlIOOO1 � i,931.1 1 mmn Nomm2j-, o*4mj mm, mi rN. gaNO NNi N mNi I I IMm1,,i,6:"11.! A el l''''.. 11""1 N N PI IOI N' 1 _ i_1 _t 1 1 �_ _ rWI ou'ol 1T l m21-4,1WW L2-, 'N .Nlg 1 ng,W nl B18. mwa c1S jIt10- � 01111'61- 1'9:71H31 + ( o a111§1L1'-' 1 m�y 7Ni N1 FI_ ' N• I a I f I 1 18§n§ ii g a> Allig ▪NN 1....,", dr ; l nIlnN- 1 It o�N .mI o' 1 _I I I I 1mooI 11 Io a N - � . m _ N• t..- 015- ii 11 lm I I -i1,-,111 mIm mmm N 1mi11F-Ai I ^ m1 -Im mlm 6 1'I11- 1_ moimm m� m 1I— m 1 I _ . a . , :: _ NI- I I 1I_I • I� I m. n}. N w Nti ^N m; I11�n Ann. � g!-11 N N 'F''''.':'"':'1 r,n11'1N mN N� N10::,, ,_.11111 0al. O oN a._^ � .-rF- a d'iLLI :1:=l- ': 1 ;' rl !,.1.,...,=]!--: r-ri-; rr:�w Irt =1 I- - - It ' • mn..oo: aimmal m mloaamIEIl H00 BOLOS CT#14189 Betahny Creak Fags LOAD CASE I (12-12) 1 '(BASED ON ANSOAF8PANDS-1997) b SEE SECTION _2.3.1 231 2.31 371 371 K 100'p n ret)4g FactorS90001.ML S 080!(Conslan1)> Section 3715•-.. .... ...._ x ...... .. Cr ..._ _.. _ ..... KCE 0.30:(Constant) Saclron 3715._.. ._. __ ... •- - _.__ 1 .... Cl(Fb) Cf(F5)1_, _7897 NDS Cb SV ;Section 2.3.10 I BendxE Cat0.-SimS :ue. __y :Ctl(Fb)_ Cb CA F) Fx13]1. -- -- NDS 392 M Wall tlOretwn durebontaM :hckr •Stud Grade W4d111.I.Dap6iIISTssiniNfigiitIi Lent IVert.Load Ho,Load 10 tad a Mali Cd(Fb)Cd{F Z Cl Cf Cr PoF peep F E Fb' F peep Fe Fee 1 F k--i klF'e I Po M .-. _: 7- .....D1 Pte... _._93 .... ,(F81.(F 5 P>5.. Pa i 0_._ gSI00 P.&. Ps .ew 15 441 paI Ps Fb I1 fd 00 H-F Stud 15 3 5 16 7 7083 26.4i 1730 0 0.9916 (983 4 1.00 115 IA:105 1.15 675 405 800 1200000 854 506._ 966 51542 441 22 439.37 1 00 000 0 000 M-F Stud tS : 35 16 : 8 909 1340 0 08866 ) 19934 � 1.00 115 11:105 115: 6]5 405 x800 1,200000. 8.54 506. 866 37809 34090 340.32 1.00; 000 0000 H-F Stud 1.5 1 35 12 9 30 9: 1785 0 09947 26575 - 1.00 1.15]1 1 105 1A5 875 4051 800 1200000! 854 506: 966: 378.09 34020 340.00 1 00 0 CO 0.000 H_FSWd 15. 35 16 825 283: 1550 fir 09921 19934 I 100 115 1.1_105 1161-675 405 800 11200000` 854 506- 9667449.95r 39522 393.85 100 0.00 0.000 H-F Stud 15 ; 25 12 :...8 25 282, 2070 0 09953 8 2657 100 1 15 1 1;1 05 1 15°675 405: 800 1,200000 854 506. 966 44995, 395 22 394.29 100 0.00 0.000 14-F Skid 15 35 8 825 3x 29 3100 ....0 09921 1 39867 1 1.00 115 11,.105 115 i 675 i 405 800 1200000 854 506 966 44995(_..-39522 393.65 100 0.00 0.000 .._ SPF Stud 15 : 35 16 i 77083 2CA 1695 0 09952 _.._20918 1.00 115 11 X105 i 1.151 675.1-425 I 725 1200000 859 531 875.438 51542II 43152 430.48 100 000 0.000 SPF Stud 15 : 354_16 i 9 309_._ 1760 0 09944 1 27801 100 115 11:105 115': 675 425 725 1200.000 854 531 375.438 37809 33617 33524 100 0.00 0.000 SPF Stud 15 35 12 I 9 309 1780 0� 09944 � 2]891 100 115 it'105 115'. 675 ' 425 725 1200000 854 53' 875438 37609 33617 335.29 100 000 0000 _._ a- ....... ...... SPF Stud 1.5-. 3 5 16 8 25 28 3 1525 0 09957 2091.8 100 1.15 1.1 1.051.1.15 675 425 725 1200,000.: 854 531 875 438 449.95 386 13 387.30 1.00 0.00 0 000 SPF Stud 1.5_'„35 12 825 283 2030 0 09925 2]891 � 1.00 115 11 105 115 875 425 725 1200000 854 531 875.438 44995 38613 386.67 100 000 0.000 ._... .... SPF Stud 15 7 35 8 825 283: 3050 0 0.9957 I, 41838 i 100 115 11:105 115 675 425 725 1200000 854 531 875 438 44995 38813 387.30 100 0 0 0.000 11-F#2 15 55 16 7 7083 16 S'. 3132 0 02408 31324 1 00 1 15 1.3 110 1A 5 850 _405 1300 1.300 000. 1,271 506 1644.5 1378 83 1031.58 506.18 0 49 0.00 0.000 H-F 112 15 : 55 16 9 6 1 19.6'' 3132. 0 03652 31324 100 115 13 110�1151 850 405 1300 1,171 506 16445 1011 a5 83757 506 18 060 000 0000 . .... ..._.. ....., N-F#2 15 � 55 i6 825 180. 3132e 0� 02858 31324 100 115 13 1110115 850 405 1300.1 300 U00 12] 506: 16445 12c3 70 .6 77 506 16 053 0.00 0000 SPF#2 15 55 16 7.7083- 128t 3287 0 02737 : 32871 r 100 115 1 3 1 10 115 875 425 1150 1A00.000- 1,308: 531i 1454 75 1484 89. 1015 a5 531 23 0 52 000 0000 SPF#2 15 55 16 9 19.6; 3281 0 03905 32871 100 • 115 13'1.10 1.15 875 425 I 1150 1400000 1,308 531.1454.75108925 35016 53124 062 000 0000 SPF#2 15 55 16 0;8 25 18 3287 0 0 3158 1 3287 r 100 115 12:1.10 1A5 875 425 1150 1400 000 1,308 531 1454 751296 30 945 38. 531 23. 0.56. 0.00': 0.000 SPF Stud 15 T 35 16 : 1457 500 545 0 09913 20918 I.100 115 I1:105 115 675 425 725 1239000 854 531 875.438 14420 13902 13841 100 0.00 0000 SPF#2 1.5_ 55:55 .5 18 - 19 41.5.-- 1450 .. 0 09917 4137.4 1.00 115 13:110 115°875 405 1100 1300000 1,371 501 145475 22444 22012 21934 100 0.00 0.000 H-F#2 1.5 � 5 5 16 :, 19 41.5'. 1360'. 0: 0.9969 3132.4 ! 100 115:,t.3 1 10 1.15: 850 r 405 -.1300:1 300.000. 1.271 506- 1644.5 226.94 220.14 219.80 1 00. 000'., 0000 Page 1 0010W CT/14189 BNahny Creak Falls ;lOAO CASE (12-13) ,(BASED ON ANSI/AF&PA NDS-1997) f ;SEE SECTION 2.3.1 2 31 . 2.31 3 71 ' 3] 9 ..... .... K 1 00'Dasgn Buck9rg Fad ...... IMAM - _.. ..... ........ .. ..... _.... r .Cr _. oeo can4la 9 s.cnarl371 s• __ ... r �, ._. • _._. 006 0.30(Constant)) Saclwn3]1.5_.... .... _.._ t_ _..._� i Cl' (Fb).- Cl(Fc) 1997 NDS _ ._.. Cb :_.__.01 0 SerLon2310 .._._..___• ._. ,Bend'�Co.np,See_SOS Rep. _._ Cd _.. __.. _ _ _ __LFb) Cs Cd(Fc) E9 3>t ___ __ 1105 392 Max.Wall duration dhonfactorfador use Stud Grad WK861 Dep81 SDe/i. Heft Le/d VerL Load Ha Load 1 0 4.oed @ Plate Cd(Fbt C4(F ClCf Cr Ft, F perp F.... E Ft.' Fc P.M. Fc Fce F c 1c fr1F Po M ... in. ... 7 .-.p1 ps87 ......p# ... .(1 1) los Ps. D P� PN 11 Ds Ds psi 4s 27i Pa Fb 11 fc0F58) H-F Stud 11....], 35 16 :7]089 364. 1075 9.46 09952 19934 ' 160 1.00 11 105 115 675 405 800 1200,000 1,366 506 840 37809 33309 171.05 057447.78 0.565 H-F Stud /5 _35 12 ' 9 309. 740 8.46 09998 ' 19934 y 1.60 100 11 1 OS 115 675 405 800 1200000 1.366 506 840 37809 33399 217.14 065 335.62 0567 H-F Stud 1.5 35 12 5 309 1170 816 09943 : 19574 : 1.60 100 11 105 115 675, 405 800 1,200010 1,366 506 840 44605 38467 24].34 064 335.67 0.585 8-F Stud 15 35 16 825 283 970 8.13 09913 19834 1.60 100 it-.105 115 675 405 ' 800 1,210,000 1,366 SOfi B40' 44995 3848]: 246.35 064-.,361.37 0.565 H-F Stud 1.5 15 12 825 28 3 1425 8.13 19974 : 26578 160 1 00 1 1 1 05 1.15 675 405 800 1200000' 1.366 506 840 449 95 38417 271.43 071,271.03 0 500 H-F Stud 15 35 8 825 28 3 2355 8.13 09981 3986.7 160 1 00 1 1 1 051 1.15I 675 405 800 1200 000 1166 506 840,449 95 384 87 299.05 178 180.69 0.394 SPF Stud 15_ 35 16 77083 264 1060 9.71 09971 _ 20918 1.160 100 11 105 115 675 425 725 1.200.000 1.366 53, 76125 51542 41553 26921 0.65.376.78 0.577 SPF$tud 1_5 r 35 12 : 9 309 120 846 09931 : 27891 1.60 100 11 105 115 675 425 : 725 1.200.000 1,366 531- 76125 3]809. 32830. 21429 155:335.64 0.517 SPF Stull 11 3 5 12 + 9 30 9: 1125 846 0 9931 :_27891 7 1.80 1 00 1 1.105•1 15• 675 425 725 1 200 000 1366 531 761 25 3]8 09 328.30 21429 0 65'335.64 0.567 675 ...._.. ....... ... SPF Stud 15 35 16 825 283 960 8.13 099]0 : 20918 : 1.60 100 11 105 115. i 425 725 1200000 1.366 531 76125 44995 37635 243.81 071 361.37 0577 SPF Stud 1.5 35 12 �. 825 283: 1405 8.13 09952 2]891 180��7 100 t1 105 115 675 425 725'1200000 1,366 531 ]fi125 44995 3]635' 267.62 0]12)1.03 0.380 _._ .. _ 8 SPF Stud 1 5 - 3 5 8 8 25 28 3: 2320 8.13 09958 4183 fi 1.60 100 1 1 1 05 1 15 675 425 725 1200100 1.366 531: ]fit 25 449 95 3]6 35 249.60 0 78 180.69 0383 r 9-F#2 1.5 5 5 16 77083 16 8 3132 9.71 0.3909 i 31324 1.60 100 1 3 1 10 1.15 850`405 1300 1,300000 2,033 506 9. 1430 1378 83 96 91 506.18 0.52'152 56 0119 0-F#2 15 ': 55 - 16 '. 9 196:--- 3132 846 0.5743 -3132.4 1.60 100 1.3'.110'.1.15'. 850 405 ;.1300:1,3100102033 506 1430 101145'---604.50 506.18 963:181.23: 0.1]8 11-F#2 15 2 55 16 � 825 180 3132, 6.13 04411 :....,3132.4 160 100 13.110 1.15 850 405 1300 1300000 2033: 5061 1430 1203>0 89913 506.18 056 196.34 012a ..... _. SPF#2 15 :. 51 16 :77083 16.8+: 328] 9.71 04327 32871 1. 100 1 3 1 10 1.15. 875 725 1150 1.400 000. 2093' 531 12.1484 69 940 30 531.230 1 0 Sfi 152.58 0114 SPF#2 11 51 16 9 191 3287 8.46 06033 1 3287.1 1 60 1 00 1 3 1.10 1.15 875 425 .1150 1,400 000 2093 531 1265 1089.25 80618 53123 066 181.23 0.169 SPF#2 1.5 51 16 _ 8 25 18.0 32871 8.13 0 4790 32871 1.60 1 00 1 3 1.10 1.15 875 425 1150 1400,000 2093 531- 1265 1296 30 684 69 531.23 060 146.34 0.118 • SPF Stud 1 5 . 31 16 IT 1417, 501 70.i 8.46 0 9957 20911 1.60 1 00 1 1 1 05 1 15 675 425 725 '1,200 000 1,366 531 761 25 144 26 138 14 17.78 013 9 thekee 0 979 .... SPF#2 1113 : 53.5 16 19 41.5. 660 9.71 09941 32871 1.60 /00 1 3 10 1 15 875 425 1150 1300000 2,093 531 1265 244 44 233 80 106.67 004446 92].02 0]86 H-F#2 1.5 � S 16 t9 41.5': 600: 871: 0.9921 '; 31324 � 1.60 1001.3 1 t0 1 i5 850 405 1300 1,310,010'. 2,033: 506. 1430 226.94 219.02. 96.9] 92].02', 0.796 • Page 1 OFL+W+.58 CT#14189-BeLbny Creek Falk t LOAD CASE (12-14) (BASED ON ANSUAF8F5 N0,1-1997) + 'SEE SECTION , 2.3.1 ' 231 2.3.1 371 ' 371 K 100.Desig(008(Constant) o Facto ..__ D+L YWS2........ ..__ _ ........... c 080 jConsk if 'Section 3,7.1.5 .... _ Cr ..._ KoE 0.30.(Constant) Section 3.7.1.5 ...... _._. .._ ..... ....1 .Cl(FO) Cl.(F). 1997 NOS F _..CD .paries), > ISechon 2 310 ` _- ... Bend8 Cane S S¢ !Rep,„i : Cd(FFt). Cb _Ctl(F) ,I Es.3 7-1 NDS 3.9.21-Max WaR daabon d rabonkctor factor Stud Grade Width' Spacing Spang Height Laid Vert Load Hoc Load <=10.load (Fb)Cd(F.)Cl CI Cr Fb....F perp F E Fb' F perp F' F Pcfc fc/F 6' 1W .. n n 0 p# . Pat .__p# (Fbi SF ) P.._., PaPs Psi Psi Ps' Psi psi Psi psi.._ psi -Fb(1 tctFoe) HF Stud 15 35 16 7 7083 26A 1095 971 09962 19934 180_ 1 15.1 1;1.05x1 15: 675 1 405 800 -1200 000 1.366 506 966 615 42 44122, 278;10 062 37978 0.599 ._. H-F Stud 15 - 35 16 9 309- 765 e.46 09986 : 19934 1 160 115 11 1 1.05 115 615 405' 800 1.200000 1,366 506 966 37809 3x090 19419 057 44732. 0.674 8-F Stud 1 5 3 5 12 9 30 9 1150 8 46 09969 2657 8 1.60 ' 1 15 1.1.105 t 15. 675 1-405 800 1200 000 1,366 506 966 378 0 340 90 219.05 064 33564) 0594 _.. _ _._Y .....__ .._:. H-F Stud 15 35 7 825 283 445 813 09959 : 26574 160 115 11:105 115' 675 45 800 : 200000 1366 506 966 44995, 39522 275.24 070 2710], 0.611 H1 -F Stud 15 35 t1 815 283 1445 8.13' 09959 ! 26578 i 180 : 115 11"1:05 115 675 i 4065 • 800 1300 000 1.3F6 506 966 44995 39522 27524 0 7 2]103; 0.511 H-F Stud 1 5 3 5 8 8 25 26 3 2390 8.13 0.9960 3986/ ' 1611 1 15 1 t;1.05 1A5,, 675 r 405-1 800 1 200 000 1 366 506 966 449 95 39522 30249 0.77 18099 0.406 OFF Stud 15 - 35 16 7.7083 264 1080 9.71 09935 i20916 160 : 115 i 11}1.05 115 t 675 1 425 725 :1200000 1.3F6 53' 875.438 51542 43152 274.29 064 376.78 0.589 SPF Stud 15 35 16 9 309 760 846: 09988 j 20918 ' 1.80 11511;1.05115: 675 i 425 L 725 1 200 000 1,366 531 875438 37809 33517. 193.02 057:44752''. 0.669 SPF Stud 15 35 12 9 309 1140 8.46 08994 i 27891 ---2- T 1.60 115 i11 . 1.05 115 675 425 725 1300 000 1.366 531 875438 378809' 336.17 21714 065335.64 0.577 : SPF Stud 1 5 35 r 16 8.25 28 3 470 813 09952 . 2091.8 I 160 1.15 IA.1.05 115 i 675 i 425 725 :1 200 000 1,366 531 875.438 449 95 388 13 27292 0.64 271.03 0.53 SPF Stud 15 35 12 825 283 2430 813. 09952 ' 27891 1 160 115 4 11 105115- 675 425 725 :.1200000 1366 531 875438 44995 38813 299.68 077 18063: 0503 SPF Stud 15 35 8 825 283 2360 813 09922 41838 180 115 11 t 1.05115 675 i 425 725 1200000 1366 531875438 44995 38813 29968 0 7 18069 0396 ..1. .._3_ H-F#2 15 55 16 X77089 168 3132 846'. 03593 ! 31324 160 115 13'1.10 115 850 i 405 11300 1300000 2,033 506 16445107843 103757 506.18 060151.23' 0.119 1-1-F#2 1 5 5 5 16 9 19 6 3132 8 a5 0 5437 3132 4 160 1 15 3 1 :1.10 1 15 850 405 1300 1 300 000 2 033 506 1644 5 1011 45 837 57 506.16 0 60 181 23' 0;118 14-F#2 1 5 ,5 16 925 18,0 3132 813.E 0.4100 3132.4 160 : 1.15 1.3;110 115 I 850 405 1300'1.300,000' 2033 506 1644 5 1203 70 946]7 506.18 0 53 146.34. 0124 .. ... .i....... ...... 3 1 SPF#2 1 5 : 5516 ].7083 16.8: 3287 9]1; 03872 32811 1.60 1 15 1 .10.1.15.875 425 1150 1400000 000. 2 093 531 1454.75 1484 89 1015 45 531 23 0 52 152 58 0.114 SPF#2 15 ': 55 16 9 196 3281 8.46; 05595 t. 32871 ' 160 ': 115 13 1.10 115' 975 r 425 1150 1400000 2.093 531 1454]5 1089.25 850.16 53113 062 161.23- 0.169 SPF#2 1 5 55 i 16 825 18 0 3287 8.13: 04342 4 .32871 , 160 1 15 12 1.10 1,15 875 425 1150 1400,000 2093 531 1454 75 1296 30 945 38 531 23 056 146 34 0118 SPF Stud 15 :1.3.01116 1457 500 70 846: 09955 20918 180 115 11 105 115 67g_ 425 725 -.1100000 1,366 531 815.<36 144 28 13902 1]18 013711 0979 • - -._ t _ SPF 92 15 5.5 16 19 41.51 660 9711 0.9914 328{1 1.60 1 15 3 1: 110 1.15 875 1 425 1150 1400500 2,093 531 1454.75 244 40' 235 32 106.67 0.45 927.02 0.786 11-F#2 15 - 55 16 '' 19 41.5 600 9.71' 0.9901 31324 160 115 13:1.10 115 850 405 1300 1300000 2033 506 16445 226.94 220.14 96.9] 044 927.02'; 0.796 Page 1 DIL+S+.5W CU 14189 Betahny Creek Fags _..,..LOAD CASE ..._ (12-15) : (BASED ON ANSI/AF8PA NDS-1997)._..._,..t ... SEE SECTION :2.3.1 «231 : 231 , 3]1 x, 3]1 _ ..__.._... Ke 060(Co lZ gn Budding FactorD+L+•SSWf2 - _ .... OBD:(Consla > •Sec8on3]1.5 ..... ... � .... KCE 0.3C(Constant)> Section 3/.1.5 - i I 1 ' Cl(Fb) CCI tl(F _ 1E971 DS > :Section Bending Comp .e7 5 RP ._Cd02) Cb ) __.Cb «(V �. 1 -__�cj_ NDS 392 Ma W II duration tl ti factor factor _ .... Stud Grade Wid11.e.Depth 5p ng.HeightLa/d VertLoad!Hon Load 10 Loada Flato Cd(Ft cd(F i Cl 1 Cl Cr Fb...!Fc peer Fc.: E Fp' F perp Fc• Fce F h..... fc/P Ib _ M ...... ;..7 PI1 P4 .....9' pH {11 .�) P Psi Ps 0B 2,3 De Ps p5 Psi �0 pg,..Fb(.k0 _ H-F Stud 1.5 33 16 7.7083 264 1370 4 823 0 9925 19934 160 1 15 I 1:105 1.15 675 405 800 1,206,000 1 388 50 966 515.42 44122' 246.35 0.77.223.76 0.403 4-F Stud 15 35 16 9 30.9: 370 4 23 0 9973 26538 1.60 5 1.1:1.05 1.15 675 405 800 1200000 1,366 506 966 378 09. 30090 266 85 0 77_167.76 0.470 H-F Stud 15 3 5 12 9. 30.6 1190 4.65 09960 ,-1993.8 1 60 1 15 1A 105 1.15 675 405 800 1,200,000 1,366 506 966 376.09 340.90. 302.89 077 180.89 0.406 H-F Stud 15 35 12 825 283: 1680« 4.065 09990 26538 150 115 11105 1151 675 405 800 :1,200,000'71,36C 506- 966 44995 395.22 323.00 081135.89 0343 H-F Stud 15 3 5 12 8.25 28 3' 1680e 6065 09990 2657.8 1 50 1 15 1.1 105 115, 675 , 405 80 .1,200,000 _1,366 506 966 449 95 395.22 32000 0.81 135.51 0343 e.... .... .... H-F Stud 15 3 5 B 825 28 3o- 2665 1065 09999 3986 7 1 60 1.15 1 1 1 05 115 675 405 800 1200.9001 1,366« 506 965 449 95 .39522 338.41 086 9034 0267 SPF Stud 15 3 5 16 1.7083 2641_ 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 531875.438 515 42 43162 333.9] 0]]188 39 0.392 SPF Stud 1.5 35 16 9 30.9: 985_ 4.23 09970 20918 160 115 11 105 115 675 425 : 725 120000 1,368 531 875438 378 09 33617 245.08 0/3 223.]6: 0.466 .39 SPF Stud 15 �' 35 12 9� 09 1370 4.23 0990 21891 1611 115 11 105 115 675 425 716 .12000 1,388^ 531 8]5.438 .8 09 33617 26095 0 7 16]82 0.396 SPF Stud 15 35 16 e..825 283: 1180 4.065 09972 >.27898 150 115 11 105,115 675 425 725 .1200oo 1,366 531 438 44995; 38813 299.68 0 0.336 SPF Stud 15 - 35 0 825, 283 2630 4065 09969 41891 160 115 11 105 115 675 425 725 .120000 1,366 531 8]5438 44995, 38613 333.19 081 135 51 0.257 SPF Stud 15 : 35 8 925 283 2630 4065 09969 41836 1.60 115 11.105 115 675 425 ]25 :120000 1,366 531 8M 438 44995 38813 333 086 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 60 06 6 1644 5 1378 63 1031 58 S. OM 76.29 0059 ..... _. 00 H-F92 15 55 16 9 196: 3132: 423 04544 : 3132 4 160 115 13'110 115 850 405 13001300000 2.033 506 16445101145837 67 506 18 060 90.61 0.069 M-F42 15 55 16 825 180 3132 4065 0 34 31324 160 115 13 110115 850 40 1300 13000 2.03 506 164451203 J01 46 9 ]] 506.18 053 73 17' 0062 2 SPF#2 1.5 5 5 16 3 3083 16 8 3267 4655 0 3304 3287 1 160 1 15 1 3 1 10 1.1 25 875 4 1150 10 0 400 2,093 53 1454 75 1484 89 1015 45 531.23 0 52 36 29 0057 SPF 142 13 55 16 9 196 3281: 4.23 04750 : 328]1 180 115 13 110 1.15. 875 425 1150:1403000« 2,093 5311 1454/5 108625' 850.16 531.23 062: 9061 0.05 SPF 52 15 55 16 825 190'' 3287 4.065 03/50 328/1 10 115 13-110 115 875 425 1'50:.140000 2,093 531 1454.75 129630 94538 53123 056 ]3.17 0059 SPF Stud 15 35 ,, 16 1457 500 255 4.23 09959 20918 160 115 11 105115 i 675 425 325 .120000 1,366 531 8M 438 14426 13902 64.76 047 586A31:. 0.7]9 SPF 02 15 5.5 16 19 41 5 935 4855 09925 32871 160 1.15,1.3:1.10 1.151 875 425 1150 1,40.000. 2.093 531 145475 24440. 23532 151.11 064 463.51 05.80 H-7 02 1.5 : 5.5 16 ': 19 415': 865- 4.855 09970 3132.4 , 160 115 1.3:110 115 850 405 130': 30000 2,033 506 16445 226.94': 220.14: 13980:. 0.84';.483.51: 0.584 Page 1 ' 134-143+.7E CVO 14189 Batahny Creek Falls LOAD CASE (12-16) : r(BASED ON ANSI/AFBPA NDS-1997) 1. SEE SECTION : 2.3.1 21.1 23.1 371 17.1 1 K 100 Daslgn Budding Feel _.. D404401.4 ... -.. - - ..... ._.. ... ..... .... I .... .... ... ...... 030(Constant)> Secbo 3715 Cr KCE 0 30(CasbM)> SeGro 3.7.1.5 ...., .._ r-- ....• __ 'Cl(Fb) y Cf(F). 8997 NDS -._ ._. Cb _(!/nab > Section 2 310 ..._ . ... 8entlngl Cone Sue Size Rep.! ......, !CA(FhlCb i Crl(Fc) !E9.3.7-1 � ,NDS 392 Max Wall dun8wld Donfaclor,fador use Stud Grads.Width:Daplh Speo.>.. M'Laid Val Load'Hon Load 44 1.0 imd_e Plate Cd(FS):Cd 1F/Cf Cl Cr 1 Fb...iFc plapi F .:. E EC] Fc perp-..Fc E ......F k.....-1cJF' Po.... flat ..... m R i_.__y1 In, ,......1996 (Pb) ¢). 975... Pnpsi 0 1.3 p ....... 1999 .__ 9911:.. .. psi Ps 9991 W Psl ps ':Fb'(i-frJFu) 4-F Stud : 1.5 : 35 . 16 4].]089 30.9:. 1015 3.5] 09960 19934 160 115 11 1.05:115. 675 405.1 800:1200900 1_366 506: 966 37509: 341,90 256.51 075 13885: 0.335 X-F Stud 15 35 16 9 309 1010 3.57 09960 ' 19834 160 9191.._ 1 15 1 t 1.05 1 15 675 405 800 1200900 1 366 506: 966 378 09 34090 256.51 0 75 188 85 0430 H-F Stud 1.5_--35 12 : 9 309 1420', 3.57, 09937 26578 1.60 1.15 t.t .1.051.15: 675 406 800 :1200900: 1,366 506' 966 378.09; 34090: 27048 079141.63 0.364 9919 11191195 1911 .: 9919 H{Stud 1 5 3, 16 8.25 28 3, 1225 1571..0 9%1 1993 4 1 60 1 15 1 1 1.05 1 15 675 405 800 1200008 1.366 5061. 966 44995 395 22: 311.11 0 79 158 66: 0 376 ._ 1911 -.._ I 9999: 99992. 0 9999.. 9999 9999 1-1-F Stud 1.5 35 6 825 283, 1710 3.57 09947 268]8 160 t'S t.i 1.05 115 6]5 405 800 :'1200000 1,366 506 966 44995 39522 32571 082 11901:. 0.315 9999. 157 ...._.3 9999. 2.8 FV-F Stud 15 � 35 8 825 283. 2700 3.5] 09966 �. 3986.] 160 1'S 11 1.p5 115 675 605 800 1200000 1.366 506 966 44995: 39522 342.86 087 7934 0244 SPF Stud 1.5 35 16 7.]083 264' 1305, 3.57: 09991 2091.8 160 1'5 11 1.D5 115 675 425 725 :1.200000 1366 531 875438 51542 43152 354.29 082 13853: 0324 9999 Y._. SPF Stud 1.5 35 16 : 9 309; 1410, 3.57 0.9962 27891 160 t'5 1 t 1.05 115 675 425 725 1200000 1,366 531 875438 37809: 33617 253.9) 086 18885 0.321 SPF Stud 15 3, 1 12.4 9 309 1410 3.5] 09962 27891 160 1'S it 1.05 115 675 425 725 1200000 1,366 531 8]5438: 378.031133617 2685] 08014163 0.358 .._ .369 SPF Stud 151..35 16 : 825 283: 1290 3.57 09940 .27991 1.60 115 11 1.05 1,15 675 425 725 1200,000 1366 531 875438 44995e 38813 32].30 079 15801. 0.366 9999_. 9999. SPF Stud 1.5 _ 35 � 12 � 825 283 1690 35] 09940 � 27891 i6D ': 1'S tt 1.p5�115 bJ5 425 ]25 1200000 1366 531 875 438 /6995: 38813 321.90 083 11501. 0.306 SPE Stud 1,5 15 . 8 1 825 28 3 2670 357 09987 4183 6 1 60 1 15 1 1 1 05 1 15 675 425 725 1 200 000 1,366 531 875 438 449.95i 388 13 3.. 0 87 7934 0.236 H.F#2 15 . 5.5 16 7.7083 166 3132 3.57 0 2844 3132 4 1 60 1 15 1.3 1.10 1 15: 850 405 1300 1 300,000: 2 033 506: 1644 5 1378 83: 1031 58. 506.18 0 49 56.10 0044 _.- 1911_ H-F#2 1.5 '; 55 16 '' 9 19.6. 3132 3.57 04405 31324 160 115 iS 1.10 115': 850 a05 1300 1300,000: 2,033 506' i6M5101145' 83]57 506.18 Ofi0 764] 0.075 E1199. .199:9_ 10r...... ...3.57 ...:...... 999. 6.. ....7_........ 65 9999..9990....... H-F#2 1.5 5.5 16 :: 825 180 31321 3.5] 03404 3132.4 1.60 '. t'S 13:1.10 115 x50 405 1300'.1300.01%1, .2.033 5061 16445 12D3.70�. 946 77 .6 18 053 64 G6 0.055 SPE 82 15 5.5 16 7.7083 1681 3287' 3.571 0,3154 3287.1 160 115 13 1.10 115 875 425 1150:1400000 2.093 531:145475 1484.89 101545 53123 052 5610 0.042 SPE 42 15 : 55 16 9 106 3287 357::0.4618 3287.1 1,60 1.15 1 3:1.10 1 15 875 425 1150 1400.000 2.093 531 1454.75 108925 850.16. 531 23 0 62 76.47 0.071 SPF 42 1 5 5 5 16 , 825, 18.0 32871, 3.57 03678 i 3287.1 160 1.15 1 3 1.10 1.15 875 425 11 SO 1400,000 2,093 531 1454 75 1296 30 _..-945 38 53123 0 56 64 26 0.052 _ 1191 .. , 9119 1999. 1999__ SPF Stud 15 35 16 145] 500. 285 157 09981 ' 20318 160 115 11 105 115 675 425 725 1200,000 1,368 53118 875.75 438 14426 13902 72.36 052 494.93. 0.727 5PF#2 1.5 5 5 16 19 41 5 1020 3.57 0.9910 328721 i 160 1 15 1 3 1.10 11:1,5, 875 425 _1150 1400000 2,093 531 1454 75 24440; 23532 164.85 0 70 334400:98 3: 0.500 HF#2 1.5 55 i6 -19 41.5_-- 945' 357' 0.9939 1132.4 1.60 11.45 t5 t3 110 1.15 850 : 405 1300 1,300,000 2,033: 506. 1864.5. 226.94'!---220.14:--152.]3 o0.70 3 0513 Page 1 180 Nickerson St. ,-- - 411 i WeM li 41411alia4161111 Suite 302 Seattle,WA 98109 , Date: , . ' (206)285-4512 ae. •%... i. i - Project: *4( ....-4, -_-_, FAX: / Client: r ) Page Number: (206)285-0618 pix, Ps? a, ( I ' RP-- -2-- of1/4)(i0-1-tc 1,--- 356- WL x i Co Wz. (44-04-6) — 3e6 ........ . . 164 tsepp Iv *e.o. .. ,,,),,._. 4---- , le sa' -4, (lICY 2 -W-_. ---•--*.- 4s-CPs 45- A 4.- '5a e 0, c- , •V q - .4- 2-?..t"49 *k 4146C 30 . 7-4-k_ , i.frit , 4 ,, 22.5 7 - 4:1 g-.4.1w, FT. , 17-12,-;"1 19v - 2, .16 36.(' seytpre., rki Structural Engineers , . 180 Nickerson St. 1111= ENGINEERING Suite 302 i N C. Seattle,WA Project: r.-17-XiS @ 12„.......3 Date: 98109 (206)US-45i 2. Client: Si e7)$' P-J- WL-li .4,- A1hC9- •., Page Number: (200)2854618 , ,i1.127V---4‘; PiW5141111137)VC. 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Page Number: (206)285-0618 e I : 5/6+: ,ate S/•6 WAN f • 4kkkP X ... y .y _-._ .. _.. __ w. _ - • l4c • IOreS'7 f �1 _. `f`3 hy J' -3!; -----!;1,- 11 J /2 7 Z 1a.(i. 2' ;S--; .14 • SI c 12.1 i5� �3 r 3'.- • 1,t( _ 12 IG' to, : , - 1065 1i°t� 12" jz,z • M • - 3� x Mme- T.,0.1.-.„) , 3zr_. 6, MSP .g� 1 , / 3Z -1-f---;-1-----1-1-,i-Tiair- ;- � �-- _•j -- ,__ _ g� may// �VXz CLQ • :CJ �J` 'Jn,� 'fj - _ . - •_ _ _ 19qtI 2 ., e_ .Z _•� '... v t - 7 Structural Engineers G .7.19-)6, �s�Pws 4-,�.b,¢ � Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III !SOfltl�ti Beaverton x R 11: ...,g-;Tr'' ;.'L is �. ,,,,,,;;;:,;';f::...:,,, ::\:‘,M,!iipr,:,,,a,Ukle 4 a-- '''''1:1: 1981:'-' t 3 ung s� U h t - r , s ,• u-titin ... s , .:, <4.:7,:::, txsst Ca4ISAlaprtvest tr a�' ' ": .', 6+ ust' USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S. = 0.720 g S, = 0.423 g SM, = 0.667 g So, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MEI(Response Spe roto I es l Response Spectrum 022 0 20 1.10 0 72 0 11 0,220x24 . 'a0 � 0.40 0.44 . °.: 0 24 0 2 0.12 0.11 . 0.00 4.2 0,4C 0.220 222 1.00 1.20 1.20 1.160 120 .2.00 0.0' 0.20 0.40 000 0,20 1.00 1.20 1.20 1_0 1.20 2.00 Per d.T( ilt ) Pyr {sic) 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usgs.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs= F,*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMi= F,*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDS=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 SDC1 =0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor r2o 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 Sps= 0.78 h„ = 18.00 (ft) SDI= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) lc= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) hr (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= 64.8 873.7 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 Fp„ = DIAPHR. F, E F; w, E w, Fp, = 'F; 'wPx 0.4*SDs*IE*Wp 0.2*SDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 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 55 2012 IBC ASCE 7-10 Ridge Elevafon(ft)='- 30.00 .'.30.00 ft Roof Plate HL= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 8. - - Building Width= 26.0 56.0..ft. V ult.Wind Speed ssk ou.= 120 120 mph Figure 1609 Fig.26.5-1A 1hm C V asd.Wind Speed ss«.cu» 93 93.mph (EQ 16-33) Exposure= e. Iw='.'.. 1.0 1.0'. N/A N/A Roof Type=`L.Gable Gable Psaon= .28.6 28.6'psf Figure 28.6-1 Psao s= : 4.6 4.6 psf Figure 28.6-1 Pao C 20.7 20.7'psf Figure 28.6-1 Paso a= 4.7 4.7 psf Figure 28.6-1 T= 1.00 1.D0 Figure 28.6-1 l0 = 1:00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) Ka I 1 1 Ps=T-Kzt'l*Paan= (Eq.28.6-1) Poe= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psi(LRFD) (Eq.28.6-1) Pse and[average 24.7 24.7 psf(LRFD) Pseaaao average= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-22a= 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: a89 0.89 16 psf min. 16 psf min. width factor 2nd-> 100, 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac Ao Ap AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 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 Ar= 650 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#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) Vi(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 10A0 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(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 1 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 12.841 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 i V(n-s). 10.40 V(e-w)= 20.91',V(n-s)= 8.06 V(e-w)= 16.19 ki•s LRFD kiss LRFD 1 ki•s ASD kips(ASD) 6 Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#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) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V sallowable V wallowable 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 ® I ROOF BELOW I 4-0" r 22-0 i 11'-0Y8 10-11%8" 3 7 '-11Y2" 7'-05/8 7'-03/8" 3'-11Y2" .t e A 5-0 I4-0 SL ® 5-0'4-0 SL A •--• a ♦ ♦ EGRESS Rear BR2 INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 N 44 ?s 0 GUARD RAIL W/6" HIGH a 'Sp ,�/ 2x4 CURB AT BOTTOM- a TOP AT+42" A.F.F. ,t 1 3'-0" , ..6-0'BIPASS `� 4 ' 6-0 BIPASS ♦ -- 10 v H S & P O S & P IN \,8*-7Y2" : 3.-SY2 1 2-4 HC z4 6 Bath , — 5' TUB in n W & Nins - - - SHOWER\ in Opp 'M J MDF CAP 7 - ( o DN c . ....__.• rs, SHELF ABOVE I s & P N �� Utl lt�/ ORy a° f� v o a s �� 1 2-8 HCW 6-0 T�ASS 2-6 HCW v 4'-1-1Y2" k 4'-6" 2'-0"7 S&P r r-C r _ a TA ; i 22:x30 i .43 ATTIC ® 't ?, „")�_____`* w Bedroom 4 Accesses tj, 2-4 HC F J I S & P n _ 1 24..TB' TP —.an 46"x34" _ n SHOWER 0 A LOW f' "'p� n N i _I WALL ,,, 11'-5Y2- • 111 1 A.F.F. i/ © w ,-0 HCW �• NV — _j_3_1" 2.-8Y" - M. Bath r TILE PLATFORM 7 4Master Bedroom +21" ^.F- w lir ra 5'-6"TUBFxont BA';� a: ; .....t - I T " "'ra a ♦ M..2-6 3-0 CSMT 2-6I 3-0 CSMT 0 Front STR SAFETY�ZINGSAFEF(Y GLAZING EGRESS I I IN a s ....**1 t"1 1"I t.�_�_......... a 2-6 4-6 SH 2-6 4-6 SH 2-6 4-6 SH 2-6 4-6 SH I I 3'-93/4" .1, 3'-0" }I 3'-0" 1' 3'-0" .1, 3'-9Y4" • r 2'-113/8" j♦ 2'-11Y2 j A 3'-65/8" j 16.-63/2" ' 9.-5Y2" o 26'-0" r /L.....[ _.J __..1\ PLAN 7B SECOND FLOOR 1/4"=1'-0" AMERICAN MODERN f • 1, ROOF r ABOVE I— 1111 6 \ 16-0 7-0 OH © _ Gar AB 2 Gar ABWP REMOVED 2x8 FRAMING FOR Az ELEC. PANEL LL_ FLOOR ABOVE _J of 1,1 Garage 3•-„y2” WALL FINISH: 36" GWB BOLLARD y N CEILING FINISH 3G" TYPE 'X' GWB FIRE-TAPE ALL GWB IWRAP BEAMS BELOW CEILING LEVE. e r-1 INSULATE FLOOR ABOVE. O 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 3 12F0'-0" (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. i N SITE CONDITION) a'�• \ a o� 5� • ' 18'-Dy" f [ GUARD RAIL WITH 6" HIGH 11 ©2x4 CURB AT BOTTOM- r \ FURN �TOPATRear ABOVE ; .-+ -t-�-�' Patio - _._...._ _ ..., o1Y-0)/4" .„..° a m 5'I� 4 HC ?4 T6 A 3'-934" ( o Tri\ 1 N 11 Lk i h rPwdr. • 1 I m! lo -- r rte jm UP ^ I r is n o L ..la •-. - N ----- n-0--Ti_, Ia 4-0" ,3'-412" 3-10" Z 2-8" / - O O `,-,- 1 D2 4-1 I0. 18"x24" CRAWL .4 SPACE ACCESS ._ ZT " Kitchen .� o 2x4 35" HIGH -\'- PONY WALL. (1' 7 I �i' n A DW L- 0 Dining © © - -- o D I- a - 1 INSULATE FLOOR N OVER CRAWL SPACE ' f8'-7y2" • N o COUNTERTOP j .. OVER STANDARD 1 M Q BASE CABINET I m < +36" A.F.F. • I. 1 0 1 T NI UL APPROVED 36" WIDE 2X4 i 1 7x8 A 1� FACTORY-BUILT DIRECT FLUSH BEAM , \ \ ABOVE \ \ _- /� VENT GAS FIREPLACE .ry 7 2'-0" 2'-7/' ""al , 6x6 POST nr r-I W/GWB FINISH , Entry 1 IF �09 2 _�.\lC) II n a Living 2x6 39" HIGH 5y �. I AS APP ABLE II WALL W/FINISH } PER SITE A' TRIM AT TOP CONDITIONS 4„- �. �1 — SAFETY o SAFETY In GLAZING ri GLAZING --1 1 o u 11" 12" TILE ...__ `� ` Nom_—'t'' 20 - HEARTH m 1-6d 6-0 F 1-6,6-0 F ` \ A a Front LI •-7y2} 2'-832"', 2'-8yz 1, z'-5" a ,4- j i� I A70 f _[� 6 5,I 0 SH 2-6 0 SH 2-. 5-0 SH 2,6 5-0 3.-94 .1, X 3'-0" ,, 3'-0" ,1, 3'-0" 3-9x74" Porch �! 16'-6V2" X 16 All ,/ I I 20 fi J Al1 %4k 17•-0" '4fr 7-113/4 ‘TIONS 26' PLAN 7B FIRST FLOOR 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 NS V i= 5.16 kips Max.aspect=t.,,3.51 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind NS V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)0+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 Lot eft, Ca w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Roro Uwi Ow. OTM Rona U„. Uwm Uw, HD (sgft) (ft) (fi) (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 0.00 000 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 0.00 000 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. righ1" 640 43.0 43.0 0.95 015 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 ri9h42. 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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. 69014 0 0.0 0.0. .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 00 0.0 10 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00.. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ' .0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0-00 0.00 0.00 0.00 0.00 000 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r..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 00 0.0 1:00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 000 0.00 000 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 5.16 LVE,, 3.08 Notes: • denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:'.CT#14189:'PIan7A ID:Upper Left1"(MSTR and BR4) Roof Level w di= ' 150 Pn V eq 870.01 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 v hdr eq= 31.6 plf H1 head= v hdr= 52.7 plf H5 head= ,C 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 v A Fdragl w= •5 Fdragl . 23.1 Fdrag5 w= •-.1 Fdrag•w=72.5 A H1 pier= vi eq= 43.5 Of v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4;0 of w= 72.5 p# v3 w= 72.5 plf v5 w= 72.5 4,0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 Fdrag3= '.. Fdra.^- 13.8 feet A Fdragl w= 72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 y P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= 3.0 EQ Wind -'.3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V UPLIFT -741 -769 y Up above 0 0 Up Sum -741 -769 H/L Ratios: 5 5_. _. ._..._.. L1=: 11.0€ L2= 2.5: L3= 3.5 L4= 5�0 L5= ' 55 Htotal/L= 0.29 4 ► 4 ►. 04 ►4 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 _... 0.90 L reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height 9 ft. Seismic V I= 223 kips Design Wind N-S V i= 225 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind NS V i= 740 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D a 0.7 p Qe 0.60 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 L5L,s C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom U„e1 UsW„ OTM R0 HD (sgft) (ft) (ft) (k0) (kip) (kip) (kip) (kip) p (pIf) (plt) (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'. 0.00 000 0.00 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 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 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 4 660 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. right1" 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 WM* -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. xght2.'.'. 0 0.0 0 0 1.00 0100 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3'" 0 0.0 05 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext -ight4 0 0 0 0 0 1.00 0.00 0.00 0.00 000 0.00 1.00 000 0- - 0 000 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 Ext. ;ight5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 100 000 0-- - 0 000 000 000 000 0.00 0.00 0.00 000 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o. 0.0 0.0 1:00 0.00 0.00 0.00 000 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 .0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0- 1:00 0.00 0.00 0.00 0.00. 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 _ 0 0:0 0 0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 000 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 _IV,„yb 7.40 LVEQ 5.30 Notes: " denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-Ieftfright) CT PROJECT#: CT#14189.Plan7A Diaph.Level: Roof Panel Height=... .......8`.ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 35 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. EQ. Wind Wind Wind Wind Max. Wall ID T.A. Lwall C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROW U. U,„„, OTM U„„ Uw„, U,,,„, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 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 T 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 Front Bath' 234 4.5 9.5 1.00 0.15 141 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 585 1.61 1.11 1.11 1127 1.92 2.44 2.44 2.44 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0'. 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 -.0.0 00 i1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 I1 00 -.0.00 0.00 0.00 0.00 010 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 HBWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 0 0 0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 10.0 0.0. ,1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 100 0.00 0.00 0.00 0.00 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1_00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 010 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1D0 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.0. 00 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 010 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 'IV,„;„,, 7.71 22V00 3.08 Notes: denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel 4 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-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height='.'. 9 ft. Seismic V I= 22 kips Design Wind E-W V i= 4.84 kips Max.aspect= 3.5'.SDPWS Table 4.3.4 Sum Seismic V I= 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 0.60+W per SDPWS-2008 pr= 1.30 Table 4.3.3.5 Wind Wind '.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 Lot xc Co w dl V level V abv level V abv. 2w/h vi Type Type vi OTM Row U,,,1 Ug„m OTM ROTC U„444 Uwm U,,,, HD (sun) (ft) (ft) (kit) (kip) (k. (kip) (kip) p (p0) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 165 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 r 4 0.00 0.00 0.00 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 00 0.0 1.00 0 4s 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lot KIT 0 0.0 0.0 1.00 4 C4 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00. 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:04 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 40 0.00 0.00 0.00 0.00 0.00 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 0.00 900 0.00 Rear BR23 0 0.0 0 4. 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 2.94 294 - - 0 0.0 ..0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,ar AS P 2'6 4.z 80' 1:10 0. 4.8 66 0.-0 0. .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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.04 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 .`2.0 8 4 100 0 5 0.4 e.83 0. 0 0. . .00' 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 798 728 4.0 41 44 4.44 4..4 4.44 4.44 1,44 0.00 0-- - 0 0.00 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 00 0 0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,0.0 b 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 - 0 0_0 0.0 .1:00 .0.00. 0 00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=Leff. 4.84 8.83 2.23 3.08 L;V,;,,, 13.67 ZVEO 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.32 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: GT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID:FrtaitUpper MSTR* Roof Level w dl= 150 p/f 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 •H head= A v hdr w= 147.9 plf 1.083 , Fdragl eq= 342 F2 eq= 342 • Fdragl w= :>0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 vl w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 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 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf 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 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 ► 4 1.4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189`.PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w d1= 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 ► A H head= A v hdr w= 285.4 plf 1.083 .Y Fdragl eq= 484 F2 eq= 484 Fdragl w= 13 F2 - 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 vl w= 770.6 plf 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 Meg= 113.9 plf P6TN 3.0 EQ Wind v sill w= 285.4 p/f 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= 2.5 Htotal/L= 0.67 ► 4 ►4 ► Hpier/L1= 2.00 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 di= 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 plf •H head= A v hdr w= 191.6 plf 1.083 v Fdragl eq= 155 F2 eq= 155 A Fdragl w= , 9 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 plf 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 p/f P6TN 3.S..:1 EQ Wind vsill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 • • 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 4 0 4 04 10 Hpier/L1= 1.56 At Hpier/L3= 1.56 L total= 9.5 feet JOB#:'.CT#14253 Plan 2613. ID:.Rear Upper BR23" Roof Level w dl= 160'j plf 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 p/f A Hl head=$ v hdr= 225.9 p/f H5 head 1 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 Fdrag-w=298.0 A H1 pier= v1 eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier 4.0 vi w= 414.0 p/ v3 w= 414.0 p/f v5 w= 414.01 4.0 feet feet H total= W 2w/h= 1 2w/h= 1 2w/h= 1 8.0 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 0.6D vsill w= 225.9 p/ H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1='' 3.2 L2= 5.0 L3= '5.7L5 L4= 5.0 32 Htotal/L= 0.36 1 104 ►J ►. ►, ► Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95;L reduction r - • PA n� o 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 CUREE 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 0 2014 APA—The Engineered Wood Association 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. • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearon(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 4\1111kilkellkektillbtiiflatiillk*,fli ALV HIaiata 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a• b c10,31 EQ(1444 WIND) voundation 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 nota design consideration,the tabulated design shear values are permitted to bg 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 IExtent of header with double portal frames(two braced wall panels) Extent of header with single portal frame - (one braced wall panels) /'Header to jack-stud strap I j / per wind design min 100016f 2'to 1rough width opening on both sides of opening for single or double portal 1 / % tj� f _. opposite side of sheathing Pony i ' wall il 1 height . . ear '. 1s r x '1/4 t Fasten top plate ofto 16d header steel header not allowed ' "t � / withtwo rows .,>. . . . ..,.....�. ,.,.,., ' . � ,fa ' 4,. - sinker nails at 3"o.c.typ '4\_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. j wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' -Min.double 2x4 framing covered with min 3/8" j ' nailed to common blocking thick wood structural panel sheathing with j --‘ r• T. 8 height within middle 24"of portal max , 8d common or galvanized box nails at 3"o.c. --- height.ht.One row of 3"o.c in all framing(studs,blocking,and sills)iyp. Iq nailing is required in each \ panel edge. Min length of panel per table 1 Typical portal frame \\ construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) \ Min double 2x4 post(king 4. and jack stud).Number of ? —iMin reinforcing of foundation,one#4 bar _� jack studs per IRC tables )E�` ) *4) )1I top and bottom of footing.Lap bars 15"min. 1 ''j R502.5(1)&(2). I rt I j ..- _�.v. ,. ..r.,,...—....—.. '—Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2°x 3/16"plate washer 2 o 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-Down 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 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.apawood.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@opawood.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 �� of,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 CO 2014 APA—The Engineered Wood Association 180 Nickerson St, CT ENGINEERING Suite 302 06, R Add' n,,Q��( n Scathe,WA Project: ✓ t �1 l/eve t T`J1V 1U� Date: �t�/��, Or (2O6)285-4512 Client: � 2,5e3/ 2‘3Q5',&...5,-/) Pae Number: g FAX: (206)285-0618 6'0 0750 � I a n=A-slt)(A crit) / d'=-6 . A) .5(1 C6'<< IZ)( k r)1 Bit P AR� �� (Z �4 ?Q fl M 6A-iL 9-0 )7m6V iSetD Ot.— CZYo.i 9.�63,0,, 4-17, (0(.0,2 60) (C (16 W/3 Liz) v n, (2) 0,-,) (60)( i 86 ,°x, - . At.--))11, ter ) 5' . t„)/(2) of= o,;86 utvr /2_,0[z t324-4- th 5 P) ) .. = 0,543 I rev .Pi.44-- , Structural Engineers {p WOOD FRAME CONSTRUCTION MANUAL 03 .. Table 2.2A Uplift Connection Loads from Wind i , t•' . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) _ , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(0)3.,2,3,4,5,6,7 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 506 576 650 729 856 Z m 48 350 383 417 489 567 651 741 836 938 1100 rrt 60 428 468 509 598 693 796 906 1022 1146 1345 v 12 70 80 92 116 142 171 201 233 267 321 0 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 ' 20 psf 36 32 58 84 140 201 266 336 410 489 616 r' t1. 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 i. 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 i 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, l multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) I 12 16 19.224 48 Multiplier 1.00 1.33 1.60 I 2.00 I 4.00 !i' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) .1 for each full wall above. { .r 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i, Pi header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. la: ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ... includes the overhang length and the jack span. ,. 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. irry'.�Vv. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �y/(N� /..�J / 1 N C. y!—T� Seattle,WA �1 1 ,6 L S)I\4t 1 L4 A65• 98109 Pro ect: Date: (206)285-4512 FAX: Client: Page Number. (206)285-0618 VI) -- (11 7*. 1 2V13$ 1411_ 191\ Vii) )1,5 - !x-pp \T k A N A 141 -7"4€6- 2 2 �- , ; r \e,/) m 1 10- MP-- ( ir1-1,,, ,,_.- 3 15 Al ,0Z a cow/too --mAss j --_-_--• 17)1 . t -- 6,. -.4,2- -----6r4-,,,_,-1:e:, . , (A lig l/ j - 6.170 2` o,6 0,- n,6 = )5 - t - t.---- ger -; b 5 % �+ 1 . lir) 6P. l%v,&1 3 4G /i s 2Y A3 e' - Th ( c9KNY5A ).,=6( 2,1 '2 ` Uj, ( 4)(7,-) 1, 0 0.0 = 2: 4' , Dlit. ` P, ,30v n '4-7-- (L1'6Y +2/z)(0, -5 (0,61 ---= 4•-t 4-i- vrbY— . _ A 4) e --f---/-7es- --0 -tvai5v- .' oc--- ct.,-. (enp-11) -:--- e3,114. DiviA)(\i 1,„--, Structural Engineers TRUSS TO WALL CONNEC11ON ,Ji \%A1 iil` # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1110 II 1 I 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" .100 ,c, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ',!, ilii 1 SDWC15600 _ - ,;'. 1 L 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Iilfli /00 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. HIM ',Yu 2 (2)SDWC15600 ')/n lin 3 (3)SOWC15600 - - I ld 1!‘ ROOF FRAMING PER PLAN 8d AT 6" O.C. Z t 2X VENTED BLK'G. 0,131" X 3" TOENAIL 1ifr.i� AT 6" O.C. : i i r -411111s H2,5A & SDWC15600 STYI F \ COMMON GIRDER TRUSS / ___/._- PER PLAN TRUSS TO WALL CONNECTION TO EACH 111 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 CONNEC11ON ,I'F VALUE`._ #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 001IFT Fl PLIES L 1 Ht -.._ (6) 0.131" X 1.5" (4) 0.131" X 2.5" +On ! 11S 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 55fi i lU 1 SDWC15600 - - 4A., I15 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5' 1010 100 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10/0 '61-11 2 (2)SDWC15600 - - :170 MO 3 (3)SDWC15600 - - i f;;i 3‘i;, ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR 112.5A AND SDWC STYLE " CONNECTIONS 2Xed VENTEDAT6D.C.BLK'G. 111111mr... 144 .,....., .,,,,,,4.. -0- 1. „...,, -,.,, ,...„; ., 1; 1 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"= i'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 7B 4-19-16 ti Roseburg J2 MAIN 1:43pm A fbrest Products Cornpan' 1 of 1 CS Beam 2016.4.0.5 kmBeamEna ne 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 / / / 14 5 0 11 7 0 9 ° 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying paint loads(or line loads)to carrying members Live Dead 1 391#(245p11) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLs: Uve=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON Strong-Tie,, Strong- Copyright(C)2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor jast,beam orgi rder,shown on this drawing meets apphcable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications 503-858-9663