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Specifications /145 CZ/Ot / C37 ?0sw 12,Z RECEIVED CT ENGINEERING MAR l 6 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle. WA 98109 INC. p, 2ti$GARD 206.285.4512 (V) 206.285.0818 (F) ITY OFBUILDING' as`Vh a0N #15238 Structural Calculations River Terrace ��oGINFPRo, Plan 7 �' �� �- •' Elevation A I d t*, �REGoNA- Tigard, OR �. 22,19�`��`' Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25P sf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company p y 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) 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 7A 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 Mise./Meeh. 1�.5psf 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. 'Insulation Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r T RB.al ld4� GABLE END TRUSS - _ _ MN. HDR I MIN. HDR 19 S9.1 0 19 S9.1 8 C{J 59'1 1 GT GT.a2 CI ra rt rr rl• n 1 rt.. �......�......�.....: ---{ o :'.� : ::::::::: ::.........:: PS �_ :. ::: ::.I::.::'::::: ::. I g $7 9.1 !.""•"*".I""••••"' NW • r —1-11 J s 16 1 ItH 59.1 U i :r C I----I N 22"x301 / a 1 m I i r N ._.\ _ ~ --4-AFRR-I _C) -fYt��`D - s---- - AccEssl 04. i 20 Cl) �__J I. 59.1 o V w :.l. i } .�.�' 59.1 ..}'. :::.. IW w a t' . ...... .. mZ.1 Ii= 59.1 ""•".".":. q 59.1 :{•:,.:, cc ... .............. ...... .... ... r h .. '.... ..... ali: ..... '..... ..... ...... (2' 2x81 FfJR. .. 2 ,GT (g) 1 .. ........Fp ....... ..: I ..IO - J xts.dd ----J 11 MO MIN. DR MIN.'HDR MAIN. HDR I 0 GABLETEk1 .WA IS.SS I L J_ a NID,W, 4:117 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'"0' ENGUSH REVIVAL MST48 MST48 tio _ — _ — 0 W ' L__, / J 0 J �1 V 1 0 ,P, t,' ) t� -r i WASHER (120r r-] 40ENTIRE IDRYeR SIDE ESIDE 4 SIDE l b o 00 l J I GI 0 ( ( MST37 Msr37 p3 ® ® > 8 51.2 co 020 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1.-0" ENGLISH REVIVAL 19 An 0 suit:11 ION %SP -- -iimmighillWAir GABLE I END TRUSS / 1111 , t I CONT.14x12 HDR THD14 B.al STHD1 ' SiHD74 ROOF TRUSSES AT 24" O.C. TTP. 1 5.6_x14 BIG BEAM B.a2 A„ I I I I I 14" FLOOR TRUSSES 0 19.2" O.C. TYP. 4 4 S9.0 S9.0 u GT ABOVE ® O© GT ABOVE ®y 2 p4 59.0 /STHD14 STHD14 13'4 x 14 LVL n / I m I , I II 1 , M ,ark I 6x6 POST 1 °i• 1 1 P6 ENTIRE I ___ 1 I L -(210 /A' I SIDE 2 4" FLOOR TRUSS ` 111111111111111M1ROOF TRUSSES j (2)2 8 D• , Lo 1-- I' 11:1A -__j AT 24" O.C.INW �,� �` 'r� 4_5L� P8 /, `� �. -• ENTIRE LEDGER 5' CV SIDE I - --- n (2)2x8 HDR Ir® �a• 3�;i > / 0 gO O 1 x N '`I' ; � m I _ yT- BLOCKOUT FOR °p ^ r1 1MICROWAVE EXHAUST -0 iy cc ©I __J 0 13" CLEAR 1 C99 I x- PICTURE FRAME ti . a 6 OPENING. DIMS ., RI co� pj m m o Di ; ! v� ARE TO STUDS. •- o I �i< O 1 V1 X X N int° MIMEO --J- - _J I._,. 1 mi -9 I, I I; I 11 AC rr X 01 03 • 4 I • r� FIXTURES c� w I ABOVE f Fj1 � r 6X6 POST el o 1 1=ti I ii ll T1.6 .,:u. -°-Ica 2x ROOF 1 ill N� LOUIS m tor-r -i1 I N FRAMING 1 -�� dir1II T W I ' I I S9.0 U I L ' B.a9 J E'. sit _ N-1" = m= 1 GT ABOVE GT ABOVE e--n- LEDGER 0 ty STHD14 STHD14 II 4x8 HDR 4x8 HDR 4x8 NOR 4x8 HDR B. B. B.a10 B.a10 1 1 en S9.0y I v,o 0 � I Fv N •-• D � i .� � B.a17 ® • o 4x12 HDR L J LOWER LEVEL SHEARWALLS 4x4 POST PLAN 7A UPPER LEVEL FLOOR FRAMING W/ACE4 ® 4x4 POST W/ACE4 WAW DICWH ItvWA CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) -1Dy2 16'-3" 6-1012 An15 56.0 56.1 PR 18 ® � 0 ,_.,STHD14 I �"" ���, Q STHD1 _1 CL N N . Z " Siff CONC. SLAB O OVER 4" FREE DRAINAGE MATERIAL F- OVER COMPACTED FILL o _—L:• '�' n n I --- I a Z VERIFY GARAGE SLAB HEIGHT 1 w'- D WITH GRADING PLAN Cl- o O O N U.- 0 alk 18-03" 3-11)21 ®i I At I i J 9'-0" 16" OM © ■ " CONC. 70 VARIES • MIN. N 1 1•' ABOVE A PATIO SLAB ® SIM. 56.0 0�3" FROM TOP OF Ir-- STEM WALL II g SLOPE ® P4 STHD14 __-J IL-- L_—Arbi 1 __ tNt �y 1 ^ I STHD14 ,'r , 1 Z 43/4" 3-934 1 2x4 PONY WALL j' 18x24 CRAWL FIXTURE ABOVE{ 11 ABU66 �� 1 1 AT HIGH FDN. h 1PACE ACCESS •'�I a . ,,i Il © 6 `Ile I aimil ,. 111 MUM iv i18"x36"x10" FOOTING IIRn ', ipm (2) #4. (3) #a1.1 DEE opill P6 ENP 'to TeCENTER U/WALL -E1 I I t1 71, IS O 1-';j J 9'-8)�q" Q ' I a I I 16 j 1_30"x30"x10" I dna 1®i FINISHED FLOOR L. J S6.0 1 FOOTING W/ • VP T Q I AT +O'-0" � I (3) #4 EA. WAY n ai - � 1n O.U 1 4 LL 71 1 "1•_, P.T. 4x4 POST ��� 1 II TYP. U.N.O. • i�1N I L�J1 .� I;11r 1 XON i914"1-JOISTS AT 19.2'O.C. I,)T. ' TYPICAL ,-0' t_ 11r 1 -12W' 11'-7Y' 14'-434' ,-.4 i .-1 II I I 9'-83a' L J 1 I = 1 • •J---- -� I I 1%"x 9h" LA. ___ �—30"x30"x10" I I � i 1 I 1 I FOOTING W/ Mk I • 18"x18"x10" FTG. 1° , * I (3) #4 EA. WAY I 1 -1214"I o ®' 1 W/(2) #4 EW I I 6x6 P.T. POST I ' n 1 I TYP. U.N.O. T-1 a L---- I in D1 II I I I 0 I LJ in 10 & 1 1 I __ 134" x 914" LVL___ SIM.�l�SIM. ®I o I ^ 2x 1 PONY ; ino 1 I n WALL ' �� 1-1 O Al10 N it Y TART FRMG.1 ® � I I E�Q I -� I I' i n ��II VP UV SLOPE 1W' I N 1-1 M m - 3W' CONC. SLABI i 1 el STHD14 ,r 11 i. it 16'-6y o I 9'-5y" II o E LI : c +riL ------- ABU44 1 4 7♦ TOP OF SLAB -6W' SI - 6'-O• i'-9341 TOP OF 8" -12Ye" /4" 9._4. ' 13/4" ABU44 STEM WALL 10'-ty" Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN (Rev:580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions [Timber Member Information Glial GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type Glu Lam GluLam Repetitive Status No No _Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK il_Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefI Ratio 721.3 483.2 Center Total Def I in -0.439 -0.874 Location ft 8.250 11.000 UDefI Ratio 450.8 302.0 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:32PM, 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.ecwROOF FRAMING Description 2613A ROOF FRAMING [iimber Member Information RB.al RB.a2 RB.a3 RB.a4 88.35 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Han Ar,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hen Fr,No.2 Hem Fr,No.2 Hem Fr,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 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 1,200.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 -�Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 '� I ttesults Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 �Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 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 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14/89_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information B.a1 B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5X14 IJC 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 11.250 14.000 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,Blgbeam Level,1511.55E Hem Fr,No.2 Rosboro,Blgbeam Douglas Fr- Hein Fr,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 Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data r Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft Lesults Ratio= 0.9717 0.3689 0.0864 0.4901 0.6447 0.6054 0.5271 0 Mmax @ Center in-k 81.67 228.69 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,272.9 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,450.0 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 55.8 60.5 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.188 -0.333 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 791.9 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.267 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 989.9 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.600 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 440.0 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 _Timber Member Information B.a8 B.a9 B.a10 B.a11 B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- !Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 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 enter Span Data Span ft 3.00 3.50 3.50 2.50 5.00 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 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 `Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 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 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefi Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:sa000s Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering att are 14189_Plan 2673.ecw Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information 9 B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No _Center Span Data r Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 9 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OK r Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Use: sWoos Page 1 User: 03 ENERCALC ,Ver5.8.0,Q 1-Dec-2003 So Timber Beam & Joist (c)1983-2003 ENEALC 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 LReactions @ 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 Def I in -0.072 UDefl Ratio 959.5 Center Total Def I in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS 1 Code Code Code Suggest Suggest .Suggest Lpick Lpick Lpick _Lpick_ Joist b d Spa. LL DL M max V max El L fb L fv L TL240 L LL360 L max TL deft. LL dell. L TL360 L LL480 •L=max'''TL dell.TL dell.LL deft LL dell. size&grade width(in.) depth(In.) (in.) (psi) (psi) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft) (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2_ 40._ 15_ 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48_ 13.31 13.45 • 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75_ 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.191 15.73 15.73 0.72 0.52 14.14 14.29 14.14'; 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 .15.57.: 0.52 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 ,•'16.77 0.56 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.5114.27 13.97 ,:-.,v13.97, 0.44. 384 0 35 480 9.5"TJI110 1.75 9 5.,=16 ''40' ,10 2500 .,1220' 127E+08 ";17.32 36:.60 -1726 . 16;34; 16"34• ' , 0.68 . 0.54., ., .,.1 5.17, :; 14.84 „,1484 0A6 384'! 137• ;:480 9.5"TJI 110 1.75 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75_ 0.60 16.69 16 34, 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 ' 17,60.___155. 384...__0.44 480 15"TJI 210 2.0625 9.5 19.2 ,.,40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.300.68 0.54 15.13 14 81 14.81. 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 " 16 '.40. .: 3000. i 1330. 187E+08 .18.97 39;90 18.40 ,,17.32:- • 17.32 ., 0.72;. 0.58 1108;• :15:74,,,.,',-...7,.;,',A.174.: 0,49'. 384 0.39 ,'480 9.5"TJI 210 2.0625 9.512 40 10 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.061 0.79 0.64 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47( 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330l 2.06E+08 18.25 3325 17.89 16.83 16.831 0.70 0.5615.63 1529 15.2i 0.481. 0 384 38 480 - 15"-TJI230 `'2.3125 ;,r 9 5. :16 `.40-:,'71 0! 3330.,..'1330. 2.06E+08 19.99 39.90 • 19:01 , ''17.89 17.89 ' ';0.75 0.60 16.60' 16.25' 15.25, 0:51 384 , 0.41: 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.211 0.88 0.71 19.69 19.27 :1127 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.501 18.35 17.781 0.67 0.54 17.04 16.67 16.67. 0.521 384 0.42 480 11:875"TJI 110 "1.75 11:675 16" 40 ,10 ,. ,3160 :1560 267E+08 •'19.47. 48.80 2172"':,.:19.50 , 19.47 ,,, 0.81...;.- 0.65' 78.10 ; .17 72 1772 . 0; •55 384-? o.,:44.:. ;480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.491 62.40 22.81 21.46 21.46 0.89 0.721 19.93 19.50 -19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21 01 .21 01' 0.66 384 0.53. 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.81 0.651 18.90 17.62 ,,,,,,;,:17.62 0.55 384 0.44 480 `21.34 `49:65 �21i90"'20.61' , 20.61' :19.11;',.,. 18 72 11;875"TJI 210= 2.0625' -'11271. 18,,,,7 40',, ,,z11,','_ 3795 2-.1655_`3;15E+OB _ 0.86'•;�`0.6.9,.,< ,a...,.'.18 .2.: 0:59= '384-,0.47, :480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 16551-3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20 61 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.031, 0.83, 0.67 18:59 _18.20 18.20 0.57 384 0.45 480 11.875"TJI 230 , -'2.3125:',.''11.875',-.16 40" 10 ' 4215:1:1655.3.47E+08 .•122.49 49.65 :22:62,,.,2128 ,,.';21.26 0.89 ; ,0.71• ;▪ "19.76 ',-.19.34-4:!...19,..-34,- ;0.60 •384 0:48 480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 '21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05^._.0.84 23.42 22.93 1 22.93' 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 ,0.66 16 28 17 89 17 89 0.56 384 0.45 480 11.875 RFP1400 , .2.0625 -.11275 16 '40 10% " 4315; 1480;130E+03.'',....'',, 122.76., 44.40 22.24-Z.'20.93:. 20:93 ,0:87 •-•.,-0.70. :"1943 19 01'.,:--„,,,,,.19.01.; 0.59 384 z 0 48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20 93 0 65 384 0.52 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 .'22:54 0.70 3841 0.561 480 Page 1 D+L*S CT#14189-Betahny Creek Falls I LOAD CASE (1242) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdlh Depth Spacing Height Le/d Vert.Load Hor.Loa <.1.0 Load @ Plate Cd(Fb)Cd(Fe) CI Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fe' Fee Pc to Ic/F'c Ib Ib/ In. In. In. 8. pif psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi FV(1-1c/Fee) 11-F Stud 1.5 3.5 16 7,7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.00 1.00 0.00 0.000 Il-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1,05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 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 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F 82 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 1,271 508 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 L10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0,000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 825 18.0 3287 0,3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF 82 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F 82 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 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade 1Mdth Depth Spacing Height Le/d Vert.Load Hor.Load 0.1.0 Load©Plate Cd(Fb)Cd(Fe1 Cf Cf Cr Fb Fe perp Fc E Fb' Fc perp' Fc' Fee Pc fe fc/F'c Ib Ib/ In. in. In, ft. pit Psi pif (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fee) 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 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 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 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1.200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28,3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 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 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.616 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 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 _725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60_ 1.00 1.1 1.05 1.15 875 425 725 1.200,000 1,386 531 761.25 449.95 378.35 294.60 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 1.15 850 405 1300 1,300,000 2.033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 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 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.001.3 1.10 1.15' 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00- 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 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 1,400,000 2,093 531 1285 1296.30 884.69 531.23 0.80 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 M##### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425- 1150 1.400,000 2.093 531 1265 244.40 233.80 108.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 _1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.796 Pape 1 O+L+W+.SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+512 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cr(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mas,Wall duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hot.Load <e 1.0 Load 03 Plate Cd(Fb),Cd(Fc) Cf CI Cr Fb Fc perp Fc E Pb' Fc perp' Fe' Fce Pc re le/Pc fb fb/ In. In. In. ft. pi( psi pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 34050 194.29 0.57 447.52 0.674 H-F Stud 1.5 3,5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 825 28.3 985 8.13 05963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0596 H-F Stud 1.5 3.5 12 825 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 825 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 825 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1.368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5,5 16 9 19.6 3287 8.48 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13####p# 0.979 SPF#2 1.5 5.5 16 19 41.5 860 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 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CTS 14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFSPA NDS-1997 ,SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+5+WI2 c 0.80(Constant)a Section 3.7.1.5 Cr KeE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) CI(Fc) 1997 NOS Cb (Vales) a Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Her.Load <a 1.0 Load arg Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fe perp Fe E Fb' Fc perp' Fe' Fce Pe Ic fcIF'c fb fb/ In. In. In. R. pit psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi Pal pal Fb'(1-fe/Fee) 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 1,366 508 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 968 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.80_ 1.15 1.1 1.05 1.15 675 405 800_1,200,000 1,366 506 968 378.09 340.90 282,86 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 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 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 1,368 506 968 449.95 395.22 338.41 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 1,386 531 875.438 378.09 336.17 245.08 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 1.15 675 425 725 1,200,000 1666 531 875.438 378.09 336.17 260.95 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 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 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 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05.1.15 875 425 725 1.200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7063 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 1376.83 1031.58 506.18 0.49 76.29 0.059 H-F 02 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.41.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 ,1.80 1.15- 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1203.70 946.77 506,18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 413 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 90.61 0.065 SPF#2 1,5 5.5 16 8.25 18.0 3267 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 50.0 255 413 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 84,76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60` 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 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 _ 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 483.51 0.594 Page 1 D+L+S+.7E CU 14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.60(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cr(Fc) 1997 NDS Cb (Vades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load o.1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cl Cr Fb Fe perp Fc E Pb' Fe perp' Fe• Fce Ft fe fere lb Ib/ In, In. In. 8. pif psf pif (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fdFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 311.11 0.79 158.68 0,376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 t15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,388 508 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 825 28.3 1210 3.57 0,9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 825 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875,438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8,25 28.3 2870 3.57 0.9987 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 _ 8,25 18,0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 77083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0,62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 '. SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3,57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3,57 0.9939 3132.4 1.60 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 . . , / CT ENGINEERING 18011eckerson St. . . , Suite 302 eattle,WA Prefect: ----.-- ----- — 98109. — 4.---ep- j , .,- ,nate: • - — - (206)2854512 PAX; Client Page Number: (206)285-0618 . . lia•••••• : zownsw P5r aA - ( /50D •v- th-ple_ , • • givr‘. me (* (trikg:) -..„--/-20 KR_ 2.„ tiviv40,1-6 ) -.11356-- VALL- 7: 10a . f1A, ‘ •Wa... .,(1-016) .._ 36s A522i 26a2 f1f . 0 14 ri4A TV '"'" ,'' . 74"er(") g•tt.. ,L.... 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I :---,-71.-----4,--.4...,L=_:;_...- : 1 - -. 1 : , : ; ; : . ; • ; ; ;* : I •! I • ; ; 1 • ; ; , • • • ; : ; ir -.....*: ; ; 1 I . Structural Engineers ,te_4PfrK . 4-13.64-, z - i t i I - ':‘ & I or. Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III . � � .q B averton _ ', , ''''f'. ''''',.. .,-;:;-!'1,'', ,111'" 'i.,-'..,',---k-,:iii-Y-<:',v, 73ii:7-,;'.-"„-k.-2,:;-Ly.latkvie:',- .„,-„`,1: ''.,Litlit.:!)..3i:', ---,,,-,u,,,,,m'::-.F f rm�r,gldn ? j � a, 1 # ,s- $ �./ a�.:6'^4"' " g.- .`' ^.,.'F. t �, ` - r r `Y takelOswego 'J sc,°iii .. , King City ,�•�Q °'J... � ` 3 t"3':w tilt �� ( '' vc` �AMERICA - . '� s f '� s x'�. 4 i lath ' i : %, :',,,,,,1.474,,,,';:W* �� 25ri � � OI►t- PQnest..t 9i11IGipK _ i . - amapquesI z " •n .._....?,, R: ..__ - . - USGS-Provided Output SS = 0.972 g SMs = 1.080 g S°s = 0.720 g Sl = 0.423 g SMI = 0.667 g S0I = 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. NICER Response.Spectrum Design Response Spectrum 0.22 1.10 0.80 0.” a, z 0.82 0.5a 0.77 0.S6 0,25P 0.38 H 0.44 055 ill 0.40 i 0.32 0.33 0.24 0.22 0:15 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.0 0.20 1.00 1. 0 1.40 1.50 1.20 2.00 0.00 0.20 0.40 0.0 0.20 1.00 1.20 1.30 1.50 120 2.00 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 nota 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 1E7--;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 110 : 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.usas.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa 1 06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50' Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sul=2/3*SM1 SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s = D ; Table 1613.3.5 2 Table 11.6-2 9 9rY SDC1- O 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 no= 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. l 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) Spi= 0.50 X = 075 ASCE 7-05(Table 12.8-2) R= 6.5 Ci= 0.020ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= 1 ASCE 7-05(Section 12.8.3) T - (SectionFigure22-15) �- 6 ASCE 7-05 11.4.5: Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<T0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Si)/(Rile) 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) Cox = DIAPHR. Story Elevation Height AREA DL w, wr *h,k wx *hxk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) Ew, *hrk Vi DESIGN Vi Roof - 18.00 18.00 1280 . 0.022 28.16 506.9 0.58 3.21 321 2nd 8.00 10.00; 10.00 . 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, E w, FPx= EFr*w, 0.4*Sps*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewr Fp„, Max. FPx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S 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 ult. Wind Speed 3s,GDust=• 120 - 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3seGGust=4" 9 `, 9 mph (EC)16 33) Exposure= B _: B Iw -- 1 0 1.0 N/A N/A Roof Type= Gable Gable P83OA 28.6 `x';28:6 psf Figure 28.6-1 Ps3o B= 4.6 - 4.6;psf Figure 28.6-1 Ps3o c= 20.7- 20.7,psf Figure 28.6-1 Ps30D= 4.7, '' 4.7 psf Figure 28.6-1 = 1.00 1.001 Figure 28.6-1 Kn ;-' 1 00 1.00-` Section 26.8 windwardllee 1 00 1 00;(Single Family Home) X•Krt'I : 1 1 Ps=X•KZt•t•Pao= (Eq.28.6-1) PBA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PsAand Coverage = 24.7 24.7 psf (LRFD) PsacndDev.m$.= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.8-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> ,1:00'' 1.00: 0.89': 0.89 16 psf min. 16 psf mln. width factor 2nd-> 1.00 0.89 j wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-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 0 398 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) klps(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-VV) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0.000.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 ki.s(LRFD) kips(LRFD) kips jASD) 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 .0.13,1"dia.X 2 5"long STUD SPECIES SPECIES H F:orSPF'' SPECIFIC GRAVITY S.G. 0.43K'-.--:. 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 sallowable 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) —I 0 1 0 1 P6TN`'. ,, :, 150' 150 -'-150 150 P6,` '"520`, 242 • 730-- 339 P4.;,, 760• 353 1065; 495 P3, 980'; 456 1370; 637 P21 '.1280 595 1790; 832 2P4; 1.520 707 2130 990 2P3 1960911 2740 1274 2P2 2560 1190 3580- 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=-1:J; /4' long No 6, Type S orW 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 I SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height 8 ft. Seismic V I= 3.21 klps Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.21 kips Sum Wind N-S V I= 5.16 klps Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwali Logy en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1" 360 ',27.5, 27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 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*5 0 0.0. 0.0 1.00 • 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0•0 1.00' 0.00; 0.00 0.00 0.00 0.00 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 4 280 ':.16.0 16.0 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 - - 0 ',0.0 0.0 -`1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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! 0.001 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl:*` 640 46.0 ' 46.0 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 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 r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 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 Ext. ,right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 :" 0.0 0.0 1.00,, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5 0 0.0 ". 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0. 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 .;1.00 ".0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ,0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 .'0.0 0.0 .'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 . 0.0', 0.0 1.00. 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0- 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 EVxna 5.16 EVE0 3.21 Notes: denotes with shear transfer '" denotes perferated shear wall iSB denotes 1SB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height 9',ft. Seismic V I= 2.33 kips Design Wind N-S V 1= 2.90 klps Max.aspect=; 3.5:SDPWS Table 4.3.4 Sum Seismic V I= 5.54 kips Sum Wind N-S V I= 8.06 klps 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 elf. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Row Line Usum OTM Rorn+ Uust Usum Usum 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) , Ext. left 1' ' 370 ;18.0. 18.00 65 0.15} 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 perf Ext. left 2 `, 0 .r 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 :;6-,-,..:,..6.6,.', ,O.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 3" 0,:;,,::.0.0,, 0.0 .1.00.. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :00 too; ..o.004 0.00 0.00 0.00 0.00 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 4290 "23 0.. 23:0 ,'1.00' Q15 0.64 1.13 0.51 0.70 1.00 1.00 53 P6TN P6TN 77 10.92 19.64 -0.39 -0.64 15.88 23.81 -0.35 -0.52 -0.52 =0 „'!0.0 0.0 :1'1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 =0.0 " .0.0 .1.00, "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " '0.0- 0.0 1.00:;%0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 1.00 0".00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1 *. 660 .53 0 53.0 0 91 •,0:15. 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 perf Ext. right2 0 0.0 ;0.0,..F.1".00.•.:,.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0,'.' 00 ."1.00:-;'0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3" * 0 0.0 0.0 1.00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '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 Ext, nght4: 0, 0.0 0 0: 1.00`! -0.0o: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,; 0 0 ;,0.0, .,1.0Q'0.00 0.00 0.00 0.00 0.00 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; 04'..., 0.0 0.0:: 1".00 '0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0;1.,',.,0.6,-;.:0..o.', 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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.-,.. .9.0 ,1.0.0 1.00 =0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 , 0.0; 0 :too':1.00'.:0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0.0 0 0 ':1.00' 0.00. 0.00 0.00 0.00 0.00 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-,,,.o.v 0 0 too ..o.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ,,,'0 0 . 1.00' 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 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 o7,.','0.0" .0.0 1.00 0.00{ 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0, 0.0 1.00;` 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0.'"0 0 ..1.00; 0.00! 0.00 0.00 0.00 0.00 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 94.0 82.9=Leff. 2.90 5.18 2.33 3.21 1.00 E Vwind 8.06 EVEl 5.54 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel I SHEET TITLE: LATERAL E-W(side to side-left/right) 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= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy en. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR5:. 406 5.0 17.0 -1.00 1.15 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 0.00.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 •0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 . 1.00 ; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley ; 0 0.0 -0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar'ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00:: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 :0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 . 0.0 0.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0" 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,;0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00' 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 , ':0.0 '.0.0° 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVmnd 7.71 EVEO 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= 2.23 •s Design Wind E-W V I= 4.84 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.3' Ips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pOe 0.6D+W per SDPWS-2008 p t= 1.30 Table4.3.3.5 Wind Wind E.*. 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 ett. C0 w dl V level V abv.V evel V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front "LIV*" ' 306 8.0: 17,0 1 00 0.15 1.12 ..00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 0':,;0.0 0:0 1.00 0 00 0.00 0.00 0.00 0.00 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.q00,00: 0.s' 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 5.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0; 0 0 1.00;; 0 00': 0.00 0.00 0.00 0.00 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 A 0 1.00; 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a,:,;-,0.0 :.0.0,- .1.00': ,0'0' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" :9.0 '79.0 ,1.00, "5.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ;0.0' 1.00 0.00 0.00 0.00 0.00 0.00 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 '16.0 1.•' 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 0 0.0 ,. 0.0' .00 0.00 0.00 0.00 0.00 0.00 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 BR23r_,. 0, "3.5 26.0 1.00` "0.75: 0.00 0.00 0.00 0.00 1.00 0.78 0-- -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 0 ' 0 0 :.0 .1.0"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 � s �, s i . I : 6 s '0 0 s s 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 4 "0.0 4.0! 4.00 0.00 0.50 0.05 4.00 1.50 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP' 118 --,,..2.0--‘28.0 1.00' 6;15 0.43 0.83 0.20 0.26 1.00 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" 1s's" '.0' t 00 0'0 0.0' '00 1 .0 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` 0 , 0.0' °0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 "% 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 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 0 0.0 - 0.0` 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'.;`0.0 0 0 1.00''0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :0 0 ;:1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0.9. 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ♦,.0.0 „„0 0 1:00 0.00 0.00 0.00 0.00 0.00 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 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EVuund 12.81 EVEQ 5.26 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#14253:Plan 2613 ID:Upper Leftt•(MSTR and BR4) ` Roof Level ..... wdl= 150. plf V eq 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w=_ 1450.0. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ► v hdr eq= 32.7 plf --P P Hl head=4, vhdr= 52.7 p/f H5head= I 1 Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrags eq=28.6 Fdrag6 eq=45.0 1 A Fdragl w= 5 Fdragl• 23.1 Fdrag5 w= ••.1 Fdrag•w=72.5 A H1 pier= v1 eq= 45.0 plf v3 eq= 45.0 p# v5 eq= 45.0 H5 pier= 4.0 vl w= 72.5 pH v3 w= 72.5 p# v5 w= 72.5 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 w Fdrag3= .. Fdra•-- 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= ..6 Fdrag8e• 45.0 V P6TN EQ. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 32.7 p# Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= 3.0 EQ Wind feet OTM 7200.0 11600.0 feet R OTM 25073 30628 V UPLIFT -722 -769 V Up above 0 0 Up Sum -722 -769 H/L Ratios: L1= 11.0 L2=L2=- '' 2.5 L3= - 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 .. „ 10, , Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction JOB#: CT#14253.;Plan 2613 SHEARVI/ALL WITH FORCE TRANSFER ID: Front Upper MSTR Roof Level w dl= 150 p/f V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w=; 3160.0', pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds v hdr eq= 61.8 plf •H head= $ v hdr w= 191.5 plf 1.083 Fdragl eq= 355 F2 eq= 355 • Fdragl w= •01 F2 -1101 H pier= v1 eq= 204.0 plf v3 eq= 204.0 plf P6 E.Q. 50 vi w= 632.0 plf v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= . F4 e.- 355 feet • Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 p/f P6TN '2.0 EQ Wind v sill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2 11.5 L3 , 25 Htotal/L= 0.49 4 ► 4 04 0 Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 16.5 feet JOB#'"CT#:14253:Plan 2613 ., SHEARWALL WITH FORCE TRANSFER ID: Front Lower UV* Floor Level w dl ,° 150 plf V eq 1130.0 pounds pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds > v hdr eq= 126.5 plf > •H head= T v hdr w= 378.2 plf 1.083 W Fdragi eq= 727 F2 eq= 727 A Fdragl w= • 5 F2 -2175 H pier= vi eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 .'. vi w= 1169.1 plf v3 w= 1169.1 Of 2P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= 7 F4 e.- 727 feet ` Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 Of P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2:8 L2= 11.5 L3= 2.6 Htotal/L= 0.53 ► 4 0-4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath` Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 p/f -P- A H head= v hdr w= 191.6 plf W 1.083 Fdragl eq= 155 F2 eq= 155 A Fdragl w= , 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 plf P4 WIND fee t Htotal= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e•- 155 feet Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f 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 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613.. ID:Rear Upper BR23' - Roof Level w dl= " 160 plf V eq =1610.0`, pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0', pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds ► v hdr eq= 73.2 plf ► ► •H1 head=As W vhdr= 225.9 plf H5 head= AsW 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 ... A Fdragl w= •,.0 Fdragl. 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A HI pier= vleq= 134.1 plf v3eq= 134.1 plf v5eq= 134.1 H5 pier= 4.0 ;•'.;: vl w= 414.0 Of 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 V Fdrag3= •'. Fdra. - 172.8 feet n Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8 . 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)0 0.6D vsill w= 225.9 Of H5 sill= ...3.0 •;:;: EQ Wind feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= '32 L2= 5.0 L3=;x „ 57 L4= 5,0 L5= 3.2 Htotal/L= 0.36 4 ► I H 1.4 ►4 ► Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 _ 0.95 L reduction + r r ' �'-'•r C, w • •1 • • 1K rti ail (�!,�a) • �YV Ii'Y`• rvyl nice • TT-100F APRIL 2014 y' A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test forShear Resistance of Fhzuned Walls for Buildings. The design.values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—Thu Engineered Wood Association PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ =480#< EQ(ALLOW)= 1031# WIND= 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearoo(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1,-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (=.h,1Q31 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 I (one braced wall panels) I Header to jack-stud strap F 2'to 18'rough width of opening .t per wind design min 1000 lbf for single or doubleportal I on both sides of opening 9 _ opposite side of sheathing Pony wall height . Fasten top plate to header f #; with two rows of 16d ' a sinker nails at 3'o.c.typ .; �- Sys, tri .'r: t• 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 ;�j Header to jack-stud strap per wind design. wall •'r Min 1000 lbf on both sides of opening opposite ' height side of sheathing. If needed,panel splice edges _ shall occur over and be 10' "` Min.double 2x4 framing covered with min 3/8" nailed to common blocking I': `. thick wood structural panel sheathing with within middle 24'of portal max . ;;. ' ;; height.One row of 3"o.c. height . _• 8d common or galvanized box nails at 3"o.c. 9 in all framing(studs,blocking,and sills)typ. t t 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 IN and jack stud).Number of Min reinforcing of foundation,one#4 bar _.,5�_,' t jack studs per IRC tables top and bottom of footing.Lap bars 15"min R502.51 O&(2). 1 I rok far o-.. , I•x , 4 ' draft WIND M{ vii a AWA". 'a yi 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,Mtnimwn Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving vvvvw apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professionol to assure compliance with code,construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thc Engineered Wood Assailant' 180 Nickerson St. CT ENGINEERING Suite 302 �yV 1110 D Seaulc,WA 1 N c. r1'��1�/� R A�J�T!7��J G 9819 Pro�ecl: t @ �I 4'"'—! Date: �/5. I (206)285-4512 Client: 2,3 r I-3,2- V V� 2"Q5 1 6.5,1) Page Number: (206)285-0618 rL. 3 . � I • digr jaLA! •X C6`` )2" k � '° La.Dt �A-2�- v�� �R 0oi i4 .. f675vr14 _11 ...` -DR ( o,2 0_ - .j ' �j,� = . G)Co,2 w� .0.3.12 2 o t t ,�ig�d\ • �,)(,2) t.8 .-Mn CSC , �.Cb�� � v h J✓ r attp)4).:: Lel 5° . a X i& r13, 1,0/(2) ot: 0, 0 tur fulz tJ4-4-1R,3 1)2.-.1C44: ,‘kr\ M . erAUD)N •% BAIL ep_00Ys 33X, � L die l 4.-5 P?6— ,R r AIG,L. r7193 l qu ,q4 Structural Engineers 1 WOOD FRAME CONSTRUCTION MANUAL; GS t., Table 2.2A Uplift Connection Loads from Wind S. '' • • ., . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling De Assembly Roof Span(ft) 'Unit Connection Loads(plf)s';s.4.s'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 6) 0 psf6 36 272 298 324 380 441 506 576 650 729 856 Z n[ 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 .233 267 321 G 24 111 129 148 188 231. 278 328 381 437 528 in 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 1051 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 c ''{ 20 psf 36 32 58 84 140 201 266 336 410 489 616 I4,,�1`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 i 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 I located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f:: 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 19.2 24 48 Multiplier + 1.00 1.33 I 1.60 2.00 4.00 l . 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 'i. ' s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wallor ,10'•• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pit.) 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 f; ,1'j header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. =s'. T For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length 5ti. {r�5� includes the overhang length and the Jack span. • 3 ti: 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. i; 1 •_ . L AMERICAN WOOD COUNCIL 180 Nickerson St. CT E r N G I N E E R J N GSuite 302 /�/ )��/ INC. Seattle,WA Project: TYP C*L 5I1V(I /�J •?L A.6J• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \.)40. J; °)‘R.1-7 • 7-1W$ 77SP V.VP/iL- 4240:50).46 U,S �QP \p D MI S►�2 . -T� ;.G 2,2 " • r Ik6 =- I l O. MP1-7 uL1 . It„,i, . : IS Psi . . �Z , • . .• : : e CONI4.6N 5. 9 • IMME, ?Pe I% 0,k 7 .:7 • . •17/7k. : ir27 . • 1- • . (A-&)(2) 6-4)• ... :1 415,0arzr9 a - _ . • : • 6-6y 4/7.)(p,,-5)(04.). 41- . . . t :• • • : i►pc T(P. Gvoondo PLS. @ -moo - (t ( t54- o .✓"' Structural Engineers . • TRUSS TO WALL CONNECTION ';I'i VAI UI.`; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1 11 I II PLIES 1 H1 .100 .I�.. (6)0.131"X 1.5" (4)0.131"X 25' 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5311 nui 1 SDWCI5600 ,i4... .....Ii...._ 2 H10-2 (9)0.148" X 1.5' (9) 0.148" X 1.5" HIM 7011 2 (2)H2.5A (5) 0.131'X 2.5' EA. (5) 0.131'X 2.5" EA IWO 710 2 (2)SDWCI5600 - - 3 (3)SDWCI5600 - - ROOF FRAMING PER PLAN 8d AT 6" O.C. • � -c.. 2X VENTED BL . � K'G0.131" X 3" TOENAIL 1"' AT 6" O.C. EY ~ I • - I \H2.5A & S0WC15600 STYI F COMMON/GIRDER TRUSS -�L- PER PLAN TRUSS TO WALL CONNECTION TO EACH HI 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 SPF -------"-'-AI-UES i OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UPLIFT Fl 1 H1 (6) 0.131" X 1.5' (4) 0.131"X 25" -'400 415 1 H2.5A (5) 0.131"X 2.5' (5)0.131" X 2.5" 535 - i i0--- I SDWC15600 - - qr;.a---..-i1S.. • 2 H10-2 (9) 0.148'X 1.5" (9)0.148'X 1.5' 1070-77)5-- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. loin- 2711-•-- 2 (2)SDWCI5600 . - - -TIM-z.w--. 3 (3)SDWCI5600 - - 1455 345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H25A AND SDWC STYLE ed AT 6" O.C. CONNECTIONS 2X VENTED BLK,G 111.111k1/b.1.% IIIIMEK.‘% •. 1 Mill I H2.5A & SDWC15600 STY!F . iCOMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 1 19 TYPICAL TRUSS TO WALL CONNECTION [