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Specifications (55) s p-vt co--0,, CT ENGINEERING SEP 1 2.016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (v) 206.285.0618 (F) CITY OF TIGARD 13UILDIIRI(,` DIVISION ON #15238 Structural Calculations to River Terrace 60 Plan 7 J tta Elevation B ^V�yy��,, �,RE 1�A,� 6 M 22, c ti Tigard, OR ''&Fs T. �� ti\`�� 10 03 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client:. Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (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-future 0.0 psf 5/8"plywood{OS.B.) 2.2'psf Trusses at 24"o.c. 41.0'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 I- RB.bl GABLE!END TRUSS RB_bl I - 0 MIN. HDR I i_MIN. HDR I _ _ r I 19 1 S9.1 19 S9.1 I I I I //S 1 = ' r> f / J i I I Lo I I I ROOF TRUSSES;AT 24" O.C. TYP. I � I I _ = r. I c0 1 -0 I NI'N N1 a I T i r--- 1 GABLE WEB _LI J' 1 J 1 I--_ 122"x30" I AT11C 1 L°1 A ' LACCESSJ / 1 20 I S9.1 1 - l 'f- 20 59.1 (�o N A 1 1 li(7j N N x I41 X N +a 19 1 I S9 1I IX N C 4 = [p I1 a MIN. HDR I' — GABLE WEB -a- I r 1 "1---1----RB.b3 MIN HDR IN. HDRIMIN-HORN. HDA` a GABLE!END TRUSS I L _LRB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B S9.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48` orko MST48 GJ [1\ z _3 I 'j 0 I ( WASHER 1 .J r 4 0ENTIRE WY/� DRYER SIDE 1--- ENTIRE PBTN 1 SIDE Pm i i i JO (3 .. ... , MST37 \<•.• MST37 al R ■ 8 51.2 P3 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-D" AMERICAN MODERN al 0 19 59.1 0in NW ‘ _GABLEIEND TRUSS I \ I /Y1 1 -- CONT.14x12 HDR I � i ! � D14 4.b1 STHD14-4...._--- ----------j I— . ROOF TRUSSES AT 24" O.C. TYP. 9'-6" 6.6 POST 6x6 POST S 5,.1 n 5 r_T n unT4 I 1 _ D.b2 o o Lk a IA% • ®i 0 O 0 IP4 592I (TH014 II - S1HD14T-\ 1 x 14 LYL 404 I mimmoinelmm � 1 Yi I H - 9 ---C)ENTIRE 6x6 POST I al L _.� IV I SIDE 2 14 FLOOR IKUSSLS s, tN ROOF TRUSSES� (2)2_10 HD r\\ y o 1 -J�� '�J AT 24" O.C.-I —g�16 �'I IITo a• t I i `\ II A. t , 6,4) 4' .....-. ENTIRE P6 LEDGER I 1 •�/ `,11 Ai SIDE O L4 - •- - - , /3\ Ifi,, --) 2)2x10 HDR S9.0 i0. o D.b15 f o j x 1 -� BLOCKOUT FOR 1: a i _ I _— . ! MICROWAVE EXHAUST. vimI 'A T o9 , j 0 13"CLEAR r-- I = PICTURE FRAME o "I'��..44.'� w¢J 2 OPENING. DIMS I .Q m I ARE TO FL STUDS. ;'s-"I � mmrIC---- I I al�j ivk � j TE`' 1 x•-.- o ) -.1 Nu I 1-1 N I '- m 1 I 1 -� ` ' K Z,, 4 I 1 j �♦ I S9.0 a1 � I ,y O A w i I i ::1 AIBOVEES I f M -...4-_,--sxs POST o E--~ II I N al el%M l o r-,.- 14 _ % N 2x ROOF I v IN I = I ( ,I FRAMING m l 1 L- 590 I 'T ;I`_ B.b9 _J! CC 0 f. I. .I :_ ,-I = - Tr" LEDGER 1 Aon 9iw STHD14 STHD14 4x8 HD 4x8 HDR 4x8 HDR 4)(8 HDR I . •i 0 B tS B.b B 10 - - 1 z ® I N 59.0 e IV I P 2P3 Q I 1 ® B.b18 b17 -- ${ 4x12 HDR L 4x12 HD'C g 6x6 POST I - & 17 18 6x6 POST W/ACE4 All All 6x6 POST W/ACE4 WI AC4 Q ALL HEADERS CHANGED 2 TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"-1'-0" AMERICAN MODERN -10Y2 16'-3" .5.-1U/2.. 0 p �� _0 NW I ir _= -c-Aqui sTHD14 --� - ( z STHD1, w o 7.i• t J - • f 3)' CONC. SLAB i OVER 4" FREE DRAINAGE MATERIAL • W OVER COMPACTED FILL li < r- )- .-S-'1 L ¢ ,N in r-I T VERIFY GARAGE SLAB HEIGHT 7 r i O WITH GRADING PLAN 5 • of O1 U VP r-1 S6 0 18'-Oy" 3'-11Y1 I u c J 2 J -16" I © I I I Ln 3r CONC„ l m© VARIES : MIN. I I FURN. o Rh PATIO SLAB ®I SIM.�� _3" FROM TOP OF Ir-- ABOVE rn NV 1 OHS STEM WALLII In II IIo SLOPE _ I L O 1 STHD14 IL-_41 2" DN I ---- -- --- • ---J I o 1 • N 1 s6 0 1 I -STHD14 fS l y ci I 4/4" 3-94 1 2x4 PONY WALL j 18x24 CRAWL FIXTURE ABOVE—.-I 11 o 1-1 ABU66 �MUER AT HIGH FON. o $DACE ACCESS \-- � r ' - LI © 6 �� 1 I .� o 1 F L ' lin la= 1 18'x36"x10" FOOTING I U in Lo .63 r II_ 1%""x 914_LVL 1 I ' P6 IRE 1 .- i CENTER u/ WALL ;} NT_�� I 1 17 I 1 rr Ss.O It_ _� J 9.-8Y" � ' 1 I T I 16 ' 0 ■ FINISHED FLOOR L S6.0 1 FOOTINGx W" ' o AT+0'-D' I- ; 1 I Fri ; 3) #4 EA. WAY I ® in ?l U 1 I V Y--.. '�1 1 r�^, P.T. 4x4 POST r • ... I-1(1 TYP. U.N.O. • • CRAWL S I -I-J •, DRAINAGI I CONNECT ' 9Y2" I-JOISTS AT 19.2" O.C. FOOTING 1 \ TYPICAL ALLOW P r � i I DRAINAGI 1 1-1214"111'-7Y" u) r 14'-43/4" w } r I I I 9'-0/4" I L J II 19' x 9Yz" LVL ro r-- -/�I-30"x30"x10" AM I T I r I FOOTING W/ NW 18"x18"x10" FTG. v i I 2 I (3) #4 EA. WAY „I In W/TYP. U.N.O.47-I �� L____EW I I 6x6 P.T. POST i ' -12Ya I LTJ Un 10 grgi I 1 " x 9)C LVL SIM.�`�SIM. ®I • 1 I 2x41 PONY R IV m_ it • 'v TART FRMG.I . 'SIM.�`�SIM.® M1"5:114111 a _� L r ' I �� 1 11 I \-STID14 ® i 16'-6Y2" ® STI-10149'-6Y2" In1 0 r n I 3Y' CONC• SLAB -6Y" TOP OF SLAB 1 I " p SLOPE 1Yz L 12Yz" TOP OF 8" "' I `L ---— a-aM WALL I ABU44 I D ABU44 1-2Y" 6 '-0" ABU44 o 3y" J. 8'-5" 3y"i- Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 User:3-2-0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14189_Plan_2613.ecw:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2613B ROOF FRAMING _Timber Member Information i 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 Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Ar,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 11 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 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 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 L/Defl 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 L/Defl 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 L/Defl 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 r _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information IITYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No LCenter Span Data 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 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 Center DL Defl in -0.027 L/Defl Ratio 2,558.5 Center LL Defl in -0.072 L/Defl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 L/Defl Ratio 697.8 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-Deo-2003 Timber Beam &JoistPage 1 PLAN 7 ABD.ECW:FloFraming t _(c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined r B.bl 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 7250 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 Hem Fir,No.2 Rosboro,Bigbeam Douglas Fr- 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 II Span ft 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 II 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 Shear OK Q OK Shear Shea356.5 Shear OK 150.0 OK O Shear ShearK 180.0 172.5 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 LkRev: 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 2613B FLR FRMG 2 OF 3 [Timber Member Information r 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 Fr,No.2 Hem Fr,No.2 Douglas Fir- Hem Fr,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 i 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 II.. Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 r 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 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 Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl 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 UDefl 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 UDefl 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 Timber Beam & Joist Page 1 II User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 EngineeringSoftware 14189_Plan_2613.ecw:Floor Framing _(c)1983-2003 ENERCALC Description 26138 FLR FRMG 3 OF 3 Timber Member Information i 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 Fr,No.2 Douglas Fir- Douglas Fr- 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 1 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 in-k 9.57 3.84 24.30 61.44 @ X= ft 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 @ 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 11 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 TJI JOISTS and RAFTERS • 1I I Code_ g Code I_ Code Su est Suggest Suggest Ir ick L ick 4 Lick Lick Joist b 1 d Spa. LL DL M max V max' El L fb L fv L TL2401L LL360 L max 1 TL dell. 1 LL defl. L TL360 L LL480 L max ':TL defl.IT deft.LL de l.iL deft. size&grade width(in.))depth(in.), (in.) 1 (psi) (psf) (ft-lbs) (psi) (psi) (ft.) : (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.)" (in.)....1 ratio ...........(in.)...........raf o... 1 9.5"TJI110 1.751 9.51 19.2; 40 151 2380 1220E 1.40E+08 14.71] 27.73 15.23 14.80: 14.71 1 0 72 0.481 13.31 13.45 13.3114 0.44 360 0.33421 495 1.751 9.51 2 40 15 2380 1220' 1.40E+08 18.611 44.36 17.82 9.5"TJI 110 1.751 --- --� 1.40E+08 1'-- �--� 15 731 15 73 0.721 0.52; 14.14---_-14.29 14.14 0.47 360 0. 495 - I 16 11 33 27 16.19; --- -- -- .-. 9.5"TJI 110 1.751 12) 17 31 17 31 0 79 0.58. 15.57 15.73 15 57' 0.52 360 0.381 495 95'TJI110 1... i I 1 40 15 2380 12201.1 40E+08 20.801 55.45 19.194__ 18:64 18.64] 0.85] 0.62 16.77 16.94 16.77' 0.56 360 0.41 .__._._._._ � 495 16j 40 15 2380 1220 9.5"TJI 1101 1.751 9.51 19.21 40 101 2500 1220 1.57E+08 15.81 i 30.50 16.341 15.371 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.751 9_5 121 40 101 2500 1220' 1.57E+08 20.001 48.80 19.11 17.98 0.68 0.60 15.17 14 34,;."+,' 14.84 0.56 384 0.37 480 9 5 TJI 110 4 75 9.5 16 40 10 2500 1220 1 57E+08 17 32 36 60 17 36 16.34 16 34 9.5"TJI 1101 1.751 9.5) 9.6, 40 101, 2500 12201 1.57E+08 22.36t 61.00 20 58 19.37 19.371 0 851 0.651_ 16.69 16.34 16 60 0 511 384, 0 41 480 --- -- ------ --- -- ---- - --- -0 --- i 0.65 17.98 17.60 17.60 384 0A4 480 1 9.5"TJI 2101 2.06251 9.51 19.21 40 101 3000 1330 1.87E+08 17.321 33.25 17.32, 16.30) 16.30 0.681 0.541 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJI 210 2.0625 9.5. 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17,32 0.72 0.58 16.08 15.74 '15,74' 0.49 384 0.39 480 9.5"TJI 2101 2.0625 9.5] 121 40 101 3000 1330 _1 87E+_08 21 911 53 20 20.261 19.06] 19.06 0.79]. 0.641 - 17.70 17.32 17.32 0.541 384 0 43) 480 9 51 9.6 40 101 3000 1330: 1.87E+08 , 21-82 0. ) 1 0.86 0.681 19.06 18.66 18.66 0.581 384 0.471 480 --- - I l I 9 5"TJI 210 2.0625 24.49 66.50 21.82` 20.53 20.53 9 5'TJI 2301 2.31251 9.51 19.21 40 10 3330 1330 06E+08 18.251 33.25 17.891 16.831 16.831 0.701 0.561 15.63 15.29 1529 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16: 40 10 3330 1330 2.06E+08 " 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5' 121 40 101 3330 1330; 2.06E+081 23.081 53.20 20 92' 19.691 19.69; 0.82 0.66 18.28 17.89 17.89 0.56 384 0.451 480 9.5"TJI 230! 2.31251 9.5 9.61 40 101 3330 1330' 2.06E+08 25.81! 66.50 22 54121.211 1 r 21.21' 0.88! 0.71 19.69 19.27 19.27 0 60. 384 0.481 480 E 11.875"TJI 110. 1.751 11.8751 19.2' 40 101 3160 1560 2.67E+08 17.78) 39.00 19.50 18.35 17.78' 0.67, 0.541-1 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 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 '_ 17.72 0.55 384 0.44 480 11.875"TJI 110; 1.751 11.875 121 40 101 3160 1560 2.67E+08 22.491 62.40 22.81;, 21.463 23.42! 0.961 0.771 19.93 19.50 21 01 0.65] 384 0.491 480 11.875"TJ11101 1.75! 11.875 9 61 40 10 3160 1560 2.67E+08 25.14 78.00 24.57i 23.12 23.12 0.961 0.771 21.46 21.01 21 01 0.661 384 0.53 480 75 TJI 210 2.06251 11.8751 19.2 40 10 3795 1655r 3.15E+08 19.481 41.38 20.61-1 19.391 19.39r 0.811 0.651 1 18.00 17.62 17.62 0.551 384 0.441 480 11.875"TJI 210 2.0625. 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18,72 0.59 384 0.47 " 480 11 ---- 06251 _3.15E+08 24.641 66 20 24.10 22.68] 22.68: 0.95 0.761 I 21.05 20.61 20.61 0.64] 384 0 521 480 11.875"TJI 2101 2.0625 11.8751 9.61 40 101 3795 1655125.961 {--�- _,___•______- 3.15E+08 27 55, 82.75 24.431 24.43 1.021. 0.81, 1 22.68 22.20 22.20 0.69, 384 0.551 480 11.875'TJI 230 2.31251 11.8751 19.21 40 101 4215 1655 3.47E+08 20.531 41.38 21.28 20.031 20.03 0.831 0.671 I 18.59 18.20 18.20 0.571 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 , 19.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11 8751 121 40 101 4215 16554_3.47E+08 25.971 66.20 24.89j 23.42L 23.42 0.98 0.78 21.74 21.28 21.28 0.671_ 384 0.53 480 11.875"TJI 2301 2.3125 11.875' 9 6 40 101 4215 1655 3.47E+08 29 031 --- ----- --- - ---- -------- --- --- _._._I r_.. ' 8275 2681, 25.23 25.23 1.051 0.84 23A2 2a93 22.93 0.721. 384 0.571 480 i 1 1 1 , 11.875 RFPI 400 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69! 0.821 0.661 I 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 ;19,011 0.59 384 0.48 480 11.875"RFPI 400; 2.06251 11.8751 121 401 10111 43151 1480) 3.30E+08 26.281 59.201 24.48, 23.03! 23.031 0.96) 0.77 ) 21.381 20.93 20.93 0.651 384 0.52............480 11.875"RFPI 4001 2.0625. 11.8751 9.61 40 101 4315 1480' 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 1 I 0.83, 23.03 22.54 22.54 0.70; 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls 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 Buckling Factor D+L+B Cr c 0.80(Constant)_> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS KcE 0.30(Constant)> Section 3.7.1.5 Fb Cd Eq.3.7-1 - Cb (Varies) > Section 2.3.10 Bending Com,Size Size Rep. _..- ( ) Cb Cd(Fc) NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u 1.0 Load @ Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce . F'c fc fc/F'c fb (b/ in. in. in. It. plf psf _ plf (Fb) (Fc) psi psi psi psi psi psi psi _ psi psi psi psi F1)"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9968 1993.4 1,00 1.15 1.1 1.05 1.15 875 - 405 800 1,200,000 854 508 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 B00 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 35 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854, 506 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875. 515.42 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000, 854 531 875.438378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 _ 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 _ 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 _ 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 000 0..000 ,SPF Stud 15 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.11 1.05 1.15_675 425 725 1,200,000 854 531 449.95 388.13 386.67 1.00 0.00 0. .�.._ ........00.....00___.. SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.000 1:115 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 3868.13 387.30 1.00 0.00 0.000 506 1644.5 .83 031.56 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 17 7083 16.8 9 19.6 3132 0 3652 0.2408 j® 1.00 1.15 1.3 1 10 1.15 850 _ 405 1300 1,300,000 506 1644.5 1011.45 183757 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 �, 8.25 18.0 3132 0 0.2858 .3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1203.70 946.77 508.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.7511089.25 850.16 531.23 0.62 0.00 0.000 -SPF 42 1.5 5.5 18 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 OFF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.6 1.00 1.15 1.1 1.05 1.15 6751 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 _ 19 41.5 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 42 1.5 5.5 18 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 1,271 508 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 Bucktn•Factor D+L+W c _ .80(Constant)> SecBon .7.1.5=M=== 0M11 = 11_ KcE 0.30 Constant > SecBon 3.7.1.5 Cr .1321.1111.11 SecBon 2.3.10 ----Bendine Com.. Re.._ Cf Fb Cd c _1997 NDS- _ __-- a duration durationEM[ use �IM�Cd(Fc_Q7�c�-__= Stud Grade Width Depth Spacin•_,Height Vert.Load Hor.Load r_1.0 Load Plat:Cd(Fb)Cd TimCf FcE Fcpi IIIIIMIIIIIIIIIIMIIIIMIIIMIin. ac ft. III .L sfperp' 0.586 H-F� ® . 16 � 1075 0.9951 1.60 1.00 _(Fc �� .sl • Psi •si •��.®� f ®1.05 �� 1200,000 Fb 1-fGFce H-F Stud ®�� 30.930.9®® 0.9942 1993.4 1.80 1.00 ®®i 1.15��i 1,200S00 ®®i. mi® 0.665 1.111112011.1022 0.9998 2657.8 1.60 1.00 ®Ii 1.15 � �� H-F Stud ®®�� IMM '3 0 9943 �� 800 1,200,000 1,366 IIIIIIHEIMEMIIIIIME H-F Stud ®®®� 33 0.9974 ®® 1.00 ®�i 1.15� i 1,200,000 1,366 5 �� H-F Stud ®®�� 1.60 1.00 ®1.05®� 5 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 2355 8.13 0.9981 3986.7 1.60 1.00 ®1.05®OM 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud ®®IIIMIIELIMMill 1060 0.9971 2091.8 ®�' ® 675 SPF Stud ®® 16 �� 0.9115 2091.8 1.60 1.00 1.1 1.05® 675 ®®1,200,000�r..®�� ma 0.5771 SPF Stud ®1,205,000 ® 761.zs �� 64 0.567 OFF Stud 000 1 366 761.25 378.09 328.30 ®® 16 . 28.3 1960 8.125 8 13 0.9970 2091.8 1.60 _1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 449.95 376.35 243.81 0.65 36 0.65 5 37 0.577 SPF Stud ®® 1.00 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 SPF Stud ®®� ®105 1.15 675_ 425 725 1,200000 _1_366 531 76125 449.95 376.35 294_60�280.03 0.383 `. • 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 ® _1.05 1.15 675 425 725 1,200,000 1,388 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 ®1.111112=11103® _ 0.3909 MN= 1.60 1-073-11111 1.10®m.al®' loga 1,300000 2,033 1430m ] 969.91 506.18 1!Jit ®3 3132.4 1.60 1.00 ��]i®m'�®' " 1,300,000 152.58 ®ilk �®� 3132.4 1.60 1.00 ®�1® � 1300,000= � � =DICIIII�� 699.13 506.18iQ�� SPF#2 ®®m �33 1.60 ._1.00 ®�® 875 425 ®' 1:400.000®��3 0.6033 3287.1 1.60 1_00 ® 875 425 •1,400,000®®®® 806.38®®i 0.119 SPF#2 ®m��3 ! 0.4790 3287.1 1.60 ._.._1.00 ®'1.10 ® 1265 806.06® 0.66�i] 0.118 _____-_-_ ®1.10®��g �' 1.400,000��® 1265 664.69®N'IIMMI r. 0.116 SPF Stud 1111111.11111111MUMMIIIIIII IMIIIIIMMMIIIMIIMIIIIMIIIIIMIIIIMIIMIIMIIIMIIMIIII _ ��___ ____-___ 50.0 70 8.46 0.9957 2091.8 1.60 1.00 M 1.051 200,000®®®® ®®®® 138.14 17.78 0.13, 0.979 ® 1.5 ®1MBMI 161113131•1112111•1311 0.9941 3287.1 1.60 1.00 ®�i®RIMIMMIIIMILI 1 400 00011112111111111311MINEZIMIESECI 106.671E133M 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 98.97 0.44 927.02 0.798 Page 1 D+L+Wc.55 CT#14189-Betahny Creek Falls LOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 __ MEI 1.00[2..3. 611 Bucklin.Factor _- ___=�=_ -M c 0.80 Constant)> Section 3.7.1.5==aM Cf(Fb) Cf(Fc)-1997 NDS-.a t KcECb 0.30(Constant)> Section 3.7.1.50 Bend n• Comp_Size E- • =- __.... Cd Fb Cd Fc E..3.7-1 Cb alas Section 2.3.10 MEM ®� ®��® NDS 3.9.2 d r Platt duration duration factor factor E F'e fc ®� Po/ Stud Grade ��• Vert.Load Hor.Load .1.0 Load C PIaL Cd Fb Cd Fe, Cf Cf ._ ®®®0__'II_��2_'��M[f3�1 05_�'At� 800 1 zoo,00a � 0.599 �_®i6 R1 Lt4 t 0.9962 ® ®�� 1,200000 1,368 340.90 Q� 0.674 H-F Stud ®�_RE '' 0.9988 r ®® ® � 1,200,000 1,366 966 340.904 0.584 H-F Stud �® 12 _iE r' 98 6 0.9969 2657.8 1.15 1.1 1 ®�� H-F Stud ®® 16 8.25 28.3 985 8.13 0.9963 1993.4 .601 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1 366 800 1,200,000 ❖ 506 986 966 449.95 395.22��'`.24 0.70 271.03 0.51 GUERII180.69 0.406 ®® 8 _�6 r_] 0.9980 3988.7 1.15 ® ®-�' -_____----�__�____ ____--__- SPF Stud REIMEEMEIMAVEIKIXIMINECONIEN 0.9935 immummummuimuimjimmummill 1,200,000®[ EBOEINO SPF Stud ®®�_�''®4'6 0.9988 U_1.15 ® ®_�® 22200,000 ® �` 0.669 SPF Stud ®®® . 30.9 1975 8.46 0.9944 2091.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 217.14 0.65 335.64 0. SPF Stud 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 247.62 0.84 361.37 0.588 SPF Stud ®_IR 0] r .1 ®1. 1.15 . ,200,000 ®875.438 449.95 388.13 272.38 0.70 3 SPF Stud ��0_� 2380143 ®� 1 5 1.15 ®1.0505 1.15_ 425425 725 725 1 1,200,000 1,3661,366®875.438 449.85 388.13 299.68 0.77 180.8271.09 _____----�_______ ___-___- ®®NUII 1 ®� 1.15 ®�®K11��1.300,000�111111011111105111EIKIEMO7 ®®®® _1111311®6ICUOMMIEEKIIIIILEIN 1.15 ®_®_®IEZI 1.300.000].11111:111111=111/3130.10M® 0.601311M ®®i1:MIONIONII®INCIEE 0.4100 pm® if31 1.300,000 fl� . -_____----� 1 15 ®_r®_�_1.400,00ONIIIIIIIIIIIIIN 0®® ® 1 IIIIIIIIIIIIIIIIIIIIIIIII ®®i[NiliFE]�F�E571 �� 1.15 ®�®_� 1,400,000�r' ®I�� ®�181.23 0.169 =_®if��i� 1 � 1,400,000i�®i[MigL� ®gym _®��]�I 7 --®ice---- IIIIMIIIIIIIIIIIMIIIMIIMINNIIIMIIIIIIIIIIIIIIIMINIIMINNIIIII F®�® ----_ -_____1,200,000 875.438 144.26 139.02 17.78 0.13 0.979 SPF Stud 50.0 70 8.46 0.8955 2091.8 1.60 1.15 1.05®� SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400000 2.093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3. 1.10 1.15 850 405 1300 1,300,000 2,033 508 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-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desi.n Bucklin.Factor D+L+S+W/2 0.80(Constant)> Section 3.7.1.5 IM� �_=� 0.30 Constant > Section 3.7.1.5 MI= -. .-. C_r _- Bendinr Dom'. Size Size Re..�� '�_(��Section 2.3.10 _1897 NDS ___ Cf Fb ____��--NDS 3.9.2 t duration duratio factor factor use �Im��-Q��___- fb Miii Width Depth Sparin),Height Vert.Load Hor.Load <=1.0 Load Plat:Cd(Fb)Cd (Fc) p-_ E _F- F-_-___- In in. In. ft. ® plf .sf 93 �� perp p�-_ PsiWill sip .si ��® Psi H-F Stud ®®w 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 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud ®®®EKI®,.66 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 Emma 800 -1-21-10 000 1,366 966�rj],�].. 340.90 11.131)�� ®m�� 0.9960 1.60._1.15 ®�®�� 1,200,000 1,366 0.77 ra�' mm®®��' `]�''' 0.9990 2657.8 1.60 _1.15 ®1.05®� 1_200,005 1,366�6 �18099 0406 lEGEMM®®� � 0.9999 3986.7 1.60 _1.15 1.05 405 800 1,200,000 1,366® 966 44®® 338.411®® ® ®® ®®nm ® 0.9907 1.60 1.15 ®eo®imunam®?200000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud ® ��®"6.r, 6 0,9970 2091.8 1.60 1.15 ®�� 725 1,200,000 _ SPF Stud ®�®�®"6"6 0.9990 1,60_ 1.15 ��® 725 1,200000®®®®®® MIZEM®®� 0.9922 2091.8 1.60 ®®�i 1.15 ®®�� 29968MMIEZECINEEM ®2® 0398 SPF Stud ®®u 8.25 28.3 1660 4.065 0.9973 2789.1 160 t15 1_1 1 05 1.15®®®1200,000 1,366 .. 130 59 ® _� 425 425 _®1200000 1,366 875.438 449.95 388.13 49 95 388 98 3 0.86 190.34 0.257 OFF Stud 8.25 28.3 2630 4.065 0.9969 4183.8 1.80 1.15 1.1 1.05 1.15 �� --___...1 260,000=e7 4e�� 90 34 0.257 �� =1E®0111I8�7®tel 0.3001 ®®�®��i�1,300,000�EiDiC� MMEM E�IE111 0.059 H-F#2 1.5 ® . 19.6 3132 4.23 0.4544 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 90.61 0.089 H-F#2 1.5 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 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 ____--_ 1111111111111111111__ ___--___- SPF®®®� �] � ru® 3287.1 1.60 1.15 1.3 n � 425 1150 1400,000 2,093®� ®�� SPF#2 ®m immoI ®� 3287.1 1.60 1.15 1.3_ 1.10 425 1150 _1_400,000 2,093®Q �i.e�. 850.16® 0.62�i th ®��IIIIMENEEE11.60 . 1,15 1.3 1.10 ��M®' 1,400,000 ® . 1296.30 ® 0.059 _____ -.. ® 0.58 C......�..I..C.�C ...--. OFF Stud 111111.1111 50.0 255 4.23 0.9959 2091.8 1.60 1.15 11•1111111111•1•111•117._00,000__ _--�� 11111111111111111 1,2 1,366 531 875.438M 139.02 64.76 0.47 0.779 SPF#2 ®®0�� 0.9925 1.60_ 1.15 e e®��®' 1 400,000 2,093 531 Qj ®®Ne-, 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 0.584 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) (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 Buckling Factor D+L+S+E11.4 c 0.80(Constant)> Section 3.7.1.5 _ Cr -- --- Cf(Fb) Cf(Fc) 1997 NDS KC0.30(Constant)> Section 3.7.1.5 Cd Cb Cd(Fc) Eq.3.7-1 Cbb (Valess)) Fb> Section 2.3.10 Bending Comp. Size Size Rep. _ ( ) NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load c.1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb (b/ in. In. in. ft. plf psf plf Fb Fc 'Si .si •sl p i psi psi psi psi psi psi psi Fb"(1-fc/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 1,366 506 966 515.42 359.37 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 1,386_ 508 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 , 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000�® 966 449.95 395.22 ;. ;;.;; 7934SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 . 160 115 1.1 105 115 675 425 725 1,200 000 8738 15 42 431 52 38.53SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 _ 725 138 336.17 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 449.95 388.13 307.301 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 .. SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 N-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 76.47 0.075 H-F#2 1.5 5.5 16 1 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 11111 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 1015.45 531.23 0.52 WM 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 14.57 50.0 I 285 3.57 0.9981 Ill 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.261 139.02 72.38 M 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 11501,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.810.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 IMEllENGINEERING 180 Nickerson St Suite 302 e •1"r Seattle,WA Project. c - _..__. f Date; 98109 '_- a e (245)US-4512 Client: Page Number: (208)285- 618 y Rao Nz- ( -. 10,0 rt.e.- J.. tiviVisots ) vc 366- L ,r. oat ea k Wi- 61-044) 'AOS. 2,, z._..- iktto .0- .5,1 gapg ..'t- 04 *-:-, rip ........... . 0, tot. grOtt4/40+-15).1-16',3 ........ vo . 161 sit —40 (25Y( ,U1/41Y)-*- . 4. foli e 0, ., .44- - .. Thr-e 1 Plt - - iia 4 41 -fiT.-1 .1=. 1, 7. 1: 3#5 f30 Sr/eel_ Structural Engineers 180 Nickerson St. ENGINEERINGMO Suite 3112 Seattle,WA '"� (� :� t N C. 98104 Project: i l _.,_.�- 875 C. jam' �y�j ,((/�,�p� �`"� Date: 1206)285-4312 S)K C�Y.►.,U f !J�4�.+ii Y'4 ii i,e5t- $ FAX: Client. Page Number: (206)285-0618 • PR ' 4Pn'J vAlLte-. P-- 749- ` i /6010,f1- C1. 3 &IW.+61P o , o' ems4- e$E. ; .. ) t , � � i 7- � `� �' 'sem ' S L .t P 9 i OD Ire,` =- 9-07,0 s-2,-D - z) ` 2 `- `- s , .6. , - A ewe- ) - 1: N 0r 1 „,� , , itey„1,* ) .... lys r� e+ ? ,, tiosi,srifroavitit , Structural Engineers • C T E N G I N E E R I N G 180 Nickerson St. Suite 302 v—'( INC. Seattle,WA Project: I q atm �7 •II" 2C4®6G Date: �a/. oe. 98109 (206) T�Aa/' Q (� (206)285-4512 Client: 2012 .'S� °8 5DPWs Q.t PAX: Page Number: (206)285-0618 Y+ t� - _.. ._ _ 1 . 44;14:-,I '_ _. `_ i- �;__ -- .__ t 1:41.-i-.02 t ._ -j.--. 4...!1 .3z _. r at 3 :: X25 i� o . _ 1-0.5,S7 al ` v1 . -_ t-Z34 12 da65_ - • • - � 1\If 900•6 76Z )4 ' dry. /5 'P I�i2, 72,)).. -. a , 5l � tf_ ,fid= g5 etr, - L 6,: <,- ' I f { ji. 3' _ ...... _ _ { oI_ yam' ,,,J� -61,4- . S`\j{ j t51 om- b _ rP1: , r �)2 C� f� ai � 3 517 $ . - _I- ? tf6-4a w1� . 7 ,,,,,,4: _-___L-..--::+--- .� % Z Structural Engineers Jj c JD,,,`c 4_ 3 1 w & d IF' Design Maps Summary Report Page 1 of 1 EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III -a �.m„"ma f .- ,..,yf fi' y� 'i',7 tf k �ar vx,,,"�, t" I X $ '1 B averton y v"" 'q` ,F N ,,y, $ 1,� s ), l! ' Af 9, a x ;:< .# ,fin - 17—P-1, / % ' W Fir y-.gy 3 � „0:--.!:r-----1.e7.- to f.1 144n Cit m y 3 USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Soy = 0.720 g Si = 0.423 g SM: = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP” building code reference document. MCElt Response Spectrum Design Response Spectrum 0.00 1,10,. 080 a 0.1 4 0..64 v,T7 0.56 0,40 S 0„40 0.44 0.22 tt 42<, 0:24 0.22 #.10 0.11 0,88 0 0,00 000 020 0.40 0.40 0.40 1.00 1.20 1.40 1.,40 1.88 200 0.00 0,20 0.44 0.40 0.13 1.00 1.20 1.40 1.60 1.00 2.08 Parket'riser) Period,'T(sec) 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:I/geohazards.usgs:qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06' Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss Skis= 1.17 EQ 16-37 EQ 11.4-1 M1= 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 SDi=2/3*SM1 SDS= 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 = 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 Q0= 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) Sp,= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sp,*TO/(TZ*(R/lE)) (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 SO/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S>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„x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (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 FPx = DIAPHR. F, E F, w, E w; FPx = EF,*wPY 0.4*SDS*IE*Wp 0.2*SDS*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FP,, Max. FPx 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 SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00'i 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0: 56.0ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gast=li\ - mph (EQ 16-33) Exposure= B B Iw= 1,0 1.0 N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7;psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Ke= 1.00 ; 1.00' Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*lc,*I : 1 1 Ps=A*Kzt`I*Pao= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) 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 end C average= 24.7 24.7 psf (LRFD) Ps a 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 A8 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 AF= 650 AF= 1307 10.4 20.9 V(ns)= 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-VV) 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(N-S)(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 12.84 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(ns)= 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 kips(LRFDL kips(LRFDL kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#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) I (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 e r • I ROOF BELOW 1 1 I 4•_0• 22'-0" ♦ 11'-4. 10'-1176. ♦ 3'-11Y2" /Y6"} 7'_0 7'-03/6" { 3'-11)2" ♦ ♦ 7 Q 5-0 I4-0 SL ®_ 5-0 4 -1---,_A 0 A ` EGRESS EGRESS Rear BR21INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 43 4a ,,a t G� GUARD RAIL W/6" HIGH < N ti 6 2x4 CURB AT BOTTOM- . C� ti TOP AT+42"!/AA..F.F. 4'-6" f -i 1 3.--0" ' 6-O'(WASS 1.4 4 6-0 BIPASS S&P S &P . w' 6'-7Y2 3'-5Y2 2-4 HC 24"TB ( \J �. Bath 5'NBv "'IN oQ %: I-I..0 SHOWER- i a— -------T o� Q ` 9 7 n � �.� MDF CAP 9x• 1.a-'y" DN • �-- " TN SHELF ABOVE WA ER 4. _ _"" S &P 4 Utility �II 2-847 al.., HCR I .. 7 6-0 :IPASS IN I ORO 14 o �a 2-6 HCW ` < 4'-11)Z } 4'-6" S& P a n 47' l'±'' 1 ATTIC 1goo .. N �` + 2 Bedroom 4 n LACCESSJ tnI n — — I W WIC -1, L. a -4 HC S &P A - IV E3--� x y • •,� �6?.34- 24 1B ---r"" a SHOWER A LOW �' h WALL ' L,1,,i UI A 11'-5Y2 1 4'-7Y2 4.. ._.,.... A.F.F. Fla �:i:a _ N _—_—_ II f2, .z./-30,-.17 ® W 2'-8Y2 T TT M. Bath` IL: m ' r4 TILE PLATFORM ` 0 A -o .3 Master Bedroom �; Qz +21; A.E.F. I i h y-( -I -!, - _ < ILL 1, ell 5'-6'TUB o 1�-a �_ P ont BA !I I —_..' 1 s1 1 Y..._....: 2-6 3-0J�C�S�M,T 2-613-0 CSMT 02 Front MS TR SAFETY tL niINGSAFEIry GLAZING EGRESS I I w — 2-6 4-6 SH 2-6 4-6 SH 2-6 -6 SH 2- 4-6 SH' I I 3'-9Y4 1 3'-D" 1 3'-0' 1 3'-0" 1 3'-9Y4" 2'-117x' j I 2'-11Y2 j�1 3'-6%" 16'-6Y2 9-53z" 26'-0" ' F"- r_ LJ LJ\ /L_J PLAN 7B SECOND FLOOR 1/4"=1'-0" AMERICAN MODERN 22'-0" r 10-D 12'-0• ROOF I ABOVE II� ' 6 16-0 7-0 OH © _i Gar AB 2 'Gar ABWI REMOVED 2x8 FRAMING FOR Q ELEC. PANEL L__ FLOOR ABOVE I J -I 10 m Garage 3•-11}2 WALL FINISH: 14" GWB BOLLARD N CEILING FINISH 56" TYPE 'X' GWB FIRE-TAPE ALL GWB N e WRAP BEAMS BELOW CEILING LEVE. INSULATE FLOOR ABOVE. WH .1.1 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 4-1 (ADD MORE STEPS AS REQUIRED PER +16"A.F.F. t B 0" SITE CONDITION) .$' `\ • 0LA 113.-0J/2"1-1 `i a� ` GUARD RAIL WITH 6"HIGH ! i ®2x4 CURB AT BOTTOM- / FURNI. TOP AT+36" ABOVE OSI .Rear Kit/G_ri1'• + • -• • Patio "�— oi j1 4 44 th . • m I N w r„,, .AIX n a:,,z,_ ..... �. 7,, .. , ,„ ,__ , PW(�r. i a-.7 plir 1 � j N I L .. O �- -I0.a-D -7y2 3'-10” ' 2'-6" -1 4 0 --r.11'a IN 18"x24" CRAWL 4 o SPACE ACCESS I ' Kitchen ' .. I 2x4 35"HIGH --'-°1 PONY WALL I a o 0 TAO "" r DWLT I Dining ©A© - ' O 0 - , _ • INSULATE FLOOR jm ‘' ' '- "' OVER CRAWL SPACE 8'-7y" c f fv a . I --- - o COUNTERTOP i` I a OVER STANDARD 1 ' I "' LS. BASE CABINET 1 I I m e +36" A.F.F. I I • 0 1 m 0 .i4 UL APPROVED 36"WIDE FLUSH BEAM b FACTORY-BUILT DIRECT ABOVE a N `a 1 VENT GAS FIREPLACE beg r'''' Aga 6x6 POST .A v Iv i I '- W/GWB FINISH Entry ' '` "' '' XV I-' II - a Living 2x6 39"HIGH 5Y2 ' '. o- m AS APP ABLE PER SITE I I WALL W/FINISH -,;, > `� CONDITIONS © TRIM AT TOP- • Z a n .-- „A TY o SAFETY c o 11, 'ZING •j� GLAZING -1 HEARTH a v +• — 20 01 m 1-6,6-0 2. F 1* 2, F _ n Fes. A10 ' Front LI 7Yz2'-ey2' 2-8 2'-5" N 6 5,0 SH 2-6 -0 ST -• 5-0 SH 2-6 5-0$H 0 3-9/4 ; 3'-0" ; 3'-0" ; 3'-0- ; 3'-9Y4 Porch • I+'_0" I6'-6Y" I 9'-5)f n 16 r All _ r �� _____—_-31 ■ , t 20 I II t i I J All ' � 17'-0" L 7-113/4 1h2' VTIONS 26'-7" 3 . 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 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 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 eH. C 0 w dl V level V abv.V level V abv. 2w/h v.i Type Type v i OTM RoTM Une Usum OTM ROTM Unet Usum Usum HD (soft) (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 00 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 0.001 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 0 0,0 0.0 1,00 0.00 0,00 0.00 0.00 0.00 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 0.0 100 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. 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 0.0 100 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 Ext, right5 0 00 .0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00' 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ` 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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=Leff. 5.16 0.00 3.08 0.00 EVnd 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#;14189:Plan7A ID:Upper Leftt`(MSTR and BR4) Roof Level w dl= 150.: plf 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 VS w= 398.8 pounds vhtlieq= 31.6 pK H1 head= ► vhdr= 52.7p/fI H5head= F 1 ;v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 A Fdragl w= 5 Fdragl r 23.1 Fdrag5 w= •..1 Fdrag•w=72.5 A H1 pier= vl eq= 43.5 plf v3 w= 72.5 4.0 v1 w= 72.5 plf v3 P/ w v5eq= 43.5 H5 pier= feet P v5 w= 72.1 4.0 H total= 2wm= 1 2wm= 1 feet 8.0 2wm= 1 feet V Adrag3= • . Fdra. - 13.8 Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag:-. 43.5 P6TN E.Q. v Fdrag7w=46.1 FdragBw=72.5 A P6TN WIND vsill eq= 31.6 ph` Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= 3.0 EQ Wind - feet OTM 6960.0 11600.0 3.0 R OTM 25310 30628 feet • v_____ UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 Hpier/L1= 0.36 ► ►4 ►4 H 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:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 kips 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 kips Min.Lwall= 2.57 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= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Vsum 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* 0 0.0 'i4p 1.00 0.00 0.00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 --- -- Ext. left4 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 0.00o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 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 perf Ext. rig- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 " ---' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" __- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "'" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0""" __-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0° 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' -. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' -_-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1;00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"_ --" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0 "'- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0,00'; 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwsnd 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 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 v i OTM ROTM U, Us., OTM ROTM U U U (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD 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 0,04' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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--- --- 1111....00000000 -- 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 Q.0 1.00 0.40 0.00 0.00 0.00 0.00 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 4200004 100006.....0000000000 5.11 1.29 1.29 3000...008002 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--- -- 0.00 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--- -- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 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--- -- 00005.....0000100001 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 t).0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ..--...--..- .00 - 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - 0 • 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 7.71 0.00 3.08 0.00 EV wind 7.71 E VEQ 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-left/right) 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 pi= 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. U Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h vi Type Type v i OTM RoTM tine Usum OTM RoTM Unet Usum sum HD (sqft) (ft) (ft) (kit) (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.c' 0.00 0.00 0.00 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' 4.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0 0.00 0.00 0.0 0.000.0 0.00 0.00 0.00 0.00 1.11 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.14 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- Int KIT 0 0.0 0.0 1.00 I.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 0.000 0.00 0.00 0.00 0.0 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 - - 0 0.0 0.0 1 +0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 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 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 2.94 - - 0 0.0 `+.0 1.00 0.00 0.00 0.00 0.00 0.00 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 AB` P 2 8 4., 8.0 1.+0 0. • '.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 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A= 118 2.' 8.' 100 0. 5 0.4 r.83 0. 0 0.2. .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 ' $.0 I.' ;'I e.1' i.e. x.00 '.0' 1.'0 1.'' 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 -0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 `' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -_ 0 0.00 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 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVwlnd 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 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 -i -� v hdr eq= 59.4 plf --► •H head= A v hdr w= 147.9 p/f 1.083 ; Fdragl eq= 342 F2 eq= 342 Fdragl w= :•0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 p/f P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 p/f 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 Hpier/L1= 2.00 I. 10 i ► Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A :' 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 A H head= A v hdr w= 285.4 plf 1.083 jv 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 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= -: F4 e.- 484 feet A Fdrag3 w= 1213 F4 w= 1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3.0 EQ Wind v sill w= 285.4 plf 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 Hpier/L1= 2.00 ► 10 ► 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 plf •H head= 1v hdr w= 191.6 Of 1.083 Fdragi eq= 155 F2 eq= 155 • Fdragl w= • 9 F2 -479 H pier= vi eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3,5 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet Htotal= 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 pff P6 feet OTM 4769 14711 R OTM 3325 4061 1, • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 1.2= 5.0 L3= 2.3 Htotal/L= 0.85 4 ► 4 ►4 ► Hpier/L1= 1.56 .4 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#514253:Plan 2613 ID:Rear Upper BR23' Roof Level w dl= 160.:. 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 plf --N. _� A H1 head= vhdr= 225.9 p/f IH5head= I 1 '' Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 1 A 9 eq= 96.5 Fdragl w= •t.0 Fdragl,- 533.4 Fdrag5 w= 3.4 Fdra•:w=298.0 A H1 pier= v1 eq= 134.1 plf 4.0 vi w= 414.0 /f v3 wq= 134.1 plf v5 = 134.1 HSpier= p v3 w= 414.0 plf v5 ww= 414.01 4.0 feet H total= 2w/h= 1 2wm= 1 feet 8.0 2wm= 1 V Fdrag3= •c. Fdra. - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 P6TN E.Q. V Fdrag7w=533.4 FdragBw=298.0 A P4 WIND v sill eq= 73.2 pB Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9p/ H5 sill= 3.0 EQ Wind feet OTM 12880.0 39760.0 _ 3.0 R OTM 18074 22078 feet 1' V UPLIFT -248 846 Up above 0 0 V Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 32 Htotal/L= 0.36 4 01Hpier/L1= 1.26 ► ►� OA 0 1 Hpier/L3= 0.71 L total= 22.0 feet > Hpier/L5= 1.26 0.95 L reduction t �tlt 1. 'a APA C IMC 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 CURSE 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 AM—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. •s for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu , eight (in.) ) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 • 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1-10 1/2" 10 1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading(a,b'r (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • - Extent of header with single portal frame - (one braced wall panels) Header to jack-stud strap I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t - �� = _ opposite side of sheathing wall Pony : ," height I. .t Fasten top plate to header aE with two rows of 16d ,(. I ;. >f- max.�.b.. .�, z � €,�.; .Iff „ sinker nails at 3”o.c.typ • Fasten sheathing to header with 8d common or 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max /panel sheathing total Header to jack-stud strap - wall I per wind design. „ height Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges y shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking mrax • thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each ....: \:t.\_ \ .. panel edge. Min length of panel per table 1 1 Typical portalconstruction frame Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king Min reinforcing of foundation,one#4 bar and jack stud).Number of __ _ jack studs per IRC tables top and bottom of fooling.Lap bars 15"min. f { 502.5(1)&(2). t et 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 installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©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 1RC 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 Forte 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 wu.'w.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 Form No.TT--100F APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org 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 omesemessosieemso 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 ©2014 APA—The Engineered Wood Association CT ENGINEERING 1uite 38n Nick02erson St. S Project: -foon0c e yQ W W�ni-{` AWOL-- Date: A,15, ,01 , _ e8a1t0ti9e ,WA (206)285-4 512 Client: 7,4: 2,5e :W2,5e , ,Q,Z C 5` 29),954.5,-2) Page Number: (206)285-0618 I I I Pln-As-y(cl-ttiz.) A-77E, r _i__,/ R 0 ? `1X t6`` ►ZRki2" f34.1't 8 Arts---wg-K F2PR ?\T ru 61 r-D( PDG)74v QeD tot VH _ .563;>,, ct= 6)(2 60) _ 0.3` 2 , g9C3 LIZ) M n (Oa) (60 4 _ ,5�� M , (I)(2)16,1 'gig :_ 1.3-q z f- 0`1 ) A 51 f 8 xi ru, IA)/(2) A-4 of= (9, 66 S-t ttu, 12z &314-4-7 i 8)(16 eg,9v1)96-s • .;-7,., italf- \A‘O__ 101) ,. 14.4 :n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 kie) Table 2.2A Uplift Connection Loads from Wind . • . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) • 700-yr.Wind Speed 110 115 120 730 140 150 160 170 180 I 195 3-second gust(mph) - Roof/Ceiling Assembly (Roof Span(ft) Unit Connection Loads(plf)1'24,4134'7 Design Dead Load - 12. 118 128 140 164 190 219 249 281. 315 369 24 195 213 232 •272 315 362 412 465 521 612 Z 0 psf 36 272 298 324 380 441 506 576 650 729 856 CR 48 350 383 417 489 567 651 741 836 938 1100 rrt 60 428 468 509 598 693 796 906 1022 1146 1345 ITI . 12. 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 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 6 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 l++` dd 20 psf 36 32 58 84 140 201 266 336 410 489 616 .,�;Lt1' 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 located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate I i 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.) I 12 i 16 I 19.124 48 • Multiplier 1.00 133 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. 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. •°`. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ti. i4! ,' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. c•Ari 1 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ;z s.... Includes the overhang length and the Jack span. _. :;t• ,5 a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. ; 4:Nv ^i: AMERICAN WOOD COUNCIL C T ENGINEERING 180 Nickerson St. Suite 302 �(/�t/J� hag C. Seattle,WA Project: TY1 6A1- 5l(V(J jQ/ .j 0/ R'5. Date: 98109 (206)285-4512 Client: FAX: Page Number: (206)285-0618 Vin\IV4 . 1•0•NDL "' bi.p)`R.9-- . .712),14, 5 7)2 imitL 4,015moki ,! I t/,5 -f4's \D A-' . r N)vi t4i --T 4 & 2,2 A- . , . I -. , w1lk) i /o �cP - ( ucr) p, 6 ( N� 33 15 A DZ . • C1�c�w.�v mss �; 4?)' ; `36 .�_ r,�. ._ ,4'e.:. . . (A MEE ipe 1/4, - ; °k `'. 6171°-1k. c °,6)(0,--)- (0,6) Pl) o erg l . 1\ : -rhP. n n p ifs 2XAa►�c.'� ` -n91446 . Ul,---:-- ( 11-6)(1) I,(2) 'oh) -.=_. - a -24. ,/-0)4_ ' : , , P, coOa o Cp 6►K(ae TM' J 4-0 ' (2 1 6, 6-6y 6077)(,,,,-5 (0,,,� -, 4_, - b , ,o__., 4-, . , I �►vc- (0 p 6900fincio c6. PLY & e i--Loce -2, ti-1,15(t., ' ,oc)- Cr_..m.- (5Y 7sPi-Or-- 61.4-4 Dvrbod 1 -----. : Structural Engineers TRUSS TO WALL CONNECTION ',I'1 Vhl 1I'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PATES UI'1 II 1 f 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" NM 415 ...................... 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5 110 1 SDWC15600 - - ti`.. 115 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" III/(i 70P 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Ilii) 210 2 (2)SDWC15600 - - 910 2.50 3 (3)SDWC15600 - - 1,15',_ ....:on ROOF FRAMING PER PLAN 8d AT 6" 0.C. 2X VENTED BI.K'G. ~ 0.131" X 3" TOENAIL but.' ',' AT 6" O.C. ►�; _ _ H2.5A & SDWC15600 STY'F COMMON GIRDER TRUSS --/--I\ PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLBEARING/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 :;pF=VM.UES i OF TRUSS CONNECTOR TO TRUSS TO TOP PATES UNIFF F1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 -1I 1 H2.5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 555 I ..._HO 1 SDWC15600 - - 485 115 2 H10-2 (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. 1070 _ 220 2 (2)SDWC15600 - - 1170 2.31) 3 (3)SDWC15600 - - 1455 .345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 3d AT 6" D.C. SDWC STYLE jaiii.' CONNECTIONS Iiii: 2X VENTED BLK'G. 11111111104.21% 1111111111b. Aiomir 112 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 [ • sRoseburg J2 7B 4-19-16 MAIN 1:43pm43pm >,rotes[Products Company 1 of 1 CS Beam 2016.4.0.5 1miBeamEngine 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, 11240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 / 9 1450 ® 11 7 0 2600 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 point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 3 323#(202p1f) 373�#(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" 11681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Ali Productnamesaetadematrsoftheirespectveowners KAM I L.HENDERSON Starong+•Tie Copyright(C)2016 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Pass ng is defined aswhen the member,floorjoist,beam orgi rder,shown on thisdmwing meets applicable design cd[eria for Loads,Loading Conditions,and Spans listed on this sheet.The PACIFIC LUMBER&TRUSS design must be reviewed by a qualified designeror desgn professional as required for approval.This design assumes product installation according to the manufacturers specifications. BEAVERTON,OREGON 97005 503-858-9663