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Specifications (17)
&I S7x 0l6 oo • -il g L Di & CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations .�p PRS ,; River Terrace ,c� �GI"� '�f Plan 7 'J k� -� IRE � \ Elevation B ,p�Fs c2 �GR�t��C�G' 'y�OTigard, OR . pti1 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. 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 , 59.1 r RB.bl GABLE' TRUSS RB.bl - / MIN. HDR _ I I _�IN. HDR 19 59.1 19 S9.1 I I 1 ==.0.0......1 mil a 11 ROOF TRUSSES IAT 24" O.C. TYP. ccu I x (N 'q I N I NI x I —_ r I GABLE WEB L] II 1 1 1 1tenI— Ir I I I L I I I I 1 I I 1 A �� LAC ESSJ 1 I Mm I Ia411/P I N I m I I I o 1 I IMP I A = 1 I aI 1 Yc', I 1 m A I I I x I I i-FW 1 dich 1 IMIllipprAlliMINIMM 1 I I A _ = I 1 111/AMMIEMEIa ' IMIN. HDR ii I 11152W GABLE WEB 1 I r -RB.b3 HDR 4 IN. HDR I MIN. HDR MIN. HDR I I GABLEIEND TRUSS I L _J-R13.b4 J da SCISSOR/BOTTOM CORD TRUSS B REP SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0' AMERICAN MODERN I Arl 19 AIEh - 59.1�� - \ _ \ GABLE END TRUSS rill \ I, lik/ CONT.14x12 HDR \ .- / THD14 4.b1 STHD1 -- ROOF TRUSSES AT 24" O.C. TYP. 6x6 POST 6x6 POST 5 5v10 5 _'R RfnR I 1 i ,a: 13.b2 U O 201 © m lak W cn cn L I c, 0 0 P4 1 1 El 1 014 STu-ID14 1 M 13x14L it IIIIII tIO -41~1111•110Nirep iMPNIP 71 vA ' ■ I MIli 6x6 POST I 1 HD® J i �� HI Pe SDE ROOF TRUSSES _; ENTIRE 2 2 0 Mil - - 2 114�FLOOR IRUSSE '' I i AT 24"O.C.I1 i i 1 i \\ 11 2I Mil • .0 ISIMPRIMErdkAll ENTIRE P6) LEDGER I O._— •\ I I 10 ■ � vionnins SIDE --- -- II� I ��� I r© -- 2)2x10 HDR D.L15 i I., IO n 3 o O 1 2 O 1 ivy ri N Q 1 i BLOCKOUT FOR I I MICROWAVE EXHAUST. o ••a 1 g L___J o 13"CLEAR o '11. w¢J i \S9•% -i I o PICTURE FRAME OPENING. DIMS cv A• o°' I .p I '� ARE TO STUDS. N cg m m [t1 1 v 2 I Q, x^ --__ y 7 0 1 A n� A � I I r j. Cs! •m -9, 03 I I I I ®M \ I 2 /till� -` H to -0 71 I °p I I FIXTURES 17.1 ABOVE _ ll I Ip _±_ 6X6 POST IN M cue ca H CO_ 0 F I G iOa• �I 1 Q10 2x ROOF I I 1v W I = �r --� FRAMING 1 9 I m I� ( 111 - (9.o I " I 1 - B.b9 _J1 cc ^12 _sc.4411.L211W,-. - i 0,1N 1 STHD14 SV-IDI 4x8HD4x8 HDR_•4x8 HDR_4x8 HDR __- _IL_ NIe r 7.1i a BB.b�17 BTE10 - I m, .. WV a! g� z Q z 11 ® E.b18 rMa '1 B.b17 II —_ .— 4x12 NOR — -- . �___4x12 HD'r 6x6 POST A I - W/ACE4 mgel 0 6x6 POST 1207 IZEP 6x6 POST W/ACE4 0 ALL HEADERS CHANGED W/AC4 x TO 2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING AMERICAN MODERN MST48r► MST48 A dirill_ 0 40",e, 0 • A GJ 1 7 / - I\ J O r it aJ 1 WASHER il I al,ENTIRE DRYER SIDE L I 1 ENTIRE SIDE i I 1 / 8, �U �o i 0 1 0 ( „ ) , MST37 i iiiiiii \KM.. 1. MST37 P3 ® ® 8 S1.2 0 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN -10Y2 16'-3" s-1072 WP m 0 e 15 - 6. 56.0 Sb.1 � 107� -Iii'y _- STHD14 - Z z STHD1• Q L' a J O N N • 2 3r CONC. SLAB N Z OVER 4" FREE DRAINAGE MATERIAL lb w OVER COMPACTED FILL 1- 2 N —L 1-1 I- — IN ¢ a a is H 1 VERIFY GARAGE SLAB HEIGHT M w- Z .- WITH GRADING PLAN I o • _ o 0 0 o ID I 0 o • L1- _ 18'-Oy" 3'-11y' m u w H M r 1 I 14217 9'-0" -16" t 1 I I r---1 Ida II I I I Ln r m© VARIES : MIN. ` • 1 I FURN. o SA PATIO SLAB -14" SIM.�� -3" FROM TOP OF ii ABOVE M VirSTEM WALL 1 iigil in SLOPE MEM _ P4 S1ND14 1,1 ii o ___J o 2"DN -- ----�--- -- 1 ,•31 I I a la 11 S6.0 1 STHD14 T-1- J I� rl ri 43/4" ^ 3 'q 12x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE—►4 I� r rn o ABU66 I AT HIGH FON. M SPACE ACCESS I ,t, 'miI _ _ 5 p F6 a il; iimil,3.5, i E ...diszkso 1 , o IN © I I ; Lii J °' t 18"x36"x10" FOOTING i IMI (2) #4, (3) #4 i n P6 "SYL_ I1 t ' ENURE II 14"x 91c LVL 1 P6 SIDE ro II i 0 CENTER U/ WALL r—®O �i I 56.0 �_! J 9'-8y" dEk I I i; El ' 30"x30"x10" I Q Q IV '1 I FINISHED FLOOR I ^ � FOOTING WI ; TIJ AT+0'-0" ^ rry (3) #4 EA. WAY , 0 ro ` — n giir • 1,3 21u -r1I� 1 1 r--... rTI P.T. 4x4 POST ,•w II I TW. U.N.O. o CRAWL S L+J eq DRAINAGI 1 e CONNECT 91¢"I-JOISTS AT 19.2"O.C. FOOTING I ip I TYPICAL ALLOW P . DRAINAG! 1 1 i I-12%4"� 11'-7y" r i 14'-4%" -r-, tttl N II 9'-8y" L1J1. w i I 13/' x 9Y2" LVL 'm r--I--/T�30"x30"x10" I T I I f I FOOTING W/ I m iii v/4- FTC. n L zi I (3) #4 EA. WAY I I -121/4" I /( ) # ®I j W TYP. U.N.O. T�,1 L____ I 6x6 P.T. POST i ' ' i I. to 10 I 13" x 9Yz" LVL— SIM.1`�SIM. ®I I. I — —_ — ^ 2x4 PONY �. C -o WALL 'i1 Eiil I mT 'n � 'W Q' I � 4- TART FRMG.I 1T1 T I1SIM.�`�SIM.® I I *M iiM.E MIZEIMIM_t I 1®i "N I STHD14 STHD14 'A Zv ® 1 16'-6," 9'-5y" •� ro 10 1,3 Y 1 3W CONC. SLAB -61/2" TOP OF SLAB 10 I SLOPE 11" -121/2" TOP OF 8" I L SM WALLJJ a � 16 ABU44 I e S6.0 ABU44 1-2) 6,-0" j 13X" 3)72 I ABU44 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw:ROOF FRAMING 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 Fir,No.2 Hem Fir,No.2 Hem Fir,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 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 1 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 458 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 ?° 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 kmanwe _., ....c, r..idu'.4re. r i[.-..e _ x-1 ,..s:tr...-. >,f a.nS.✓F R'ai[h..r.h4.La£^.am aP F.SE.S ..K. .»„us...i. :G•I'"`ix u.,� o��t� aix ,vw.v,»...i .�F.�..�_. ,moi,,viSuuK3.n 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 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 'r User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD ECW Floor Framing i„ Description 2613B FLR FRMG 1OF 3 Timber Member Information ode 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 level,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 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 Mmax Q 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 I 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 L/Defl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 1 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_Pian_2613.ecw:Floor Framing 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 r 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 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 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 L/Deft 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 580,1-Dec-2003 Timber Beam & Joist Page 1 (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 Fir- 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 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 -iv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 h rOK Shear OK ShearOK Shear OK Sea SeaSea 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 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 Joist b d ; 1 Code Code Code '_ Spa. LL DL I M max V max 1 El L fb L fv L TL240 L LL360 L max TL deft. LL deft, L TL360 L LL480 SuggestL axTLpdefl,TL LL deft.'LL deft._ -size&grade -Width(inJ depth(in11-in. I�sf) (psf) ' ft-Ibs �_ �. (psi) I Lag _ {ft,) (ft.) _() (ft.) (ft.) m. 9.5"TJI 110 1.75 - -- (-� �n� i-__LLL YSf�L-_ (ft.) (in.) ratio J_ ratio_ 9.5 19_2 40 151 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71_,__ 0.66 Li 0.481 '- 9.5"TJI 110 1.75 9.5 161 40 151 2380 1220 I.40E+08 16.11 33.27 16.19 15,73 15,73 �_1__13.31 --13.45 13.31_ 0_44 360 0.32 qg_y 9.5"TJI 110 1.75 9,5 _12 40 15 2360 1220 1,40E+08 18.61 44.36 17.82 17.31 17,31 0.79 0.581t -- 0.72 0.5[1 C 14.14 14_29 14.14 0.47 360 0.34 495 9.5 TJI 110- 1.75 9.5. 9.6 40 15, 2380 1220 1.40E+08 20.80 55.45 19,19 18,64 18.64 0.85 0.62-�- 15.5_7 15.73 15.57 0.52 360 0.38 495 �- 16.77 16.94 16.77_ 0.56 9,5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30,50 16,34 15,37 15,37 38460 0,351--4-30- 9.5"9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 _ 0.54 9.5"TJI 110 1.75 0.64 0.51� 14.27 13,97 13.97 0.44 384 �0.35f--��480 -- _ TJI _ 9.51 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.11 17.98 17.98 15.17 14.84 14.84 0.461 384 0.37 480 9.5"TJI 110 1.75 ----_•- _._._..._. 9.51 9.6 40 10 2500 1220 0 1.57E+p8 22.36 61.00 20,58 19.37 19.37 0.81 0.60 16.69 16.34 16.34 0,51 384 0.41 480 11112100.65-1 17.98 17.60 17.60 0.55 384 0.44 480 9.5" 2.0625 ---- _----..-...,,.. 9.51 19.2 40 10----3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 9.5"TJI 210 2.0625 9,5 16 40 10 3000 1330 I,87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 -9,51'TJI 210 -2.0625 9,51 12 40 10 3000 13301 1,87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.7017.32 17,32 0.54__384 0.43 480 80 9,5"TJI 210 2.0625 9.51 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21,82 20.53 20.53 16.08 15.74 15.74 0.58 384 0.39 480 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.51 19.2, 40 10 3330 1330; 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 I1 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 0.7515.63 15.29 16.25 0.58_______________r_____ 9.5"TJI 230 2,3125 9.51 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.60 384 0.381 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 5 16.25 0.51 384 0.41 480 0.76 19.69 19_29 17.89 0.56 384_ 0.451 480 11.875"TJI 110 1.75 11.8751 19.21 40 101 3160 15601 2.67E+08 17.78 39.00 19.50 18.35 17.780.60 r 0.48 480 71.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.67 0.54 11,875"TJI 110 1.75 11.875] 121 40 1017.04116.67 16.67 0.52 384 0.421 480 11.875"TJI 110 1.75 11,875' 9,61 40 10 316-- p -156 2.67E+08 25.14 78,00 24.57 23_16 23,16 0.819 0.65 18.10 17.72 17.72 0.551 384 0.44 480 E+08 22.49 62.40 22.81 21.46 21A6 0.89 0.72 21.46 --21.01 21.01 0.61 384 0.53 480 11,875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655, 3.15E+08 19,48 41.38 20,61 19.39 19,39 0.86---OW,-21'46 21_01 21.01- 0.66 384 0.53 480 11.875"TJI 210 2.0625 11.875 16 40 10j 3795 165515E+OS 21.34 49.65 21.90 20.61 20.61 11.875"TJI 210 2_0625 11,875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22 68 18.00 17.62 17.62 0.55 384 0,44 480 0.86 0.69 19.13 18.72 18.72 0.59 384 0.471 480 11.875_TJI210 2.0625 11.875 9.6 40 10; 3795 16551 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81` 22.68 22.20 22.20 0.69 '- -- 0.95 0.761 21.05 20.61 20.61 0.64 384 0.521 480 11.875" Oa TJI 230 2.3125 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.28 20.03 20,03 0.83 0.55 480 _ ____... 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 ..-......f...--__............ 0.71 18.59 18.20 18.20 0.57 384 0.45,14-6-6 1-1.875"TJI 230 2.3125 11.875 12 40 10 4215 16551 3,47E+08 25.97 66.20 24,89 23,42 23.42 0.98 0.781 19.76 19.34 19.34 0.60 384 0.48 480 _-I1.875"TJI 230 2,3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82,75 26,81 25.23 25.23 1.05 0.84..,_I_. " 21.74 21.28 21.28 0.67 384 0.531 480 -_-23.42 22.93 22.93 0.72 -- ---- ---- 384 0_57 480 11.875"11.875"gFpj 400400 2.0625 11.875 19.2 40 10 4315 1480 3,30E+08 20.77 37.00 20.93 19.69 19.69 0.82 -- __, 71.875"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 19.01 0.59 384 0.48 480 0.66 1 18.28 17.89 17.89 0.56 384 0.45' 480 11.875"RFPI 400 2.0625 11.875 121 40 101 4315 14801 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.771 21.38 20.93 20.93 0.65 384 0.52 480 11.875"RFPI 400 2.0625 11.8751 9.6 40 10, 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.54 0.70 384 0.56 480 Page 1 D.-+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) (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 Design Buckling Factor D+L+S Kce Cr c 0.80(Constant)> Section 3.7.1.5 Cf IFS) Cf(Fc) 1997 NDS CS 0.30(Constant)> Section 3.7.1.5 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb Nades) > Section 2.3.10 Bending Comp. Size Size • NDS 3.9.2 Max.Well duration duration factor factor Stud Grade Width Depth Spacin1 Height Le/d Vert.Load Hor.Load <=1.0 Load t t Plat;Cd(Pb)Cd(FC) Cf Cf Pb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'C lb tb/ in. in. in. ft. pit psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fclFce) H-F Stud 1.5 3.5 16 7.7063 26.4 1730 0 0.9916 1983.4 1.00 1.15 1.1 1.05 675 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 630.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 675 405 800 1,200,000 854 506 866 378.09 340.80 340.32 1.00 0.00 0.000 H-F Stud 1.5 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 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 8001200000 954 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1..00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 954 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1690 00.952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 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 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.8925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 368.13 386.67 1.00 0.00 0.000 SPFStud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 654 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 508.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3267 0 02737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 19.6 3267 0 0.3905 3287.1 1.00 1.15 1.10 875 425 1150 1,400,000 1,308 531 1454.75 1069.25 650.16 531.23 0.62 0.00 0.000 SPF#2 ®®®® ® 18.0 3287 0 0.3158 3267.1 1.00 1.15 1.10 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 111111111111111111i50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1III .05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9989 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Pagel D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 _ KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10Cf Fb) Cf(Fc) 1997 NOS ( Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load(4)Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fc perp' Fe• Fce Fe fc fGF'c fb tb/ In. In. in. ft. plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi ) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.178 Fb'(1-fc Fce0.588 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.80 ' 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 HH--FF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,356 508 840 378.09 333.99_ 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.251, 28.3 1425 8.13 0.9974 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 160.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 326.30 214.29 0.85 335.84 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 448.95 378.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 781.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 781.25 449.95 375.35 294.60 0.76 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.65 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.0D 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 699.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.68 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#1#8!#F 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load ii Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe* Fce F'c fc fc/F'c tb fb/ in. in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9982 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15. 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9859 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.436 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9844 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.85 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8,13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71, 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 D.119 11-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.60 181.23 0.176 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3267.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 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 2,033 506 1644.5 226.94 220.14 96.97 D.44 927.02 0.798 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls __LOAD CASE (12-16) -(BASED ON ANSI/AF&PA NDS-1997) M�Desi.n Buckling Factor�_.a- D+L+s+W/2 _SEE SECTION: ==�� a 7 1 0.80 Constant > ,-.��,,.+rc --- _����__ _==� �_ IIMMI IIMMIIIICEIR.....a+I _���_�_� =_ _199199-_ _M ® -� IZ CIIEI " Size�__ _������-►'�' factor����-_®�___��- Stud Grade�4� .�-m ,fit, Nur.Load�i .. ���m�'�©� ®� H-F Stud ®®� ,: ® 0.9935 11' Fb"1-fc0Fue .40 H-F Stutl ���INE 0.9923 1919®®®®®®�� 800 1,200,000�mi. 986 �f�� c -. 0.403 H-F Stud ��®�t`��� �•'�® ®� 800 1,200,000�c.. r: 378.09 340.90 MU 223.76 r H-F Stud ®®�����' 09960 28578 ® nil® 800 1,200.000�c. ��.,-. ®�' ® 800 1,200,000 378.09 340.90 262.86 167.82 0.403 H-F Stud ®®® ]� 1680 0.9990 ®® ©� 966 449.95�c��3 2 �-®180.69 0.343 H-F Stud ®®�� 28.3 2665 0,9999 ®®®® ®��' 800 1,200,005 �,�- 966 ��., 320.00 0.81 1111111111•11•1111111M1 ��®®1.05®��.iI 800 1,200,000��i3 966 ® 0.343 SPF Stud ---__- ® �� ___�-_ 0.88�� 0.267 ®®���r•' 26.4 0.9907 2091.8 1.05 1,200,000® � �M� OFF Stud ®®���M� Minn� 1.15 �'CC'!ldff///I11 SPF Stud �:' 0.9970 2091.8 1.15 ®�® ®1,200,000 188.398 SPF Stud ®®����� 0.9990®®�®� ®1,200,000®® 378.09� 9 0.78 0.396 SPF Stud "' 0.9922 2091.8 ®® ® 425 ® ] 378.09 299.98 0.77� 0.396 ®®® 8.25 28.3 1680 4.065 0.9973 2769.1 1,15 725 1,200,000 1.366 29868 0.770.81 135.51 0.396 ®®Q 8.25 28.3 ] 4.065 0.9969 4183.6 ®�®� 425 1,200,000 1,366 875.4380 6 190,34 0.334 1.15 ®�i ®�� 425 725 1,200 000 1,386 875.438 ������� o.as 90.66 0.257 ®®0E6IF��7 3132 0.3001 ®®�®! � 1300 -1.3-������ �� ®®��] 3132 0.4544 c�. 1.15 ®�® 400 1300 1300,000®®®®� 506.18 oeo0 0.059 _®®���®� 0.3479 �®'' 1.15 ®®i® 405 Ma 1,300,000®� � 506.18 0.80 90.81 0.089 -_____-- �"M®'' I 508.18 ® 0.062 SPF#2 �� 1.15 ®1.10 ® 14 --� ®®��] 19.6��. c � 1.15 ®tM �]1,400,000 OFF#2 ®1.10®Mi �1,400,000�i•.]®_1089.25®®® 1� ®®0th 18.0�M���'®®ice®� �1,400,000 ®�3 73.1 �59 _____-_--__-_____-=--1296.30®_ 73.17 0,059 OFF Stud __�_ --- ������_�----�--_ ® m��®� 0.9959 2081.8 ®�®tater®1,200 000 ®�0__-_--__���__ t�® �-= �= 0.779 a ®®0mmami �� 0.9925 9970 '�l ��®�MIUMMI 'M �1,a- I-E' M_M"® 139 Q� 0.580 ���®®�®MI ��1300,000 t�� 139.80 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) (BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor _- _IIIINIIIIIIIIIIIIIIIIIIIIII -_� ___- c 0.30(Constant)> Section 3.7.1.5 -.■■■ MIC (Fb Cf Fc).11 1997 NOS - KCE 0.30 Constant)> Section 3.7.1.5 Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duraho factor factor use Stud Grade Death S.acin. Height Le/d Vert.Load Hor.Load <=1.0 oad Sr Plate Cd Fb Cd Fc Cf Cf Cr Fc.erp E Fb' Fc.eraFc F fc Nil lb/ in. in. in. If. plf psf Of (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 169 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 258.51 0.75 188.85 0.430 ITF S ud 5 3.5 in 9 30.9 1420 3.57 0.9937 2617.8 1.80 1.15 1 05 1.15 675 405 800 1,200 000 1 366 506 IIIE3 378.09 340.900.79 41 63 0.364 H F Stud 1.5 3.5 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1 15 ®1.05 1.15 675 405 800 1 200,000 1 366 506 449.95 395.22 3111.11 0.79 158.68 0.378 H Stud 1.5 3.5 111 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 325.71 0.82 119.01 0.315 11-F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,386 506 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.88 0.366 SPF Stud 1.5 3.5 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 ®1.05 1.15 875 425 725 1,200,000 1.388 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 ®®� 8.25 18.0 3132 357 0.3404 3132.4 1.80 1.15 5 111 1'10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 84.26 0.055 SPF#2 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 9 19.6 3287 3.57 0.4818 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 8.25 18.0 3287 3.57 0.3878 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 D.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. Suite 302 ki p Seattle,WA / 98109 Date:_Project: •%- .--=-- -_-_,. 4.—","li , , - t. - , (206)28S-4512 lient PAX: C Page Number: (206)285-0618 . Ma... I' Z9t" psy ) RP-- 2-- ef10-) .(40.1-1.; ) -.= 3ec Wia •- e..,. —1-121"7 -°C) ....., , . tot: ziNio-1 ) 5 .-f-1°3 -v-,- 170 18ci2 -4 , ( .2.p0.7,-45-41;los 15Y( 43- 4.4- '54* e ° ' f , -,17- .,. .- /br-3e, , ...........,3-- I 6-7-1 t7-01PFT ,, f"------12-4 z.: ., .. .11911V rY - ',IL f" 1--- 2. 16 v. 3t Structural Engineers 180 Nickerson St. ® E N G I N E E R I N G Suite 302 N 0.Q Seattle,WA "� 987U9 Project: 711)P __ .0(j _ t —3 Date: 9830 285-4572 client: i �1 M L ` "Pv.f PAX: • Page Number: (206)285-0618 IQ , el- 3 raw p7o % I ed-45.5 4'- M! S a 61--- 'Tal- Z-- L cA.Iii_55_,5 )04 .f. c,- papia ______ ___________------------t-------- - _____ citrovkl.A.s ., goi, Cli)17-,sri --= -9-7v 1 0 Asir 1 f l 12e2, 6z)(` 5 .)65 \ k (4vri5)= 791-' AIL t.vv lV ). 4' 165.0 cl. 812 1 f PIF Si P I-J - 1-oito 4 e2-027C) 1-F -TIP 1, 0\06 - -= --- '-- p/'` Ok i665)1( 2.r i -.- 4-r L. le- �e _ 7 2 )t. Lz = 6.0 Y- s J Cz P.9r , = `e ,,e)Ps 6'P41/41Au 9/ c►NLY f. 6,,t74--)()4'1,Y - ',2' 4" - 16,\ aZ TP ------ POO 1.4A03 &- aktk 51)6")41,,'1, t^ L- - -/o + ; A DAS Ate►87- -: i t-1-: IV \I s — 'e4ggir_?-.711)(7-- _i_4, ) . Tye .1‘."----; ize. ,-1.- --- /__(,, 8 3 3 23.3 5t.t •116% 4- 15.66k- IP:74 A O y 4 reA J Sn-f 1406 S I11.6?-k- 1554 t. Structural Engineers • • • 180 Nickerson St. C T ENGINEERING Suite 302 -- III NN C. /'�( � /� n _] Seattle,WA ProjectLicl ! "1Y(1/ !� taPF ` ®""_CC Date: 9 2/. Oe. a (206)285-4512 Client: 2072 �F"t/r-./ -ivc). 8 �i,PWS (Lays PAX: (( Page Number: (206)285-0618 • S W i_ 1l 2x4.9 tJ 4 .1 1••••-•..b.i 3 • �2`� I Z: {0 3i els , J 65� 5 1(0 2 - '. , ; (b. 2:�J 154 . LZk q �lr` • Eto6 �� V .. • _ . - • _ r rl dillS : ' ' 7; 11. ' " ! , ... :6)''''' /,..)41.- . 'relF/6P -e'' i 1 lt i 33 /er ' Ah ,2.;, . 21/:lax, : . X : : ��- .. .cam ,tom / .�- � { H. ' 1_ _i 32 �• '" Q ; f , fa d " 1 to PZb ..fir" ....: .. —;.__:._.. i - _ -_- - __ f CCF : 2 Iia S' • t r 4. gas :— - t ; • 1 ' ,;2,1 3....t.1 k� > } 41111111U1 . -- - k - Structural Engineers (a.eQ_sOPfroc Li- 3.6,4; 3 ------'4)} 1- if - Design Maps Summary Report Page 1 of 1 agokrusGs 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 • . I I i oOnt B'averton 141- 4+ stat °.tec. Wit. 141 " tl mi .savr M1lYYaL11i1@ � 21Q -.art , Lake Oswego. NURTj1 - Schoils 0 King City ' D tharo- c AMERICA TUalatin 1/44.10 o mapquest'. @20T5 Map$Nest da a {� ...Quest . USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Sos = 0.720 g Sl = 0.423 g SMS = 0.667 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MR Response Spectrum Design Response Spectrum u.Si 1. fe60 r§5 0,72 0.212 0.c4 57.17 0,St C( a 0 I ss a4 RA 0.44 0.22 0 33 0,24 0.22 . 2 '2 O_as 0.➢1 0 o 0* ft 0 ......._. 0.0+0 0.20. 0.40 0.60 0.00 1.30 1.Z0 1.40 1.0 1.00 2.00 0.00 0.20 0.40 0.€D 0.2:i 1.00 1.20 1.40 1.00 1.00 100 Period,;T(sem) Period, T iecl 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://earthq ua ke.usgs.qov/research/hazmaps/ http://qeohazards.usqs.qovidesianmaos/us/apnlication.ohio 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 Sms=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*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 5D1=2/3*SM1 SDI= 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 Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD=4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253: Plan 2613 SIDS= 0.78 h„ = 18.00(ft) SID,= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) CS_SDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SD,*TL)/(T2*(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 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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) Cw = DIAPHR. Story Elevation Height AREA DL w; w1 *h;k w, *h Xk DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Dm; *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. F1 E F1 w1 E w; FPX= EF;= 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 N-S E-W F-B S-S 20121BC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- -_ Building Width= 26.0 56.0 ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable P030 A= 28.6 28.6 psf Figure 28.6-1 10B30= 4.6 4.6 psf Figure 28.6-1 PS30 c= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*1 : 1 1 PS=X*Kzt*1*Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps = 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 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89 16 psf mln. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) 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(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(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-1A/) 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 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(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#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 a 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 / ,Zit'L-,94 ' ,LL-,Z ' / >xz-,4L '.ZX1,-,Z' 4(-,c .4L-,c .4i{L-,L ' .b+-,£ ' . b-,OL 64/� L q�B-,9 L,Z,(L L-1 / a ce SSYle Q33N ONRVIO4 L3�§S n-9n-z a 4o-£n- ` ♦ ♦ 7 LI 0 al w 11-o V Z ♦ O R IC A v-714 In U lf N� q z Q— W N <� a F0Q � <n ° - +¢ fCf �m ovTaa�t S C:1_, o yJ m *1"4-) FZ 1a w.pO � Na ' CO � (24 V CD OD U Q a Ca U n ; 1,4a • �a — - - + cLLI nO i ?L1 oD® 5. t___s I1 , Q ® o v, 0 � = _ Q,s__,, n LZN � vmac. aL w aL- tii N y ♦0 O � ." —J ♦o .x im 2 im N<Q i el 'LiO. '',°1 � 4 ., J I z \` MOH 9- ° N / 0 / W N i f •a ©D o ^ • M .. HS 5 1 50 0 5 0 Hril _ a IGS 0 ° irC a L N o ce m h W co fin` •I ri lI� is ' ((//��N 'r O m o`,, •�--t,° W F h L ^ N i a i m D' �3 aZ ONZIO,U33tl a a G4 N .o cn I co 3 7 CO ID Z 43aZ 1 4 a Z 993,993 a SS-AM 11 i Q q ' ' IS 0-4 0-S 1YiS0 i – L J \ A 1 I II II II •• # ' .,Z4-,9k .L-,B '.6-,Lt ./fZ-,Z1 ` ' .OL-,Ll ' ,S-,Z ` .Z-,L ',(OL-,Z' .Z/(6-,01 / ,,Z/(14--,£1. 'S r .5(0-,64 22'-0" F 10'-O" 12'-O" ROOF f ABOVE I-- r —I a-- —' tT_— I 1 �I —� 6 16-0 7-0 OH © I.' Gar AB Gar AB ,. REMOVED 2x8 FRAMING FOR Q ELEC. PANEL I—_ FLOOR ABOVE-7I J Garage ,.-,ty WALL FINISH: )"GNB BOLLARD N CEILING FINISH 96" TYPE X'GWB . `* FIRE-TAPE ALL GWB I e WRAP BEAMS BELOW CEILING LEVE Ta N INSULATE FLOOR ABOVE. O .4.1 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 1 '® 4-1 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. f 9-0" e N SITE CONDITION) .t"C' 1 a Ka� Q GUARD RAIL WITH 6"HIGH a ®2x4 CURB AT BOTTOM- / FURN ', b TOP AT+36"ABOVE NOSI Rear Kit/G-r ' + • -• • , Patio HA b ,f4:#9.:::::::::: :::"..:A 1 3'-9Y . in 1 z 1 N I :. VD r '—Mat'''.i ::.:'::':':::': _x;,11 l: mUP ,, ' i" I a 11 T'.\ ........ 1 11 N I M L -to I I C/y :� •:':::':':':::f::::::4::' I i. 1 I a 4'-0" 3'-7Y" , 3'-10- 2'-6• N i O O _. .I di I a D2 1,4 18"x24"CRAWL I 1 1131T °' "{+.,I w SPACE ACCESS 2x4 35"HIGH Kitchen ' o „r__o II PONY WALL. I 4I ro II + i m •-Tr-"--, DW L 1 �o IiA e I Dining I II I © © ---J T_ Y k s ` 1I ki i M-N k. 1IL i I O I I i "�O INSULATE FLOOR I , H' I o OVER CRAWL SPACE I it I I 6-7,i" j ` I O COUNTERTOP N OVER STANDARD I 0o BASE CABINET 1 I I 00 o +36"A.F.F. I II J.,ll a II 17 N UL APPROVED 36"WIDE v FACTORY-BUILT DIRECT FLUSHABOVEEAM VENT GAS FIREPLACE �I�I� 1All , • 6x6 POST .,,,,c'' e lair W/GWB FINISH ,1, Entry o M r 5 Y 1n I"'H J Living 2x6 39"HIGH Y I , IlAce___„,:it AS APPS ABLE I I WALL W/FINISH 1 I 1n } N PER SITE a CONDI IFS © 3. TRIM AT TOP I I , SAFETY o SAFETY v M r GLAZING 3, GLAZING --1 N o p 11.1 11" 12"TILE ».�o •__ . ----'�j 20 o HEARTH m 1-6,6-0 F 1-6,6-0~F~ I. a v' I I A I '-7Y 2'-8Y" 2'-8Y" 2'-5" `- Ii NN 1 a Front LI k T 2 6 5,0 SH 2-6_ 0 STI 2-. 5-0 sH 2,6 5-0 0 Y-0/4 4 3'-0 3'-0" 4. 3'-0" ,I 3�-9 - - Porch 1. I `* 16 All 1 T 20 1- t .1- i J All k 77._0. p_11�- � kTIONS 26'-7" PLAN 7B FIRST FLOOR e..coir•r.1..nncna 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usum OTM ROTM Unet sun, Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (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.D0 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1*" 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 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EV wind 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A ID:Upper Left?(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 V5 w= 398.8 pounds ► ► vhdreq= 31.6 plf H1 head=A vhdr= 52.7 plf H5head= A 1 V Fdragl eq=43.5 Fdragl eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 A Fdragl w= 5 Fdragl 23.1 Fdrag5 w= •-..1 Fdrag. =72.5 A H1 pier= v1 eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 plf 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 v Fdrag3= . Fdra. 13.8 feet A Fdragl w= 72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8-. 43.5 \L P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND v sill eq= 31.6 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V UPLIFT -741 -769 V 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 4 ► 4 ►4 ►-4 I.I I. 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 NS(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 pc= 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 o w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Roan Unet Usum OTM Row Unet Drum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (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.D0 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 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. 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. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=Leff. 2.25 5.16 2.23 3.08 1.00 EVw„nd 7.40 EVEQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof 1 Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 en C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 E'Vwind 7.71 EVEQ 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 pt= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vabv level Vabv. 2w/h vi Type Type vi OTM Row Unet Ueum OTM ROTM Unet veum Unme 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.'. 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 ..00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.9% 0.00 0.00 0.00 0.00 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 1.60 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 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 0.00 0.00 Rear BR23 0 0.0 0 i 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 X1.0 1.00 0,00 0.00 0.00 0.00 0.00 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' • 2'6 4. 8.0 1.10 0. • +.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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0' 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 p.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 7.98 7.98 - - I 1.0 '.1 .Si t.IS 1.511 Clio 1.0. '.90 tee 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVw;,,d 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 v hdr eq= 59.4 plf •H head= A v hdr w= 147.9 plf 1.083 v Fdragi eq= 342 F2 eq= 342 • Fdrag l w= s•0 F2 850 H pier= vi eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 vi w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= , F4 e.- 342 feet A 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 v 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 0 4 ►4 ► Hpier/L1= 2.00 41 ► 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 ► vhdr eq= 113.9 plf •H head= A v hdr w= 285.4 plf 1.083 v Fdrag1 eq= 484 F2 eq= 484 • Fdragi w= -13 F2 ,-1213 H pier= vi eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 vi w= 770.6 plf v3 w= 770.6 pif P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= ': F4 e.- 484 feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 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 i 0 4 104 ► Hpier/L1= 2.00 4 ► 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 0. ► 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= vi eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= .. F4 e.- 155 feet A 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 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 ' Hpier/L1= 1.56 Hpier/L3= 1.56 .4L total= 9.5 feet JOB#:CT#14253: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 'H1head=A vhdr= 225.9plfH5 head= 1 V Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 I 1 A Fdragl w= •;.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 A H1 pier= vl eq= 134.1 plf v3 eq= 134.1 Of v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 plf v3 w= 414.0 plf v5 w= 414.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= '_. Fdra• - 172.8 feet Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/f H5 sill= 3.0 EQ WSnd 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3,2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3,2 Htotal/L= 0.36 4 ► 4 ►4 I.4 I.4 I. Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0,95 L reduction A PA TecnniciTopics TT-100F APRIL 2014 '. A Portal Frame with Mold 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 SEAUSC(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 Cn 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: •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) t) Shear (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 t 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a b c1Q31 EQ(1444 WIND) roundation 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=2;three=3;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 L4 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 strop 1. 2'to 18'rough width of opening per wind design min 1000 lbf for single or doubleportal on both sides of opening g opposite side of sheathing Pony iliq :. wall height ° ' 1 e Fasten top plate to header ..,-1:1::,:: Mn.Min.3"x 11-1/4'net header .L 'I • •'. with two rows of 1 bd steel header not allowed i sinker nails at 3'o.c.typ ! -t:r-t-o• Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •/1 galvanized box nails at 3"grid pattern as shown /panel sheathing max r 11. total - '' / Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height If needed,panel splice edges 9 side of sheathing. p g shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with ') f,i within middle 24"of portal mm 8d common or galvanized box nails at 3"o.c. ° height.One row of 3 o.c. height in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. r ▪ 1.T Min length of panel per table 1 .'L Typical portal frame I° '( 4 I construction Min(2)3500 Ib strap-type hold-downs : y" •1 b° (embedded into concrete and nailed into framing) ,1 '" Min double 2x4 post(king 1 4 F and jack stud).Number of • Min reinforcing of foundation,one#4 bar __ '° jack studs per IRC tables ▪ fi' i -`h-" R502.5(1)&(2). i top and bottom of footing.Lap bars 15"min. °'1 , i 1, ....\ Min footing size under opening is 12"x 12".A turned-down __� Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mininutm 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 involvingt r jw 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@apawood.org Form No.IT-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 ©2014 APA—The Engineered WoodAsseciallon 180 Nickerson St, CT ENGINEERING suite 302 Seattle,WA 0� n n �I�7Nyn�C. tn, ;[�]y��j��j. (206) Project: IKb LNt�/"" �'" — Date: i.�. (206)285-4512 Client: 25q5/6)- ( ` C �� t&P°5'2 Page NumbFAX: er: (206)285-0618 k'sL- 6-0 aDP ` e Y is / J r \ gTtl ® . . t Xlb`` �Z" kt2 ( f)677vitit r-DR Pmi6W"ealuD/11\ 7"u �►- ?.�11f�: i : C'm(' fM` ' W56)A7)f6- V4l16 )(0,1V)_621 \. .0,312 — goal!) 7i� h s- (062)11;•/) t.6 P'qj. kpA:=: ) = . a x 1( F-rd. 1A)/(2) -4- ©, 6-auk), to/4-4-`t-43 1) q.4-4- • e6iu D) .• . i r 8x u, 1 y r U �� "l,;1L ' • 6- r c�= t,,X08 w A,44- Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 i � Table 2.2A Uplift Connect ion Loads from Wind ' . • •. • , . (For Roof-to-Wail,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) *Unit Connection Loads(plf)42'3'4'5,o'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 Ci0 0 psfe 36 272 298 324 380 441 506 576 650 729 856 Z m 48 350 383 417 489 567 651 741 836 938 1100 rn . 60 428 468 509 598 693 796 906 1022 1146 1345 m . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 ifl 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 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 ; •99)# 20 psf 36 32 58 84 140 201 266 336 410 489 616 -i0(1- 48 i 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 '' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 •• 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure S with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, 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 1 16 I 192 I 2448 • Multiplier 1.00 1.33 1.60 2.00 I 4.00 *i • A Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall'or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. fl ,,'"•.:, 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the S' .+ header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '' �`" ' 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. '?ft Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. •t_.,.;'ncu T:'O. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ,w`►/!�� �/ l / INC. /' Seattle,WA Project: 1 i I )6 L )i ct 1 Li 865. Date: 98109 11 (206)285-9512 FAX: Client: Page Number: (206)285-06I8 VI* (11"#) 14/* 7)2 ► IH)N SPD A , 110141 � , I - I !o MPS- ( ueyi I„ j: . . 3r 15 AM5F ,DZ eakikA,00 -Tpotssr4-1)1 _ .47:- ‘pe /44 : • , • : : c, : . LH! . . co,-N 16p_ .-. I : 6s4w 2\ . . ( A-&)(i)*(),0) 6.0 415,14- o 6i(2\Z-e_ Ls 40 I (2 .r :"R-6,44; 14= (1-6y. 40/z)(0,,-5 (0.6 . V64- , : • Pg►>pc (1) - TYR E5. PA) 4q, c ftv177,(L_ ct--- (5Y n401-07-- Dv144 Structural Engineers TRUSS TO WALL CONNECTION ‘;I1 Uhl un.; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES lip!III II PLIES 1 HI (6) 0,131" X 1.5" (4) 0.131" X 2.5" 00 415 ......................... 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" >:I:, Itu 1 SDWC15600 - - ,;iii... .....il..,..... 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" In/II 70n 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Iwo 2.'0 2 (2)SDWC15600 - - r)/0 2.51 3 (3)SDWC15600 - - H`', 3.15 .-, ROOF FRAMING PER PLAN Bd AT 6" O.C. . 2X VENTED BLK'G. 4go-.. 0.131" X 3" TOENAIL I�' AT 6" O.C. ;L r+', H2,5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -ItI--,- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION Tr VALUES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPIWT F1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" - 00 ElF15- 1 H2.5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 53.i -116-- 1 SDWC15600 - - 4w) Ii5 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. 107a 120 2 (2)SDWC15600 - - ii7(i- zs0. . 3 (3)SDWC15600 - - 1455 3,15 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR,H2.5A AND SDWC STYLE ed AT 6" O.C. CONNECTIONS 2X VENTED BUM.I I MIIMp.. 4% ., 11=111L. 4404 1111 H2.5A & SDWC15600 STYI F I COMMON/GIRDER TRUSS , PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ BeamChek SE u2005 licensed to:Pacific Lumber Reg#SE-ioo BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=o.o Ft Conditions Min Bearing Area Ri=11.8 in R2=11.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Dell L/240 TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 6o% 44% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Base Values 240o 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.0o 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 0 22.0 H Uniform Load A R1=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. RoseburgJ2 717B 4-19-16 1:43pm APar.st Products Company 1 of 1 CS Beam 2016.4.0.5 1mtBeamEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 _\. 2a.. ,...•..........__,_ ...0._ y. ....:. ....,nnY .._�.....'i x.�..__..:a ,t......w �........-. �.._n......:' ...+.`ave... x_,._. .... �_.i,,..,, 1450 11 70 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 li ne loads)to canying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202ptf) 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 1762W 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" U681 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 All poductnamesarehodemaksofMeir especbveovners KAMI L.HENDERSON EWP MANAGER •+• „' ', Copyright(C)2016 by Simpson S[rong-Te Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS Passng isdelned as when the member,floortolst,beam orgirder,shown on this drawing meetsapplicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet The BEAVERTON,OREGON 97005 desgn must be reviewed by a qualified designer ordesgn pmfessonal as required forappmval.Thisdeogn asvmes product installation according tc the manufacturers specifications 503-858-9663