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Specifications (50) RECEIVED � ° geci SEP 1 2016 CT ENGINEERING Structural Engineers CITY OF TIGARD RD 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. l�Yi[ll� 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace � ‘ 60Ofs Plan 7 jiffElevation B alb^VRE . 2 2 ti6 Tigard, OR �'�Fs T. G� ti�ti° o �\ Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 S9.1 r RB.bl n RB.bl -1— RE TRUSS ,MIN. HDR I , MIN. HDR 19 S9.1 19 S9.1 1 I = I I S —I I I U `1 ROOF TRUSSES AT 24" O.C. TYP. t cc1 — =I t, °�i A Ia I N NI I---- —�- J _ GABLE WEB LI I _f- 1 r1 I 1 1 R 'IL_ Ice 22"x30" 0 1_49.1 A ' I CCESAMC I --_ I3:4 20 S I 59.1 20 11-1S-j_1447:1N7ii.Hii32rj591N. xp] NIy' NInaiI I I1s I S9.1r � MIN HDR ,A' IN. HDR 1 MIN . HDR MIN. HDR I •-- - ---e.--. .'.1— I GABLEI END TRUSS I L J_RB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B 59.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48 MST48 1 CJ i:\\ I '› { 0 I i i I /01), oV Q ,I ' 'l—i a 1 WASHER FL r 11 0ENTIRE E_ 1 DRYER SIDE ENTIRE C"61-1‘) 1ti SIDE i 1 ( 6 - t�) 9 I a MST37 MST37 1111III0 ■ 1.II I I> 8 S1.2 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 1 dill P3 9 59.1 ahl MEP - i. -I /". c WO �. _GABLE'END TRUSS i 1:1117 1 CONT.14x12 HDR \ ---- STHD1 -_ STHD74 Ii1.1,1 cT+B14 ROOF TRUSSES AT 24" O.C. TW. 9._6. 6x6 POST 6x6 POST 5 522'1 a_5 _T a soya 1 —7T -�T= Ip_ _]!�- Tr-11-- S.z H e-_R' b2 U ci 4 ori4 S S9.0 9.0 c„, itio ,, .._. ,,, D u co O O ti P4 eip a 074 STI-014 1%x 14 L it NMI 1 I .o, 1 I 1Q I IIMI � I I \�--- ---0 ENTIRE 6x6 POST 0 i L �� 1 ' SIDE ��1c (2)114" FLOOR TRUSSE'1—;M, I ROOF TRUSSES i 2)2x 0 HD' r1J AT 24' O.C.' ''"--23,1,1 r s, 110 `+ 1 /l;• I__ ♦ II cti 4 _ � •YY:IIFii�l�rir� ENTIRE® LEDGER I ‘,II al ®.''�� \\ SIDE PB �.� - ----- - --':v ®© y � 7 (2)2x10 HDR 1_0 IM n I D.b15 er 03 1 o = I \ o I a 1 N • Z 1 BLOCKOUT FOR I I MICROWAVE EXHAUST. ec e __J 0 13" CLEAR = I a�--1 "II! I PICTURE FRAME o w a OPENING. DIMS •� m a I N ARE TO q STUDS. 04 N • mU 1 .N.. 2 1 -'d- o O_ x X' 'N Ixa In 0- m1-7-7S----f I 1 1 I o FIXTURES `'RI' I I 1 ABOVE I I IC la 6X6 POST 0 0 cr Y, of = 1 I x2 •N•i ��qq1 4 O (--1- II I N IAM I o rr _� M `�' al 2x ROOF 1 1 v I 11 0-- ,,Iii FRAMING I 9 I I . 1 i l B.b9- I I — JI o I . i a :_ J 1 A 0 F TT LEDGER 1 IliN STHD14 STHD14 4x8 HD'=4x8 HDR�4x8 HDR 4x8 HDR I� 0 0 B E,A; B.b-. B .10 Alb ti ® Si gif2CP2P3 122`" lairIM u_ Si I % ® B.blB __ E.b17 4x12 HDR it �_4x12 LAD'0� 6x6 POST W/ACE4 17 18 & 6x6 POST All All 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED z TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"=1'0" AMERICAN MODERN -7072 16'-3" .5-10y2 18 _1 80® 18 Ss.1 0! _ S6.1 0 _,,:,, I STHD14 \may -- STHD1' ( Z w Q t N N7 3ha CONC. SLAB - Z g OVER 4" FREE DRAINAGE MATERIAL 0 w OVER COMPACTED FILL d i= Q i---L ~ ^ i- Q N ®I — } I I VERIFY GARAGE SLAB HEIGHT '�' ,,t.::-.- 10 WITH GRADING PLAN a N O e 14 18'-o3/2" 3'-113/2,1 ' 14 u S6.0 Ss.O I H i J I 7h ♦ 9-0" 1 1 \ -16" It 1 a-- ®� I I l 1 rtr 3 " CONC. -14" m© VARIES : MIN. 7 1 - FURN. o 0 PATIO SLAB I sIM.�� -3" FROM TOP OF r-- jL ABOVE o STEM WALL 1 /11 J uo SLOPE I ens P4 I STHD14 IL--�I 0 2"DN • , I ------ 1 rr - -r I M cv o O ^ i ♦fit- ] 'J 1__ J1 Ca 1-1 _I 56.0 _^ , STHD14 _ J ti r i r 1 43/4.2'\i, 3-g 4 1 1� 1 2x4 PONY WALL 3 18x24 CRAWL FIXTURE ABOVE—•-I I1 rn ABU66 7,I I , I AT HIGH FDN. �n 1f-It ACCESS � T - a © 6 I I n 4t 0 ik `" a 1' 1 'I , N L4] 18"x36"x10" FOOTING `a u -� N 0 hi 1 t -3" , (2) #4' (3) #4 ., P6 i_ i ',-L•-n II I-1%"x 91c LVL ♦1 I I P6 ENTIRE I I r- r I CENTER U/ WALL I f--E FT; 7 I, ss o 1----1,i-1 9'-sy" , 7 ♦ITI 18 ' S6.0 FINISHED FLOOR F 0" ® — L�J ss.o FOOTING W/ gar sT AT+0'-0" ^ �' (3) #4 EA. WAY r ® n -i N oI[q--: Y____ 1 J. �}• �iP.T. 4x4 POST ,• • .. o 1 11 TYP. •U.N.O. , F t •% CRAWL S L.1_1 O DRAINAGE 'kr CONNECT I M"I-JOISTS AT 19.2" O.C. • FOOTING TYPICAL ALLOW P 1i DRAINAGE r 1-12141-1- 71'-774" ') I 14'_43/" N r /. ♦I I 9'-83/4" 4 L J 1'.-6r .. ♦ t ^ / 13'4"_9Yz" LVL__--� i r-- 30"x30"x10" m i I 1 1 FOOTING W/ 18"x18"x10" FTG. "' ' -j (3) #4 EA. WAY 12 I? W/ (2) #4 EW I I \I Ii-H-121/4"1 ;� ® TYP. U.N.O. T-I L---- 6x6 P.T. POST — ++ J i (10o&4 / r" x 9Yz" LVLI SIM.56.0 D1 SIM. I -3" I L 2x PONY —�� 1 WALL 10 1 In START FRMG.I - SIN. 56.0`D1 SIM. -3" I 7 1 S6.0 SIMJ r� 6 r I \ \ SII 4\1\_ • I� � S:0 6,7 I N ® ISTHD14 CP STHD14 'n i 3W' CONC. SLAB -61/2" TOP OF SLABo 1SLOPE 13/ —121 " TOP OF 8" 10 `L- -- - zT�M.WALL _.:131 ir 7. ABU44 I e s60 ABU44 -2%" 6'-0" ABU44 3y" J. 8,-5" 3 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 14189_Plan_2613.ecw:ROOF FRAMING t _(c)1983-2003 ENERCALC Engineering Software Description 2613B ROOF FRAMING Timber Member Information i RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Rr,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 II 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 OKBending 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 OKShear 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 1 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 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 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 LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- 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 Defl in -0.027 L/Defl 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 Timber Beam & Joist Page 1 User.3-2-0 3 ENE,Ver C En 1 Engineering o PLAN 7 ABD.ECW:FIoor Framing _(c)1983-2003 ENERCALC Engineering Sofhvare Description 2613B FLR FRMG 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5 B.b5 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 Fr- Rosboro,Bigbeam iLevel,LSL 1.55E Hell Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Lards,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 ill 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 I Kesuits Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax©Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi Shear OK O OK Shear Shea45.0 356.5 Shear OK 150.0 OK O Shear ShearK 180.0 172.5 Shear OK Reactions Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN 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 2 OF 3 Timber Member Information I� B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 1 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 Fr,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 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 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 Page Framing _(c)1983-2003 ENERCALC Engineering Software 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 Hen 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 111 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 1 I _ti_ l_______ '_,-Code Code I _Code 1 Suggest Suggest Suggest? L ick I-L ick_ L ick L ick b d Spa.1 LL DL 1--M max V max El L fb L fv L TL2401 L LL360 r L max TL dell. 1 LL dell. + L TL360 L LL480 L max TL deft T dell LL dell.EL ell. size&grade ,width(in.)1 depth(in.) (in.) ; (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft) (ft.) I (ft.) (ft.) (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio 9.5"TJI 1101 1.75 r 9 5 19.21 40 15 2380 1220...1 40E+08 14.711 27.73 15 231 14 804 14 71 0.6.6 0.48_ 1 9.5"TJI 110 1.75 � 3.31 13.45 13 31 0 44 360 0 32 495 9,5 16 40 15; 2380 1220! 1.40E+08 16.11133.27 16 19; 15.73 15 73 9 5"TJI 110 1 750.79 0.52 1 14.14 14.29 14.14 0.57 360 0.38; 495 i 1.40E+08 18.611 44.36 17.821 17.311 17.311 0.79 0.58 15.57 15.73 15 57' 0.521 360 9 5 TJI 1101 175 _9 5 9.6' 40 15, 2380 1220 1 40E+08 20.80 55 45 19.19_1,, 18.64 18 64: � 12 40 15� 2380 1220 � 0 38 495 0.85 0.62 16.77 16 94 16.77 0.561 360 0.41 495 TJI 1101 1.751 9.5 19.21 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.371 15.37 0.64) 0.511 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 '1 57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 '14,84 0.46 384 0.37 480 9.5"TJI 110 1.751 9 51_ 121 40_ 10 2500 1220' 1.57E+08 20.00 48.80 19.111 17.98 17.981 0.751 0.601 16.69 16,34 16.34 0.511 384 0.411480 480 9.5"TJI 110' 1.751 9 5 9.61 40 10 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.37 0.81 0.65 17.98 17,60 17.60 0.55 384 0.44 480 9.5"TJI 2101 2.0625 9.51 19.21 40 10 3000 1330 1.87E+08 17.32 33.25 17.32; 16.30 15.13 1 14.81 0.461 9.5"TJI 210 2.0625 9.5 16', 40 10 3000 1330 1,87E+08 18.97 39.90 18.40 17.321 17.32 0.72. 1 0.581 16.08 15.74 '.15.74 0.49. 384 0.37 480 1 1.87E+08 21 91 53 20 20.26. 19.06-1 19.0i..__ 0.79 0.64 17/0 17.32 17.32 0 541 384 0 43' 480 -_ 4 0 39 480 9 5 TJI 210 2.06251_, 9 5� 12_ 40 10 30D0 1330 9.5"TJI 210 2.0625 -- �-� - -- --'�--"J' 1 1 9.51 9.67 40 101 3000 1330 1.87E+08 24 491 66.50 21 82 20.531 20.53 0.861 0.68 19.06 18.66 18.66' 0.581 384 0.471 480 1 1 9.5"TJI 230 2.3125 1 9.51 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.831 16.83 0.701 0.56 15.63 15.29 15.29 0 481 384 0 381 480 9.5'TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0;75 0.60 16.60 16.25 16.25. 0.51 384 0.41 480 9.5"TJI 230; 2.31251 9.51 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.92i 19.69 19.691 9.5"TJI 230 2.31251 1 0.881 0.661 18.28 17.89 17 27 0.60 384 0.48 480 9 5 9 6 40 101 3330 1330; 2.06E+08 25.81 66.50 22 54 21.21 21.21 0.88) 0.71 I 19.69 19.27 19.27 0.60 384 0.48 480 I-- TJI 110' 1.75 11.875 -4-- 11.875' _ F t 19.2; 40 10 3160 1560 2.67E+08 17,781 39.00 19,50 18.351 17.78 0.671 0.54 1 17,04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18,10 17.72 ;• '17,72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 1560' 2.67E+08 22.491 62.40 22.81121.461 21.46 0.891 0.721 11.875"TJI 110' 1.751 11.8751 9.61 40 101 3160 15601 2.67E+08 25.141 78.00 24.57; 23.121 23.12; 0.96; 0.771 .46 21.01.0 21.01 0.661 384 0.491 480 - " 21.46 - 21 Oi 0.661 384 0.531 480 11.875 TJI 210; 2.06251 11.875 19.2; 40 101 3795 1655 3.15E+08 19,481 41.38 20.611 19.391 19.39 0.81 0.65' 18.00 17.62 17.6 2 11.87 5"5 TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 ;21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72..: 16,72 0.59r 384 0.47 384 0.44-1 480 11.875"TJI 2101 2 06251 11.8751 12j 40 101 3795 1655 3.15E+08 24.64,_ 66.20 24.101 22.681._ 22.68!,.. 0 95 0 761 i_ 21.05 20.61 20.61 0.641. 384 0.521 480 11.875"TJI 210) 2.06251 11.8751 9.61 40 101 3795 1655. 3.15E+08 27.55, 82.75 25.96 24.43! 24.431 1.02 0.811 22.68 22.20 22.20' 0.69; 384 0.551 480 ------- ------- --- I 1 11.875"TJI 230; 2.3125' 11.8751 19.2 40 101 I � 4215 1655 3.47E+08 20.531 41.38 21.28 20.03 20,03 0,831 0.671 1 18.59 18,20 18,20 0.571 384 0.451 480 11.875"TJI 230 2.3125. 11.875 16 40 10 4215 1655 347E+08 `22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19,34 0.60 384 0.48 480 11.875 TJI 2301 2.31251 11.8751 121 40 10 4215 1655: 3.47E+08 25.971 66.20 24.89. 23.42 23.42 0.981._ 0.781 21.74 21.28 21 28 0.671 384 0.53 11.875 TJI 230 2.31 25 11.875 9.6: 40 101 4215 1655 3.47E+08 29.03; 480 f- 82 75 26.81 25.23 1.05 0.84; 23.42 22.93 22 93 0.72 384 0.57 480 11.875"RFPI 400) 2.0625 11.8751 19.21 40 101 4315 1480 3.30E+08 20.771 37.00 20.931 19.691 19.69 0.82, 0.661 18.28 17.89 17.89 0.56; 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 330E+08 '22.76 44.40 22.24 20.93 20.93 0,87 0.70 19.43 19.01 18,01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+08 26.281 59.201 24.481 23.03' 23.03, 0.961. 0.771 21.38 20.93 20.93 0 651 384 0.52 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 101 4315 1480'; 3.30E+08 29.381 74.00 26.371 24.811 24.81; 1.03; 0.831 I 23.031 22.54 22.54' 0.70 384} 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•Factor D+L+S 0.80 Constant) Section 3.7.1.5--- Cr CfCr b 11.1111111-Cf 0f c MIN 1997 NDS �®' ' Constant Section 3.7.1.5.11.11111111.111111111.11111.1111111= o �MM�II ... ®�®- Eq.3.7-1 -.._ MINI Comte Bite SizeRep.... `.�_[T �Sec8on 2.3.10 ---- .-- -_____- .E• duration duratio factor tactor use Emarcry, @,il..p[�;r�['m, y�.-..J Nor.Load NEILIECd Fb C_LI Fc ISI(IIIIMILCIIIN17»_E11111111=75111153111111211111111111=1111111211111M111111211111/011111 MIIIII _11.11921111.11810-1MI Fb"1-fc/Fce 111111111311111113111250311111231111111113111111113 0' .15 1.05®� NO 1 zoo 000 11.122111103��''®®® 1.00 0.00 0.000 H-F Stud ®��''�''�' 1.15 ®�®®®® 340.90 1.00 0.00 0.000 0'9966 ®® 115 ®03®� 800 1,200,000 966 34090 340.00 0.00 0.000 ISECIIIH-F Stud �® ��" � 0.9947 Z� 988a� 393.85] 0.00 0.000 ®®� � � 0.9921 �i 1.15 111011/21E11001111131111031801,200,000�� 966 395.22 115 800 1,200,500�� 0.00 0.000 EVEIRM®®0��®"� 09921 ® 1.15 ® ®®® 1 200 000M1=1111111ZININEZIIIMIZ 396.221MEMINE3 0.00 0.000 SPF Stud ®®MEM�' MEEININEEI I 0.9952 1.00 ®®IIII®II/MIZEI®1,200,000•11=111•190322011131211111111110M111111113 0.00 0 000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2788.1 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 1.05 1.15 675 425 725 1 200 000 SPF Stud 1.5 3.5 16 8.25 2030 EMU 9925 2789.11 1.15 ®1.05 1_15 675 425 725 1,200,000 854 531 875 438 449.95 388.13 387.30 1 00 0 00 0 000 SPF Stud ® 1875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud ®®®� 8.25 3050�' 0.9957 4183.8 1.15 ®1.05 1.15 425 725 1_200,000 ®875.438 449.95 388.13 387.30 1.00 0.00 0.1100 -_____---__ 1.15 ®�®� 1.300,000111111111111111111111 -- 1644.5 _13- 77-- 0.49 ®®� �®�� 115 ®�®�__ 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 1,300,000 1.271 IMMIISG_®®��®�'��®® lEal 1 300,000 1,271 506 1644.5 1203.70 946.77 506.18 0,53 0.00 0.000 ®®��®''®�' ' 1.00_-._.1.15 ®®�� _r... SPF#2 ®®M 7.7083 3287 0 0.2737 3287.1 1.00 1.15 1.10®®® 1150 1,400,000 1,308 531 1454.75 1 015 45 531.23 0 52 0.00 0.000 08925 850.18®� 0.00 0.000 SPF#2 ®®u�� 0.3905 1.00 1.15 ®1.10 1,400,000® SPOT$2 IIIIIIIIIIIIIIIIIIIEERNEMIIIIIELMIINKINGIRIIIIIMINIIIIIINIIIMIIIIIIIIIIIIIIIIKEIIIIIM 1400,000 ®II:=1296.300®IKM 0.00 0.000 -____NIM_--_ IINIIIIIIIIIIIM___ ____--_IIINIIII- _ IIIIIM__IIIIMI---- �� __ ____--_�- 1111U1®�� r�. 2091.8 r�l' ®��®1,200,000®�r� i '� �'�' IIIIIIIIIIIIIIMINNIIIIIIKINIEIMINIMENINIEI0.9917 MUM iiimilliEURCI 1.15 EI/111501 1150 1,400,000111100®111323E ® 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 DoL+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 Bucdinf4 Factor D+L+W c 0.80(Constant)>J Sectlon 3.7.1.5 __ __ Cr _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb)ism I Cf(Fc 1997 NDS • Cb (Vanes) > Section 2.3.10 , ,Bending_Comp. Size Size Poplin. _ 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 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb fb/ in. In. M. ft. plf psf plf _ (Fb) (Fc) psi psi psi psi .si .sl .I 'SI -SI .sI ..I Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 I 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 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 17I-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80 H 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 -F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 _ 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 MIMI 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 1,366 531 761.25 378.09 328.30 177.78 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 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 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 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 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 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 _ .. _..8 16__. 1.15 4 _.._..__._5 37294_6 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 294.80 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 855 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 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 16 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 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.8 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 1086.25 806.08 531.23 0.66 181.23 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 1,400,005 2,093 531 1265 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 7A0 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 964646 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_450,500 2,093 531 1265 244.40 233.80 106.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ c an Constant)> Section 3.7.1.5 --_ __ - KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS MEIN Cb atlas > Section 2.3.10 � Bending Comp. Size m-:. .. .. Cd Fb Cd Fc E..3.7-1 ®�.1�® NDS 3.9.20 .uPla durationdbduration factor factor use®MP� ®�®® ®© Stud Grade Vert.Load Hoc Load =1. Load C Plat= Cd cCt Cr E Fc fc Sr/ -®®®0__IIMM__» 111(331_ 111M111f111 i �� M��Fb"1-fc/Fce Lai, _®��'' �__ 0.9962 1.60 1.15 - 15 .15 ®�®' 800 1,2p00,000��_®'' 0.599 �_®��_ 0.9966 1.60 mi®' ®ILEI®' 800 1,200,000 111K01111E111 378.09 340.901111BIEMIfil 447.52 IMIII _®®NIEMEXI®'_ 0.9966 MUM 1.60 1.15 ®110®1111111112311®" 1,200,000 1,366 340.90111E1IEONCE0 335.64 1111M11_®m11111MIEE__ IC MEM111�®®®' ®�®' 1,200,000 1,366�� F�3��EM ®®®�� 0.9956 2657.8 1.15 ®1.05 110011113101.12031111112311 1400.0001111E1111111E11 966 '�"' 11111MINIEMINICE165111111111111.131311 alizm_®0onsamme_•'_ 0.9960 3986.7 NEER 1.15 ®1.05®eartai 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud ®®1111 7.7083 1080 9.71 0.9935 2091.8 1.60 1.15 IS 1.05®ISIPI®1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud ®®mIIIME®'''_ 0.9986 2091.8 1.60 ®®®' ®NNIIKEZZ®1,200,000 531 575.438 1111.ElnillaRalgraeg 0.669 SPF Stud ®®®ins 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 ®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 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 ®masgme 1430 IIIIIMBEICEESMEMINI 1.60 1.151.05 1.15� 425 725 1,200,000 1,366®875.438 449.95 388.13 0.70 271.03 0.503 SPF Stud 1.5 3.5 �� 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.111111 425 725 1200,000 1,366®875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 ®®iiii7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 Ei 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 ®®MEIIIIIMI®'''®_ 0.4100 MIME 1.60 1.15 ®®'®MIXIMILLEIMIE11 1,300,000 2,033111111E111111EZEIKEE011111EMNIELMINUMIELEINIIINEMI SPF#2 111111111 7.7083 3287 9.71 0.3872 3287.1 1.60 1.15 1111 1.10 111111111111 1,400,000 2,093 1454.75 1015.45 531.23 0.52IE 0.114 SPF#2 ®®mMNEEIEE �' 1.60 1.15 ®1.10®mau .�paa 1,400,000 2,093®1454.75 850.161111SEDIKEE 181.23 0.169 EUiEIIII®®IIIIEIIIIEIEI__ XE 1.60 1.15 ®1311®111111111120111111111 1,400,000®1454.75 1296.30®1111110 146.34 =__E ___-= .■■.-. --- -._ SPF Stud 1.5 ®III® 50.0 70 8.46 0.9955 2091.8 1.60 1.15 ®1.05®®®®1,200,000 ••®®® 139.02 17.78 0.13 iiii 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 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 1644.5 228.94 220.14 98.97 0.44 927.02 0.796 Page 1 • D+L+S+.S W CT#14189-Betahny Creek Falls LOAD CASE (12-15) (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 Bucklint Factor D+L+S+Wl2 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(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacin• Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plat:Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc -E Fb' Fc perp' Fc' EMI Pe fc fc/F'c fb fb/ in. in. In. , ft. plf psf pit Fb Fc •i •si •si .51 •sl •si •I ISM •sl •.I •-I Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 IIIIII.tlia 0.9923 1993.4 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 423 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,3665i 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9990 2857.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966j 449.95 395.22, 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73)223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1,15 675 425 1725 1,200,000 1,366 531 875.438 378.09 338.17 280.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1,60_ 1.15 1.1 1.05 1.15 675 1 425 725 1,200,000 1,366 531 875.4381 449.95 388.131 299.68 0.77 180.69 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 1 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49_ 76.28 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 ,,,j,.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0.3304 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64'463.51 0.580 -t-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED O_N ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ____ MIL= 1.00 Design Bucklin.Factor _- _�M___ -_IMIN __- c 0.80(Constant)> Section 3.7.1.5 ....._. �_ __ .._ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb arias Section 2.3.10 -��Bendinr Com..ISE �.. Cd Fb Cd Fc E..3.7-1 _-___--1 duration duration''• ��_�_ -_ 111111111111111111111111,1111111111111111111111111111 Stud Grade•' '�`ZIMQS; IDMEMIHor.Load`MIMII .•�--'[M(S]]ONiINImmINNIME 1111291119®IIIMM®_�®©® -®®®0��MIIII�-�Qi_�[(NGIO��f� •si 515.42 ,' ' I *Mt 0.9983 ®�®� 1,200,000 Nizairmailman g®® '�' mo_® 0.9960 M"rI 1.60 1.15 ®�®�- 800 1,200,000�� 378.09 340.90 256.51 G_®®iF��ID® 1,200,000 270.48 H-F Stud ®®®��.�'® 0.9937 1.60 1.15 ®�®�� H-F Stud ®®MINMELEINEE®® 0.9961 ME= 1.60 1.15 1110113131001111:0111:131 800 1,200,000 11111EMErn 968 ®®' 0.9947 1.60 1.15_ ®�®�ti'� 1,z00,000��;� �®� � ram• ®®®��'®IMIZIMMENNINIIIIMINNMECEIMOMIIIMIll 0.9966 1.15 ®IKEI®NINNION 600 1 200 000.11X03 966 11111EIES1111161111/`1 0.244 -_____---- _� �___1,200,000_®"® �` ______ 12 IIINIIIIIII OFF Stud ®®� ��® �®® ®��® 378.09 ] 188.85 SPF Stud ®®�� 1000® 0.9918 2091.8 1.60 ®®1.05®�� 725 1,200,000®[ SPF Stud ®®®n30.9 1410 3.57 0.9962 2789.1 1,60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 ® 8.25 1690 3.57 0.9940 2789.1 1.60 1.15 1011111311.15 675 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 OFF Stud 1.5 ®M 8.25 Ili 2670 3.57 0.9987 4183.6 1.60 1.15 ®1.05 1.15 875 111 725 1,200,000 1,388 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 ®®11}11 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 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 MINIENIONININCEMINIIIIIIMMOMINMIENIIIRIIIIMMIMMEN 1.15 ®®'® 650 ILIIMIM1,300,0001111333111011=113�'`I'I• I�" 0.055 SPF#2 ®®M7 7083r 3287 3.57 0.3154 3287.1 1.60 1.15 ®1.10 1111111111111 ® 1150 1,400,000 2,093® ig 1015.45 531.23 58.10 00.0071 SPF#2 ®®�� 3.57 1.60 1.15 ®II®� 425 MI 1,400,000 ®Q� ' '- 850.16 531.23�� SPF#2 ®®N11011113331101:1 ®IN MEIMMI ®®�'®� 425 1,400,000 ® Q�' ® MIDICE3 0.052 -_-___--_-� 1111111INION___-_____-__- _NNIIIIIIINMIMI__--- _.... INN _--___ SPF Stud ®®�� 50.0 285 3.57 0.9981 2091.8 11.05 __�®®®1'200,000®E 875.43811i 139.02 72.38 0.52iiii 0.727 SPF#2 ®®IMININIEDNIMM_® 0.9910 i'6[1111.15 i6I]® �Qim' 1,400,000 ®moi ® 164.85 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 ENGINEERING180 Suite 30 ckerson St. **,r Seattle,WA Psoi.ect: •Date. 98109 (206)283-45/2 FAX: Client: Page Number: (206)28S-0618 7400 P5r 04, 'wk.) It - mg) 44 •040 (Wt 3 lop (4-0.11$) Alt> 10- .51t1 24191;# 144 , iry . .,.....e s. Z #41''x0+- 5)# 61(3 .:+ cio ` - �Its l)5Y( 45- ' e o a oaf- 0 .460g. ficfr;-• 3e seerc ri6j 2. y 3 Structural Engineers 180 Nicterson St. ENGINEERINGNM Suite 302 Seattle,WA t/t(� E N GQ 9810) Project: t F 7 jt 1 Date: (206)285-4512 Client: Si}%,W]Gf P LV i Y'l i Page Number: (206)285-6618 P te *✓ A2 t- . VAth p , G(f. 1 ,, - C;....,kcs 4,,. P S `. `.. �, ,' 6 , �� . E"Str,.. . ; ... 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' . 1 Structural Engineers •ee_sO1'1,1)s 4-,3.64-, Design Maps Summary Report Page 1 of 1 ME(WS 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 ,P' ,w, • waukie s_ sX, Lak E ?1 3 } L}6tY19�y - / v.� F'� .A I{Slt t f9s• i tri i. • � '` 1' ' yA„ yc,i�'` t, /gym J4 M E R I C A T Latin � esc'. USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SOS = 0.720 g Si = 0.423 g SMI = 0.667 g S01 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE*Response.Spectrum Design Response Spectrum 091 Lie cam`; 4.12 O,72 042 x.5+3 29.E 0,77 S 0,55 0.n 0.s5 0.40 C44 .22 0,23 0,21 0:22 CO C11 0.OI ,t)OOt COO &OO 0.20 0.40 COO CIO 1.0. L20 L.40 1.521 Lam! 2.00 0.€0 0.229 0.519 O D O.4d9 1._eo 1.10 1_4.0 L.&O LSO Z OO Pari.►.T(mate) P riod1,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&lath... 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. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.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=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=F,,*Si SM.,= 0.75 EQ 16-38 EQ 11.4-2 Sim=2/3*SMs Sips= 0.78 EQ 16-39 EQ 11.4-3 Sal=2/3*SMI 5D1= 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 S2o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sps= 0.78 h„ = 18.00(ft) S01= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-05(Section 12.8.3) TL= 6'ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SOS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(RITE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD1*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 S1)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wX *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) EW, *h,k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022 28.16 506.9 0.58 321 321 2nd 8.00 10.00' 10.00 1310 0.028' 36.68 366.8 0.42 233 5.54 1st(base) 10.00 0.00' SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F, E F, w, E w; Fp, = ZF,=ww. 0.4*SDS*IE*wP 0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPX Max. FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B S-S 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= 26.0 56.0':ft. V u/t. Wind Speed 3 sac.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust=:* . mph (EQ 16-33) Exposure= B B,' lw= 1.0 1.0N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6;psf Figure 28.8-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7' 20.7 psf Figure 28.6-1 P030 0= 4.7' 4,7'psf Figure 28.6-1 A.= 1.00 1.00' Figure 28.6-1 Kn= 1.00` 1,00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Ke*I : 1 1 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB = 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) Ps A end C average= 24.7 24.7 psf (LRFD) Ps 8 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) width factor roof-> 1.00 1:.00 0.89 0.89 16 psf Smin. 16 psf in.) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 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 LEVEL Height per 28.4.4 WIND SUM WIND SUM g (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(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) V(E-V$0 V(E-W) Vi(N-S) V(N-S) V(E-1N) V(E-W) Roof 18.00 1830 030: 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 030 0.00: 0.00 3.74 1030 8.06 2031 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(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD)- kips(LRFD) kips(ASD) kips(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 wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065` 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 49'-#2 , 13' 11Y2" ♦ 10'-0/2" 2.-10/2" 7'-2" , 2'-5" , 11'-10" , ♦ 12'-2Y2" 1'-9" 5-7" 5.-23/2" 1 Y. 3.-6. .F 3-8" ♦ , t , t I I I C) I I I r -1 (g©' S-o'a-o SL a \ _ I 14-r CSMT ` L ♦ r r IJ to r w EGRESS D EGRESS A 4 I o w Z Nr Left 1 ZA • •, � --1 V _ = CL - �nFEJT?(LAZING Left 4 G0 D N i A O qy e„i '", N O Aiiiih 0 I, C N �"_t 0 cc I• In m lO u R m w O — r MOM W ul AIL c* • Q N 0 Of 1 LI _ f �- o o � +� " 2-7" 9-3. N m A RI z . c. '71 m 1 2-6 HCW a' o +r— + 'N^ N yC4'- D 3-5Y2. r'1 y N O w Q ♦ w / '�� ® 1 l O 9 v2f 12'-4}4" 4-3Y2" 4-7%" a u ♦ •♦ m - ° NC ?� W p - 2x8 ti-- C \p� ,41 F _ �._ -ti �-N-� ti I r-1 ^,'- !2X { z4 re w o J O% 4.= I5r..l LiNI ZT I a l r/ � x Im I x W I LJ Amll S x r IN.oI . _ c� o mom,' ,o .'-1 Dm 7 •2 L--J F C ®a 0] -8o�y CL rx*�D !�1® o N .- - - - 0 >' D j n N acro 0 a� m N L7"= :n m r-4- IIIb ,, O a� m Z ----_m - ..m 1 '.,:"4 • �' / \ s� .D F Wp\ IV m�N ° L� A 1T''- '- / �I ` I of �n _ N I a 2 N a t`L TI ti Of '� f • 1 F. '1"I �......1 L L`nZA' 1 I Right I. __ x-- E0 e,' ' ,_ Iv w nl 3 O Z m0 \ S &P x 'D J zO L J 2-0 3 0 SH . . 0 3-�FI D ` D S-1 , GLAZING REE LASS - _ 1-11}'2"1 8'-5Y4" 1'-9 1 t 1 10'-4�4" 3'-4• 7_1A' 5'-73/2" 5'-53" .2-4Y2" 14'-2)/2" 46'-1)4" 2'-11" , 22'-0" 10'_o" 12'-0" ROOF I e ABOVE i ` f \ I I Ic_I' -- 6 16-0 7-0 OH © , I Gar AB 2 A Gar BWP� REMOVED 2x8 FRAMING FOR 0 ELEC. PANEL av L—_ FLOOR ABOVE) -Jni Garage % 3'-11Y2" N WALL FINISH: )4" GWB BOLLARD' v N CEILING FINISH 96" TYPE X'GWB \ ® r4 WRAP ALL GWB i14 N WRAP BEAMS BELOW CEILING LEVE. INSULATE FLOOR ABOVE. µ41 ink y.1 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM ' CO 4-I (ADD MORE STEPS AS REQUIRED PER +18" A.F.F.9 0 SITE CONDITION) ,�5' ` • , t to 18'_0YZ h?�� e.: GUARD RAIL WITH 6"HIGH -i ©2x4 CURB AT BOTTOM- FURNlo lar TOP AT Rear ABOVE r ; �\-+ Patio • A d 1 �� _ a z-5-.,. 4 _24-TE,& N 3-9Y4' . < O m=I Q -I Pwdr. �r , F I 4'-0" 3-7Y2 3'-10" 2'-6" N ": O O --ril 0 II'° vto nI4 18"x24" CRAWL SPACE ACCESS t72' Kitchen ' a, �i I 2x4 35"HIGH o --' PONY WALL a ofl ( _ 7 --4-.-I lo ,� 0 O DW L__, Q 0 • o Dining © p - J`y •N D n INSULATE FLOOR ' OVER CRAWL SPACE t e'-7Y2" o COUNTERTOP -.---- "' OVER STANDARD �' A BASE CABINET I I m c +36"A.F.F. I •_ I 'n I1 i `c. `� N UL APPROVED 36" WIDE FLUSH BEAM 2X4 i A ... H P , FACTORY-BUILT DIRECT ABOVE ; 2x8 B ♦ ♦ ♦ VENT GAS FIREPLACE 6x6 POST ;N i2_0. 2-7Y2�Q� -� W/GWB FINISH ,!� N Entryn :; pi '� SY2, -N in _� In I I 5 Living 2x6 39"HIGH '' '� o m AS APPABLEI I "' a I PER SITE / WALL W/FINISH > "' In ♦ CONDI;ON` _... TRIM Ai TOP W e - GLAZIG o SAFETY y N II■ 11" —12" TILE DEN= NG -- `° + N I� 20 HEARTH m 1-,6,6-0 F 1-6,6-0 F a , A10 Front LI 7zz'_6y2 2'-6y2 z_5 A IN 3-9/6 5-0 SH 2_-6 -0 SH 2- 5-0 SH2{6 5-0$ H_ I 4. ,I, 3-o k 3-0" 1 3-o_ 1 3-974l Porch 1, T .1-1) 16'-6)," w--.5)T c 16 • Al - �_—_—_—_—J1 IIIA l 20 1 # Jrt A,1 '0} 17'-0" I 7-113/4" .1P-: kTIONS 26'-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us= OTM ROTM Unet Ueum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16,0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0_` 00. 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00:. 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1;00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 000, 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 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EV,,,,,d 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Left1`(MSTR and BR4) Roof Level w d1= 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 _______0. vhdreq= 31.6 ph' 0. -_, •H1 head=Iv hdr= 52.7 plf H5 head= A 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 A Fdragl w= 5 Fdragl, 23.1 Fdrag5 w= -•.1 Fdrag•w= 72.5 A H1 pier= vl 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= 72.5I; 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 Fdrag8e. 43.5 v 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 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 4Hpier/L1= 0.36 ► ►1 ►-� ►4 10 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 ........0.90`>'.L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A 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 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 vi Type Type v i OTM RoTM Unet IJ.,,, OTM ROTM Unet Unum U,um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 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 0.15E 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 660 53.0 53.0 0.91 0.15' 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVw„nd 7.40 EV EQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3,08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3,08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Ge 0.6D+W per SDPWS-2008 pi.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C O w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Ueum OTM ROTM Unet Usum U:um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 9.1 140 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=L eff. 7.71 0.00 3.08 0.00 EVwlnd 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: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= 5 0 kips Sum Wind E-W V i= 12.54 kips Min,Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff, C 0 w dl V level V abv level V abv. 2w/h vi Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Us,,n, U. HD (sqft) (ft) (ft) (klf) (kip) (k', (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 16,5 1.00 0.25 1.1 3,85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 0.t• 0.00 0.00 0.00 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 '6.00 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 0,00I' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1,00 0,06 0.00 0.00 0.00 0.00 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 - - 0 0.0 0.0 1 '60 0.00 0.00 0.00 0.00 0.00 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 0 1.00 0.75' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - - 0 0.0 ,t®,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 War AB' P 2 6 4., 8.0 1.+0 0. • 0.8 ,66 0. 0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar AWP 118 2.0 8.0 100 0. 5 0.4 0.83 0. 0 0.2. .00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - 0 0,0 0,0 6e 0.66 0.01 0.00 0.00 0.40 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,„„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 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 ---N. A H head= A v hdr w= 147.9 p/f 1.083 'y Fdragl eq= 342 F2 eq= 342 Fdragl w= ;•0 F2 --850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 pff v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • 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 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 Hpier/L1= 2.00 04 ► Hpier/L3= 2.00 L total= 16.5 feet o. JOB#: CT#14189:PIan7A 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 p/f A 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 vi w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .: F4 e.- 484 feet A Fdrag3 w= 1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3,0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 .. • UPLIFT 560 2088 'Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5' Htotal/L= 0.67 Hpier/L1= 2.00 01 ► 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 d1= 150 plf V eq 590,0' pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0', pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► v hdr eq= 62.1 plf -0.H head= A v hdr w= 191.6 plf 1.083 v Fdrag1 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... v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= • F4 e.- 155 feet 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 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 1.2= 5.0 L3= 2.3 Htotal/L= 0.85 4 0 J ►4 ► Hpier/L1= 1.56 4 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23`'> ': Roof Level _.. wd1= 160 Of 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 -� vhdreq= 73.2 p/f --, ___ A H1 head=W v hdr= 225.9 plf H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •:.0 Fdragl• 533.4 Fdrag5 w= 3.4 Fdra•-w=298.0 A H1 pier= v/eq= 134.1 Of v3 eq= 134.1 p/f v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 pn v3 w= 414.0 plf v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fdra. - 172.8 feet A Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 y 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 vsillw= 225.9 p/f H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 y 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 Hpier/L1= 1.26 I. I, I. II. ► Hpier/L3= 0.71 L total= 22.0 feet > Hpier/L5= 1.26 0.95 L reduction i f�{ 4i r., ; ,,i` n W 4{..41 A r�►,aec h�C MSS 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 CURES cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection maybe less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 A PA—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.) ) Sheart••'t(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 t a 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 131 EQ(1444 WIND) Foundation for Wind or Seismic Loadingfa'b'e. (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap Ih 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening } _�� 1 = _ opposite side of sheathing Pony : 1a wall height . i. Fasten top plate to header c s • with two rows of 16d ". o ,gar; .a ,,.7" .,2V'-''''' -'-'_ .. „, } sinker nails at 3"o.c.typ 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 l/ total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. • ,(((( If needed,panel splice edges y shall occur over and be 10' r..Min.double 2x4#raring covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with • t within middle 24"of portal height r 8d common or galvanized box nails at 3"o.c. . height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each \ , panel edge. Min length of panel per table 1 Typical portal frame � construction __ Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar T� I jack studs per IRC tables top and bottom of footing.Lap bars 15"min. , � � R502.5(1)&(2). t t' , A. ., -41( w Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association i References , APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Statulard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: ii APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings, confusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.8ecouse APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association CT ENGINEERING 180 Nickerson St. Suite 302 Project: uJ (`4-t-1 11 F1(/LIjJ k/46L.-- Date: fiaj�. , 8109 �lW 23 FAX: 2R5-4512 Client: r ( . ✓ v�� --// Page Ntttnber: (206)285-0618 • V —4T e / d_g - 6\1;511 /- `' x l6`` )aR ez," P 411 P Pr2-s--- K F27(2- (6-1-4) ?>0777)144 8 - ry tD M - CZYori p) 63IVI a- (1)(0,2)/60) gVZ 3J<<ZJ I ' `ori (60) 4 , et \ - J✓ ())67)&,,) 6_g ,_ 6 T`Z 58 .014- 11 to`l 5` t s X kV(2 of_ 0,;e3 uiv, 12,rkZ 5 t' 8AU ,�9ViY 5 \Av = rvv ,°c. Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 ke) Table 2.2A Uplift Connection Loads from Wind • . • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 I 795 3-second gust(mph) Roof/Ceiling Assembly -Unit Connection Loads(plf)1' '4's'e'1 I Roof Span(ft) Design Dead Load _ iii 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 272 315 362 412 465 521 612 Z 0 psfe 36 272 298 324 380 441 506 576 650 729 856 t4 48 350 383 417 489 567 651 741 836 938 1100 i71 tt 60 428 468 509 598 693 796 906 1022 1146 1345 ill CI . 12. 70 80 92 116 142 171 201 233 267 321IV 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 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 I 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 l 64i 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 '• 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 `'I • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-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 { i, x._ header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. W7 ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length '.�r::". includes the overhang length and the jack span. :1 t 'f s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. i : AMERICAN WOOD COUNCIL C T E N G I N E E R I N G 180 Nickerson St. Suite 302 -1�`W'(V11/�/ l L1 l i N C. Seattle,WA Project: 1 1 1 1 v�,t- 5(►U(l) •/' R65. Date: 98109 (206)285-4512 Client: PAX: Page Number: (206)286-06I8 \)(111\tD Lgi48 ' 721,4$ 7e-9 imitL._ i'i\v\z5e-7)0(6 1 1 n MQ171- ( wrj P, g 41,1„,: 3 33 15 P ir , Z e CogNIoN X55 ; 4?)1 ► 56. q„Y = boo-40/ 2` 0.c)(0,75 (a 6) 04-r. -iv ,15,E a6-: Gpik)106-1D00 0)4 :*.A04,0 ( � Tis ( r N /7---6( 2) t2 ( 4)(7) (I-� � 0.6� = 'v 2a gip, �� o 14-=-- 6-6Y (-0/z)(0,- -56), t/b - 1 T.___. - 5N _ tri -r/P, � franYteC 63,1 "foe °01)- (5Y n.171-0 e5114 DDIAX\J Structural Engineers TRUSS TO WALL CONNECTION ',I'I \1AI Ur' #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 11H11 I 1'1 PUSS 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" .;Mu I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>.':1 1111 1 SDWC15600 - - .;tc, Ii! 2 1110-2 (9) 0.148" X 1.5' (9) 0.148"X 1.5" "WO 700 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. 111/02711 2 (2)SDWC15600 - - i/t..._- 2.sn 3 (3)SDWC15600 - - 14:k> .111 ROOF FRAMING PER PLAN 8d AT 6" O.C. { t► 2X VENTED BLK'G. i 0 0.131" X 3".101"."---, .,AT s" o.c. . 2.2) B -+."- \ H2.5A & SDWC15600 STYI FCOMMON/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'-O' (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION :;PI" \JACBIS i OFUES TRUSS CONNECTOR TO TRUSS TO TOP PLATES UMW- 11 1 16 (6) 0.131" X 1.5' (4) 0.131" X 2.5" 400_1 415 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" 5.5 [ no 1 SDWC15600 - - v., 115 2 H10-2 (9)0.148" X 1.5' (9)0.148" X 1.5" U)70 MOi 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. -100 - fin.-.. 2 (2)SDWC15600 - - 11711 3 (3)SDWC15600 - - 1.1!)!., _.....-_L7 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. a1 �` NB B2.5A & SDWC15600 STY'F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WAU_ PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 0 Roseburg J2 74-19-16MAIN 1:43pm tares(Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 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: Beam 1 ,n -_ Vis,° ° v. ,:i. �,. ,$ #" N... t . >.,. ramrurr 'f-E, , 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 applyi ng point loads(or line 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" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Contrd: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names a e tradema ks of their espec ve owners KAM I L.HENDERSON .�'ltl'OII1'1L Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing isdatned aswhen the member,floorjoist,beam orgirder,shown on thisdrawing meetseppliceble desgn criteria forLoads,Loading Conditions.and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professonal as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663