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Specifications (77)
CT ENGINEERING' Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238RECEIVED , 7 2017 SEP CITY OF Tf(-,s°1130 Structural Calculations BUILDINGDIIS/ON River Terrace (.560 , Plan 7 11 Elevation B � ,�,RE � ' 22,.\°3 Tigard, OR T. T. 1� /) 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, Bearinc = 2000 sf 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 C T 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2:2,,psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r RB.bl GABLE'END TRUSS RB.bl MIN. HDR MIN HDR 19 S9.1 • 19 S9.1 • r Li- ti ROOF TRUSSES AT 24" O.C. TYP. F4 =I cI • N1t LY r - I T _I GABLE WEB •• - _-7 L- ` €'1 1 i:1 to 122"x30 1 o 1 0 ATTIC ,_1ACCESS IS L J �.a 20 !i 1 S9.1 (i � 1! 20 '; .-.-.-.-.-.-_-.......__._...............__._-........._..__-.-.--_ rr R S9.1 NI.�. w N PL r, ...�a Tc 19 - S9.1 • a H N S • I • MIN. HDR !v N T E 1 GABLE RB.b3WEB MIN HDR MIN. HDR j MIN. HDR MIN. HDR 1 I GABLE!END TRUSS I L LRB.b4 J 16 SCISSOR/BOTTOM CORD TRUSS B S9.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" _ 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN i 41 MST48 ���''►� MST48 1 "iG ...... _ __a. 0 , _ ...._ Abihit A A W .,, S J ..0 . , .• .., .• ,,-------, .•: \ ::1;::, ..• .•• . i ..• .••. n e----,,,,, 11 II WASHER C ., ., 4 CO ENSIDETIRE ri DR':ER 1 ,: • ENTIRE p61),I SIDE '' I II o ,_ or I 1! •iJ, 011 1r , o `� MST37 ; \ imm/. MST37 0 ■ ■ dal MPm TIV CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN P3 19 m / S ® 9.1 ' m I VP \ GABLE IEND TRUSS / \ 1\ l ----757,11-17. x12 HDR \ 7 STHD14 4.b1 STH014---____ STHB74 ROOF TRUSSES AT 24" O.C. TW. 9. 6. 6x6 POST 6x6 POST 5 5v19 5 PLR anu A-17-17-11=177-Zr-_-=117:7=-2L- n--11-- -` B.b2 1- c3 U b W k, v cc I_) co0 0 0 ® P4 2 59.0 014 S-H014 — 13/ax14L • 1 6x6 POST 0 1 ��. , SIDE A I / CO _ P6 ENTIRE i if (2)2�0 HD' <•MMON.I� (2)P4"FLOOR TRUSSES x ROOF TRUSSES 1 ' - AT 24" O.C. ma' 1 5 �\\\ � A !_.---I J x ENTIRE LEDGER 1 �li �.- \��li N W ilrir SIDE PsS_ 1 2)2x10 HDR --. _...... .- -- ....._.. 1 © ..r.).(M --> n.b15 ® '7 Of o O . p x ' A N I ai K.-.i U7 FOR 1 :-- 1 MICROWAVE EXHAUST. o Val g .. 0 13" CLEAR =o I w aJ S9.) ---) I o PICTURE FRAME OPENING. DIMS I A I1 A I 4 ARE TO STUDS. a xx T 1i v U oA N I. °7 1._..._...........: FIXTURES ABOVE I I IC I 117 r ,..i.: 6X6 POST 0 o 1 2 M COm x \ ^! 2x ROOF 1 o +71 LA'I o rr _ -' I N FRAMING "� a`61 I = i ,.1I I I (S9.) ir 1I`1` B.b9 P) cr J ti 2 L _ i Ao. �-� 1 I W N I STHD14 STH014I cv 4x8 HD 4x8 HDR 4x8 HOP 4x8 HDR I 1. : F0 B abERn 0o BTT10 I ® I oo 59.0N z � MD I 2P3 1 I 1 !.' ® B.b18 11,17 1iiii 4x12 HDR 4x12 HD•" 1 6x6 POST A - - �^ z Q W/ACE4 17 18 A 6x6 POST 411 All POST W/ACE4 0 ALL HEADERS CHANGED W/AC4 TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING AMERICAN MODERN I '.-.10/2. 16'-3" S-10%2 ' 18 &h® oink S6.1 P3 VFW _0 \ VP -'J STHD14 ' Z w STHD7• / Q w y '� J O N 0_ 2 3)i" CONC. SLAB "Z OVER 4" FREE DRAINAGE MATERIAL O w OVER COMPACTED FILL a I•--Q r QII i, X +l---L•� - — I Q r+ IN a VERIFY GARAGE SLAB HEIGHT n - '8'-'_ - J io WITH GRADING PLAN D OON O 0 Cr o • LL1-1 14 18'-012" 3'-itY2'1 I 14 ll S6.0 , I S6.0 a, I w I J I I n I I I -16" I1 I r �N\--.. ®i 3h" CONC. 70 ® VARIES MIN. `i ABOVE o ® -14" SIM. 56.0 lin -/-1'/t2 PATIO SLAB 3" FROM TOP OF II o STEM WALL N SLOPE r, ism P4 STHD14 �L � o L ____t J I c4 2" DN _ 1 I I�id N w .j 56.0 I i STHD14 ,-1 `1-3/42.\4, 3'-9 418x24 CRAWL FIXTURE ABOVE I Z 2x4 PONY WALL _ ABU66 I_T"I I AT HIGH FDN. $PACE ACCESS I-':: 1 ------ ■11 D1 S6.0 I 7 r - � u o N rl �� L 18"x36"x10" FOOTING 2 _ I . Q II1 1° I -3" _i_ (2) #4, (3) #4 N P6 N 7 L-- M-i II - In i I 0";6--)ENTIRE z- ® • 'I 1�" x 9Nz" LVL I -I 1 SIDE r J - LJ . I 3&4 CENTER U/ WALL �10�3 I D7 4 I 17 -,}I t 1 9'-8)74-8 " 56.0 � j,'_ --1 y4 Qril Ir-i-I 16 30'x30"x10" .FINISHED FLOOR L+_J S6.0II ID FOOTING W/ O AT+0'-0 _W �i (3) #4 EA. WAY 7 415 lo / "Lr, =iii U 4. 11 -P.T. 4x4 POST ~.� nel I L TYP. U.N.O. �1- CRAWL S LJ %N. DRAIN AGI ♦. CONNECT 915"" I-JOISTS AT 19.2" O.C. FOOTING TYPICAL ALLOW P i ,nr'l DR AIN A CI I I-12N" 11'-7Y4" I 14"-43/4" 1 9'-83/4" L.1J -- 13'a" x 9Yz" LVL _.0 I r----JT�30"x30"x10" I ( I FOOTING W/ m 18"x18"x10" FTG. ,j3) #4 EA. WAY • II-12Ya"I b ® W/ (2) #4 EW 6x6 P.T. POST ® TYP. U.N.O. 1 L 10 1 1 ] 1_4_1 I (6. ' __ - -- 1y4" x 9Yz" LVL----- I SIM.56.0 SIM. 3 — — — 2x I PONY 1\ 17-1J �- WALL +++"' \70 &4 ® IP 1 r I ... L 'v START FRMG.I I SIM.S6.0 DI SIM. ` 1�, S6.0 SIM.IIF&4 6 5 In n w tri 3 D1 56.0 N • \ I STHD74 fib HD14 in- i 312' CONC. SLAB -61" TOP OF SLAB i In SLOPE 11/2"1 -121/2" TOP OF 8" L STEM WALL J ABU44 ( e 56.0 ABU44 1-2%" 6-0" I ABU44 II 3Y" L 8'-5" 3Y21.._ Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 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 ROOF FRAMING r ....a ,a,,,•- z.s.a Description 2613B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.bS 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 Fr,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 a w^ wasrzw, ,,,, %.4/,4:+',4 „4 a,s_;ohm.; : 4 __-.w's uam'.u• -._.-.4* R -..,,,,x..s:;.is*mss' e:'a•:`i99*4.4`a.a 4u.;>,.a., '.�'rvY,',,,t,944.erv.: Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load 4t/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 fir: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 e0d4,404433*. ,4f ls44..r 5r4,9,f:::: ,Y r,.,4,:,.:-a.. "m,'::. 53'3v x» s .,...,_ , . fin.. a�`•'N..r;, Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location 11 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING ,:, ; -..r_'.., awns,.., I?...'AttP3 .. .t.m... ....ce....,.. ,. .... ..,...�.. tx..M.�^.4ia>YN,M1 ..ww .' ✓...'.'.< e�d..,r. Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft'' 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Def I in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 User:KW-0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003,ENERCALC Engineering Software , off.,...ii. z ..'..,.a.:.uf✓.ann vu`:+.h,' ta,.'si iiiask ,.,,;.'rt Description 2613B FLR FRMG 1 OF 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 Fr- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 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 r' Mmax @ Center in-k' 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi, 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi', 207.0 345.0 356.5 150.0 300.0 180.0 172.5 j Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK rReactions @ Left End DL lbs480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw Floor Framing ,,?. - ,-:us..,aa.,, a...M.. ... ,r.;.w.e.,*o a- `.r; v,.,.,.::�c «a.,. :a.� a:<,, .�:.r•:.' Description 2613B FLR FRMG 2 OF 3 Timber Member Information BM 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 Cr,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 VICANSENSIZAMONSUSW 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-k1 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 LReactions @ 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 LDeflectlons Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information .... max....... a .. . ... ..:... .. t ,. .. .,,; :,d ...<..: 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 fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs. 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK 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 1 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 A .......I>e!ale?_. $ <a a m !!!Fit,4! 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I i 'hill .mof Dill mm' "a,i w 1 ^w.m nl In 6,4 ^ CH-1.+5 07814189 BabhnyCreek Falls :LOAD CASE (12-12) .(BASED ON ANSIIAF8PA NOS-1997)_..._.,__o_ iSEE SECTION, i 23.1 231 2.31 371 371 .... Ke 100:Desgn Buckling FactorD+L+S ...... ... ... 0 BOiCmstaM)> Section 0ton 3 71 5 .... ... '� Cr _.._K3o_(cornAanp> saMta,3 715 _.. .._ Cl(Fb)1'. Cl )� 1997 Nos __.. Cb S17ertea) > Seaton 2310 __ Bend nom Co o Sae 5 -Rep. i CE)Fb) Cb Cd(Fc) i_E9,3.7-1 1,105 392; MeoW k duration durabon factor,facto E'. F... .... .... Stud GradeWidth��DapBt 5paang Height'.Laid Vert Load H Load 0 1 Load 0 Plate J Ctl(Fb)(A(F Cf Cf CrFb F porta,-Fe"; E Fb' F petp Fc• F 1... F h I 9rlP b Ibl-- tn 7 PB PM.... 93 .... .-1A (Fb)!1.F 5 Psi 5... Psi..: 00, 8 Pa -....P.s 15 44 pat pee 0 Fb(1 f 0000 H-F Stud 15 35µ 16 ':7 7083 26 4 1730 0 09916 19931 , 1.00 1 15 t t:1 05 115 675 405 L 800 :1,200,002 859' 505 966 51542 44122 439 37 1 00- 0.00 0.000 H-F Stud 15 . 35 12 9 309 1785 0 09947 : 19934 i 1.00 115 1.1:105 115 675 I 405 , 800 ;1200000: 859 W 5 966 37808;__.340.90 340. 100 0.00 0.000 H-F Stud 15 35 12 9 309 1]85. -�_-0 09947 -_-26578 i 100 115 11'.105 115: 875 1 405 800'7200000 854 506r- . 986 37809: 34090 3 00 40.00 100 0.00' 0.000 1-1-528-F Stud 15 : 35 16 825 3 2500; .0 09953 ; 265741 100 115 11 1.M 115 675 _ 405 800 1200000 854 506- 966. 44995, 39522 393.65 100 0.00 0.000 I,.Stud 15 ': 35 1> e25 263 2070 .1 09953 26578 100 115 11 X105 115>675 405 i 800 1200000 854 508 866 44985. 39522 35x29 1 00 0.00 0.000 H-F Stud 15 : 35 8 825 283 3100' ......0 09821 39867 1 W 115 11 1105 115>675>405 800 ':1,200000 854 506i 966,44995 395.22 39365 100 0.00 2000 0.9952 _.._ 0.. SPF Stud 1 5 3 5 16 7 7083 26 4 1695 0 2091 8 1 00 1 15 1 1 1 05 1.15- 675 425 725 1 200 000 854 531.875.438 515.421 431.52 335 24 1 00 000 0.000 SPF Stud 15 35 12 9 309 1720 _ 0: 09944 : 27891 100 115 11 I05 115 675 425 725 .1200000; 854. 531,875.438 37809;.__33617 335.24 100 0.000000 SPF Stud 15 35 12 9 309 1760 0 09914 27891 " 100_-_ 115 11 105 115 675 425 725 :1200000 859 531.875.438 37309 33617 33524 100 0.00 0.000 SPF Stud 15 35 16 825 283 1525 ....0 02957 20918 1W 115 11 105 115 675 425 ]25 1200000 854 531 875.438 44995 38813 3x130 100.E OOOe 0000 ... ...... SPF Stud 1 5 3 5 12 8 25 28 3 2030 01 09957 . 27821 1 00 115 1 1 I 05 115 675 425 725 1200200 854 531 875.438 44995 38813 386.67 1 00 0.00,_ 0.00000 SPF Stud 15 35 e 825 283 3050- 0 09957 1 4183 100_._ 115 11:105 115 675 425 725 1200000 854 531 875.438 44995 38813 387.30 100 0.001 0000 H-F 62 1 5 5 5 16 7 7083 16 8. 31. 0 0 2406 i 31324 100 I 15 1 3 1 10 1 15 850 405 1300 1 300 000 1 271 506. 1644 5 1378 83 103158 506.18 0 49 0.00 0.000 H-F 42 1 5 5 5 16 9 19 6 3132: 0 03652 31321 100 1 15 1 3 I 10 1 15 650 405 t 350 1 300 000 1,271 506- 16445 1011 45 837.51 SOfi.18 0 60 0.00 0000 __.. 6. H-F#2 1 5 5 5 1 b e 25 tE 0 3132 0 02858 3132.4 100 1 15 1 3 1 10 1.15.850 405 1300 1300 000 1.271 506- 1644 5 1203.70 94577. 506.18 0.53 0.00 0.0M SPF 42 1 5 5 5 16 7 7083 16 8. 3287 CII 02737 3287 1 1.00 1 15 1 3 I 10 1 t5 875 425 1150 1 00 000' 1,3013',- 531:145475 1464 89 1015 45 531 23 D 52 202 0000 _..._. SPF 82 1.5 5 5 16 9 19 6: 3267 0 03905 1 3287.1 100 I 15 1 3 1 10 1 15- 875 425 1150 1 400 O00 1.30i 531T 145475 16 30' 850 16 531.23 0 62 0.00 0.000 SPE 42 15 55 16 825 18.0 326] 0: 0.3158 32871 100 115.1.3.110 115 875 425 1150 t 400000; 1,308'. 531:1454.]5 12929630 945.38 531.23 0 56'. 202 2000 SPF Stud 1 5 3 5 16 14 57 50 0 545 0 0.9913 l'' 2091.8 100 1 15 I 1 1 OS 1 15 675 425 725 1200,000 854 531 875.438 144 26 139.02 138.41 100 0.00> 2000 __. .. _ SPF N2 15 55 16 : 19 415 1450 ._.._...0 09917 32871 1.DO 115 13':110 115 875 425 1150 1400.888 1208 531:145475 244.40' 23532 23424 100 020 0.000 _._ . ..._ _._.._ H-F#2 15 55 16 19 415.- 1360': D 09969 ! 31321 1.00 115 13 110 115. 850 405 1300 1202000: 1,271'. 506: 16445: 22624' 220.14. 21280 100 200 0.000 Page 1 D+L+W C7914199 Betahny Creek Fits -LOAD CASE _..._.+ (1213) ..... _ 1(BASED ON ANSI/AFSPA NDS-1997)__. ) ..SEE SECTION...2.3 1 23 1 231 37.1 31.1 Ke 1 D0 Design Buckling F ctor :::6.4.4.wi..2.3.1 __ C 7 8D(Co t t)> -Secbor 3 7 1 5_.. ..... ... .... __ q CFb .... _ __ ... KCE 0.30(Con t)> Sack.3]1.5 _ Cl(F0)! Cl(Fe) 1997 NDS Cb (Vanes) > Section 2310 Belli Come 5 e.._S Rep._ _Cd)air Cb .Cd(F) i 633]1: NDS 3.9-.1.-M Wall dura8p d Ianfaclor3aGar _ "- SWtlGrade wtl[n Depth Spa rlgHeight Leld Vert LoedH Laed 10 iged6Pleie Cd(Fb)CA{F�Cl Cl CrFb F Perp F E Fb F peep Fe' F 1 F' fc frJF' ' Ip flY ... FB pet P6 . (Fb) (Fc) psi pi p3 psi P=' pa pe psi P pa! ps.. Fb(1-181Fce) H-F Stud 15 35 16 77083 264 1075 9.71 09951 19934 160 100 11'1 05 115 875 405 1600 1,200000 1.386 506: 840 51542 42708 273.02 084'376.78 0.588 6-0 Stud 1.5 35 16 � 9 309. 755 846 09942' 19934 1.60 100 11 1 05 115 675 405 '800 1200000 1,366 506 840 378.091 33399 19175 057;447.52 0.665 H-F Stud 1S 35 12 9 289 1970 816 09943 19974 160 100 11:105 115 675 405 800 1200000 1266 506 840 44809; 38389 247.35 065 335.34 0.585 H-F Stud 615 35 16825 283. 970 8.13 09943 19836 160 100 11.105 1 15 675 4 800 1200000' 1,366 506 840 4996' 38487 246.35 064:361.3] 0.585 tud H-F S 15 12 35 612 825 283 1425 8.13 09973 26578 1.60 100 11 OS � 5' 8]5 405% 800 1200000 1,366 506. 840 449 96' 38487- 271.43. 0)1,2)f ; 0500 51,Stud 1 5 3 5 8 8 29 28 3 2355 8.13 09981 3986.7 , 160 100 1A':1 05 1 15' 675 405 800 1200 000 1,366 506 830 449 95 384 87 299.05 O 78 180.69 0.390 SPF Stud 1.5 35 16 -]]083 264 1060 9 r 71 09971 20918 1.60 100 11-105 115 675 425 725 1200000 1,366 531 761 25 51542 41553 26921 065 376.]6 0.577 SPF Stud 15 35 16 9 309 700 846 09115 20918 "-- _ 1.80 100 11-105 115 675 425 725 1200000 1366 S3t. 76125 37809 32630. 21426 065 44752 0618 SPF Stud 15 35 12 9 309 1125 84fi 09931 27891 1.60 • 100 it-105 115 675 425 725 1200000 1.366 531 ]6125 3]809 32830. 21429 065.335.64 0.567 SPF Stud 15 35 12 : 825 28.3: 460 8.13 09970 27891 I 1.0 100 11-105 115 675425 725 1200,000 1.366 531 75125 44995' 376.35: 267.62 075 271.03 0.577 SPF Stud 1 35 12 : 825 283 1305 5.13 09952 27891 1660 100 '11 105 115 675 5 425 725 1.200000 1,366 531 76125 44995- 37635' 26162 071 271.03 049090 SPF Stud 15 35 8 825 283- 2310 8.13 09958 41836 160 100 1t:105 115 675 425 725 1.200000 1.366 531 ]6'25 449.95 37635 29460 078.180691 0.383 H-F 42 1.5 5 5 16 7 7083 16 8: 3132 9 71 0 3909 31324 1.60 1 00 1 3 1 10 1 15 850 405 1300 1200,000 2,033 506 1430 1378 83. 969 91 606.19 0 52 152 58 0 119 H-F tt2 1 5 5 5 16 - 9 19 6. 3132 8 4fi 0 5743 3132 4 1 60 1.00 1 3.1 10 1 15 850 405 1300 1300 000 2,033 506 1430 1011 45 804 50 506.18 0 63 18123 0 1]8 H-F 62 1 5 5 5 16 825. 18 0. 3132 8.13 04411 3132 4 1 60 1 00 1 3 1 10 1 15 850 405 1300•1,300,003 2033 506 1430 1203 70, 899.13 506.18 0.56 145 34' 0.124 5,42 1 5 5 5 16 77083 16 8 128> 9 71 04327 32871 190 1 00 1 3 1 10 1 15 875 425 1150 1,400000 2,093 531 1265 1484 89 940 30 531 23 056 152.58 0114 SPF 52 1.5 55 16 9 19.6 3287 846 06033 32871 1.60 100 13 110 1.15' 875 425 1150 1 400 000 2,093: 531'. 12651089.25 806.08 531.23 066 181.23 0.169 SPF 62 1 5 5 5 16 8 25 18 0 328/ 8.13 0 4790 32871 160 1 00 1 3 1 10 1 15 875 425 1150 1 400 000 2093 531 1265 1296 30 684 09 531 23 0 60 146.34 0118 SOF Stud 15 ' 35 16 1457 500! /0 646 09957 ' 20918 160 .. 100 11:105 115 875 425 725 71200000 1,366 531 76125 14426 13814 17]8 013'884848 0979 SPF#2 15 55 116 18 415 660 9.11 09941 328]1 1.60 100 13:110 115 875 425 (1150`1,400,000 2.093 5361 1265 24440'. 23389 106.67 046 92].02 0.]86 H�F#2 is 55 i6 19:. 31.5: 600. 9.]61 0.9921 '- 3132.4 � 1.60 100.,13 11.101.15: 850 i 405 i 1900'1.300,000 2,033 506.- 1430 22694 21902 %.9] 044827.02, 07% Pagel • • D*LoW+,5S CT#14189 Betahay Creek Falls :LOAD CASE (1214) j(BASES ON ANSI/AF&PA NDS-1997) j SEE SECTION 23.1 231 2.31 371 371 Ka ..- t 0Desgn Budding Fad -_-.D+L W SR . ,_ _ I Cr 080:(Conslant))S :Section 3715 .... KCE 030-(Covalent)> Section 3]1.5 ... --- 1 Cf(Flo) Ci(F) 1987 NOS .... CC e) > Section 2.11D _ BaMimComp 5 Size Rep.: L : Cd(Fb) Cb Gd(F) 4,,E5.3.7-.1_,,,,, NDS 0 d 0 0 duration dF. Cloy:Ca Stud Grad MM.,De0t6 Spear g HegM Laid Vert Load Mor Load 1.0 Loetl�Pble Cd(Fb)Cd{F) Cl Cf Cr- Pb F perp En E Fb' Fc perp Fc• F Fc In Ir r c lb ' tbl ..... .:..: . I. ..._p5 Pd __P# 1 _.. .(Fb) ._1F)_ ..P&. PN Ps 9si Psi Ps Ps Pe Ps Pa p _...Fb t/Fns). 9-F Stud 1.5 35 /6 :77083 26.4, 1095 9.71 0.9962 :-19934 1.60 115 11 105 115 i 675 i 405 800 ':1200100 1,366 506 966 51542 44122 2]8.10 063,1]E)8 0599 61-FStud15 :_35 16 9 309' 765 646 09966 19934 160 115 11 105115. 675 405 800 :t 200000 1,366 506 966 3]6 09 34050 194)9 05444].52 0.674 H-FStud 15 35 12 9. 30.9: 1150. 816 09969 2473.48 - 160 115 11 1105 115: 6]5 405 800 1200000 11,366 506: 966 39809,,_ 34090 219.15 0064 3315.64 0.584 H-F Stud 1 5 : 3 5 16 825 2ti 3 985 8.13 0 9963 1 1 60 1 t 1 05 1 15 675 405 800 t 200 000 1,366 506 44995 5 22 2 3 363] 0 596 H-F Stud 1 5 : 3 5 : 12 : 8 25 2631 1445,- 8.13 0 9958 2657 8 1 60 115 1 I 1 05 1 15: 675 405 500 1 200 000 1,366 5067 966 449 95 395 22 27524 JO 271.03 0 511 H-F Std 1.5 3 5 8 8.25 28.31 2390 813 0 9960 3986 7 1 60 I 15 1 I 1 05 1.15 675 405 800 1200100 1366 506_ 966 449 957,7395 22 303.49 C77 18069 0.406 SPF Stud 1.5 35 i 16 177089 264. _ 1760 9.41 09935 20018 1.60 115 11:105 115 675 425 725 1200000 1,366 531 875436 37802 43112 294.29 064 34/J8 0.669 SPF Stud 15 35 , 16 9 309 760 846 09944 27918 160 115 11'.105 115 675 425 725 :1200000 1366 5311 875438 3]809':_ 336'7 21702 0.65 33564: 0.577 SPF Stud 15 : 35 11e 9 309 1140 846 09944 2]891 160 115 11 105 115': 675 425 ]25 1200000 1.366 531 8]5438 3]809 336 rJ 211.tc 065 33564 0.577 S- .< ..... �...._. SPF Std 1 5 I.3 5 < 52 y 8 25 28.3 495 8.13 0 9952 2091 1 160 1 15 1 1 1 05 1.15 675 425 725 1.200,000 1.366 53' 8]5.38 449 95' 388.3 272.62 0 64 271.03 0.588 SPF Stud 1.5 : 35 v 8 , 825 283 2430 8.13 09922 < 41896 160 115 11 105<115 675 425 725 1200.000 1,366 531 875438 44995 388'3 29238 070 270.03 0.396 SPF Stud 15 3 5 8 j 825 28.3 2360 8.13 0 9922 6183 6 1 60 1 15 1 1 1 05�1.15 675 425 925 1 200 000 1 366 53' 895 438 449 95 388 13 299.68 0 79 180.69 0.396 9-F 02 15 : 55 16 :7]089 168 3132 9.41 05437 : 31324 160 115 1.3 110 115 850 405 1300 1300,000 2,033 506: 16445 137843. 103757 506.18 040 111.58 0.119 9-F 02 1.5 : 55 16 9 196: 3132 8.48 0543] ; 31324 160 115 13.110115: 850 405 1300 1 300 W0. 2033 506.1644 5 101145 537 57 50618 060 18123 0.178 H-F 82 15 1 55 16 8.25 118 0 3132 8.13i.04100 3132 4 1.60 1.15 1 3 1 10 1.15.:850 405 1300 1.301000 000 2.033 506 1644.5 1203 70 94677 506.18 0 53 146 34 0.124 SPF#2 15 55 ]7093 165 3287 9.71 038]2 16328]1 1.60 115 50 13 110 1`5 575 425 11 1400000. 2,093 531:-145475 148489_--101545 531.23 052 152.58. 0.114 SPF#2 1.5 : 55 16 : 5 195 3287 _51 34 3 0 4592 3287.1 1.60 1 15 1 3 1 10 1 15 675 425 1150 1.401000 000 2,093 531 145475 1296.35 94516 53123 0 52 18123: 0.118 SPF#2 15 55 , 16 8 25 18 0 3287 B.t3 0 42 328]1 1.60 1 15 1 3:t 10 1 15 895 425 1150.1 400 000 2.093 531 1454.75 1296.30; 94538 53123 056 146.34 0118 SPF Stud 15 .'�. <35 16 1457 500 70 8.46 09955 20918 160 115 11:105:115 675 425 725 1200,000 1,366 531 875.438 14420 13902 1778 013W####<� 0 978 Ili : ._.. SPF#2 15 5 5 < 16 19 415 660 971 0.9914 3287 1 1.60 1 15 1 3 1 10:1.15: 875 425 1150 1.400,000 2.093i 531 145475 244.401 23532 106.67 0.45 927.02) 0.786 H-F#2 1.5 : 55 16 : 19 415'. 600 971 09901 31324 1.60 115 13 x.110 115. 850 405 1300':1300,000 2,033 506': 1644.5 226.91' 22014' 96.9] 044.927.02: 0796 Page 1 D+L+5..5W C7914189-Betahrry Creek Falls :LOAD CASE i (1215):_..._. (BASED ON ANSUAFBPA NDS-199]) ...L SEE SECTION 2.31 2.31 23.1 37.1 3.7A Ke 1.00Deeign,Roc88ng Factor DOL 9 W12 .._ 080:CaMant .Sector 3715 ..... ..._.. _.._... ._ ........ t ..__ Ct ._ ___ _...KCE 030:(Conatan)0 :Section371.5.�. ..... .__ L-. . � _.. .. .... .._ ...t ... Ct(Fb) 'C((F) ;1997 NDS Cb -.V Sectm 2.3.10. : BaratoaComP Sae i 5 Rep. _ Cd ffb)_Cb .Cd(F) _ ,• _EIA.-7-1;-,- _ NDS 391: Max.W II d4(Fl dId(Fc) taGor;hStud Grade Wdth'Depth 50 ri.t!aght Laid]VerL Load Hoc Load 1.0 L._.d ga Plate:Cd{Fb)Cd(F) Cl ClCf CrC FP 'Fc pap Fc E FE' Fc poop Fc Foe F fc fs/Fc fb RI -- n m n R ._..P8 pal P8 __ (Fe)...IF 1, Pai P Pe Put - Psi Pa pa Ps Psi Psi...Fb(1 k0403 H-F Stud 1.5 3 5 16 "7 7083 264: 1335 4.855 0.9935 19934 1.60 1 15 1 1'':1 05 1.15 675 405 800- 1200.000 1.366 506 966 515 42 44122. 339.05 077 188 39 0.403 H-F Stud 15 35 16 9 30.9;_ 970 423 09923 19934 t 160 115 11:105115 675 405 800 1.200000 1,366 506 966 378 09 34090 24635 072 223.76 04]0 H-F Stud 15 35 12 9 28.3: 1195 423 09960 19974 . 1.80 115 11':105 115 675 405 800 1200000. 1266 506. 966 44909 39022 302.49 077 187.62 0.403 6-F Stud 15 - 35 16 : 625: 28.3: 1195 4065 09960 1 19934 1.6 )5 0 115 11 105 115 675 405 800 1200000 1,366 506 966 44995 39522 30349 0 7 18069 0443 6-F Stud 15 � 35 12 825 283 16801 4065 09990 26578 1.60 115 11_105 115 6 405 8001200.000 1,366 506, 968 44995 39522 320.00 081 135.513651 0343 H-F Stud 153 5 6 8 25 28 3y 2665y 4.065e 09999 : 39863 1.60 1A5 1.1 105 1.15 675 405 800 1,200000_ 1266 506 966 449 95 355 22 338 41 086 90.34 0267 SPF Stud 15 35 16 17069 264 1965 4423 09970 : 20918 160 115 11_}105 1.15 675 425' 725 1200,000' 1,366 531 875438 57542 43157 243.0] 077 223.76 0.366 SPE S d 1.5 : 35 16 : 9 309- 965 4.23, 09970 1 20998 1.60 115 Y1A 105 1.15: 675 425 725 1200000' 1,366 531 875438 37809. 33617 24508 073 223.]6 0466 SPE Std 15 : 3 5 12 5 30.9 1370 .063 09922 : 2791 8 . 160 1A5 1 1 1 905 1.15 675 425 725 1250.000 1,386 531 875 438 448 05 336 17 250 68 0 77 167 89 0.398 SPF Stud 15 35 16 > 825 283; 1180 4.065 09922 : 20891 160 115 11:105 115 675 425 725 1200000 1,366 531 8]5438 44995 38813 319.68 077 13051 0.396 SPF Stud 15,'. 35 . 12 825 283': 1660 4065 09973 41891 . 160._.. 11511:105 115 675 425 725 1200000: 1.366 531 875438 44995 38813 33397 51 0.334 SPF Stud 15 3 6 6 8.25 283 2630 4065 09969 4163 6 160 "-1.15'...IA:105 115 675 425 725 1200,000 1,366 531 875 436 449 95 388 13 333.9] 0 86 90.34' 0 25] H-F#2 15 55 16 7.7083 16.8: 3132 4.855 0.3001 31324 160 1 15 13:110 1.15 850 405 t 1300 1300000 2,033 506 1644 5 1378 83 1031.58 506.18 0 49 76 29 0 059 4-F 02 15 55 1 16 9 18.6: 3132 4.23'., 04544 : 3132.4 1.60 115 12:1.10 I 15 850 405 1300:1.300000 2,033 506 1644 5 1211 70 837.57 506.18 0 60 7317 0989 1-1-F#2 15 55 16 : 825 180 3132 4065 034 34]9 31324 160 115 13°110 1.15' 850 405 i 1300 1300,000 2033 506 16445120310 946 9461] 506.18 053 73 17 00662 SPF#2 15 : 55 16 7/083 168- 3287' 4.855 03304 328]1 1.60 115 13.110 115 875 425 1150 1400000 2,093 5311454]5148489. 101545 531.23 052 7629 0057 SPF 02 15 55 16 9 196 3287 4.23 04750 i 32871 1 160 115 13 110 115 815 425 1150 1400,000 2093 531 1464 75 108925 85016 531.23 062 90.61. 0.085 SPF#2 1 5 5 5 16 : 225 18 0 3287 4.065 0.3750 32871 150 1 15 1 3 1 10 1 15 875 425 1150.1 400 000 2093 531 145475 129630 94638 531 23 056 73.17 0 059 SPF Stud 15 3 5 16 : 14 57 50 0 255 423:: 09959 20915 160 1.15 1 1 1 05 1 15 675 425 725 1200000 000 1,366 531 875 438 144 26: 139 02 64.76 0 47 58643 0.779 SPF 02 1 5 55.55 16 - 19 41 5' 935 4 855 0 9925 33218327.41 �1.60 1 15 1 3':1 10 1.15: 875 425 3150'1 400 000 2.093 531.1454]5 244.40 235.32 151.11 D.64 463.51 0560 H-F#2 1 5 16 -: 19 41 5.- 6fi5 - 4 855 0 99]0 '' 1.60 1 15 11.33 3:1 10 1 15 850 405 1300 1 300 000. 2,033 1644 5226.94' 220.14 139.80 064.46351 -0.594 Page 1 D+L+S+.7E CT*14189 Belahny Creek Falls 1 .LOAD CASE.._..._..._. (12-16) (BASED ON ANSI/AFBPA 140S-1997) .! 5EE SECTION 23:1 231 2.31 371 371 ...K 100.Design Bucldrq Fad 04L�S4E/1.4 .............. O 30(Cansta t) Section 3715 _ Cr KcE 0 30.(ConelaM) Section 3.7.1.5 -.. .__. _. ___.. - 'CI(FD) Cl F 199]NDS .. .... __.Cb __1V_1____.+Sed1on23.10 Bnotli Comp Sie 5 Rep. ... _.. , ( ) __.. __ �_ _ _ "9aCd(Fb) Cb Cd pct. El 3.7-1 NDS 3 92 Mac W p duration d bat for fad Shed Greda`MtlM Depth Spam li 0. Ldd Vert Load'Har LoeE 10 ,.. Plat CA(Fb)CA(F) Ci Cl Cr Pb F perp, Fc E Pb' F perp Fc F F k lc/Pclb M 7- p11 Pe , 93 (I i 1 _Psi. 40 800_.. Pe 1s.3 Pst i,_.fes 1, Psj1. !...fee Pd... Psi 53.Fb(t h0335 H-F Stud 1.5 a 35 16 :7.7083 264-- 1410 357: 09983 19934 1.60 115 1 1 1051.15! 675 405 ' 800 1 200 000 1 366 506, 966, 37542! 34080 256.51 091 138.85 0_430 F1-F Stud 15 35 16 : 9' 30.9 1010 3.51; 0.9960 19934 : 1.60 t5 :.::i0 1.15'. 675 405 . 800 1200000: 1,366 50,. 966' 3]8.09! 34090! 2%.St 0]5':188.65 0.430 H. 1200000 ..__7._ - -__.- H-F Stud 1.5 35 12 9 30.9 1420 357 09931 2657.8 150 1 15 1.1 1 05 1.15 675 405 800 1 200 000 1,366 506', 966 4]8.95( 34090 311.11 019.141.68 0_376 H-F Stud 15 35 . 16 625 283 1225 351 0.9961 1933.4 160 1.15 1.1 105 1.15 675 405'800 1200.000: 1366. 506, 966 449.95! 395.22. 311.11: 0.7915868 0 37 H-F Stud 15 35 12 825 26.3 1710 357 09947 : 39866 160 115 115 675. 405! 800 l-..-_.366' 506,..__.,..966 44995!......39522 342.86 087 11901 0216 t S 1 200 000 1, t5 H-F Stud 15 35 8 825 263 2700 3.57 09966 39867 too tt5 t1 t.,., 675 405 800 1200000 1,366 506, 966 44995 39522 34286 087 7934 0244 SPF Stud 15 35 16 ]]083 264..... 1395 3.57 09984 20918 160 1'S 1.1 .105 115 675 425 725 1200000 1566 531875438 51542: 43152 354.29 092,138.59 0324 SPF Stud 15 35 16 9 30.9 1000 3.57 09918 20918 160 1.15 1.1 105 1.t,i 675 425 725 1200000 1366 531,875 438 378.09! 33617 253 97 0]6;188.85 0021 SPF 51utl 1 5 :. 3 5 12 : 9 .9 1410 3 50 0 9962---"--27991 1 t G0 its 1.1 1 05 1.1 5 675 425 725 1 200 000 1,366 531 875 438 37809 336 17 268.5] 086.141.83 0.356 SPF Stud 1.5 35 16 8.25: 28.3 1210 3.57 09932 20918 - 1.60 1.15 i.1 1.05.1.15 075 425 725. 1200000. 1.366. 531'875438 449.95. 38819 30730 0.79 158.61 0.366 .._. _.... _.._... __..... 9�...... 321... 083.1.1.90.1, ....._. 306 SPF Stud 1.5 35 12 : 825, 28.3 1690 3.5] 09940 27891 160 1'S t.1 105 115 675 425 725 1200000 1,366 531.8]5496 44995 38813 321;90 083 11901 0.306 __. _.. ' 7934 SPF Stud 15 : 35 B 825 28.3 2670' 35J 09987 41836 160 115 1 105.1.15 675 425 725 1200 D0 1366 531 875 438 44995 36813 33905 0 8 0236 H.F#2 1.5 5 5 16 7 7083 16.8 3132 1.57 0.284A - 3132 4 1.60 1 15 1.3 1 10 1 15. 850 405 1300 1,300,000' 2,033 506 164,15 1378 83' 1031 58 50.18 0 49 56.10 0 044 _._ _ 0 1 H-F#2 15 S5 16 9 196 3132 35]': 04405 3132.4 160 115 13110 115 850 405 1300 1300,D00: 2,033 50 16445101145 637 SJ 50.18 060: ]6.1] 00]5 ....._......_ ... 60 6 .__. _...6 H-F#1 15 55 t6 8.25 3132 3.SJ'. 0.3409 3132.4 : 1.60 ' 115 t.3 1.10 : 405 1300:1,300.00: 2,033 506 1644.5;1203.]0 946.T/': SIM.18': 053: 6426': 0.055 6,112 1 5 5 5 16 '7 7083 16.8 3287 3.5] 0 3154 - 3287 1 1 60 1 15 1 3 1 10 1 15: 875 425 1150 1400 000 2093 531 1454 75 1484 89, 1015 45 531.23 0.52 56.10 0.042 SPF#2 15 S5 t6 9 196 3287 3.57 04618 : 327.1 1.60 1.15 1.3 110 1.15 875 425 1150 1400.00 2.093 531:1454]5 103925, 65016. 53123 0.62 7647 0.0]1 SPF#2 15 55 16 8.25 18.0 3287. 3.57 0 367 92867.1 1.60 : 1.15 t3 110 1.15 875 425 :1150 140050: 20. 531 145475129630'. 94538: 531.23 056 64.26 0.052 SPF Stud 15 35 16 1457 50.0 285 3.57 09981 20918 160 115 11 1D5 115 675 425 725 1200,00 1,366 531875438 14426 13902 72.38 052494.93 0.727 SPF#2 15 55 16 19 41.5 1020 3.57 09910 32871 1.60 115 1.3 110 115. 875 425 1150 1400.00 2093 531 1454.75 244.40: 235.32: 164.65: 070 340.83 0500 H-F01 1.5 '! 55 16 u 41.5. 945 3.51 09939 31324 : 1.60 1.15 1.3 110 115 850 405 1300 1,300.00: 2033 506 16445 226.94: 22014 152.13 0 69 340 83 0 Page 1 m180 Nickerson St. irram= Suite 302 Seattle,WA ." 98109 Date: , (206)285-4512 / FAX: Page Number: (206)285-0618 Client: ' f 4 Mall, o ' psr. Or:- Kiw. tew .6 -120 FUL 1.„ 64g)(40.1-16 Wk1.4..- '7-"' WO filL ‘ WZ.- (140 ii,$) ** 3155 hpep> FW. gaZgrk,* .-.5t1 2000 ----- 1 9, Psr V 7 ....... ,.._ to (15-y )...... . -,, .2,,r4,;Av- ----11-s- is .... , , 4 .1 .4, ri- 1 k' .t' ' • MA '' fc‘ir e. - pitipe:- 0 + in4--5a5 - 4/3ig . _. 1,5 Structural Enttineera 10 Nickerson Sc. ENGINEERINGNM Suite 302 Seattle ,WA Project: «_ -1lt+ N Gi3Y� Date: 98109rIT (206)286.4512 Client: Si :E � Pale Number: (206)285.0618 ..,2.: P /t M146 k , 5 'VAL.LtitS P - " 164.7f'L " mow. € '7po CLAS ' 5 t` (k55 5"Ao 1 c I : l lam' r7,,a,titipti:i ‘ 2 ( -1,s .:_i sL�, 5 . - - ''- t5-04 = tom '1F - `P l-ttty- 1-v 4 `mac, -l1- 16. i , =e ,- ► 24' 5 / -.. ))' (z 8.0 Y--- o° (z.,} (' 2.,,j $ -- 1t. S 4. - .4 )2- z ' X)Ps v ALV f-�= ( L�- `) ' - + Z.. - i6\` l T L4 t .t. w/ ' Iit :' I )- , - (:,,_.6).32±6 vi:/j. ) _ .17F3 / C it)` ,. , ... , , O : i 11 . 15.54. Structural Engineers 0 ' � '$ t 180 Nickerson St. C T ENGINEERING Suite 302 ' 'hvnJ,�/� / /• iNN C /� � n_ p Seattle,WA ProjecL1,2 ! `"4�f L.L ' A -l/i��k' ` D Date: '104. '0 . 98109 (06)285-4512 • Client: 2012 26(.. `2008 �J�PwS }hiJVs FAX: !!! Page Number: (206)285-0618 • W I ) ; 4? ZM-P F • E ' 66 '` ,. 4.6..1477.1... .J Q ' . 1._.. _ 33 44.1 •, . iS _ � . � tl 3Z�,. r .1a4 Z' S • , r •59.•.,• 6/5 �� • r7 !y: , i . s c (2_„,-..,! 15- cz, • . 2- -- . � - 4 S. hair 6 �zt, , to - - ~sus ZI - z> F ;���` } , �2 tl-lam E , T 4 ; MSQ 1 , f23'2 f t _ _ gra- !re ► i.t tai:!! :144 '_ L i w:,,--.'�:. ;-4 --�. j"'j r'- 3 r 7 I: e T Structural Engineers e'a_ee770p1,43c i si t / iF-- 4-,3.b,4 3 - Design Maps Summary Report Page 1 of 1 usGs 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 F; •- Baverton �.�_. a�.+"C .`9^.,� ;. i 1„9 mea} Mi lwa ukie o t,2 1��rard 1 Lake Oswego 1 a r. L 1 C , Tua[ai��� maPtItieSt4 ?2?)is Nil.*Qnest fr ft at M €t. USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Sos = 0.720 g Si = 0.423 g SMI = 0.667 g Spi = 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. MER Response Spectrum Design Response Spectrum 11 29 1,10 0 S4 0 SS 0.44 ' 4.21 0.55 42 0,55 _aa r` O.44 a.22 0 22 0.1 0 0.11 0 OS eta• 00 0.04 0.20 0.4 0.20 000 1.00 1.20 1.25 1.20 1.00 2.00 0.00 0.20 0.44 4.50 0.20 1.04 1.20 LAO 1.50 1r.O 2.70 Period, T(sec) Period.T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs= a Ss Sorts= 1.17 EQ 16-37 EQ 11.4-1 Srn1=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 SD1=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1. 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h, = 18.00(ft) SD1= 0.50 x = 0:75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDS/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*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 Sl)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) S w, *h,k Vi DESIGN Vi Roof --- 18.00 18.00 1280 0.022"` 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, >F, w, w, FPx = `'F, *w 0.4*SDs*1E*Wp 0.2*SDs*le*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)- 30 00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - Building Width= 260 _'56.0 ft. V uIt Wind Speed ss.e_cwr= 120 120 mph Figure 1609 Fig.26.5-1A thruC V asd.Wind Speed s sac 9393;.mph (EQ 16-33) Exposure- B Iw '<1.0 1 0 N/A N/A Roof Type- Gable Gable psso q= 28.6 28 6 psf Figure 28.6-1 Pesos= 4.6 4.6'psf Figure 28.6-1 pseo c= 20.7 20.7 psf Figure 28.6-1 Psx o= 4.7 4.7 psf Figure 28.6-1 7=.. 1.00 10 Figure 28.6-1 K�= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) 7a lc, I 11 as=A*Kri �pzw= (Eq.28.6-1) pen= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Pun= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Psv=ov e,aoe= 24.7 24.7 psf(LRFD) eseaeeoae�e= 4.7 4.7 psi(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) (NS) (E-W) Wind(NS)(LRFD) Wind(E-W)(LRFD) width factor roof-> 1.00 1.00.. 0:890.69 16psf min. 16 psf min. width factor 2nd-> 1:00' 089 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac Ao AA As Ac Ap per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 650 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 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) i I DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM ' DESIGN SUM DESIGN SUM 1 LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 1 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(n-s)= 10.40 V(e-w)= 20.91.V(n-s)= 8.06 V(e-w)= 16.19 I 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 s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 e r ® e i ROOF BELOW I / 4,-0" 22,-0" i / 11'-OY8 / 10'-117/8" / 3'-17372" 7-0%" 7`-03/8" 3'-7132" 5-0 4-0 SL® ® 5-014-0 SL A S -1 j«..t.............._.............. lj=T 1„„„ , •. EGRESS Rear BR2 -•-•. ' EGRESS INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 I Cr 4-1 CD 2s �G� GUARD RAIL W/6” HIGH a ÷0.,t_ 1,,,b 2x4 CURB AT BOTTOM- , TOP AT+42" A.F.F. I- M `' 1 3'-0" / 6-0'BIPASS - - ' 6-0 BIPASS 0 -7372" .G `3-5)/2;2-4• HC 24"1a �� i - c� 7 Bath 5'TUB viz In _ I N '� VODPO & :q.-1•' - too I^^ —t SHOWER In -'f' n /.1-a MDF CAP 2x ma1-,,i; " ( SON co 1 I SHELF ABOVE-� ,,,,„I iER n G4 I I N c� /' 8 DR7R in I 0 2-8 HCW 1 �` 6-0 BIPASS i In 2-6 HCW ` c 4'-1132” ,; 4'-6" 2'-0" s &P N v-4, n a 3x F22"x30', x46111 y 4 L_J1 w Bedroom 4 ,ACCESS, T ti w'ci 2-4 HC ' S & P N JA tS ^ / 24" B N 48.-x34" _-_ o J m SHOWER s o I LOW '111`,„7,•.`-n _p WALL -N,_i _IIIA SYz" 4'--4/2" +as" !YN ---- --- / A.F.F. 1, w .- a 1118 /,\3-0 HEW �~ _4-•3-1" / 2-83/2, M. Bath " to t ?� TILE PLATFORM n .Master Bedroom v -� 02 +21" A.F.F. 4 ® .1 1 N IN a .._ 5'-6"TUB I�^ ;xont BA , I : �; 2-6 3-OII CSMT 2-6I 3-0 CSMT Front MSTR SAFETY( AZINGSAFEfY GLAZING EGRESS I Tx_.__. -6 1 J.!_,,.1 ` 1_..__.... I 2 6 SH 2-6 4-6 SH 2-6 4-6 SH 2-6 4-6 SH 3-9Y4" 1 3'-0" 1 3'-0" ♦ 3'-0" 1 3'-9Y4" 2'-113/8"} 2'-1132 i 3-6%8" ' 16'-6372" 9'-s37" i / / 26.-0' /1 ' ...-J PLAN 7B SECOND FLOOR 1/4"-1'-0" AMERICAN MODERN t ROOF jr ABOVE 111 I— —, •„_ I IH . 6 16-0 7-0 OH ©\ _ Gar AB "FGar ABWi REMOVED 2x8 FRAMING FOR 02 ELEC. PANEL L_ FLOOR ABOVE 1 _� Garage ,' „y2 1 WALL FINISH: %"GWB BOLLARD . N CEILING FINISH %" TYPE 'X' GWB FIRE-TAPE ALL GWB �) 1.91 WRAP BEAMS BELOW CEILING LEVE • INSULATE FLOOR ABOVE. 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM , 441 (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. \ 9-0. . W SITE CONDITION) as 1 ) ..-- .44 & 18'-01/2 • GUARD RAIL VATH 6"HIGH ` 101 ®2x4 CURB AT BOTTOM- , FURN TOP AT+36" ABOVE NOSI7c / Rear Ki.t/G-r��'��A-+-+- Patio4 _._....._ _...._....... o a I 2-4 HO 24"Ta c_vI 3._934" .. m=I ' 0 i , I Pwdr. .23 UP I:: 7 w I -- I I6b11,2 a 4'-0" -i'-7y2" 3-10" 2'-8" 7 iI ; G 1 a D2 �N 18"x24" CRAWL I O. .4 '7) ^ SPACE ACCESS ----""- PON Kitchen b' 0 2x4 35" HIGH I� PONY WALL. o --}- 1n :n elf ___ ;T�___, DW L-A, Dining ©�© ---J N , - a INSULATE FLOOR ni N OVER CRAWL SPACE J ?II * ' I COUNTERTOP I . n ' OVER STANDARD BASE CABINET 0 +36" A.F.F. : o 7-.- } � � P, UL APPROVED 36" WIDE FLUSH BEAM] FACTORY-BUILT DIRECT ABOVE ' s. ,N VENT GAS FIREPLACE 2•-0" 2'-732 An "- FACTORY-BUILT 6x6 POST 'Q' e IV r'I W/GWB FINISH , Entry -0 " I o k- 5y F., 0 I-' 11ro a Living 2x6 39" HIGH ?` *N m AS APP ABLEIII WALL W/FINISH ` CONDI�ONS A N PER SITE TRIM AT TOP�� �` SAFETY o SAFETY GLAZING ri GLAZING --i N o Ui 11" 12" TILE J-_.. L•1 "�a1.. 1..J \ 'o hY HEARTH m 1-6 6-0 F ' 1-6,6-0 F ` ` -a -v' — 2G • 7y2 2' syz" r-ey2 2' s' - 0I A10 < Front LI`LV k , • 2�6 5,0 SH 2-6 -00'ST12-. 5-0 5H 2-6 5-0 Porch 3'-9)'4' 3, 0" 3,-0" 3,-0" I 3._9 " i J,-1 Y X 76'-632" X X g' Sy2' 16 All _ 20 1/ rT J A11 4�, 17'-0' 7'-113/4" 4')'2', ir \TIONS PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-upldown) CT PROJECT#: CT#14189:Plan7A 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.60+W 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 Lets. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rom, U„ai U,„,„ OTM Ron, U„„ U,,,„, U,,,,,, HD (soft) (ft) (0) (klt) (kip) (kip) (kip) (kip) p (PIf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. "deft 1" 256 11.0 11.0 1.00 015 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 825 545 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 0.00 500 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left3" 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '.. Ext left 4 .384 16.0 16.0 1.00 0.15 155 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 1152 0.06 0.06 0.06 0 '0.0 0.0 1 00 000 0.00 0.00 0.00 050 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 050 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 500 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. xght1" 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 per( Ext. naht2 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0:00 0.00 0.00 0.00 0.00 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 r0ht3" 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00. 0.00 0.00 0.00 0.00 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 0.00050 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0,00 050 0.00 0.00 - 0 0.0 0 0 1 00 0,00. 050 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rights 0 0 0 00 1 00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0-00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 050 0.00 - - .-0 0 0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000. 0.00 0.00 050 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 050 0.00 0.00 0.00 000 0.00 - - - 0 0.0 0.0 -1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 050 0.00 0.00 0.00 0.00 0 '0 0 0 0"'1 00 0.00 0.00 0.00 0.00 0.00 1.00 500 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0.0 1 00 000. 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0130 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 050 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1 00 000: 050 0.00 0.00 0.00 1.00 0.00 0- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 050 0.00 1280 70.0 67.9=L off. 5.16 0.00 3.08 0.00 V,„„d 5.16 2:VEQ 3.08 Notes: denotes with shear transfer " denotes perforated shear wall iSB denotes iSB Shear Panel JOB#:GT#14189:PIan7A.6G ID:Upper Left1'(MOTH and BR4) I.Roof Level wdl=: ....150.': Of 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 ► --_, v hdr eq= 31.6 plf - H1head=A vhdr= 52.7plf H5 head= A 1 y _ Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 rag•w=72.5 A A Fdragl w= 5 Fdragl. 23.1 Fdrag5 w= ,..1 Fd H1 pier= vi eq= 43.5 plf v3 eq= 43.5 p# v5 eq= 43.5 H5 pier= 4.0". vi w= 72.5 Of v3 w= 72.5 plf v5 w= 72.1 4,0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= '.. Fd.. - 13.8 feet A Fdragl w= 72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND vsill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: 11= 11.0 L2 2.5 L3= 3.5 L4= 5.0 L5= I! 5.5 Htotal/L= 0.29 ► 4 ►4 1.4 04 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:Plan7A Diaph.Level: 2nd Panel Height= 0 ft. Seismic V i= 2-23 kips Design Wind NS V i= 225 kips Max.aspect= 33 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. EA. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall L51..r. C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ran,, line U„„, OTM Ro7,,, U,,,, U.„m U,,,,,, HD (sgft) (ft) (ft) (klt) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 090 0.00 0.00 090 0.00 0.00 090 027 027 Ext left 2 0 00 0 0 1 00 0.00 0.00 090 090 090 190 090 0- - 0 0.00 0.00 090 090 090 0.00 0.00 0.00 0.00 0 -0 0 0.0 '1 00 0.00 0.00 0.00 0.00 0.00 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 10.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 .0.00 0.00 090 090 090 1.00 090 0- - 0 0.00 090 0.00 090 0.00 0.00 0-00 0.00 0.00 Ext left. 660 21.5 21.5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 190 123 P6TN P6 172 23.86 17A3 0.31 020 33.31 20.80 0.60 0.93 0.93 0 0 0. 0 0 1 00 0.00 090 090 090 0.00 190 090 0- - 0 090 0.00 090 090 090 0.00 090 090 0.00 - 0 '_.0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 090 090 #00 0 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. nghtP* 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 9N1fr## -1.78 -3.26 1.20 pert Ext n5ht2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 090 090 090 090 090 0.00 090 0 0 0 0.0 3 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 090 090 0.00 0.00 Ext. rght3** 0 09 0,0 100 000 0.00 0.00 000 000 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 1.00 0.00 0.00 090 090 090 190 090 0- - 0 0.00 090 0.00 090 090 0.00 090 090 #00 Ext n5ht4 0 :00 0.0 1 00 .0.00 -090 090 090 090 190 090 0- - 0 0.00 0-00 090 090 0.00 090 090 090 0.00 0 0:0 0.0 1.00 x0.00 090 0.00 090 090 190 090 0- - 0 090 0.00 0.00 090 0.00 0.00 090 090 0.00 Ext nghth 0 0.0 00 1 00 0.00 0.00 090 090 0.00 1.00 0.00 0- - 0 090 090 0.00 0.00 0.00 0.00 000 0.00 0.00 0 90 0.0 1.00 0.00 0.00 0.00 090 090 190 090 0- - 0 0.00 090 090 0-00 090 090 090 090 #00 0 0.0 0.0 100 000 0.00 0.00 090 090 190 090 0- - 0 090 0-00 090 090 090 090 090 090 0.00 - - 0 0 0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 00 1 00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00' 0.0 1.00 0:00 0.00 090 090 0.00 1.00 090 0-- - 0 0.00 0.00 0.00 090 090 0.00 090 0.00 0-00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000 090 090 090 0-00 190 090 0- - 0 090 090 090 090 090 0.00 090 090 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1:00 0.00 0.00 090 090 090 1.00 090 0- - 0 0.00 090 090 090 090 090 0.00 090 0.00 0 '0.0 00. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 000 090 090 090 090 190 090 0- - 0 090 0.00 090 0.00 0.00 090 090 090 0.00 0 MO 0.0 ..1_00 0.00. 090 090 090 090 1.00 090 0- - 0 090 090 090 .090 090 090 090 O 00 0.00 1320 74.5 69.7=Leff. 2.25 5.16 2.23 3.08 1.00 EV,,;,a 7.40 EVE. 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-Ief fright; CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 15 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 La un. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R0TM Una U,,,m OTM Rc Un. U:,,,, U„„„, HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front MSTR` 406 5.0 17.0 ''1 00 0.15 244 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 321 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 9L 1.00 .0.15 141 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 1127 1.92 2.44 2.44 2A4 - - 0 0.0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0 0 IMO 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 OM 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 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 OM 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 ''0.0 0.0 IMO 0.00 0.00 000 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 9R23' 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 0.00 000 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 OM 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •• 0 '0 0 0.0 1 00 _0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 , 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .r1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 5 0 0 0 .1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 00 '1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0:0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 - 0 '0 0 0.0 1 00 0.00. 000 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0,00 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1-00 0.00 0.00 0.00 0.00 0.00 1.00 000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 11V„„,e 7.71 0VE0 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:PIan7A 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= .<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 pr= 1.30 Table 4.3.3.5 Wind Wind '.Q. E.O. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot 1r C/ w dl V level V abv level V abv. 2w/h vi Type Type vi OTM Rona U,,,1 1-loom OTM Rom U„a U=,m U.urn HD (sqft) (ft) (ft) (kip) (kip) (k. (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV"" 306 5.0 165 1.00 025 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.t1 0.00 0.00 ff 00 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 00 1'00 0.t. 0.00 0.00 0.00 0.00 1_00 0.00 0- - 0 0.00 000 0.00 0.00 000 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 '1.00 f 1 r 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 ''.0.0 1.01 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 O 0.0 0.0 1.0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 Rear KitlGar 660 11.5 11.5 .00 ''.0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P8 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 0 0.:0 0 0 1 00 0.00 0.00 .0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0.0 0 1 x1:00 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 Al 0'1:00 0.00 0.00 0.00 0.00 0.00 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'F' 2''6 4.e 8.0- 1.10 0,`. 1.8 66 0.,0 0. .01 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 1.11 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 park A:1NP 118 2.1 81 ''100 0.5 0.4 1.83 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 1 1.0 1 n 11 1.o 1 1.h 1.11 1.0. 1.10 1.11 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 '.0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 .'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 100 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=Leff. 4.84 8.83 2.23 3.08 _2Vwm 13.67 LVE. 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:PIan7A SHEARWALL WITH FORCE TRANSFER ID Front Upper MSTR* Roof Level w dl= 150 plf V eq 980 0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds ► v hdr eq= 59.4 plf -10- A -►A H head= A v hdr w= 147.9 plf 1.083 v Fdragl eq= 342 F2 eq= 342 • Fdragl w= :•0 F2 -850 H pier= vi eq= 196.0 Of 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 Fdrag3 eq= ' F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 i 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 ► t ►4 ► Hpier/L1= 2.00 _ 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 p/f V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► _____•,. v hdr eq= 113.9 plf ► H head= A v hdr w= 285.4 plf 1.083 v Fdragl eq= 484 F2 eq= 484 A Fdragl w= .13 F2 .- 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 vl w= 770.6 plf v3 w= 770.6 p/f P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 's- 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 p/f P6 feet OTM 13970 34997 R OTM 6777 8201 • v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5' L2= 8:5 L3= 2.5 Htotal/L= 0.67 Hpier/L1= 2.00 ► ►� 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 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0'r pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► v hdr eq= 62.1 plf •H head= A vhdrw= 191.6 p/f 1.083 V Fdragl eq= 155 F2 eq= 155 • Fdragl w= 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4. 4 1.4 ► Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet ► JOB It CT#14253:Plan 2613 ID.Rear Upper BR23'-'- Roof Level wdl= 160. pff V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 V w= 4970.0 pounds V1 w= 1311.2 pounds V5 = 424.8 pounds pounds V3 w= 2347.5 w pounds V5 w= 1311.2 pounds ► v hdr eq= 73.2 plf - • H1 head=W v hdr= 225.9 p/f H5 head= $ 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 I" 1 A Fdragl w= •:.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 A H1 pier= v1 eq= 134.1 pff v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 P vi w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 t feet fee H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fdra• 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 p/f H5 sill= 3,0 EQ Wind '' 30. feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: 11= 3.2 L2=.'.. 5.0 13= 5.7 L4 i 5.0 15= 3.2 Htotal/L= 0.36 Hpier/L1= 1.26 ► '4 ►f ►4 4 14 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95--.L reduction { s1 4:11 I ,,w yl 7 r +b A PAY TT- 100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test forShear 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 02014 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 1 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••'t(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 4 : 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10 faba11131 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=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame l' (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening //per wind design min 1000 lbf for single or double portal on both sides of opening % opposite side of sheathing I •�;� ter. 1.1 MINIIIIIMIMMIIMIr MIN' EPA Pony . wall ' l i height . I■ I Fasten top plate to header x 11 73/4: header with two rows of 16d f Bader notallow 3 sinker nails at 3"o.c.typ •v\_—Fasten sheathing to header with 8d common or /Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown • / panel sheathing max • • • total Header to jack-stud strap per wind design. • wall • Min 1000 lbf on both sides of opening opposite • • height r side of sheathing. • • If needed,panel splice edges • shall occur over and be 10' •\—Min.double 2x4 framing covered with min 3/8" /�. nailed to common blocking max thick wood structural panel sheathing with 4 ': within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. ,' I height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each • • panel edge. i -Min length of panel per table 1 , Typical portal frame \ construction Min(2)3500 lb strap-type hold-downs `' (embedded into concrete and nailed into framing) -1 , Min double 2x4 post(king and jack stud).Number of ::.4:„„, ,-Min reinforcing of foundation,one#4 bar " ?, r- iR jack studs per IRC tables k I %I top and bottom of footing.Lap bars 15"min. i , j R502.5(1)&(2). t1 y1 . i 4, ..� tom° 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 ©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,Mtnimutn Design Load for Buildings cind 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 Latent! Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:hen Form No.11 100F p@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members 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 0 2014 APA—The Engineered Wood Association 180 Nickerson rson St.CT ENGINEERING Suite 302 Project: fr A `1 @ ,i3RAZ6D PVV/e-, (20 "WA Date: ,.0y5, (206)285-4512 J Client: .+�1�� ( , (/ 52‘; '.5',&..5.,-/-.) Page Number: (206)285-0618 ► 1 1V-10 6'12 073.P 1 Q -- V � / c 61),5(1 g`.` X C6`` )2" k ,?7)( P e FpR �i 4 ?0 n2)x4 6 A-Q- 17T)vv Fatal ` / 1_ (()(0,2 _ .o� trJ �63.0,, �- )(0,-6/617) 0, 317_ (5 06 g /3)(_ie) M n— ( o,'L (6Q 4 - Y" z ())(,2)clea 66 ,6.144 Y. 4ti, q ; (e Atf))11, ) 5` ,)/6 4_ RA 112_. 60-4- h M 'U b) ., _ X 5,1 BAu, ,��Vl its �� Aa P)6--3KrMGL — 1 ov n a Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 } . Table 2.2A Uplift Connection Loads from Wind 1 • • •• (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Design Dead Load Roof Span(ft) Unit Connection Loads(plf)i'2,3'4,5'6.7 12. 118 128 140 164 190 219 249 281. 315 369 24 195 213 232 272 315 362 412 465 521 612 0 psf8 36 272 298 324 380 441 506 576 650 729 856 fn 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 M 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 i�rt 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 20 psf 36 32 58 84 140 201 266 336 410 489 616 tt :hi 4 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 I 118 213 316 426 542 666 865 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. s 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 1619.2 24 48 Multiplier 1.00 1.33 , 1.60 2.00 4.00 `l. ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) • for each full wall above. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. yz` ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length `y . includes the overhang length and the jack span. 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. c -:. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �t,//i(/�►/�/ ��/ �yI�N 0 Seattle,WA Project: T 1 I r`�/tL s)Av,(J�CJI Cr/ A . Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \d/W. fr)\.R+ 71T)))4$ :14tL 4V)/*15C2MTLJ�5 �P WYbD A- mA0A,4i \edi as • I it). A4A,-f-- ( bei-T) -vv. ' 141;:14.1:4 $ . 15 P5 P,. � �, � - 2� c • Ct9NtN�c9N 9 s /1 `3b �v ' Q- � +A 1pe: . it . •-•71? . • l� • s • TT.1, S ( .01, N = 6 2, = 12 •• ( 4-6)(2) .,,/D14. • gip, (-00 c40 6),(2.Dae. J (14Z �D.�S� o,�� = c fib e- . — )'?`9\46-- ( ) -gip -o,N°nok) �� v ?I' T1 Structural Engineers TRUSS TO WALL CONNECTION ,;I'i VAI ILII f OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES IJI Ili I I 1 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" V', Hu 1 SDWC15600 - - t, _ _. .i' 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" TWO ion -. 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. lir/I) .'0 2 (2)SDWC15600 - - ,__ `n 3 (3)SOWC15600 - - 1;1 ,, ROOF FRAMING PER PLAN 8d AT 6" O.C. z 2X VENTED BLK'G. 0.131" X 3" TOENAIL '�'' AT 6" O.C. /= CIS�. • H2.5A & SDWC15600 STY]F COMMON/GIRDER TRUSS • PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ';I'F VAI 131 '; I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 11-Fl F 1 1 HtI(6) 0.131" x1.5" (4) 0.131" X2.5" 100 ,11', 1 H2.5A (5) 0.131" X 2.5" 1 _ --- (5) 0.131" X 2.5" °�s �. ..iw 1 SDWC15600 - its l 2 H10-2 (9) 0.148" X 1.5" (9) 0.14$" X 1.5" 1070 /1)7 1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. in70 2nil _.. 2 (2)SDWC15600 - - :1,4I 2.10 3 (3)SDWC15600 - 1.15'i iii[, ADD A35 ® 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND ' SDWC STYLE Bd AT 6" O.C. �'••.• CONNECTIONS 2X VENTED BLK'G. Mi1 , 9• iii �IH1" I 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 [ 4-19-16 Roseburg J2 MAIN 1:43pm :1 Porest Products Compa n 1 of 1 CS Beam 20164.0.5 IanBeamfno ne 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 'li ft •fr / / 9 1450 11 70 / 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -441 Maximum Load Case Reactions Used far applyi ng point loads(or li ne loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names aretmdemalnsoftheirrespectiveowners KAMI L.HENDERSON StrOnQ���,,�,,,,,,,,,R� EWP MANAGER g- Copyright(C)20t6 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,lloorjoist,beam orgirder,shown on this drawing meets applicable desgn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVE RTON,OREGON 97005 design must be reviewed by a qualified desgner ordesgn professional as required forapproval.This dedgn omumesproduct installation according tc the manufacturersspecifications 503-858-9663