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Specifications (44)
/l-t S7 -o lc- l 315-2 Sw 6 7)zr RECEIVED CT ENGINEERING FEB 0 3 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. P: E 206.285.4512 (V) 206.285.0618 (F) BUILDING [) ' F' #15238 Structural Calculations River Terrace co PRO; 4 Plan 7 ��' F' Glso'���• Elevation D ;� �REG�iNA Tigard, OR tit„ � z2, 9 pee s 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 = 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 P h: 42 5.45 4.713 0 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 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 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 19 59.1 . ' ' . .C2-.. JII dS iim. RB.d1 RB.dl 19m S9.1 1 i GT I 10 - v .. ,- GT. \\\\ !� / // \\ / Y J r � IIROOF TRUSSES AT 24" O.C. TYP. El,c,',-, x ,c,',-, lam 20 NI S9.1 '&' 8 $ \ 9.1 GT.d2 0 Mak 2 I•• I SI �ro .'.):.': CCESS --I\ ' . .... 19 N1 \ • $9. 1 a \\ + —ell, 1 F 9.1 I / o --( v ro '' \ (V 4. \ • a' v / \ 43 X I ro r~/ ' \ \\\ I �I b • \.... ti. :::.::::::. ,© 2 2x8 HO 19 '. :..::.': 59.1 ::V':12 2 x&.0 X21'� NPR::t2 2xs•:IOR•:: :•:::::•.•. . 19 S9.1 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) Plan 7D ROOF FRAMING PLAN 1/4"=1'-0' FRENCH REVIVAL MST48 eaMST48 - - - - -Wile GJ ATAMIE= 1 ® 1 1 WASHER -...__zl s P6TM ENTIRE I-' DRYER SIDE ENTIRE 41,11) 1 I SIDE / a -. O CC J 0 CIi <1.11\ M5737 °, MS737 8 I El L_ S12 0 P3 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) Plan 7D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL i CI 0 19 ED 59.1,x_ E'er IQ37 �\ GABLE END TRUSS / 1 / 51 4x12 HDR ‘ / -11171:/Ls------------7517Z717-57---- - STHD14 B.dl STHD14-4-.._ - ST4D1" ROOF TRUSSES AT 24" O.C. TYP. I53' x1B.d2BEAM 14" FLOOR TRUSSES ®19.2" O.C. TYP. 4 4 S9.0 S9.0 GT ABOVE GT ABOVE J 0 m P4 9 59.0 1 /STHD14 STHDI4T� 13 x 14 LVL / - - .j i'�I \ I \j 1,'t0141 1 b. I 1 ()ENTIRE 6x6 POST W J I L �� r' ` I P6 SIDE 2J4" FLOOR TRUSSES �� I ROOF TRUSSES 1 1. (2)2 8 D' L�r_ Q I I ' _ ral�,4_ -_-j AT 24" O.C. B.d16 �,' \ 11=a 1 I _J� \ I�x' 4-5' �, \\ I CO I I r� GT ABOVE ENTIRE® LEDGER 1 B.d15• / \I N I SIDE P6 I "_ - -- - y''� ���..� ' 0 -R ir_© w�z gll (2)2x8 HDR GT ABOVE I '�� I I O I T 1 1 0 = I 1 N v I I BLOCKOUT FOR MICROWAVE EXHA -a' i --J 0 13" CLEAR rx I x 1. PICTURE FRAME _ ft. --1 pi CO OPENING. DIMS N ' m I�\�N W ARE TO q STUDS Ti -mom u W CC *C3 I v VCvi 71-Cna' CO b vi011 .,s 0.1l m I I I I 'I �N 1 L. 1 1 \ 11 1 ' hill. 2 1'1 °p v I---1 FIXTURES v C I ABOVE r- 6X6 POST I m co 1= N i i i 47 N II(V Di 2x ROOF i N =z3 I r ,, I FRAMING I - � Q'q m la 11 ( Pi GT ABOVE S9.0 U O LI — JJ ti I A a: GT ABOVE ��"! _�_ ��r ''� 2)2 8 HDR Q ...Jr wizi 3'4x1•' O 13'4x1^ © B.d9 9r pj x14 LVL LVI- 11 '' 59.0 N 1 a 2x8 HOR 2)2x: HDR 2�2 HDR IIII B.d10 12 B.d10 s14 "N B.d21 A I 4x8 HDR All S9.0 1 _ ID L - J 4x4 P.T. POST CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) LOWER LEVEL SHEARWALLS Plan 7D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL -1uy2 16'-3" s-1uy2AiEh . 0 15 18 S6.0 —0 56.1 Y ,_. STHD141 ''r,, --- STHD1 -a N A" CONC. SLAB N. OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL 1.---L.21- in ]1 1 i VERIFY GARAGE SLAB HEIGHT' w"- ®I — + 1 WITH GRADING PLAN a o oco 0 5 D1 !1,1! 18'-0Y2" 3'-11)1 14 56.0 IT)1 rJ • -]6" t - © ■ I I 3r CONC.0 m© VARIES : MIN. `iCr 1 I , FURN. PATIO SLAB -14" SIM.®� -3" FROM TOP OF b Ir-- ABOVE STEM WALL fiA SLOPE ® P4 STHD14 L JI IO ; J I--—I STPID156.0 1 14 43/4" 3'-9y" I 2x4 PONY WALL FIXTURE ABOVE--1 I 18x24 CRAWL ` , ABU66 I�, S I AT HIGH FDN. n -tPACE ACCESS - © 6 ? in 1 f i, . •�I D1 S6.0 R " -r _- I f L J " 1 18"x36"x10" FOOTINGI O 1 -3" ?• (2) #4. (3) #4 P6 `" ® l.L_-"'_i ; n 1 v1 ENTIRE }- ♦ ♦ I 13!'x 9Y1_LVL P6 SIDE wl • -- ■ _ I - ' I CENTER U/ WALL 1_El o t1 H , * I S 0 - 1 9'-8)," - a& I r I 16 a 30"x30"x10" I 2 ®i FINISHED FLOOR I L4. S6.0 FOOTING WI 56.0 '' '1 1 AT t0'-0" 11 ^ '- ". (3) #4 EA. WAY , Q n 181 ^ NW �� P.T. 4x4 POST I �� o 1 r 1 TYP. U.N.O. I �•,,� Z I L J I o J 1 I I In d = 1 912"I-JOISTS AT 19.2"O.C. I .-1 I TYPICAL I N Z w , I I Ii LL 1 1 I-12Y4 "' I - "I it'-7Y4" 14'-4%4 g Q N r { i M 0 LI 1 1 9'-8Y" 1 Z ♦ _" 134" x 914" LVL-_"- au I r--_r.— 30"x30"z10" tL ^ I 4/ I FOOTING W/ 41111 18"x18"x10" FIG. L 4 I• I� (3) #4 EA. WAY -12Y4"I ;, 0 b VP W/T1P.U.N.O.EW I I a L____] 6x6 P.T. POST I 1 1 1 L+J 1n 10 .,„,,,, 1„" x 9Yz LVL SIM.MYMPSIM. EDI I I ^ 2xi PONYIRE o 1 1 ^ WALL to 1 '.r TART FRMG.I �®'`�SIM.NMI I 1 E � 1=1 ', • �� —®I L t E..-�---- I I I�� N ♦ J `- I I I r» I I 11 "� sTHD14 CO I 6THD14 SLOPE 11 "1 '. 16'-6)" I I 9'-5) A -Jo ;0 —61 ' I -61 " TOP OF SLAB a ------+r IN I 1 121/2" TOP OF 8" I :V- II LL STEM WALL i , o C - ••• I -- I /� L _ e _ _1 ♦ ♦ Ma X ,I 1 1:"� luta 5'-0" 2'-0" UP 12 '' A10 I- Title: PLAN 2613 Job# Dsgnr: TRE Date: 5:36PM, 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 14189Page FRAMING Description 2613D ROOF GT reactions LTimber Member Information GT.d1 GT.d2 GT.d3 GT.d4 Gr.d5 Timber Section 3.125x18 3.125x19.5 3.125x18 3.125x18 3.125x13.5 Beam Width in 3.125 3.125 3.125 3.125 3.125 Beam Depth in 18.000 19.500 18.000 18.000 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fr,24F- Douglas Fr,24F- Douglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.150 Member Type GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No _Center Span Data Span ft 16.50 22.00 25.00 25.00 22.00 Dead Load #/ft 30.00 30.00 75.00 75.00 75.00 Live Load #/ft 50.00 50.00 125.00 125.00 125.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Start ft 8.000 4.000 End ft 16.500 14.000 Point#1 DL lbs 938.00 938.00 LL lbs 1,562.00 1,562.00 @ X ft 8.000 4.000 Point#2 DL lbs 938.00 LL lbs 1,562.00 @X ft 14.000 Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542 Mmax @ Center in-k 248.60 451.92 187.50 187.50 145.20 @ X= ft 8.05 10.91 12.50 12.50 11.00 fb:Actual psi 1,473.2 2,281.9 1,111.1 1,111.1 1,529.7 Fb:Allowable psi 2,760.0 2,749.7 2,379.7 2,379.7 2,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 103.8 155.3 58.7 58.7 70.7 Fv:Allowable psi 276.0 276.0 240.0 240.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 1,091.96 2,413.54 937.50 937.50 825.00 LL lbs 1,819.25 4,021.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 2,911.21 6,434.54 2,500.00 2,500.00 2,200.00 @ Right End DL lbs 1,743.54 1,772.45 937.50 937.50 825.00 LL lbs 2,905.25 2,953.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 4,648.79 4,725.45 2,500.00 2,500.00 2,200.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.127 -0.351 -0.241 -0.241 -0.343 'A UDefl Ratio 1,564.2 752.5 1,244.2 1,244.2 770.2 Center LL Defl in -0.211 -0.585 -0.402 -0.402 -0.571 UDefl Ratio 938.9 451.6 746.5 746.5 462.1 Center Total Defl in -0.337 -0.935 -0.643 -0.643 -0.914 Location ft 8.448 10.824 12.500 12.500 11.000 UDefl Ratio 586.7 282.2 466.6 466.6 288.8 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 -(01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF FRAMING [Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.dS RB.d6 RB.d7 Timber Section 2-2x8 2-2x4 2-2x8 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 7.250 3.500 7.250 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 Ar,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Rr,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 enter Span Data Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 Dead Load #/ft 75.00 75.00 60.00 60.00 75.00 75.00 195.00 Live Load #/ft 125.00 125.00 100.00 100.00 125.00 125.00 325.00 Results Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 9 Mmax @ Center in-k 9.07 1.87 7.26 2.16 2.70 9.07 15.79 @ X= ft 2.75 1.25 2.75 1.50 1.50 2.75 2.25 fb:Actual psi 345.3 306.1 276.2 352.7 102.7 345.3 601.0 Fb:Allowable psi 1,173.0 1,466.3 1,173.0 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 27.4 23.8 27.7 12.4 29.7 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 @ Right End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.005 -0.010 -0.008 -0.001 -0.012 -0.015 UDefi Ratio 5,293.7 6,341.9 6,617.1 4,587.6 32,619.9 5,293.7 3,717.4 Center LL Defl in -0.021 -0.008 -0.017 -0.013 -0.002 -0.021 -0.024 UDefl Ratio 3,176.2 3,805.1 3,970.3 2,752.5 19,571.9 3,176.2 2,230.4 Center Total Defl in -0.033 -0.013 -0.027 -0.021 -0.003 -0.033 -0.039 Location ft 2.750 1.250 2.750 1.500 1.500 2.750 2.250 UDefl Ratio 1,985.1 2,378.2 2,481.4 1,720.3 12,232.5 1,985.1 1,394.0 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613D FLR FRMG 1 OF 3 Timber Member Information r B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 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 RI'- Rosboro,Bigbeam (Level,LSL 1.55E Hem Ar,No.2 Rosboro,Bigbeam Douglas Ar- Hem Rr,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 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 175.00 175.00 Live Load #/ft 125.00 125.00 Start ft End ft R ((.. esults Ratio= 0.9717 0.4158 0.0864 0.4901 0.6447 0.6054 0.5666 Mmax @ Center in-k 81.67 257.73 13.20 13.14 347.49 21.72 17.47 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,434.5 230.9 499.9 1,934.1 708.3 664.6 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 68.2 28.6 56.6 109.3 70.0 65.7 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 2,090.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 1,815.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 3,905.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 @ Right End DL lbs 618.75 2,090.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 1,815.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 3,905.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 [ eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.362 -0.001 -0.005 -0.166 -0.010 -0.019 UDefI Ratio 1,051.9 729.4 34,459.7 7,900.8 1,297.6 5,337.8 2,899.5 Center LL Defl in -0.314 -0.314 -0.004 -0.014 -0.444 -0.027 -0.024 UDeil Ratio 631.1 839.9 12,922.4 2,962.8 486.6 2,001.7 2,230.4 Center Total Defl in -0.502 -0.676 -0.005 -0.019 -0.610 -0.037 -0.043 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 390.4 9,398.1 2,154.8 353.9 1,455.8 1,260.7 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (019834003 ENERCALC Engineering Software 14189_Plan_2613.ecw.Floor Framing Description 2613D FLR FRMG 2 OF 3 [Timber Member Information Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 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 Hein Fir,No.2 Hem Rr,No.2 Douglas Fir- it.evel,LSL 1.55E 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 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 Center 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 30.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 80.00 320.00 320.00 320.00 320.00 Dead Load #/ft 175.00 175.00 160.00 175.00 175.00 175.00 Live Load #/ft 125.00 125.00 100.00 125.00 125.00 125.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 Mmax @ Center in-k 7.76 6.52 6.80 40.89 27.75 6.94 13.60 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 295.4 248.2 221.7 819.2 1,055.9 264.0 517.4 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 35.7 28.1 25.1 92.3 97.0 33.2 58.6 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 hi @ Left End DL lbs 375.00 332.50 332.50 818.40 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 1,513.60 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 2,332.00 1,850.00 925.00 1,295.00 @ Right End DL lbs 375.00 332.50 332.50 1,709.60 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 2,998.40 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 4,708.00 1,850.00 925.00 1,295.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.005 -0.004 -0.003 -0.033 -0.002 -0.008 UDefi Ratio 9,786.0 8,108.7 11,643.2 9,677.0 1,791.3 14,330.6 5,222.5 Center LL Defl in -0.005 -0.004 -0.003 -0.005 -0.051 -0.003 -0.012 UDefi Ratio 7,527.7 9,337.3 12,290.1 5,497.3 1,187.5 9,500.1 3,462.1 Center Total Defl in -0.008 -0.010 -0.007 -0.009 -0.084 -0.005 -0.020 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefi Ratio 4,254.8 4,339.9 5,979.0 3,505.8 714.1 5,712.9 2,082.0 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Timber Beam & Joist Page 1 User:KVJ-0602997,Ver 5.8.0,1-Dec-2003 14189_Plan 2613.ecw:Floor Framing _( 1983-2003 ENERCALC Engineering Software Description 2613D FLR FRMG 3 OF 3 _Timber Member Information 1 B.d15 B.d16 B.d17 B.d21 porch Timber Section 2x8 2-2x8 2-2x8 LVL:1.750x14.000 2- Beam Width in 3.000 3.000 1.750 3.000 Beam Depth in 7.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 level,LSL 1.55E Hein Fir,No.2 Fb-Basic Allow psi 850.0 850.0 2,325.0 850.0 Fv-Basic Allow psi 150.0 150.0 310.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,550.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member TypeSawn Sawn Manuf/Pine Sawn Repetitive Status No No No No _Center Span Data Span ft 4.50 4.00 16.50 6.00 Dead Load #/ft 15.00 30.00 60.00 Live Load #/ft 40.00 80.00 100.00 Dead Load #/ft 160.00 60.00 Live Load #/ft 100.00 100.00 Start ft End ft _Results Ratio= 0.3104 0.1246 0.3380 0.2803 Mmax @ Center ink 9.573.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 fb:Actualpsi 364.1 146.1 785.8 328.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 48.0 26.5 Fv:Allowable psi 172.5 172.5 310.0 1Shear7OK2.5 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 @ Right End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 DeflectionsRatio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.081 -0.014 UDefl Ratio 4,142.2 17,201.9 2,454.8 5,096.9 Center LL Defl in -0.010 -0.005 -0.215 -0.024 UDefl Ratio 5,177.8 10,321.1 920.5 3,058.1 Center Total Defl in -0.023 -0.007 -0.296 -0.038 Location ft 2.250 2.000 8.250 3.000 UDefl Ratio 2,301.2 6,450.7 669.5 1,911.3 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 — (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 _Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK _Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 LDeflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS 1 Code Code Code Suggest Suggest Suggest j Lpick ,_Lpick Lpick Lipck Joist b d Spa. LL DL M max V max El L fb L fv L TL240 L LL360 L max TL deo. LL deft. L TL360 L LL480 Lmax 'TL def_TL dell.LL deft.LL deft_ size&grade width(In.) depth(in.) (in.) (psf) (psf) (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 12201 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 16.19 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 15.371,_ 0.64 0.51 14.27 13.97 13.97. 0.44 384 0.35 480 9.5"TJI 110 1.75= • 9.5s; 16 40 10 2500 1220 1.57E+08 20 00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.3434 ` 16.34 0.51 .384;•0 41 •480 0. 54" i_9.5 TJI 110 1.75 9.5 12 40 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 0.55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14.81 1481 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.261 19.06 19.06 0.79 0.64 17.70 17.32 •1732 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 18.661,1-1,1-T18..66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 .,_..40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.831 0.70 0.56 15.63 15.29 15.29, 0.481 384 0.38 480 9 5"TJI 230 2.3125.' • 9.5 `12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0 82 0.66 18.28 .86 17.89 ;F0.56 384"'041 480 90= 19.01 : 17.89` '17.89 9.5"TJI 230 2.3125 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 21.21 0.88 0.71 19.69 19.27 19:27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.21 40 10 3160 15601 E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54 17.04 16.67 16 67 0.52 384 0.42 480 11:875 TJI 110': 1.75" 11.875., .16 40 10 ` "-3160 ;,1560 .2.67E+08: 19.47 46:80 20.72 ,-.16.66., ,19.47: 0.81 0.65s 18:10" 1772 <' s 1772 "0.55 0 384', 44 • 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 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 19.48 41.38 20.61 19.39 1929 0.81 0.65 18.00 17.62 11.17;62 0.55 384 0.44 480 11275"TJI 210x. ,2.0625 "11275 16 40 : 10 .3791 .1655 115E+08 2124 4165 11 875 12 40 10 3795 1655 3.15E+08 24.64 66.20 " 24.10 22.68 22.68 0.95 0.76 21.05 20.610 20.61 2161 186 029 19.13 2111';-1171'172 X20 61' 0.64 384--'0.52 480 11.875"TJI 210 2.0625 4 384 0.52 480 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 V 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 11275 -16 40 10 -• 42151 11.875 12 40 10 4215 16551 3.47E+08 25.97 66.20 24.89 23.42 23.42, 0.98 0.78 21.74 .- 21.28 :21'28 0.67384. 0.53. 480 2 2128 21.28.' 0.89- 0.71. 19;76 19.34 19 34 0 6, 71.875 TJI 230 2.3125 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-s:1,-!.,92,93 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 19.691 0.82 0.66 18.28 17.89 17 69 0.561,. 384 0.45 480 11.875".RFPI 400 2.0625 11.875- 16 "''40 "10;' -4315 :1480,"3.30E+08-'22.76 "'"44:48. 22:24' ;20.93"i 20.93: -".0.87: ,0.70, :19:43- 19 01 El 19 01 0:59 384 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 :,2254:0.70! 384 0.56 480480 Page 1 D+L+S CT#14189-Betahny Creek Fails LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 -- Cr Comp. Size Size Rep. Cl(Fb) Cl(Fc) Eq. NDS Cb wades) > Section 2.3.10 Bending P P Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration tactor factor use Stud Grade Width Depth SpacingHeight Le/d Vert.Load Nor.Loa n.1.0 Load Plate Cd(Pb)Cd(Fc) Cf Cf Cr Pb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc tic Ic/F'c fb lb/ in. In. In. @ 0. pif psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi H-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 ps Fb'(1 f 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9988 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 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 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 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 12 825 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 6 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1.200,000 854 508 968 449.95 395,22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 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 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 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 1,200,000 854 531 875.438 449.95 388.13 386.67 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 1.15 875 425 725 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 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 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 1.10 1,15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 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 0.82 0.00 0.000 SPF#2 1.5 5.5 16 8.25 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#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 1.308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844,5 228,94 220.14 219.80 1.00 0.00 0.000 • Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSIIAF&PA NDS-18971 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bueldln,Factor D+L+W c 0.80(Constant)o Section 3.7.1.5 Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Hades) > Section 2.3.10 Bending Camp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Meo.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Hor.Load u.1.0 Load fa Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fc perp' Fc- Fce F'e fc tc/re fb tb/ In. In. In. 6. pit pet pit (Fb) (Fe) pal psi psi psi psi psi psi psi psi psi psi Fb`(14c/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 1,366 506 840 515.42 427.08 273.02 0.64 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 378.09 333.99 191.75 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 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3,5 16 825 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 1.15 675 405 800 1,200,000 1,366 506 940 449.95 384.87 271.43 0.71 271.03 0,500 It-F Stud 1.5 3.5 8 825 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 6.46 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 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 980 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 76125 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 76125 449.95 376.35 287.62 0.71 271.03 0.490 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 1.15, 675 425 725 1.200,000 1,366 531 761.25 449.95 378.35 294.60 0.79 180.68 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 8501 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 19.8 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1430 1011.45 804.50 508.18 0.83 181.23 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 2,033 508 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 3267.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 1484.89 940.30 53123 0.58 152.58 0,114 SPF#2 1.5 5.5 16 9 19.8 3287 8.48 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3_1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1288.30 884.89 531.23 0.60 146.34, 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725_1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 9641906 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0,9941 3287.1 1.60 1.00 1.3 1.10 1.15 875_ 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.80_ 1.00 1.3 1.10 t15 850 405 1300. 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.788 Page 1 D+L+W4SS CT#14189-Betahny Creek Falls I LOAD CASE 1 (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+1/2 e 0.80(Constant)> Section 3.7.1.5 KeE 0.30(Constant)> Sedan 3.7.1.5 Cr Cb (Varies) Comp. Rep. > Section 2.3.10 Bending Size Size Re. Cf(Fb) Cf(Fc) 1997 NDS Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mez.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Laid Vert.Load Hor.Load <.1.0 hoed t$Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fee Pc IC fciP'e fb fb/ In. In. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi psi ps ) 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 P 506 ps966 515.42 psi i 441.22 278.10 0.63 376.78 Fb"{7-I 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9966 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 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 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395,22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 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 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1.386 506 988 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 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 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 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 0.85 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1.386 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 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 1844.5 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 19.8 3287 8.46 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 6.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 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 0.56 148.34 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 14426 139.02 17.78 0.13 1 0.979 SPF#2 1.5 5.5 18 19 41.5 860 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1,5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 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 0.798 Page 1 D+L+S+.SW CT#14189-Betahny Creek Felts I LOAD CASE 1 (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+Wl2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Maz.Wali duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load o-1.0 Load @ Piatd Cd(Fb)Cd(Fel Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fe• Fee F'c lc fc/F'e Ib Ib/ In. In. In. 8. p11 psf plf (Pb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fclFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339,05 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 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 262.88 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 35 12 8.25 28.3 1680 4.085 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675_ 405 600 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 6.25 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 1,388 506 966 449.95 395.22 338.41 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 1.15 875 425 725 1,200,000 1.388 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 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 1,366 531 875.438 378.09 336.17 260.95 0,78 167.82 5396 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 26.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15+ 975 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 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 2,033 508 1644.5 1378.83 1031.56 506.16 0.49 76.29 0.059 H-F#2 1.5 5,5 16 9 19,6 3132 4.23 0.4544 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 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 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644,5 1203.70 948,77 508.18 0.53 73,17 0.062 SPF#2 1.5 5.5 16 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 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 1296.30 945.38 531.23 046 73.17 0.059 SPF Stud 1.5 3,5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 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 1.601.15 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 0.64 463.51 0.594 Page 1 D+L+S+.7E CTO 14189-Betahny Creek Felts I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+8+E11.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies), > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load e>1.0 Load ell Plate Cd(Pb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc• Fce Pc fc fc/Pc lb lb/ in. In. In. 9. pif psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fcFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1,5 3.5 18 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 1,366 506 986 378.09 340.90 256.51 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 1,366 508 966 378,09 340.90 270.48 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 1.15 875 405 800 1,200,000 1,366 506 966 449,95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.80 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325,71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 6.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 342.88 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 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 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 1.15 875 425 725 1,200.000 1,366 531 875.438 378.09 336.17 288.57 0.80 141.83 0.358 SPF Stud 1.5 3.5 16 8,25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 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 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 448.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 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 02844 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 56.10 0.044 H-F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 78.47 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 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 7.7083 18.8 3287 3.57 0.3154 3267.1 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 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 / ENGINEERING 180 Nickerson St. CT Suite 302 ....r! ' . . . Seattle,WA / 98109 / Project: — . __ .4 .--... A‘ ,Date: • _ (206)2654512 PAX: Client: Page Number: (206)285-0618 • 15017 ?.- fill,ie. lailL • : ZPV31 Pgr hk_6) tyr.. plooFNA of-A-as) --_-__120• • 2,. 640/t)(40ts ) 14-. 365- rik 1 2,,. = Ible> Af- .51 , gavaptV --Tera---'2- . . Lot-- . . *, e 0 c f *' , .t. .- fttre 6- i P7- ci3a + 2:FX0 4-,a5 .-: ,-- Los' Irler. 1 •14--- .., .. iv.p.7-e 4 7 .-- , . 4.4---x- 4.-- .. i ......._ 199 fizrY.:. virli:a_ *-- Li& 36v iffm4- MI . b . Vb 7- AO* _ - Structural Engineers C T E N -G I N `-E. 'E' R I N`'G 180 Nickerson St. Sulle 302 AJ-3.----t/) 3�4 i N C. Seattle,WA Project: t i7 S e f, Date: 98109 Wil_.��//� p` (206)285-4512 Client: A 5� 1Pb- L1 i 1f (.eRPage Number: (206)285-0618 PPe 'pr.kZ4$K1 $l6 :VAtu Pry : - 1. '1 ,2- , • :C • 3 (mo•w-�-ajp wyvo • ' • cl S 4-:. • v ' - Pam . 1 , . 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I_!•.1 -._� ' _ ?17111-,i'''.-._ I • 1 i 3 I { �� s 1 �.-1;t--•;i,'-''1','''-2, 1 t a ' I i 'Tt .A'. , , I I .-• a i Y � I tI , i., I it� _. • ._... __I i i .._° •.• i �{ 1 .i { , 4 R1; _ O�J i -11. �i ' �T,I�l� � I I 1� • - 1 , i- I , ' I , } i 1 a Structural Engineers rj , PvoS ¢I3 6¢ 3 ---- • -)- aK�i'y> Ili Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document (which2012 utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 2nn y i-k, rr 1,� r 'Y} m I s000m �; ! avert0n ''� � 77 1.,...J 3i S !P � • 'y 7)�1`r te ` .._... ,-. ti 't a "wr ^rte,.- ^, :g =3 ra _,,, (1 itill! sit is Ad1=#.mom' '. r ti F ' ✓ ;141,-„(41-,„T,47.-,P414?:,\tf::::g.!1,..:::',).-.,-,711-1-;\ i'.7ti°,tiQ4Ff t < *� ,A` 2.. $ 3 . i tom;_ _s -..T$ r. ' _ ` �g 7 " '.., V j , -� , 'Nlilus+auk1e ,F` :x µ�...w z r> ..N"` N ''+wrf=, i2"�i� s 2 ^,.� � tI x � � Lake Oswego s Scho`tls _.t 't"1.-:-.9„-,:::,;.:,„,R1 � King City 0 harti,,'�~' .. _F �� t'..:;;:-.•-%,-,,, oilf.4,-4)Z.!,;1.1'".4'4.,,--"'t7CC M E R l C A ', R fi l�tni��UeSt, " ; i,‘,''', ii ... " �. a�, >..._. .. �. �. ®2015 Map ',',„..1.-.,:.„,,,,-.A.------ .a data® d .� i :0,mapQuest USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM: = 0.667 g S°: = 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. MCER Response Spectrum Design Response Spectrum 0,88 1.10 0.80 0.59 0.32 0 O.S4 .88 0.77 0 55 .rte 0.56 S8.48 tn 0.55 f�A 0.40 I 0:44 0.22 0,3) 0.24 22 a.15 00..11 0.08 0.00' 0,80 0.00 0,20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.00 2.00 0.00 0.20 0.10 0.50 4.80 1. 1.20 1.40 1.50 1.20 2.00 Period,T last? Period,T(ec) 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 nosubstitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 '. Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II ; Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D' . Table . Ta aeon 1613 .(2) Section 11Table 20.3-1 h 20 14. 0.2 Sec.Spectral Response Ss 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 • Figure 1613.3.1(2) Figure 22-2 Latitude= Varies .; N Longitude= Varies _. W http://earthq uake.usgs.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 SM1=F„*S1 SM1= 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 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D ;i 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 Uo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor C0= 4.0'' N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SDI= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) 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) TL= 6 ASCE 7-05(Section 11A.5:Figure 22-15) Cs=SDs/�(R/IF) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (forT>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)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w. w1 *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *hjk 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 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FpX = DIAPHR. F1 E F, w1 E w1 Fpx = EF,*wpx 0.4*S0s*1E*Wp 0.2*S0s*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, 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 T-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 3 See.Gust 120 120`mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3SsaGust= 93 x.91 mph (EQ 16-33) Exposure' B B Iw= 10 10 N/A N/A Roof Type= Gable Gable Ps3)A= 28.6 28.8;psf Figure 28.6-1 Nag e=' 4.6 4.6 psf Figure 28.6-1 Ps3o c=- 20.720.7'psf Figure 28.6-1 Ps3oD= 4.7' 4.7E psf Figure 28.6-1 N= 1 00 ' 1.00; Figure 28.6-1 Krt= 1 00 1.0,9 Section 26.8 windward/lee 1.00 1.00'(Single Family Home) N+Krt.I 1 Ps=X'Kzt'I'ps30= (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) 4.70 4.70 psf(LRFD (Eq.28.6-1) Pso= ) PBAand c avenge= 24.7 24.7 psf (LRFD) Ps a and o average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1:00: 0.89; 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA Ag A0 Ao per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) VI(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(ns). 9.68 V(e-w)= 18.70 klps(LRFD) kips(LRFD) kips klps 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(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0,00 0.00 6.66 6.66 12.84 12,84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) _ Wind(E-W)(ASD) W 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(NS) 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"dla.'X 2 5"long STUD SPECIES SPECIES= H-F or SPF:: SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 ; SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 1 0 1 P6TN• 150 150 150 f 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 N 0 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 SHEET TITLE: LATERALN-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height. 8 ft. Seismic V I= 3.21 kips 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL err. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Ue m OTM ROTM Unet Usum It HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (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, left3 0 0.0 0.0 " 1.00. `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' =0 0 0.0 °1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.. left 4 280 ;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', . '0.0 1.00 0.00' : 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 ;0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ""�,`0 0 0.0 1.00" '0.00= 0.00 0.00 0.00 0.00 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** 640 460 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. 1.00 0.00: 0.00 0.00 0.00 0.00 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 1.00" 0.00: 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 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 1.00" .; 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0 : .0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0. ,'.0.0 1.00 0.00: 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - . "0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0, 0.0 0.0 1.00; 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 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 - - 0 0.0' '0.0 " 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 1.00 0.001 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 1280 89.5 87.2=Leff. 5.16 0.00 3.21 0.00 EV wind 5.16 EVEQ 3.21 Notes: * denotes with shear transfer *' denotes perferated shear wall iSB denotes iSB 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 kips Max.aspect=,"-', 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.54 kips Sum Wind N-S V i= 8.06 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 Logy eft. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueam OTM ROTM Unet Usum U. HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.% left 1* 370••,,,•.18.0 18.0""0.65 ': 0.151 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 pert 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 ,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 Ext' left 4 290 4.8.3 12.0 1.00 0 40f 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 0" 0.0 . 0.0'1.00,4] 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0":1,00,I-'9.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ."'b 0 0.0 1.00;• 0.00 0.00 0.00 0.00 0.00 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 * 666;-,53".0., 53.0 0.91 6.15. 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 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 o`" o.o 0.o 1.00': 0.00:: 0.0o 0.00 0.00 0.00 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 ;"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. 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 righty': .,0 0.0 0.0" 1.00" 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0, "0.0 1'.0,0,;_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 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 ,9.0 ;1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0'; ,. 0.0 0,0;'1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. 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 A0 ,0.00 0.00 0.00 0.00 0.00 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 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 EV„;„d 8.06 EVEQ 5.54 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof 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 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type vi OTM Roam Unet U. 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 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 0.0 0.0 `1.00' 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 0.0 0.0 1.001 0.00 0.00 0.00 0.00 0.00 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-_ 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 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 -' -`- 0' 0.0` 0.0" 1.00. ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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. 0.0' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 "00' "1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ,.1.00! 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 __ 0- - . 0.0 -"0.0,'.1.00 0.00, 0,00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - " 0.0 0.0a :1.00 0.00; ' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 . 1.00, 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 0.0 1.00 ! 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0.0' 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0.0.. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0- - . 0.0" .0.0 1.00 = 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-„ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 • 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - 0.0 ` 0.0,' .1.00 "0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVw;nd 7.71 EVE0 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+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.30 Table 4.3.3.5 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 eH. C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type vi OTM ROTM Unet Ueum OTM ROTM Unei Ueum Uaum HD (soft) (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 - t00'"00`; 0.00': 0.00 0.00 0.00 0,00 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 0.001 0.e 4 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` ,;00 :".0.0 1.00; 0.00 +.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0 '0.0 1 00;:. 0.,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IntKIT 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0: 0.0 :1.00 0 40 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `-0.0 , 0.0 1,00:;, 00;; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 . 0.0 0.0. 1,00 ""0.00 0.00 0.00 0.00 0.00 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 1.1#". 015 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 BR23" 0 "I"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 'i'0.0 0. 1.00`"`0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0- I • , . I I 4 1 : 6= . •0 0 +• 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 "1.0e e.00 0.00 0.10 0.0e '.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 Gar ABWP` 118 2.0 " "8.0 . 1.00; ,0,151 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 '1.4+' e.04 •00 0+0 0.0+ '00 1 e0 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 :0.0 ,,0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 "0.0 0.0 ''1.00 '.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0"` 0.0 -".0.0` 1.00' 0.001 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0‘' , 011 0.0 1.00- 0.M 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00'. '0.00 0.00 0.00 0.00 0,00 1.00 0.00 0: -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "!. 0.0' , 0.0 . 1.00" 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0;:`1.00. '0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 %1.00 ;0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ",.0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EV,nd 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 si ID:Upper Lett'(MSTR and BR4) Roof Level w dl= `. 150 p11 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 H1 head=4, vhdr= 52.7 plf IH5head= W 1 Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 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 p11 v3 eq= 45.0 p11 v5 eq= 45.0 H5 pier= 4.0 vi w= 72.5 p11 v3 w= 72.5 Of v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= ..I Fdra• - 14.3 feet n Fdragl w=72.5 Fdragl w= 23.1 Fdrag7eq= .6 Fdrag8-• 45.0 V P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 n P6TN WIND vsill eq= 32.7 Of Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 52.7 p11 H5sill= 3.0 EQ Wind ''3.0 `-.. 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= ':2.5 L3= 3.5 L4= 5.0 L5= :5.5 ii ii. ► Htotal/L= 0.29 4 4 _._...,, ..._.N * 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 SHEARWALL WITH FORCE TRANSFER ID: Front.Upper MSTR* Roof Level w dl= 150 plf 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 •. 0. v hdr eq= 61.8 plf --10.- A >•H head= Iv hdr w= 191.5 p/f 1.083 Fdragl eq= 355 F2 eq= 355 • Fdragl w= •01 F2 -1101 H pier= vi eq= 204.0 plf v3 eq= 204.0 plf P6 E.Q. 5.0'' 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 plf P6TN 2.0 EQ Wind v sill w= 191.5 p/f P6 feet OTM 8245 25542 R OTM 10029 12251 * UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 25' L2= 11i5 L3= 2.5 Htotal/L= 0.49 i I. 4 11.4 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 LIV` 1 Floor Level w dl= 150 plf ....... ........_...._... V eq , 1130.01 pounds V w= ' °3270.01 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 Of ► •H head= 1.083 Fdragl 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 p/f v3 w= 1169.1 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v 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 plf P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 w v UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 Pr 4 Al 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 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w=,1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds -► v hdr eq= 62.1 plf --- H head= v hdr w= 191.6 p/f W 1.083 Fdragl eq= 155 F2 eq= 155 Fdragl w= • 9 F2 -479 H pier= vl eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 feet � Fdrag3 eq= • F4 e•- 155 Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind vsill 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 ► 4 ►4 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23•. Roof Level wdl=-' 160.: p11 .....__...._:....... 424.8pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V 1610.0; pounds Vi w= V3 w= 2347.5 pounds V5 w= 13112 pounds V w=. 4970.0' pounds Vi w= 1311.2 pounds , v hdr eq= 73.2 Pll A vhdr= 225.9 ph H5 head= H1 head=� 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 �� 1 n A Fdragl w= •'.0 Fdragl • 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 v3eq= 134.1 pH v5eq= 134.1 H5pier=. H1 4.0r= v1 ew= 134.10 p11 v3w= 414.0 p/l v5w= 414.01, 4.0 -; 1'. v1 w= 414.0 pH feet feet 2w/h= 1 2w/h= 1 H total= 2w/h= 1 8.0 y Fdrag3= Fdra• - 172.8 feet n Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 V P6TN EQ. Fdrag7w=533.4 Fdrag8w=298.0 P4 WIND I Vsill eq= 73.2 pll Hi sill= (0.6-0.14Sds)D 0.60 vsillw= 225.9p11 H5 sill= 30 3.0 EQ Wind feet feet OTM 12880.0 39760.0 R OTM 18074 22078 y v UPLIFT -248 846 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 , ' ►� 04 Hpier/L7= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction c et?�1 �I"1 V i� {r`, y� A PA • TT-100F APRIL 2074 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection 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 APA—The Engineered WoodAssocialion 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 Maximo eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart'•`t(Ibf) 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 (a,b,1 31 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 (one braced wall panels) Header to jack-stud strap 4 2'to 18'rou h width of opening J per wind design min 1000 lbf 9 "I on both sides of opening for single or double portal I opposite side of sheathing 1 -1--.7c �� '_ Pony �I,, wall height 14 Iva, Fasten top plate to header f -..' Q with two rows of 16d _ - sinker nails at 3'o.c.typ Fasten sheathing to header with 8d common or j r Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown /panel sheathing max r� i. total 41 Header to jack-stud strap per wind design. wall ;« ^^ _. Min 1000 lbf on both sides of opening opposite height side of sheathing. 4 If needed,panel splice edges �' _ /. shall occur over and be 10' `i Fr Min.double 2x4 framing covered with min 3/8" / j; nailed to common blocking thick wood structural panel sheathing with . it within middle 24'of portal max :r 8d common or galvanized box nails at 3'o.c. height.One row of 3"o.c. height '" in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. IMin length of panel per table 1 Typical portal frame -� .` construction Min(2)3500 lb strap-type hold-downs �: �; Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of Min reinforcing of foundation,one#4 barjack studs per IRC tables t` - R502.5(1)& 2( ) topand bottom of footing.Lap bars 15 min 1- 5 1 . Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on 1RC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum.Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Forte Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wyyyy 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: orm No.TT-100F mail:help@apowood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code,construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thr Enginecrrd Wood Association 180 Nickerson St. CT ENGINEERING suite302 INC. Seattle,WA -from3c, 1D1 1kA►�J�-d')Ln p C, � 9s1o� Project: V" , 4 3 , �I `r" - ` V PAWL— Date: /"l. I , (20C,)285-4512 Client: 2,5` "A.5,2- ( C>55C.- 29)1 ,67.5,-/) Page Number: (206)285-0618 Q L • coy 0 6r • li.L-4! • d' ti ® . .`. X Cb`` 0" X. re P P A2s- J TvfL ( Z .. f61 M 19-9- )71w Ili,,. E,d (zX o z a> ; j9.. > a= . (►)C©.2 A21 (g_ 13 Liz 0,13 Mn (OA) �� . h C )C,2 11�) Ce. - Le' ) 5` ' x 1& IA)/(2) 4- 01.= 6-autu „ticz LLD/4-4-.7;83 0144 er2oN t► �xc� ep_pvIYs . f PSL 001 A= PS R 1 m6 t. � Sog Structural Engineers i.. WOOD FRAME CONSTRUCTION MANUAL 63:. t. Table 2.2A Uplift Connection Loads from Wind "' ,• • •• . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly • 1,2,3,4,5447 ' Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281. 315 369 M 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 M Al 60 428 468 509 598 693 796 906 1022 1146 1345 M . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 M 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 2 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92• 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 • • 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 '.'�L4! 1 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 J. 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, E 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 I 1.00 I 1.33 I 1.60 1 2.00 4.00 "i• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • • • 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads•for wall-to-wall-or ,•t wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) .:.t,•• for each full wall above. '.i r4. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the it0 i , header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. .•l,`F i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ter:,=. includes the overhang length and the Jack span. 3....• .44. t^; 8 Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. Ti`;.. AMERICAN WOOD COUNCIL 180 Nickerson St. CT :ENGINEERING- Suite 302 INC. Seattle,WA Protect: --.1\11P)(41-- IVCII[ J '�L� • Date: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 I I i 1,V1*' L'OCP VP)‘Riff 1-12):0 '71SP lAitiL ‘0:W17) j! I • 1lp :_ n MQ u.L ) 15 DZ : i „ � • :-jam 20k t) •Coov `mss • • ' $6: 1 +4-:: MINA . .... Pg l/ Li : :”: 1" :t :71; - qtr T ►1vb 1..:: .6. • 21 .. .. _ ( )(2) (.,,o. •cco — a %` gip, tiovrr,v-1 03 : ' - . • 4 6)Ina a 1 -. 61.:- : • (1-6,y 1-Q4)(p,,-5)(0 -,&.1: 44-- : . Pev,)t9-6- (t) P 94 PLL, • • • .stib -z-13s-veilD R : :e*Ivigt*-).5k.) '0)-S41.@ f ,v F_. % 00)- Structural tructural Engineers • TRUSS TO WALL CONNECTION .;I.1 vm UI•.:; #OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES UI'I III I'i 1 HI (6)0.131"X 1.5" (4) 0.131'X 2.5" .100 ,If) 1 H2.5A (5) 0.131"X 2.5" (5) 0.131"X 2.5" .1 1111 . 1 SDWCI5600 4tt. .....I 15 2 H10-2 (9)0.148"X 1.5" (9) 0.148'X 1.5" •1ii%1i r0 0._. 2 (2)H2.5A (5) 0.131'X2.5" EA. (5) 0.131"X2.5" E.A. 11110 vi.- 2 (2)SDWC15600 - - WO 2.1(1 3 (3)SDWC15600 - - 1 If 15 SIS ROOF FRAMING PER PLAN 8d AT 6" 0.C. . 2X VENTED BL . BUM. es 0.131" X 3" TOENAIL i��. AT 6" O.C. C� l N2.5A & SDWC15600 S1)1 F \ COMMON/GIRDER TRUSS ---11--- 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) 114 I TYP. RAISED• HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPE-VALUES iT OF TRUSS CONNECTOR 10 1RUSS PLIES TO TOP PLAIES UPLIFT F1 1 HI (6) 0.131"X 1.5" (4) 0.131'X 2.5" --4.911- 415 1 H75A (5) 0.131"X 2.5' (5)0.131'X 2.5" --"5.W-.1..-.11W- 1 SDWCI5600 - _ .5.. - _�Y�� T1s 2 H10-2 (9) 0.148" X 1.5" (9)0.148'X 1.5" iffid--Ail-- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131'X 2.5" EA. AWA- z211''• 2 (2)SDWC15600 . - - mW .. 3 (3)SOWC15600 - - 14!'5-----34s - ADD A35 0 48"0.C. ROOF FRAMING PER PLAN _ FOR.H2.5A AND SDWC STYLE ed AT 6' O.C. ilkCONNECTIONS `` 2X VQITED BLK'G 11.11kihh. 4% iiiiiiill.4kAtEkiiii mil 1 I li:I H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0' (BEAM/HEADER AT SIMILAR) 19 I TYPICAL TRUSS TO WALL CONNECTION [