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Specifications Ar s t- U/7-L U�lS' SGJ ,„ a,„4,, *-" Structural Engineers CT E`N=G f N,E E R I N,G. 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) #15238 ECEIVED Structural Calculations OCT 8 2015 CITY OF TIGARD BUILDING DIVISION River Terrace �o PRp, i Plan 19 „c\��IN4— a C • 60 ,yam F� Elevation A 1d (�REG��N& Tigard, OR ‘177,0):4422 �g1 (c<`' 1(4 T. F 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: 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 19 also includes Plan 5019) 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#: CT# : Plan 5019 ABD ROOF Roofing • 3.5 psf Roofing-future ., - ; 0.0 psf 5/8",plyvvood (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./Meeh. 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 r , Ox HDR ® 0 HDR q © HDR HDR HDR C) 1 RBA3 r HDR ® I RBA2 J ®l I = 11 _ 04 L 4— I r--i - 'e 2211 ArncI © w L ACCESS! 1_ L j , i !t a U N ri U : U J O O-- N ID41 Q I O U To _ - I a' • I= yI • O/ . / ' f \ 0- ®RBA10 - HDR' // \\ r f �l Gr, 1 I I2:' O HDR HDPo .,-:._HDR © L ' © HDR I HDR © J L_L GABLEIEND TRUSS J J L GABLE)END TRUSS J ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 5019A ROOF FRAMING PLAN Title: Job# Dsgnr: ARS Date: 12:26PM, 20 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 User 997,Ver 580,1-Dec-2003 Timber Beam & Joist Page 1 (c)19833-20032003 ENERCALC Engmeenng Software plan 5019 abd ecw Calculations Description 5019A-ROOF FRAMING Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBA1 RBA2 RBA3 Timber Section 2-2x8 3-2x8 4x12 Beam Width in 3.000 4.500 3.500 Beam Depth in 7.250 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fr,No.2 Douglas Fir- 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 Span ft 3.00 6.00 7.50 Dead Load #/ft 360.00 345.00 360.00 Live Load #/ft 600.00 575.00 600.00 Results Ratio= 0.4204 0.9917 0.9637 Mmax @ Center in-k 12.96 49.68 81.00 @ X= ft 1.50 3.00 3.75 fb:Actual psi 493.1 1,260.2 1,097.1 Fb:Allowable psi 1,173.0 1,270.8 1,138.5 Bending OK Bending OK Bending OK fv.Actual psi 59.6 101.5 103.1 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 540.00 1,035.00 1,350.00 LL lbs 900.00 1,725.00 2,250.00 Max.DL+LL lbs 1,440.00 2,760.00 3,600.00 @ Right End DL lbs 540.00 1,035.00 1,350.00 LL lbs 900.00 1,725.00 2,250.00 Max.DL+LL lbs 1,440.00 2,760.00 3,600.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.054 -0.039 UDefl Ratio 6,795.8 1,329.6 2,333.4 Center LL Defl in -0.009 -0.090 -0.064 UDefl Ratio 4,077.5 797.8 1,400.0 Center Total Defl in -0.014 -0.144 -0.103 Location ft 1.500 3.000 3.750 UDefl Ratio 2,548.4 498.6 875.0 r - 1 -.-..-.-.--..-..J10F .-._._._._ e :...,,...........,..,..,.....,.. , .L._& Po?o Ks o'- o tr a 2x LEDGER HDR HDR I- R .DR :II . i ,'moi , r I" HDR I 11 II MHDR HORS BEARING WALL ;'-\\ >t I 0, FB O ". t. _ E `i- I o—#—#�f�f�fF610�I—I #—#p•FB3 �'x p�- OPEN z ✓`; + STAIR V•w FRAMING N.. = CO I R n I 0 _ - 2x LEDGER BEARING WAL 0 l B I I w I • -1-9 i' 4 {� 2x4 FRAMING u u F•G9 I I 12,4 NIAT 24.0 C - -J OPEN TO BELOW It I • Q=HDR'; ® HDOR© .Q i= R_ H O-_•_-_-_- DR FB_A_-_-_-_-O FB ® FB12A A z • HDR HDR HDR NOR IX_ ALL BEAMS/HDRS NOT LABELED ARE zx LEDGER , \--STRUCTURAL 2:LEDGER STRUCTURAL I FASCIA MONO TRUSSES FASCIA 'SIM' IN DESIGN TO BEAMS/HDRS I m 24 DC WHICH ARE LABELED HDR i MONO TRUSSES ® O L p F32A p Plan 5019A MAIN AN & TOP FLOOR RFRAMING SHEAR LPLAN I/4'.I'-0. Title: Job# Dsgnr: ARS Date: 5:13PM, 9 DEC 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 Engineenng Software plan 5019 abd erw Calculations Description 5019ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB1 FB2A FB2B FB2D FB3 FB4 FB5B Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Lardy,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 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 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs 769.00 @ X ft 2.750 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 Mmax @ Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb.Actual psi 893.3 781.1 1,233.6 385.8 589 9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv•Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Title: Job# Dsgnr: ARS Date: 5.13PM, 9 DEC 14 Description:SF RESIDENCE - Scope: STRUCTURAL DESIGN Rev 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engmeenng Software plan 5019 abd ecw.Calculabons Description 5019ABD-UPPER FLOOR FRAMING (2 OF 3) _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB5D FB6A/FB6D*** FB6B*** FB7* FBB FB9** FB10*** Timber Section 5.125x24 PrIlm 5.25x16 0 Palm 5 25x16 0 LVL3 500x11.875 4x12 4x8 Palm 5 25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Truss last- Truss Joist- Truss Joist- Douglas Hr- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Lards,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 9 Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb•Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv.Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions p @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 @ Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 UDefl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 UDefl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 UDefl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam' - beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 3'31PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 User KW-0602997,Ver 580,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineenng Software plan 19 abd ecw Calculations Description 5019ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB11 FB12A FB13 Timber Section 6 75x24 6 75X24 6 75x24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No Center Span Data Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #!ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 Mmax @ Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv.Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 UDefl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 r 1 MO 31f' CONC. PATIO SLAB r—or: F J L . J L _LT '-Dl4 I I I I ti I I r r J r}, - - - - - r/1 L LjJ I I - I m m I FINISHED ROOKi II --- U AT+0'-0• ''l I 30� m r y 3._9. .-4 I 5-3- iI IL 4 4LJ 1 3$'CONC I PATIO SLAB -1'-Ol4'F- • =1 =j I I m rt7 —r41 0 _ J x14-RFPI-20 AT 16'1' J 4. I U -'-1--I-1'-011 -1'-014 I 2X4 PONYIWALL r---- I �m • r _' _J I4'-6Y2• 'a` r ; 6.-1Y2" .3'-10Y2-1_ 5-03,4"1---1 7=4Y4 —r , 13'-i• r m L+J L+J ::_l_.--1 1 - 116'x24" I VARIES• MIN - • CRAY& -3'FROM DF I SPACE STEM WALL ACCESS I e I I 3) CONC. r - - - - - -'r SLAB L .— RIGIDLAM LVL J OVER 4'FREE — ..—• RIGIDLAM LVL iv. . .—.y,_.�..1 DRAINAGE MATERIAL L OVER COMPACTED x, I i I FlLLI-1'-01} r X4 PONY WALLJ VERIFY GARAGE 7' ', i/ SLAB HEIGHT r WITH GRADING PLAN LVL t Li_________ -_-_-_-+�_i,_� CIDLA 3jX —.—.i� $ m L1J L.T J.. RI R I 0'-3' -D'-3"I , t' L 1 a I 1 r N �J• 1 I 4 � 1 1 z I L. , I IVc?: _ T.OS I L rte, I J 'Ail s/.95" CONC. I �\ 1 -7--s , PORCH SLAB I 1)4 F• I W W— —q n —t . a AqI _r IIl E-6 t 2'-1Yi 16'-3- i-s1 10'-2- 20'-Oy• r r r r 50'-0• 1 Plan 5019A FOUNDATION PLAN l/4•.I'-0- ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS - WHICH ARE LABELED Title: Job# Dsgnr: ARS Date: 1.04PM, 24 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 User KW-0602997,Ver 580, 003 Timber Beam & Joist Page 1 _(c)1983.2003 ENERCALC Engmeonngeenng Software plan 5019 abd.ecw Calculations Description 5019ABD- MAIN FLOOR FRAMING Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CBL Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Lardi,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 6.50 Dead Load #/ft 184.00 Live Load #/ft 490.00 Results Ratio= 0.7924 Mmax @ Center in-k 42.71 @ X= ft 3.25 fb:Actual psi 855.8 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 77.9 Fv•Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 @ Right End DL lbs 598.00 LL lbs 1,592.50 Max DL+LL lbs 2,190.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 3,898.4 Center LL Defl in -0.053 UDefl Ratio 1,463.9 Center Total Defl in -0.073 Location ft 3.250 UDefl Ratio 1,064.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14301':.Pln'501'9.ABD",:'-.,Iz •:....s..' - Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= IF,'< Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE=:1Y00.F,,,;";: Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. ='D``= "'', ::,, Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss=;1-103L 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= Varie`s N Longitude=:Varies". . , W httc.//earthquake.usqs.qov/research/hazmaps/ http://earthduake.usqs.covidesidnmaps/us/appfication.php 6. Site Coefficient(short period) Fa= 1.06 ." Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50•, .. ,_', . Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= F„'Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3`SMs Sos= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3'SM, SD,= 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 SDC, ='D_ .. Table 1613.3.5(2) Table 11.6-2 - 10. Seismic Design Category SDC= D Max. Max. 11. Wood:str',uctuiall'panels;,•'x...: ' - - 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 - NoF ` ': 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#14301:Plan 5019 ABD Sos= 0.78 h„ = 19.00 (ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1 0 T= 0.182 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5.Figure 22-15) Cs=SDs/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T"(R/IE)) (for T<T L) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*T1)/(T2*(R/IE)) (for T>T L) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0 010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if 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,, = DIAPHR. Story Elevation Height AREA DL w, w, 'h,k wx .hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, `h,k Vi DESIGN Vi Roof - 19:00 19.00 2400 0.022 52.8 1003.2 0.60 6.02 6.02 2nd 9.00 10.00 10.00 2400 0.028 67.2 672.0 0.40 4.03 10.05 1st(base) 10.00 0.00 SUM= 120.0 1675.2 1.00 10.05 E=V= 14.35(LRFD) 0.7`E= 10.05(ASD) 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#14301.Plan 5019 ABD NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36:00;=4 36.00 ft. Roof Plate Ht = 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. -- -- Building Width= 50.3 ft V ult. Wind Speed 3sec.Gact= '120.,,; 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3sec Gust= 93N`a93mph (EQ 16-33) • Exposure N/A N/A Roof Type=, Gable,:;Gable PS30 A= 25.7,;,,x; 25.7.psf Figure 28.6-1 Ps30 e= 17.6;,41,`117.8,psf Figure 28.6-1 Ps30 c= °20:4"s,;;;x20.4 psf Figure 28.6-1 PS30 D= r14.0',,;`14.0'psf Figure 28 6-1 A_ -=,1.0O ;r�x;1'.00 Figure 28 6-1 Kir= ...1.00ie%>;` 1.00 Section 26.8 windward/lee= 1,00%' ^:1.00,(Single Family Home) A*Kir'I : 1 1 Ps=A*Kzt*I*Pa30= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28 6-1) Ps A and c aeeraoe= 23.1 23.1 psf (LRFD) Ps B and D average= 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2'2a= 30 30.25 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 root-> 1.00 1.00 0.89 0.89 16 psi min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq ft)(sq.ft)(sq ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 36.00 17.0 0 340 0 510 0 302.6 0 457.7 Roof - 19.00 19.00 4 5 90 0 135 0 90 0 121.2 0 17.2 15.5 18 19 18.19 16.52 16.52 2nd 9.00 10 00 10.00 9.5 190 0 285 0 190 0 287.4 0 7.6 7.6 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 AF= 1449 24.8 23.2 V(n-s)= 28.89 V(e-w)= 27.26 klps(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#14301 Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-V✓) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 000 0 00 0.00 18 19 18.19 16.52 16.52 2nd 9.00 10 00 10 00 0.00 000 0.00 0 00 10 70 28 89 10 75 27.26 1st(base) 10 00 0 00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 28.89 V(e-w)= 27.26 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) 0.61W 0.6•W DIAPHR Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) VI(E-W) V(E-W) Vi(N-S) V(N-S) VI(E-W) V(E-W) Roof 9 10 10 18.19 18.19 16.52 16.52 10.91 10.91 9.91 9.91 2nd 10 0 0 10.70 28.89 10.75 27.26 6.42 17.33 6.45 16.36 1st(base) 0 0 0 V(n-s)= 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36 kips(LRFD) - --kips(LRFD) kips(ASD) kips(ASD) Page 1 Design Maps Summary Report Page 1 of 1 EtisGs 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 j-. ,s*.a,"ri;ix:. <L.' i.'Us7. Ap �` �u '. "-y;'kf.` _ t¢,tx=,g. .:zS1'`- `' ''= ,"`i i a^"�"."-' +::.4 tee: +aver F'.s.x ; ,,_r 1,SQ�010 is f�v-,-,'m-.174P,',7, �:..,,i'..-B tfln'-'''s,'. �."' ' - ;g.. : -'a�-:�;- ,:'-' :CS r '' .° : :.:1:7;:"tbl a` :.,-_"w ,-.4,-,''''.;.' =fix:�, t, }� ?"�'X'}' �M-....d'r ' ta'ar �' �,/'7 x Lam-•;�„ 10; �, -....ry`�Ys,: , q$3P /'��`. .s..-...�i. w f. ' ,^rS.� �rte°-.... � .,}:.�.`>.-':.e,�{�Y. - si`.`"3 �'ds - + ' -_1 l' , + 74'I`,` gr��i, 7,- x�f Gb•.yyg 1' ..,9 Y. F. • _ •• '-'ts�,_3'f� �• i .aY'"" _;tP;';- -nom•" 11 5 • t":`-a.,..0 �.Q;.Z"`»--- - 1;, [-s,`" a:"w A,,4_,-,:-.1!,,,,,,f0,,,,,,,16.P M-'ry.4 n Ai,7 _:� .?..,, <Iji g'",4,-`#&" gyp. s ▪a 4', rof's'�s ''',''''''.4.-F mi',,m;:,:, } iI `': .,� .. al• 'P:,,+." '.'�: .t«?,.,'€,"�'"^. .'vij,xi ^-g: -a,.,,' ,'E�b'y'F ^Sa".�`'- .'« ", M„?- �.=ti�"'"'.3:� :,i„ ,'„»'fir`" �a � e7;,.-.:; '�-': d; �'' <ys arm3n ;L#(7 �' li - ?as~`" 1. :s. '. •.' i'a'=' e. ,:; 'n^ k•pa` " : ukie t; .,, .� t,,ixa, I; _ , . ;z; f.`;a' , :4 �.: , Yr11WaUlC18 T3. :w'"`'"^ �Vis;.--; 2;14.-. 0.':.-'-'�..,> .*' ° aM,• ,�,. �:. es. r,�t�'>a',=„ t,w-- ,,,,,,,4; y-47-14,,,,,= �s': wx�'*,° •••,-;',T,y, gg ,'diT £'y' '4--:,,,,e.,.m,z. _.L:RIk�.iL�,�egoisySR' Z�•'s? 1 ar' ;=4,,,,, ..Y k*, ,rel..`-°.-. 3_'..; -:, \,„a -'M• ;`'--°"• ;;< s""= �t :fn �f.°i:.s '.�,=�,,a�'14,"; ��,,�„ fie, Lf. ¢ °, ,a,�'� �-.� 4�,t� /�� ,--z^-y, �. '.Y'.r(4,71:r,°u .4G': '•,.-1W4-7517-;',>s P^F,ilyY' Ir.' e3 F -i` =,..-�D `;'�^:: '1,� N ''"' "°yet' -.'; x_ -Sc toli3 ,p 'i 1',...1...:%1''''f;141'-'; i-' ;.;" Tr,.,'= ^3k���,, ;'�a� '!.,`.:"�1�.: 1 t. • „x % ,a"'�Kin Cit y4•:3;--1., v ,w°;�Z=;,� Air,OZ::- 7:'17',Oft/71 r-4,51-7,,i-,=,, .1..:;..„-,,,,,-„,,,,(--,-77..; i,:' ' `,.''' ;i>_. - ° '.w ''`,4;, d ter, `A'.M.'E;YR 1'.C:,A,x'--,.r.:: i„ v�df ,�,�; �e- s?y l.�"s+ ,^g` "":t,`s•• ti, �...%.S .te F:. 1 '" s ; R �_ ,its ` .„2., s-t gb;fel''sT Y: ,, ,Y,,,.. ;..oats : :°'. •. I a...h„Safi ..s - Atilt Nest <" .... i» w---0.„b‘ ''~ G,20IMa .. -.,, d"/^ '' Qi m.MapQ.mest j .zt:1' ', Vie" ., .zifi r, ---_,,,,,,,,J.,- .: .#..x^a,.,.,..sr 11.11.a.. .--...-.2-.:. '"�;. a,._...,.....N," USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sps = 0.720 g - Si = 0.423 g SMi = 0.667 g Sot = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.88 1.10 0-80 0.89 0.72 0.88 0.61 0.77 0.86 V+ 0.88 TO 018 ' 0.55 , 1°n 0.40 f 0.44 0 2 0,.22 0.21 0.22 0.15 0.11 0.02 0.00 0.00 0.00 0.20 0.10 0.60 0.80 1.00 1.20 1.10 1.50 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.80 1.80 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 not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&Iatit... 9/14/2015 . Roof Below 50'-0" 1F-5Y2' { 74'-7• ♦ 3-3)/7" 20'-r ♦ 6'-(/)4• 5_5• 2'-5)4' 7-24'g" 4'-11Y6• i'-9),F 1'_5- (-0'4' 5'-7)4 4 5'-10 _ 4*-4Y4 . . r B2a �_ B2b I— r____+____3 I e bi n o r--B-ra L -Blip ‘‘.> r Q Master Bath Master Bedroom o. 1� m 2-4Y2 -T " 1 N 11'-7) `/ 4'-11h. 1'-o4• 7'-4)4• 4'-11)4• 9'-IIY2 5'-9' -r--� IBedroom 4 I 7 ( I &P S&P s&P a Linen --� a 19 is Hers a y L°KJ.C. W.I.C. N W.I.C. a a � X N Q Laundry = 1 • DRYER WASHER ,,,,,, -, ..,, 7 OT ® a - )../ "? 0 / J ,,,• " �' 1._5 Open to YB• Below `L-� 3.-5)F _97 4-„ Bedroom 2 Y2 3 7 5-Y - " t 1 7 �B Bath / 1 —• ( - L n —� , .ON , y N ..„.1 e• I a HallJ � r,,I a C— .5JBonus Room e 4'-241" I2'-0;_ �� Bedroom 3 Y Open to Below d " WIC to Floor Below ~ r I 1 " - 0 I w:: . _ I- I I I 1 a _ L F3a B3. J Roof'Below B•a I I B4b I ♦ 6.-4- 1 1 3'-5)4• } 3'-5) 1 6'-93 ♦ 4'-5Y4 4'-5Y4• 3-7) ! 3'-5Y2• 1 5'-3. • 20'-5Y2 B'-10Y2 3'-4Y• I'-7Y' 12'-4Y4 3'-4Y. w'-D' 1 e .-1 -1 __1 Plan 5019A TOP FLOOR PLAN 1/4--1..0. r 14'7 Mi- 4wJI - Patio 11'-5Y' 10'-6Y' 26'-0' i m 7•_9• t 7•_6• I 3'4. ` 5-3}?' I 6-6Y, 4'4 B6a 36. B7a p11 B7b I DW I Q o B5 ,—•.-- Kitchen dO Den Nook I Q - Shop rn -} . F-------------� ' I / o r 8 -2-' I ' 3 + I 7'-6Y2 • 7'-9Yf 2'-6' 9'-9}(1' 4'-7Y2 I 3,_4, x Q ar Powderlliti Dining Room °1 , ¢ Pantry 0 aur cD o ^ Q w Y�9' 2'-3 2'-4) 3-Car Garage { - - -----; kS J SY. ^ Irl I-11 �1'-6:- I'-0' 3." Stor. LLJJI S�P i i , IF;7,---. N- B9 Great Room r' 1 In loJ EntryO - L TE 6 1I "N , 1 I I I in N6B10 i B11 I I I i Floor Above Fluor Abo e I P I ch 1 I ll. 4 —1 1_tJ 1—f—r7 •1 . . . +O'-2�4 i 10'-2-* i'-�'�2'-fiY'1 2'-4Y2• Ir-�' 5-14i 1 3�-5YT J, 3._5Y. 1 3.-5Y. 1 5._I�. 20.-5Y2- 8-CO)- 1 2D•-6' A. i.❑ D.4 Plan 5019A MAIN FLOOR PLAN 1/4'-1'-D' SHEET TITLE LATERAL N-S(front to back-up/down) CT PROJECT# CT#14301.Plan 5019 ABD Diaph Level Roof Panel Height= 9 ft Seismic V i= 6.02 kips Design Wind N-S V I= 10.91 kips Max aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.02 kips Sum Wind N-S V I= 10.91 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 eff C 0 w dl V level V abv. V level V abv. 2w/h v t Type Type vi OTM ROTM Unet Listen OTM ROTM Unet Ueum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (lop) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (lop) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2 95 0.00 1.62 0.00 1.00 1.00 96 P6TN P6 173 14.62 11.68 0 18 0.18 26.52 14.15 0 76 0 76 0.76 - - 0 . 0.0 0.0 1 00 0 00 0 00 0.00 0.00 0.00 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 A2 552 14.5 15.8 1.00 0.15 2.51 0 00 1.38 0.00 1 00 1.00 95 P6TN P6 173 12 45 8.48 0.29 0.29 22 59 10 28 0.89 0.89 0.89 - - 0 '. 0.0 0.0 1.00 0.00 0.00 0 00 0.00 0 00 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 A3 465 15.5 18.0 1.00 0.15 2 11 0 00 1 17 0.00 1.00 1.00 75 P6TN P6TN 136 10.49 10.36 0 01 0 01 19.03 12.56 0.44 0.44 0.44 - - 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 Ext A4 375 12.5 16 5 1 00 0.15 1.71 0.00 0.94 0.00 1 00 1.00 75 P6TN P6TN 136 8.46 7.66 0.07 0.07 15.35 9 28 0.51 0.51 0.51 - - 0 0 0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 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 A5 360 12 0 13.5 1.00 0.15 1.64 0.00 0.90 0.00 1 00 1 00 75 P6TN P6TN 136 8 12 6.01 0.19 0.19 14.73 7 29 0 66 0.66 0.66 - - 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 -- -- 0 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0 00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0 00 0 00 0 00 0 00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0 00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 - - 0 0.0 0 0 1 00 0.00 0 00 0.00 0.00 0 00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0 00 1.00 0 00 0 --- -- 0 0 00 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0 0 1 00 0 00 0 00 0 00 0 00 0 00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 - - 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0 00 1.00 0 00 0 --- --- 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0 00 0 00 1.00 0.00 0 --- -- 0 0 00 0 00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0 00 0 00 0 00 0 00 1.00 0 00 0 --- -- 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0.0 1.00 0.00 0.00 0.00 0 00 0 00 1.00 0.00 0 --- -- 0 0 00 0 00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0 00 0 --- --- 0 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0 00 1.00 0.00 0 -- -- 0 0 00 0 00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 --- --- 0 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 - - 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0 00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0 00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 00 0 --- --- 0 0 00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0 00 0 00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0 00 0 00 0 00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0 00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 2400 71.5 71.5=L eff. 10.91 0.00 6.02 0.00 EVµ,,nd 10.91 E;V00 6.02 Notes denotes with shear transfer denotes perferated shear wall ISB denotes'BB Shear Panel SHEET TITLE LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level 2nd Panel Height= 10 ft. Seismic V I= 4.03 kips Design Wind N-S V I= 6.42 kips Max aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind N-S V I= 17.33 kips Min.Lwall= 2.86 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T A. Lwall LDL eff C 0 w di V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Umt Usum OTM ROTM Une U,,,m (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (p11) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext .1'A6 742 34.0 i, 35.5 '.9:00>>,0.25 1.98 5.45 1.25 3 01 1.00 1.00 125 P6TN P6 219 42.56 74.68 -0.96 -0.96 74.34 90.53 -0.49 -0.49 -0.49 ;; 0.% 0.0 0.0' 1 00 '0.00, 0.00 0.00 0.00 0.00 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 = YA7. 425" "19 5 19 5" 1.00; -0.25` 1.14 0.00 0.71 0 00 1 00 1 00 37 P6TN P6TN 58 7 14 23.53 -0.87 -0.87 11.37 28.52 -0.91 -0.91 -0.87 0 ,,-:0.0'xx„0.0,.>;1.00 ,,!0.00- 0.00 0.00 0.00 0.00 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„ .°ABT° ':218"`" 10.0: 11.5' 1.00'-.;0. 5 2 0.58 0.00 0.37 0 00 1.00 1.00 37 P6TN P6TN 58 3.66 7.12 -0.37 -0.37 5.83 8.63 -0.30 -0.30 -0.30 - "" - 0 '.;„0.0 .•0.0,;,1.00 > 0.00 0.00 0.00 0.00 0.00 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 ".A9 175• •,8:0 '8.0'''-i'00'°''0.25 0.47 0.00 0.29 000 1.00 1.00 37 P6TN P6TN 58 2.94 3.96 -0.14 -0.14 468 4.80 -0.02 -0.02 -0.02 - 0 0 0 o.o 1;OO i;0:00 0.00 0.00 0.00 0.00 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 A10a* 222 4.5 •;10.3',;.1 00k:,0'25 0.59 1.45 0.37 0.80 1.00 1.00 261 P4 P4 454 11 73 2.85 2.31 2.31 20.44 3.46 4.43 4.43 4.4.3 0< 0.0 :r.;0.0 ':;1:00; ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 A10b* .322.,"'6,55s-1'1.0;c,y;1 t000'r 0.25 0 86 2.09 0.54 1 15 1 00 1.00 260 P4 P4 454 16.91 4.42 2.14 2.14 29.51 5.36 4.14 4.14 4.44 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 Ext "A11a* 148' 3.0>xrr 5.5, ='1.00^;r 0.25' 0.40 0.96 0.25 0.53 1.00 1 00 259 P4 P4 452 7.78 1.02 2.90 2.90 13.56 1.24 5 28 5.28 6.28 - `0,,,; 0.0 0 0.. 1 00 • 0.00 0 00 0.00 0.00 0 00 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 A11b* 148'" 3.0 4,3`.:.1 00 0 25 0.40 0.96 0.25 0 53 1 00 1.00 259 P4 P4 452 7.78 0.79 3.00 3.00 13 56 0.96 5.40 5.40 6.40 - ' 0 0.0 0.0' 1.00 0,00 0 00 0.00 0 00 0.00 1.00 0.00 0 --- -- 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 :,40.0 .1:00`;.0.00 0.00 0.00 0 00 0 00 1.00 0.00 0 -- --- 0 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 .;,O 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 ^'=0.0`'"i1;00`.0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0 0.0 1:00;;'.0.00 0.00 0.00 0 00 0.00 1.00 0.00 0 --- -- 0 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' '0.0 0.0 ‘1:6"640.00";;;0.00 0.00 0.00 0 00 0 00 1.00 0.00 0 -- -- 0 0.00 0 00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0 ,:.'A,0 '0.0, :;1:00': 0.00 0.00 0.00 0 00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - :"0':::"0.0 0.0 x =1,00 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - , , -, •0r,;',0.0,, 0 0 1 00 0.00 0.00 0.00 0 00 0.00 1.00 0.00 0 -- --- 0 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 - 0 0.0.: •.'0,0 1.00' 0.00 000 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .' 0 ,;;0 ,' 0.0 .,1.00,-•„0.00 0 00 0 00 0.00 0.00 1.00 0 00 0 -- -- 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 ; ;;0.0:;'i`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 0.0 .1.00 F'0.00 0 00 0 00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0 00 0 00 0.00 0.00 0 0 O%;;•0.0 ,-1.00 ;0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 - - 0;R:, 0.0`"'0 0 . 1.00 0.00 0.00 0.00 0 00 0.00 1.00 0.00 0 -- -- 0 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 2400 88.5 88.5=L eff. 6 42 10.91 4.03 6.02 1.00 EV„„fld 17.33 EVE° 10.05 Notes * denotes with shear transfer ** denotes perferated shear wall iSB denotes 1SB Shear Panel JOB#: CT# 14301: Plan 5019 ABDSHEARWALL WITH FORCE TRANSFER ID: A10ab w dl= 250 p/f V eq 2860.0 pounds V1 eq = 1170.0 pounds V3 eq = 1690.0 pounds V w= 4990.0 pounds V1 w= 2041.4 pounds V3 w= 2948.6 pounds > v hdr eq= 163.4 p/f A H head = A v hdr w= 285.1 plf 1 y Fdragl eq= 435 F2 eq= 628 A Fdragl w= •8 F2 ,- 1095 H pier= vi eq = 260.0 p/f v3 eq= 260.0 plf P4 E.Q. 5.0 vi w= 453.6 plf v3 w= 453.6 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= - . F4 e.- 628 feet A Fdrag3 w= 758 F4 w= 1095 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 163.4 p/f P6 4.0 EQ Wind v sill w= 285.1 p/f P6 feet OTM 28600 49900 R OTM 18803 22969 v v UPLIFT 582 1600 Up above 0 0 UP sum 582 1600 H/L Ratios: L1= 4.5 L2= '6.5 L3= 6.5 Htotal/L= 0.57 4 0-4 ` Hpier/L1= 1.11 Hpier/L3= 0.77 L total = 17.5 feet JOB#: CT#.14301:-Plan'501,9FABD'` ;';:,_=.r:':' SHEARWALLWITH,FORCE TRANSFER :_ ID: A11 ab,-': - w dl= ' 250. plf V eq 1560.0 pounds V1 eq = 780.0 pounds V3 eq = 780.0 pounds V w= 2720.0 pounds V1 w= 1360.0 pounds V3 w= 1360.0 pounds v hdr eq= 183.5 plf --0.- • ►• H head = A v hdr w= 320.0 plf 1. .;‘;t V Fdrag l eq= 229 F2 eq= 229 A Fdragl w= , 90 F2 ,- 400 H pier= v1 eq= 260.0 plf v3 eq= 260.0 plf P4 E.Q. y-'2.0 ; ; v1 w= 453.3 plf v3 w= 453.3 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 10T Fdrag3 eq= • F4 e•-• 229 feet A Fdrag3 w= 400 F4 w= 400 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 183.5 plf P6 `° '70';I EQ Wind v sill w= 320.0 plf P6 feet OTM 15600 27200 R OTM 4436 5419 . UPLIFT 1425 2781 Up above 0 0 UP sum 1425 2781 H/L Ratios: L1= 3.0 L2= 2.5L3= 3.0 Htotal/L= 1.180 II 0-41 10 Hpier/L1= 0.67 Hpier/L3= 0.67 L total = 8.5 feet • • SHEET TITLE LATERAL E-W(side to side-left/right] CT PROJECT# CT#14301.Plan 5019 ABD Diaph.Level Roof Panel Height= 9 ft. Seismic V I= 6.02 kips Design Wind E-W V I= 9.91 kips Max.aspect= 3.5 SDPWS Table 4.3 4 Sum Seismic V I= 6.02 kips Sum Wind E-W V I= 9.91 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 LOL en C 0 w dl V level V abv.V level V abv. 2w/ft v i Type Type v i OTM ROTM Unet U.= OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 a" 300 3.0 6.0 1.00 0 15 1 24 0.00 0.75 0 00 1.00 1 00 251 P4 P4 413 6.77 0 67 2.61 2.61 11 15 0.81 4.43 4.43 4,43 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0 00 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 131 b` 250 2.5 5 5 1.00 0.15 1.03 0.00 0.63 0 00 1.00 1.00 251 P4 P4 413 5.64 0.51 2 80 2.80 9.29 0.62 4.73 4 73 4,73 O 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 Ext B2a" 350 3.5 10.8 1.00 0.15 1.45 0.00 0.88 0.00 1.00 1.00 251 P4 P4 413 7.90 1.40 2.29 2.29 13.01 1.69 3 99 3.99 3.88 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0- - 0 0 00 0 00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 Ext B2b* 300 3.0 10.3 1.00 0.15 1.24 0 00 0.75 0 00 1.00 1.00 251 P4 P4 413 6.77 1.14 2 41 2.41 11.15 1.38 4 19 4.19 4'38 0 0.0 0.0 1.00 0.00 0.00 0 00 0.00 0 00 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 B3a* 300 2 5 7.5 1.00 0.15 1 24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0 84 5.62 5.62 6.52 O 0.0 0.0 1.00 0.00 0 00 0 00 0.00 0.00 1.00 0.00 0- - 0 0 00 0 00 0 00 0.00 0.00 0 00 0.00 0.00 0.00 Ext B3b* 300 2.5 7.5 1.00 0.15 1.24 0.00 0 75 0.00 1 00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 642 O 0 0 0 0 1.00 0.00 0.00 0.00 0 00 0.00 1 00 0.00 0- - 0 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 Ext B4a* 300 4.7 7.9 1.00 0.15 1.24 0.00 0 75 0.00 1 00 1.00 161 P6 P6 265 6.77 1.37 1.35 1 35 11.15 1.66 2.37 2.37 2,37 0 0 0 0 0 1.00 0.00 0.00 0 00 0 00 0 00 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 Bob* 300 4.7 7.9 1.00 0.15 1 24 0.00 0.75 0.00 1 00 1 00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1 66 2.37 2.37 247 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0.00 1 00 0 00 0- - 0 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0 0.0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0.00 1.00 0 00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 O 0.0 0.0 1 00 0.00 0 00 0 00 0.00 0.00 1 00 0.00 0 --- -- 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0 00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 00 0 --- -- 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0 00 0 00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 O 0 0 0.0 1.00 0.00 0.00 0.00 0 00 0 00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0 00 1.00 0 00 0 --- -- 0 0 00 0 00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0 00 0.00 0.00 0.00 0 00 0 00 0 00 0.00 0.00 0 0.0 0.0 1.00 0 00 0 00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0 00 0 00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0 00 1.00 0 00 0-- --- 0 0 00 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0.00 0 0.0 0.0 1.00 0.00 0 00 0.00 0.00 0 00 1.00 0 00 0 -- --- 0 0 00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 2400 26 3 26 3=L eff 9 91 0.00 6.02 0.00 EVwnd 9.91 EVE0 602 Notes' denotes with shear transfer denotes perforated shear wall 1SB denotes iSB Shear Panel PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =350#< EQ (ALLOW)= 1031# SHEET TITLE* LATERAL E-W(side to side-left/right) <WIND 580# CT PROJECT#: CT#14301:Plan 5019 ABD WIND -- (ALLOW)= 1444# Diaph.Level 2nd Panel Height= .10 ft Seismic V i= 4.03 kips Design ,ind E-W V I= 6.4 Max aspect=,: '3.5 SDPWS Table 4.3 4 Sum Seismic V I= 10.05 kips S Wind E-W V i= 16.36 kips Min.Lwall= 2.86 ft. (0 6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p�= .00 Table 4 3.3.5 Wind Wind E.Q. E.Q. = 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 eft C 0 w dl V level V abv. V level V ab . 2w/h v i Type Type vi OTM ROTM Line Usum OTM ROTM Unet Limon Uaum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) ip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5,.. "'507' 11.5 .'11''5':x`;1:00''••0.25 1.36 2.27 •.85 1 38 1 00 1 00 194 P6 P6 316 22.31 8.18 1.30 2.00 36.32 9.92 2.44 3.78 3.78 - - . , '0 ' 0.0 ,':.0:0,-1:00 0.00 0.00 0.1t 0.00 0.00 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 B6a* • 154 3:5 ' :"5.5 1.00 0.25 0.41 %.60 0.26 0 36 1 00 1.00 177 P6 P6 290 6.19 1.19 1.76 1.76 10.14 1.44 3.07 3.07 2,02. - - " 0 0.0, .:'0.0'1.00'"0:00 0.0• 0.00 0.00 0.00 1 00 0.00 0- - 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 198- 4.5:, 10.5 1.00;'0.25 •. 3 0.77 0.33 0.47 1.00 1.00 178 P6 P6 289 8.02 2.92 1.33 1.33 13.02 3.54 2.47 2.47 2,42 . - , 0 0.0' 0.0 '1.60' .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 Ext ,B7a'.- 154 3.5 -, 13.0 1:00 1 5 0.41 0.60 0.26 0.36 1.00 1.00 177 P6 P6 290 6.19 2.82 1.19 1.19 10.14 3.41 2.37 2.37 242 0 '`0.0°..`'`0'0 21.00 0.00 0.00 0.00 0.00 0.00 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 B7b'.• 187 " 4.3 . 9:8 1 %•-"0.25 0 50 0.72 0.31 0.44 1.00 1.00 177 P6 P6 288 7.54 2.56 1.39 1.39 12.22 3 11 2.54 2.54 2.64 - 0 ',0.0 0.0 1.00:,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - • 0 0.0 'i • 1 00 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 - - 0 0.• 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 ' •: •. 1.00 1.00 376 P3 P3 614 30.09 3.96 3.56 3.56 49.14 4 80 5.85 5.85 5.85 - 0 0.0 0.0'''1.•0 •0.0• 000 0•0 0.0• 8.00 00 0.00 0 -- -- 0 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 ABWP, B10', ' 84_ 2.0-,. 2:0 1.00::;50:25 0 23 0 35 0 14 0.21 '.00 0.40 439 P3 P6 288 3.51 0.25 2 45 2.45 5.76 0.30 3.75 3.75 3.75 - ', 0 0.0. .o o::;1:00:.0.00 0 00 0.00 0.00 0.00 .00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B11•.. 84 2.0 ' '2:0,7'-1-.00i.0.25 0 23 0 35 0 14 0.21 00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - •- - • 0.0 0.0. .1.00 '$:00 000 0.90 0.0• •00 .00 0.00 0-- -- 0 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • •i P." • - •.•• •.- •. 100 070 251 P4 P6 283 615 0.76 1.90 1.90 9.92 0.92 3.18 3.18 3.18 - 0 0.0 '`O,o ,-,i:00.,;0.00 0 00 0 00 0.00 0.00 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 B13' ' 166 4.0,''',4:0:'.;1.00,'`0:25 0.45 067 0.28 0.42 1.00 0.80 218 P6 P6 279 6.99 0.99 1 80 1.80 11.16 1.20 2.99 2.99 2.99 - ', 0' 0.0 0.0,-'%1.00 t' 0.00 0 00 0 00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - :" 0 ,0.0,t:,-„0.0.,;,-,•1:00,' 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 - - 0,:',' 0.0; 0:0 •;•1.00 0. 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 'F 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 - , 0• 0.0'''0.0 .1.00•, -0.00 0.00 0.00 0.00 0 00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 - - _ ,0 0.0', .0. ,1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0 00 0 00 0.00 0.00 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 2400 46 8 46 8=L eff. 6.45 9.91 4.03 6 02 EVmnd 16.36 EVE0 1005 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# 14301: Plan 5019 ABD SHEARWALL WITH.FORCE,TRANSFER ID: Blab w dl= 150 plf V eq 1380.0 pounds V1 eq = 752.7 pounds V3 eq = 627.3 pounds V w= 2270.0 pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds ► ► v hdr eq= 120.0 p/f ► A H head = A v hdr w= 197.4 plf 1 V Fdragl eq= 393 F2 eq= 327 A Fdragl w= : 6 F2 $- 538 H pier= v1 eq= 250.9 p/f v3 eq = 250.9 plf P4 E.Q. 5.0 v1 w= 412.7 p/f v3 w= 412.7 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= s F4 e.- 327 • feet A Fdrag3 w= 646 F4 w= 538 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 120.0 plf P6TN 3.0 EQ Wind v sill w= 197.4 p/f P6 feet OTM 12420 20430 R OTM 4872 5951 • UPLIFT 697 1337 Up above 0 0 UP sum 697 1337 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L = 0.78 4 0 4 041 Hpier/L1= 1.67 ► Hpier/L3= 2.00 L total = 11.5 feet JOB#: CT# 14301: Plan,'5019 ABD,'.�rR .:.r.' SHEARWALL`,WITH'FORCE:TRANSFER . ID: Blab .::::. . . . , w dl= • 1'50` p/f V eq 1630.0 pounds V1 eq= 877.7 pounds V3 eq = 752.3 pounds V w= 2690.0 pounds V1 w= 1448.5 pounds V3 w= 1241.5 pounds — ► ► v hdr eq= 77.6 plf •H head = A v hdr w= 128.1 plf 1 ,i V Fdragl eq= 606 F2 eq= 519 A Fdrag1 w= '00 F2 ,- 857 H pier= v1 eq= 250.8 plf v3 eq= 250.8 plf P4 E.Q. ' 5.0;---aa v1 w= 413.8 plf v3 w= 413.8 p/f P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3eq= •s• F4e.- 519 feet A Fdrag3 w= 1000 F4 w= 857 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 p/f P6TN "3p.], .., EQ Wind v sill w= 128.1 plf P6TN feet OTM 14670 24210 R OTM 16246 19845 1 Y UPLIFT -77 215 Up above 0 0 UP sum -77 215 H/L Ratios: L1= '-' ' 35, L2= „14;5 L3=- -a= 3.0 Htotal/L= 0.43 ► 4 0 Hpier/L1= 1.43 Hpier/L3= 1.67 L total = 21.0 feet ► • • JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE-TRANSFER ID: B3ab w dl= 150 p/f V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds -► v hdr eq= 100.0 p/f ► • H head = A v hdr w= 165.3 p/f 1 V Fdragl eq= 500 F2 eq= 500 • Fdragl w= :-7 F2 •- 827 H pier= vl eq= 300.0 p/f v3 eq= 300.0 plf P4 E.Q. 5.0 v1 w= 496.0 plf v3 w= 496.0 p/f P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 1 Fdrag3 eq= t i F4 e.- 500 feet • Fdrag3 w= 827 F4 w= 827 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 100.0 plf P6TN 3.0 EQ Wind v sill w= 165.3 p/f P6 feet OTM 13500 22320 R OTM 8289 10125 v v UPLIFT 364 851 Up above 0 0 UP sum 364 851 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5, Htotal/L= 0.60 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 15.0 feet JOB#: CT# 14301: Plan'5019ABD' SHEARWALL'WITH FORCE=TRANSFER``' ID: B4ab _ w dl= .'- 150' plf V eq 1500.0, pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= ..-2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds > ► v hdr eq= 94.7 plf • H head = A v hdr w= 156.6 plf - 1 T V Fdragl eq= 308 F2 eq= 308 A Fdrag1 w= '99 F2 .- 509 - H pier= v1 eq= 160.6 plf v3 eq= 160.6 plf P6 E.Q. 5.0 vi w= 265.5 p/f v3 w= 265.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= s; F4 e•-• 308 feet • Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 94.7 p/f P6TN ' 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 A v UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: li L1= 4.7 L2= ' „ ' 6.5 L3='*':'•':' '''4.7 Htotal/L= 0.57 Hpier/L1= 1.07 .41 ro Hpier/L3= 1.07 L total = 15.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER , ID: B6ab w d1= 250 p/f V eq 1420.0 pounds V1 eq = 621.3 pounds V3 eq = 798.8 pounds V w= 2310.0 pounds V1 w= 1010.6 pounds V3 w= 1299.4 pounds v hdr eq= 118.3 p/f 4- H head = A v hdr w= 192.5 plf 1 V Fdragl eq= 207 F2 eq= 266 • Fdragl w= •7 F2 ,- 433 H pier= v1 eq= 177.5 p/f v3 eq= 177.5 plf P6 E.Q. 6.0 v1 w= 288.8 plf v3 w= 288.8 p/f P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= : F4 e.- 266 feet • Fdrag3 w= 337 F4 w= 433 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 118.3 p/f P6TN 3.0 EQ Wind v sill w= 192.5 plf P6 feet OTM 14200 23100 R OTM 8841 10800 • • UPLIFT 473 1085 Up above 0 0 UP sum 473 1085 H/L Ratios. L1= 3.5 L2= 4.0 L3= 4.5 Htotal/L= 0.83 0-4 Hpier/L1= 1.71 Hpier/L3= 1.33 L total = 12.0 feet JOB#: CT#14301:;Plan 50.19:ABD : ;,SHEARWALL';WITH FORCE:TRANSFER >'-= ID: B7ab0:.:x F'';::_::°.:x; ' w dl= x;250 plf V eq 1370.0 pounds V1 eq = 618.7 pounds V3 eq = 751.3 pounds V w=~;: 2230` .0° pounds V1 w= 1007.1 pounds V3 w= 1222.9 pounds --► ► v hdr eq= 73.1 p/f ► A H head = v hdr w= 118.9 plf 1 Fdragl eq= 363 F2 eq= 441 • Fdragl w= 'm 1 F2 , - 717 H pier= vi eq= 176.8 p/f v3 eq= 176.8 p/f P6 E.Q. ,; :0:;x' v1 w= 287.7 p/f v3 w= 287.7 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= . F4 e.- 441 feet • Fdrag3 w= 591 F4 w= 717 2w/h = 1 - H sill = (0.6-0.14Sds) D 0.6D v sill eq= 73.1 p/f P6TN ;•' '4:0 '''-•. EQ Wind v sill w= 118.9 plf P6TN feet OTM 13700 22300 R OTM 21585 26367 UPLIFT -436 -225 Up above 0 0 UP sum -436 -225 H/L Ratios: L1= " '3.5 L2=°;.', 11.0 L3= i4.3 Htotal/L= 0.53 1 0 1 01 ► Hpier/L1= 1.43 Hpier/L3= 1.18 L total = 18.8 feet ► .yll. 'c ..t APA T., . : •• , . TT-1 00 APRI II020,4 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 he 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 for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—Thu Engineered WoodAssociat,on PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ=350#< EQ (ALLOW)= 1031# WIND = 580#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable Des",:n Valu-. for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) Shears"' (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 0 ,12 (1575 WIND 0.51 3.42 1,-10 1/2" 8 1520 EQ(2128 WIND) Y-10_1/2" 10 g(a 1,�0,31 EQ(1444 WIND) sunla o to in o S-isr i L.•d•n (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 strop [ 2'to 18'rough width of opening per wind design min 1000 Ibf y 1 j 4 _ for single or double portal on both sides of opening 1.- opposite side of sheathing - Pony ,;1 wall , height "`'".., %_,, }h,� <a „ =:a Fasten top plate to header . .emu" v _ ,lthsn. ' T 1 jA- et endera .;';' with two rows of 16d G :.. , "<:- ""steellovest r,,r of alfawed,:-.__; ,, I; "' `;' (/ sinker nails at 3"o.c.tyP • Fasten sheathing to header with 8d common or I Min 3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown /panel sheathing max ,` totalHeader to jack-stud strap per wind design ' wall Min 1000 Ibf 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 max thick wood structural panel sheathing with [[[---- • y within middle 24"of portal height ; -,. 8d common or galvanized box nails at 3"o.c. - height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. ,. nailing is required in each panel edge e i Min length of panel per table 1 Typical portal frame ' x h, construction y Min(2)3500 lb strap-type hold-downs ' (embedded into concrete and nailed into framing) 4 Min double 2x4 post(king iand jack stud).Number of —Min reinforcing of foundation,one#4 bar T jack studs per IRC tables x top and bottom of footing.Lap bars 15'min:: "..11;,,;',1, .. Il• —E;E,,,!:, . R502 5(1)&(2). 1t� (1pg 't', 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,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 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 vvtniwi anavidod:org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:hen Form No.TL-100F pQapowood.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 are used,it cannot accept responsibility of product performance or designs as actually constructed. -, 3 ©2014 APA—The Engineered Wvod Assoc!al Ion 180 Nickerson St. C T ENGINEERING' Suite 302 Project: f170-11 1)c 1 Add' Vg/ - Date: n ( Seattl e,WA (206) 285-4512 Client: i2.9x25,6%,5.1.--) Page Number: (206)285-0618 - • k--L, 3C5-171 62-0 CUID o. b ® 0 digr 0 g X t 61`` 12" X re --1.00•001) 1.:75(1-‘ i\PC-17)ArDIV 860446 8_)Z3)61z) til n= Vol) (60At. — ' v N h �1)(,2)&a1) 69 k n (�, t-• ter ) � = 5( 1 X � , �/(2) 44- o,X136 u�u T /2,02 ))2_. 6t4-4- I i+U'D)+ ., 4-,5t 8AC(, epvi 5 Structural Engineers • ' - w r N i c �x„ ' fir. `� n a s t y.L.. t" v i a n t '� _ ' "�' r ` 3 WOOD FRAME�CONSTRUCTION•.MANUAL '1...'':''''.- ,',. ,tip G3r�„a 4. R rt^ F f •l'''. Sr ,-;:,',4,..,:l. — 'iv s�.rSs.. t' "'r4 �, � �.:f..�3.��.x'.l � � .... ... .....,.x•..�t ri ik t.�.. . .. � .. +t f.� t .:. t 1 • '71k Table 2.2A Uplift Connection Loads from Wind )1 14 (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 Assembly Roof Span(ft) l Unit Connection Loads(plf)''z'3'4'5'6'7 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 0 O psfe 36 272 298 324 380 441 506 576 650 729 856 rn Z 48 350 383 417 489 567 651 741 836 938 1100 m 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231 278 328 381 437 528 m co 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 . 92 ,118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92• 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 iii')� 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 i. 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, • 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 1619.2 24 48 Multiplier 1.00 1.33 ( 1.60 I 2.00 I 4.00 `! 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or `' , wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) 'I • for each full wall above. ;Ai 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the is! , ' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' y.,.• 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ::rt-c;',. includes the overhang length and the jack span. •`t^' 2 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. AMERICAN WOOD COUNCIL 180 Nickerson St. C T E N",G;i' N. E E'=R '1: N" G Suite 302 t//�►/�/ ��/ INC. t,�� Seattle,WA Protect: �Y' )att- 01\14 !L1 ACJ• Date: 98109 (206)2854512 FAX: Client: Page Number: (206)285-0618 \f\b%) -.A44& t+.).67, MA-0/1141 -TABLE 2.„i � r 11Q =- 1 l o 1`4P4- ( vv. 1st 17-00,;477-- -) 15 A, IL • (A MEM ?Pe l/( si16-9--pm067F -611 1,1or6-: - /P, cmA? nc Pao/t►Ts 234 *-;-dAtil0 � K- �"1s� ( CCti „t,_6( 2),_ 12 a= ( 4)(2) (1,0)( 6.0 - 2 -4- -11(P, (may 412/z)(0,,-5 (0, b Y- . P ,Q6- () rip ,Nodo c 4. PL'. stf -749, e Fes- ' t0)- (eC 7M-1) Dvwd a/ Structural Engineers TRUSS TO WALL CONNECTION ,,I'I Vhl III ', #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES iillII1 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" ,tout st', 1 H2.5A (5) 0.131" X 25" (5) 0.131" X 2.5" ',.'C, - nu 1 SDWC15600 - - tt,', 1,'. , 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Iwo nm - 2 (2)H2.5A (5) 0.131' X 2.5" EA. (5) 0.131"X 2.5" EA. (I/O12.41 2 (2)SONC15600 - - 'i%I) - 210 3 (3)SDWCI5600 - - 11,', .14'. ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. 1 0.131" X 3" TOENAIL AT 6 O.C. mairalliii IP" 1-12.5A & SDWC15600 STY)F \ COMMON/GIRDER TRUSS --il--- PER PLAN TRUSS TO WALL CONNECTION TO EACH 1-11 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 CONNECTIONPf- VAI LIF`1 _ t9 OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UP'il-I r1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" -160--") 41i 1 H2.5A (5) 0.131" X 2.5" (5) 0.131' X 2.5" 7 -- 1111 1 SDWC15600 - - q°; 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.146" X 1.5" 1670 )0(1-- 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131" X 2.5- EA. i170 -_.,n - 2 (2)SDWC15600 - - (titi 1(0' 3 (3)SDWC15600 - - 14',', 1- :.i, ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE 1111166 _ 8d AT 6" O.C. CONNECTION _ VENTED ,G 11 11% . 1 . .. ... . mo!i .'•'...i. �% i�>. % . II I f12.5A & 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) 19 TYPICAL TRUSS TO WALL CONNECTION [ . 180 Nickerson St. C T ENGINEERING ; Suite 302 ! N C. Seattle,WA 98109 Lv�,� RBD Date: 206) ( PProject: P5 14 (206)285-4512 FAX: Client: Page Number: (206)285-0618 _ Foy nofilnli c ,-zeeo pJ1 . •Rona w , (ala prl) (` ' ) + uopdfic>�t) z tr o p(4 • ' • . • UPPP Fa.. S A. ts5 pjf) ail +tlo pd )( z iso Ckniuu NItt, 'W - (5s.-pd4)( ') . 55 . . • 3 WALL Lo ‘ U5 'ptf-) (P/rL')(21) Zoo , , i - : , .• Fic . - b. •,.. ;lLt�,pc4) (1111.')(14/1. ) . ' ' z,- X33 • _ • • ' • Wtor'' ` -1118 p 14 , • - � _2i�t�p;t . _ Nil 1:,,t pa�--. � 200.0` p�{ w iaTN UbIli') . . • , •,_Ib4tO.inp..y•:84D�-rte; r , ' I • r , Structural Engineers Title: Job# Dsgnr: ARS Date: 5 56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580000 User KW-0602997,Ver 58.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineenng Software plan 5019 abd ecw Calculations Description 5019ABD-FTG F1 _General Information Code Ref•ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.200 k Footing Dimension 1.500 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note• Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0003 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,991.67 psf Vu:Actual One-Way 2.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi•Allow One-Way 85.00 psi Max.Short Term Soil Pressure 658 33 psf Vu:Actual Two-Way 19.08 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi•Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.58 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 4:09PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN • Rev 580000 User KW-0602997,Ver 58.0,1-Deo-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineenng Software plan 19 abd ecw Calculations Description 5019ABD-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 4.500 k Footing Dimension 3.000 ft Live Load 12.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note. Load factonng supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factonng of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015 % Summary Footing OK 3.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,969.44 psf Vu:Actual One-Way 29.55 psi Allow Static Soil Pressure 2,000.00 psf Vn'Phi•Allow One-Way 85.00 psi Max.Short Term Soil Pressure 625.00 psf Vu:Actual Two-Way 81.04 psi Allow Short Term Soil Pressure 2,000.00 psf Vn`Phl:Allow Two-Way 170.00 psi Altemate Rebar Selections... Mu .Actual 2.55 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi•Capacity 7.42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's