Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
/fri-5 Teff U C c - l 5.426t RECEIVED CT ENGINEERING Structural Engineers MAY 1 2010 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OFTIGA D BUILDING D;''JIS ON #15238 Structural Calculations River Terrace ����oGIPNF Rp, Plan 19DL �1 ; 60 • , Elevation B �d Tigard, OR1*y�, ,►�REGI)NAk,_ �/ 22,10 ��. Design Criteria: 2012 IBC (ORSC, OSSC) 12/02/2015 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 Ph: 425.454.7130 Fax: 425.646.0945 Page 1 of 58 TABLE OF CONTENTS DESIGN NARRATIVE 3 DEAD LOAD SUMMARY 4 VERTICAL ENGINEERING 5 LATERAL ENGINEERING 15 FOOTINGS 44 Page 2 of 58 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 comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. Page 3 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_19 DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF Page 4 of 58 9'-0- A TO FACE OF C.T. An L CirI I X12 HDR (4241( HDF(R! I 4.12 HDP c. . 4x.12 HDR 412 HDR RBB4 RB32 RBBS iI =1 i mi N:r 4X12 HDR N iG.T. µ... B. �.� n n ly I r? RBBS I o' o 19 59.1 __1; • ® ``� C ♦ J r, • f ii —1 11 x.3o I i; • ,j :_- a __ALLES� , 1r r- { 591zo • tii I! L''''''4 ♦ iµ 59.1 ip ' _E. 59.1 R c i! !i ♦ : ' ii • :x. �Ij ? 19 59 1i .1., 7 i I 59.1 iii . : 1 ♦ `h Q /- /' ---- t__60 /GTW / 1 � 1 ' UL ,u U ^L ,uG.T.0u.%/u u I I I • / / , 1 I I I I - I •♦ I , I 1 1 - / i i � SIAl. ��. RB:1 r/1 F'_ ` I 1 ♦♦�4 * (3;24:HDR o uC iA I Gil I \`�__ __� /. 9 MIN.HDR MIN.HDR MI HDR I I MIN.HDR MIN.HDR ____ .HDR I I //'1.___0..m.-r.�.� { I GABLE E D TRUSS 1 --- y GABLE SEND TRUSS � I �--__ I/- --"-� J- I/ �T 1 r�--4-�� ,I 16 I77-----1\1 . •,1 16 k---T -s'1 59.1 r 59.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 9B ROOF FRAMING PLAN 1/4•=r-o• Page 5 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: Rev: 580008 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238 rivertenace_19dLecw:Calculations Description 19B-ROOF FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBB1 RBB2 RBB3 RBB4 RBB5 Timber Section 3-2x8 2-2x8 6x10 5.125x9.0 6x10 Beam Width in 4.500 3.000 5.500 5.125 5.500 Beam Depth in 7.250 7.250 9.500 9.000 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hern Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fir- Larch,No.1 V4 Larch,No.1 Fb-Basic Allow psi 850.0 850.0 1,000.0 2,400.0 1,000.0 Fv-Basic Allow psi 150.0 150.0 180.0 240.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,700.0 1,800.0 1,700.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No Center Span Data 1 Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 ©X ft 3.000 3.000 ` Results Ratio= 0.7186 0.2919 0.7606 0.9385 0.7804 Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 @ X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 874.7 2,590.3 897.5 Fb:Allowable psi 1,270.8 1,173.0 1,150.0 2,760.0 1,150.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 73.7 165.8 75.0 Fv:Allowable psi 172.5 172.5 207.0 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 11 ©Left End DL lbs 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 ©Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OKIII Center DL Defl in -0.027 -0.003 -0.019 -0.089 -0.035 UDefl Ratio 2,201.8 11,743.2 3,828.6 1,008.0 2,559.3 Center LL Defl in -0.045 -0.004 -0.031 -0.149 -0.059 UDefl Ratio 1,321.1 7,045.9 2,297.2 604.7 1,535.6 Center Total Defl in -0.073 -0.007 -0.050 -0.238 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 UDefl Ratio 825.7 4,403.7 1,435.7 378.0 959.7 Page 6 of 58 Ark e Lo _1._.�.�.A ) FBI 6X6 6X6 NI, 0d `e 0'- oa z 2x LEDGER TH014RJ 00 41:11- 511514RJ m 4X12 HDR I r ABdVE JR Millirlikk STHDI4RJ -�¢ x11Ve RIGDEAM LVL D'© _ -1 1 A®pE- r — ti r 4T II" I1 ' ; ;' rBF � / ABOVE / �1--_=__ 14 0 P4 gpyE he STHD14RJ GT A-STHp14RJ , X\ I1XIROlE�SI - Z_____J` , STHDI4RJ �l 1.120 2. _ S1HD 4R 21 0 fl' '1 FEARING LL ':. 1 I E . ., I ! RI i ,, 1 ` GT FP h .411 II I •K 1 11 1 I !0 59.0 pi i N 6 51.2 0 SIM. i 3 I I N BEA TING WALL 59.0 ,1 63$424 GIB FB 694/24 GIB FB \ l\\\\\\\\Z`a07.1L JJ.._J_.L_'V J. --14--.} --14—X— :•.�-�,--*—X—*-.}.o_`" .7 F1313 J. I FB'1 7------------------11 16 BIG BEAM TB ! .'" 2r71�0_HDR 1 try FB10 �� 1 tE3- ,%M•``' i E "1---1----t-' I � ��y OPEN /1ST STAIR P7.1.OAD I S71-014R 1 ;% 'NAMING (1>64_, P6 Fl%TL RES 1 CT FB 1 „�.. % -/ ABOVE P6 J" yY'' 1. I y 1 2z LEDGER i_ y BEARRJ WALL -= - w o I �Z 1 I j 1 HDL B HDUB-' e_ I 7 1 3 A S � P3 m J .--17 {L'f7^• 2 0 ci I w5U w� \1 ,--111 LOAD o ADD 241[ TV ELKG \F2,,4 FRAMING 1 1 u G7U- gu (520# i N' ®+76•AF.F. _S AT 24.O.C. GT ABOVE Q 1 1 OPEN TO BELOW ,� , 1 AGT ABOVE i..,..„,`-` 1 Gi FB 1 PT LOAD 1 ZJ241L11O D 1 PT LOAD c, • P20DAD (1200#) . i0 • ,44.4,:- GTA 23 4 Q ( /) . 16 BIG BEAM KIR Q „P GT 1.WVE F35B C)2x DR 1. • , , BEAM P. 2 2;OHDR (2)2x161DR (2)2x1OHOR P3 FB6B N / -f STHD14 B P3 6THD14R3 �J X51 JJ—.1L..1L” �1L...LIA `��' / -I 2X LEDGER • 51. --is SIHD1 ,' / �I 0 3X LEU:ER !II w�BEARING WALL ABOVE 2X LLD } 1 SEARING WALL PROVE (70 PLF) ! .�` N (1,0 PLF) 1 .-.-.-: ` I ALL BEAMS/HORS NOT LABELED ARE I "SIM'IN DESIGN TO BEAMS/HDRS )/ _ —'' 4zB HDR WHICH ARE LABELED 1 .—.�. J. _.— , 48 HDMim&6x6_•—•—• • 6x6 ' 4xB'HfR 16x6 I �� 6x6 GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN& Plan 19B LOWER FLOOR SHEAR PLAN 1/4'=1'-0• Page 7 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Timber Beam &Joist Page 1 1 User.3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003ngSo 15238_riverterrece_19dLecw.Calculations _(c)1983-2003 ENERCALC Engineering Software Description 19ABD-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 DNE 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 Ar- Douglas Fir- Douglas Fir- Hen Fir,No.2 Here Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Larch,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 ill 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 11 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 Shear OK 195.5 Shear OK 207.0 Shear OK 207.0 Shear OK 172.5 Shear OK 150.0 172.5 Shear OK 172.5 Shear OK Reactions II @ 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 il 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 693.81,119.2 587.2 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 Page 8 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 User KW-0602997.Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 _(01983-2003 ENERCALC Engineering Software 15238_riverterrace 19dLecw:Calculations Description 19ABD-UPPER FLOOR FRAMING(2 OF 3) {_limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II FB5D FB6A/FB6D FB6B FB7 FB8 FB9 FB10 Timber Section 5.125x24 Prllm:5.25x16.0 PrIlm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prllm: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 las Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,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 111 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 II.. l Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 il 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 II @ 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 11 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 Page 9 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo2003 Timber Beam Joist 15238_riverterrac 19dl.ecw:Calculations (cj1983-2003 ENERCALC Engineering So Description 19ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 FB11 FB12A FB13 Timber Section6.75x24 6.75x224 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 Fr,24F- Douglas Fir,24F- Douglas Fr,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 111 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 lbs3,750.00 @ X ft 3.000 Point#2 DL lbs2,250.00 LL lbs 3,750.00 @ X ft17.000 Results Ratio= 0.5880 0.426366 0.0 Mmax©Center in-k 832.09 695.47 84.71 @X= ft 10.25 10.00 4.62 lb:Actual psi 1,284.11,073.3130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OKBending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OKShear 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 illDeflections 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 Page 10 of 58 4x10 H iii 4x17 HOR 1 cn P . 6x6 POST N o q O Q1col. N Q P.T. 6x6 POST / Q d CP I P . ix LEDGER S1HD14 I / STHD14 I e= %� L61._ I. _u__yL_1L_1L -y. ® THDI4RJ r .! © (2)2x10 HDR STHD14 02x10 HDR i (2)2x10 HDR 2 tRIGIDLAM LVLIC I # GT ABOVE I T I t(ii1 I t.4 DBL 11W RFPI-20 AT "a 16" O.C. i1P. U.N.0 24 II 1 7x11%BIG BEAM FB I 5.14x11%BIG BEAM FB ©O� 1.1----el 6x6 POST 1 I FIXTURE ABOVE IT i t 13.x111iy RIGIDLAM LVL FB I13001%RIGIDLAM LVL FB Jtij_____:trjr Ti l l l — I 1 L_ STAII _ LSSUI2 I RfRAMIRG It " (2)2x8 6x6 POST I ; ---_J1�C5) HDR ,. 1.1 !i0 13.x11 RIGIDLAM LVL { ABOVE STEM WALL I I I 4 "111- SEE SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE Plan 9B-DL LOWER FLOOR FRAMING PLAN & BASEMENT FLOOR SHEAR PLAN 1/4"=1'-0" Page 11 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 + Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist -15238 rivertertace_19dl.ecw:Calculations _(41983-2003 ENERCALC Engineering Software Description 19ABD-LOWER FLOOR FRAMING _Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined LF1 LF2 LF3 LF4 LF5 LF6 LF7 Timber Section 4x10 2-2x10 2-2x10 Prllm:3.5x11.875 Prllm:5.25x11.875 MicroLam:1.75x11. 2-2x8 Beam Width in 3.500 3.000 3.000 3.500 5.250 1.750 3.000 Beam Depth in 9.250 9.250 9.250 11.875 11.875 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fr,No.2 Truss Joist- Truss Joist- iLevel,LSL 1.55E Hem Fr,No.2 Larch,No.2 MacMillan, MacMillan, Fb-Basic Allow psi 900.0 850.0 850.0 2,900.0 2,900.0 2,325.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 2,000.0 2,000.0 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data III Span ft 7.50 4.00 6.00 12.75 13.00 •3.75 2.75 Dead Load #/ft 150.00 50.00 50.00 161.30 262.50 80.00 80.00 Live Load #/ft 400.00 430.00 700.00 80.00 80.00 Dead Load #/ft 90.00 90.00 Live Load #/ft 240.00 240.00 Start ft End ft Point#1 DL lbs 1,706.20 LL lbs 4,550.00 @ X ft 0.250 II Results Ratio= 0.8609 0.2280 0.5130 0.6044 0.68195 0.03 0.6584 Mmax @Center in-k 46.41 9.12 20.52 144.18 243.99 3.37 17.65 Cp X= ft 3.75 2.00 3.00 6.37 6.50 1.87 0.25 fb:Actual psi 929.8 213.2 479.6 1,752.8 1,977.4 82.1 671.5 Fb:Allowable psi 1,080.0 935.0 935.0 2,900.0 2,900.0 2,325.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 76.4 25.3 45.8 115.4 127.6 10.4 47.8 Fv:Allowable psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs562.50 280.00 420.00 1,028.29 1,706.25 150.00 1,661.09 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 4,246.36 Max.DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 5,907.45 @ Right End DL lbs 562.50 280.00 420.00 1,028.29 1,706.25 150.00 265.11 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 523.64 Max.DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 788.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Dell in -0.029 -0.003 -0.016 -0.098 -0.115 -0.001 -0.004 1 UDefl Ratio 3,112.9 15,311.2 4,536.7 1,558.3 1,355.1 47,853.7 9,002.8 Center LL Defl in -0.077 -0.005 -0.027 -0.262 -0.307 -0.001 -0.008 L/Defl Ratio 1,167.3 8,931.6 2,646.4 584.6 508.1 47,853.7 3,921.5 Center Total Dell in -0.106 -0.009 -0.043 -0.360 0.422 0.002 -0. 012 Location ft 3.750 2.000 3.000 6.3756.500 1.875 1.199 L/Defl Ratio 849.0 5,641.0 1,671.4 425.1 369.6 23,926.9 2,731.9 Page 12 of 58 11'-2• 2O•-I*" 17-11Y2' 2 • A CRAWL SPACE VENTING: •i 5-53'4Y-'�4 7 IO PROVIDED: MECHANICAL VENTILATION AT A n 16 THICKENED SLAB , RATE EQUAL TO 1 CUBIC FOOT PER MINUTE r , FOR EACH 50 SQUARE FEET OF CRAWLSPACE 02 -, EDGE I I ® I r, FLOOR AREA.EXHAUST VENTILATION SHALL L J L_ '� 1 ' TERMINATE TO THE EXTERIOR i .?'- 6x6 W/ABU 66 may_ AREA 1=878 SF :•-4. a POST BASE o, PROVIDE 17.56 CUBIC FEET .1 3J.}' CONC. AIR EXCHANGE PER MINUTE 21-111 PA no SLAB AREA 2= 735 SF PROVIDE 14.7 CUBIC FEET I ,.,-I I -,_1 T. O.SI-1o'-36.I 3-9. AIR EXCHANGE PER MINUTE L J 6x6 POST© TOS IMES 1 I Q m 1311 u, l: m _ WALL 10'-10J'1- µ AM -INSTNL IXR•171NUOIJSLY -INSTALL SYSTEM 70 ALLOW 1. CDP ' -.OPERAlm 1£QIANCAL ADEQUATE-.DRAINAGE AL'. -1- STHDI4RJ ® STHOI4RJ J IEN11LA1ION SYSTEM CRANE SPACE • _- AT TNR EA 1( EE .-....:i. ® i 3• 7,: 5 Z;F'._ 5.- 5.-3• _ '- n T.O.S 1 .2x6 PONY WALL x12_NOR " _ f1 - F 4 6 HDR rt, f 1 r -Y :. f1l�I ...- �i' 1 r�4J"' -I CaL1J UN I J ...y _ EMI � LJ L- J . i ' ' 1 1.111"M"I 't r" i I—-----i-yr 2G4 1� h 1> t 18 Spx10'DEEP I " P T 4x4- 1 1- ® �: FlXTURE HN@• I ... 30'SQ.x1D 'J {e 13•-5J j 4-T0� I DEEP FTG W/ z -� } (4),}4-.BOTT EW a I. _T- '� I BASEMENTff. '® ___1_ 214 2%4_PONY WALLS AT 9.-136' .' 1_0 (BELOW BEARING.: ... -a 1 T.- 19 -re . z-J 1 > e SLAM LVE 130(9)5 2A6 PONY I 1 � e Q 14=4 WA 6'-"74" �- a •.> t_ `� I -m ---� a --L Mk ow mem o _ w 1 b ICY c � ' � - � �E�i�24'x30"CRAWL : ® .SPACE ACCESS 1 INSTALL DCM1 N 1 I HATT:H v. IPFRAI®IECHAM,� I 2x4 n o :VFN79A710N.SYSTEM ■ VARIES: MIN. PONY '.'AT THE(BA$L PACE - 1 ao FROM TOP • r -1 [AREA.2I S,014R1 0 : ' STEM WALL_ II / I� O.C.TYP.®AREA 2. Q Vi" CONC. " 5-52 I SIM: 1.w _. INSTALL SYSTEM • o� - FlRST FF: !.a SLAB An :-: ALLOW ADEQUA' x - AT t00- ._j.I OVER 4*FREE � ®' 4 PONY WALL R. n DRAINAGE-AT CRA 1. DRAINAGE MATERIAL 134x1136 RIDGELAM tVL - I OVER COMPACTED - FILL __ � � Du6��I F VERIFY GARAGE I •®® 1� 134xI RIDOELAM - - ' A� SLAB HEIGHT 4�Z 13) F6 ABOVE 11'-T)� t Im WITH GRADING PLAN PONY.WALL I I� „T^+ J c :1- iipll4 RIDGELAM LVL ' I ›,,,,,t oe J -.i -I i LJ 1 1, : 36 SO z10� 1 ® DEEP FTC W/ F -1 35 S. O".- I 34714 BLOCK OUT I (d)14 9077•E L J DEEP FT W/, L 0 STEM WALL TYP "i I r I (4)/4 Bon. W . ` 115 7, J $ N L i I(s)2x6 n ® -. --r I ,.._ J' ..L (5)2x5 ism 1 12 e - POR CONC.' ��\�_MI� ��t1♦ H STHDI4 "0 ® STH014 �� PORCH SLA: , .. to e SIHDI4 STHDI4RJ 1. ®� 10 56.0 THICKENED ^ SLAB EDGE • •x6—X.1 x6 6x6 I 18 I S6.0 • I y.-o" i 1.s. 2'-1}1." 16'-3 1'-2. 4 10•-9" `+' 19•-6 • so.-o. Plan 1 9A-DL FOUNDATION PLAN 1/4--1•-0• Page 13 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Timber Beam &Joist Page 1 1 User.3-2 0 3 ENE,Ver 5.6.0,ine 1-Dec-2003 So 15238_riverterrace_19dLecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description 19ABD-CRAWL SPACE FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II CS1 C52 CS3 Timber Section 4x6 6x12 MicroLam:1.75x11. Beam Width in 3.500 5.500 1.750 Beam Depth in 7.250 11.500 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fr- iLevel,LSL 1.55E Larch,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,700.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No ` Center Span Data Span ft 5.50 9.87 8.00 Dead Load #/ft 184.00 94.00 157.50 Live Load #/ft 490.00 250.00 420.00 Dead Load #/ft 90.00 Live Load #/ft 240.00 Start ft 3.000 End ft Results Ratio= 0.8525 0.7406 0.5798 Mmax©Center in-k 30.58 89.78 55.44 @ X= ft 2.75 5.17 4.00 fb:Actual psi 997.4 740.6 1,347.9 Fb:Allowable psi 1,170.0 1,000.0 2,325.0 Bending OK Bending OK Bending OK fv:Actual psi 85.9 60.2 126.7 Fv:Allowable psi 180.0 180.0 310.0 Shear OK Shear OK Shear OK Reactions 111 @ Left End DL lbs 506.00 679.07 630.00 LL lbs 1,347.50 1,807.57 1,680.00 Max.DL+LL lbs 1,853.50 2,486.64 2,310.00 ©Right End DL lbs 506.00 867.01 630.00 LL lbs 1,347.50 2,308.73 1,680.00 Max.DL+LL lbs 1,853.50 3,175.73 2,310.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.030 -0.038 L/Defl Ratio 3,098.3 3,976.4 2,503.5 Center LL Defl in -0.057 -0.079 -0.102 L/Defl Ratio 1,163.4 1,493.4 938.8 Center Total Defl in -0.078 -0.109 -0.141 Location ft 2.750 5.014 4.000 UDefl Ratio 845.8 1,085.7 682.8 Page 14 of 58 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_19 DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDS=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 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 00= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 15 of 58 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: 15238_19 DL SDs= 0.72 h„= 30.36 (ft) SD1= 0.44 x= 0.75;ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDS/(WIE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDS I(T*(R/IE)) (for T<TL) 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDi*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R(IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8. (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_ - Vi DESIGN Vi Roof - 30.36 30.36 2400 0.022 52.8 1603.0 0.48 5.75 5.75 2nd 9.08 21.28' 21.28 2400 0.028' 67.2 1430.0 0.43 5.13 10.88 1st 12.14 9.14 9.14 1066 0.028' 29.848 272.80.08 0.98 11.85 Bsmf 9.14 0.00' SUM= 149.8 3305.8 1.00 11.85 E=V= 16.60 E/1.4= 11.85 Page 16 of 58 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_19 DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 44.00 44.00ft. Roof Plate Ht.= 30.36 30.36 Roof Mean Ht.= 37.18 37.18 ft. -- Building Width= ' 50.0 - 50.3'ft. Basic Wind Speed 3 See.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C 26.5650512 Exposure= B B Roof Type= Gable Gable Ps3o A= 25.7 25.7,psf Figure 28.6-1 Ps30B= 17.6 17.6'psf Figure 28.6-1 Ps30 c= 20.4 20.4 psf Figure 28.6-1 PS30 D= 14.0 14.0'psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 KA= 1.00 1.00' Section 26.8 windward/lee= 1.00 '___1.00' *Kzt*Iw*windward/lee : 1.00 1.00 Ps=X*Kzt*I*Pa3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (Eq.28.6-1) Ps B = 17.60 17.60 psf (Eq.28.6-1) Psc = 20.40 20.40 psf (Eq.28.6-1) Ps D= 14.00 14.00 psf (Eq.28.6-1) Ps A and C average= 23.1 23.1 psf PSB and D average= 15.8 15.8 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00` 1.00' 0.89 0.89 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) H(F-B(sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 13.6 0 272.8 0 409.2 0 242.8 0 367.8 Roof - 30.36 30.36 4.5 90.8 0 136.2 0 90.8 0 137.6 0 14.5 13.4 15.64 15.64 14.56 14.56 2nd 9.08 21.28 21.28 10.6 212.2 0 318.3 0 212.2 0 286.1 0 8.5 8.0 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 8.4 167.1 0 250.7 0 187.1 0 225.3 0 6.7 6.3 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 Ar= 1857 AF= 1730 29.7 27.7 V(F-B). 37.00 V(S-S)= 34.74 kips kips kips kips Page 17 of 58 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_19 DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.36 30.36 0.00 0.00 0.00' 0.00 15.64 15.64 14.56 14.56 2nd 9.08 2128 2128 0.00' 0.00 0.00' 0.00 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 0.00 0.00 0.00 0.00 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 37.00 V(S-S)= 34.74 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(SS) Vi V(S-S) Roof 9.08 18.5 18.5 15.64 9.39 9.39 14.56 8.74 8.74 2nd 12.14 10.5 10.5 11.95 7.17 16.55 11.29 6.77 15.51 1st 9.14 0 0 9.41 5.64 22.20 8.89 5.33 18.18 Bsmt 0 0 V(F-B)= 22.20 V(S-S)= 20.85 kips kips Page 18 of 58 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_19 DL SHEATHING THICKNESS tsheathinu=7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0:625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150''. 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheati = 1/2 NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"W/1 1/4"screw V avowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Page 19 of 58 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III .. - « .., 7a ss ' f - rr � ,r-x' I B avertolf i" /4, 'et4' < '14 :4‘;:" 71r4 P11--, 'I 1EA� 2X '.. a-14 , " y } .�• - i` f® ;". �£` 'Lowe' s11 1�0tn9 calf *` F IT , M ERICko A s USGS-Provided Output SS = 0.972 g SMS = 1.080 g Soy = 0.720 g Sl = 0.423 g SM: = 0.667 g So, = 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 NEI-IRP"building code reference document. MCE*Response Spectrum 4,40 Design Response Spectrum 1.14 4..44 4. > 4.13 44 044 0 44 t2.`° -- 4.5t 04 0,44 S 0,44 0.55 i 4144 O" l tt xat 4. . 433 4,31 0.22 4.10 4.1 01 00 4;40 4 4.00 0,20 0.40 0.40p04:641.0;1.00 1.24 1.40 1•.40 1.44 240 too 0.20 4.40 4.C4 0.00 1.00 1.20 1.40 1.14 1.22 2 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. Page 20 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&lath... 9/14/2015 B AB 0 Roof Below 11'-5}4' J8'-64• 6-02 t 5'-5• ` 9'-7?�' 4'-11}4' 1'-9)f1'-6' S'-5). 4'-1l) 4'-1l J'2 5'-}l�• 6-0 0 A 2-6 4�,,,. 3 0'T 0 SH 6-0 -0 F 3 0 0 SH B2b I . B2a 3 I _ 63°H"04.3.11111 l y--y Showe= 7Y o J6' I ,1 1, ,_ 1REY CEILING PER TRUSS DESIGN I Tub 11\JIl I `TUB PLATFORM B1 a 6-0'4-0 SL B1 b 1 o+21•A.F.F. •• 12 2-4 HC12 Master Bath g. ,x � i _ `Z i 2-4/2 1,-2YL / i { Bedroom 4 I® I ® IT INSULATE FLOOR m\ OVER UNHEATED yc4,, SPACE 1 mini5 SH. 1 2-6 H= �22'c30'I '-4 HCW AT11C n , 211112-4 HC �t\� ,2-6 H_• LCc�561 1 n A 4,1 11i„.„.<_, .z, 11 6 W.I.0 r,42I_ I I ``• AB IIr Q I zl /` r � .7 z;:ill* . •IFim. z 4 ALL BELOW 1 __ . I -12F-OCIII) WI 4.-" " MilIkM Ii v 11111111 I I 11111.11 Open to Below Bath Bedroom 2 A A I II jI9- a1 I _ OPEN RAIL I INSULATE FLOOR ' OVER UNHEATED l' Open to Below Bedroom 3 I N I 1,1 1 B3a o"-I° SH Bab BoaBob I 3-0' 0 SH 3-0.- 3-0 - 0 SH 3-0' 0 SH I 1 t t T t 4-13'-5) 3_5) 4_4.-44- , , 6.-2, " y I 3'-S) I y 6-24z 2'-6' ' 15'-% .. 2' ; B' I0 4'-9y _, 15'-10Y2 I-- 50' 50' 0 L- LJ LJ r--.1 Roof Be ow r- LI LJ Plan 1 9B 0 UPPER FLOOR PLAN 5/4.=1'-o. Page 21 of 58 2F-11)f," e 2 6•-8' 6. ,At. (ii.> 10m /T 5._6. 5'-OY/' I I 6•3 12'0Y4' I' 9-6Y� I I I I' 4-o 0 SH � �� �B7a 4-0 o se'11 B7b B6a - N7y1 1[ i I ` OATS DW 0IIII 1 17� 85Den m A ,rte a 'T ook Kitchen © I v o I - - sDFFlr Q It- o ♦- 47_,_,..,,,,,i,____ DOWN •e ot, Shop �� r_ l , `—BOLLARD ©wir 2 6 REW I ____ ►'\►'\ - 1 n I 3-0 Hcw e` _:j1 SOFFIT.DO e T------ _ _ y ♦--- �' r ma »I / Ad +9•-1' L I I \ L� PowderAi " ;;. ...... ::;... � 2•-9Y4 10'-0' � 4.-7 3"-4"3-4' 2-8 1111 WOOD TREAD INSUL 5 _7,_ _ p, MAX RISER 8" TIL (ADD STEPS REQ.()BY GRADE) 1,4 1 , E CLOSET n _ T 'm I ,I Dining Room ;, 3-Car Garage ^ 1 6-DjeDLD _ WALL FINISH: H"GM • Pant TO, �' -w CEILING FINISH if"TYPE X•OWN •�;" 5 SHELVES �''IT FIRE-TAPE ALL GM •1 'I WRAP BEAMS BELOW CEILING LEVEL r" INSULATE FLOOR ABOVE. I • �� ""„I ::, lie! IT limn 4.-- - GUARD RAIL W/6"HIGH TQ FURNACE TO BE SIZED -.CJFyI cI 1.11111111 2x4 CURB AT BOTTOM- 2'-3' PER ORSC M1305-1-1 �V'+J _ 2,-4 ,, TOP AT+42"ABV.NOSING 4 PLATFORM 0+18" Y2 'a ABOVE ADJACENT / I tL �_ _� GARAGE SLAB "I 11• i -_ a 1•-6' it, m Stor. I I. :I ' g 5 ^ n FIREPLUL ACE.INSTALLROVED PERM DIRECT-VENT _ , ♦ II' 11.17 m o Q B9 Great Room 6 ;;;! p 12"TILE SURROUND W/W/ ~ I ) N{.PPIICABLE 2x TRIM FRAME H� PEP SITE Entry ~— 0 •, ♦ &ON/IRONS N= 5:6 LL © Ii, Wilill .1-0:6-0-F - 1-0 E-0 F ~ 16-0 8-0 SOHDV. I :, � ®. -- -'.-4 �+ — B10 A I ♦ i I ,Po c� I B12 3 0 of 3-o O F 3-0 o r'23-0 o SH-- 1 I L Floor Abovel i 10•-2% 1 ID-2% 1113y}2-5)F"i 2'-5,1i-;LI-11Y4" y_8 `I 3'-5)2• i♦ 6 5 1 3-S)2. i 3-8" 1 m 20•-51,• - 8'.10Y2• , 20 8 - - u /22 '"/ 50•x0" •, .. _ . I 1 ~ 1 { O . ♦ L 1 • i Ek 411 Plan 1 9B m m LOWER FLOOR PLAN 1/4"=1'-0' Page 22 of 58 ■�.._;-- .. .- .. *�I - -131 - - 6x6 PT POST, TYP. 50._0• 11'-5J 12 • 11-4" 12'-Oy4' 9.-8Y- P.T. 6 , { Patio . t i POS I I I. Q I • _ M 0.•-o-sH- 8 0 SGD . I � E■r� _ i' h0 4-0 SM„ c= r.m 315a _ �15b DO: �. gai "a t3161) .._... AlEk KIF F. 1127 NV iI. s ♦ s B14 - •f� • s v n .-1 • 4 Unfinished Basement . "= 0 N • 3'-1' s 4 e i 14'-8y2 i , 3 T U = 1-Z�i: 4 n • ---) rt . I R ` LTJ 1 I2'0I 1 (:n \1 UP I /////��'''''24•x30"CRAWL SPACE - i I i I j ^_L ACCESS HATCH 317 o • I BLOCK-OUT AT •'I 1 1 fill 8•CONC. RETAINING WALL I L TOP OF CONCRETE lir N-_- 74'-6y2 I 5'-53V' SLAB-ON-GRADE SIIL ABOVE N 4Y CRA SEE FOUNDATIONWLSPACE PLAN L, 1..; 1 rJ f L -1 L_ I ,, o I -,� L_ 1--J I LN N L J_ _I J 20-5 8'-10y2" 20•_8• r Plan 19B DL BASEMENT FLOOR PLAN 1/4°=1.-cr f'agt 23 of 58 SHEET TITLE: LATERAL F-B,(front to back), CT PROJECT#: 15238_19 DL Diaph.Level: Roof Panel Height= ____9 ft. Seismic V I= 5.75 kips Design Wind F-B V I= 9.39 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.75 kips Sum Wind F-B V i= 9.39 kips Min.Lwall= 2.57 ft. per SDPWS-08 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. Grid ID T.A. Lwall LDLett. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unci Us,m OTM ROTM U„,t 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 Ai 648 17.0 18.5 1.00 0.15 2.53 0.00 1.55 0.00 1.00 1.00 91 P6TN P6TN 149 13.97 21.23 -0.44 -0.44 22.81 15.73 0.43 0.43 0.43 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 A2 552 14.5 16,0 1.00 0.15 2.16 0.00 1.32 0.00 1.00 1.00 91 P6TN P6TN 149 11.90 15.66 -0.27 -0.27 19.43 11.60 0.57 0.57 0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 1.82 0.00 1.11 0.00 1.00 1.00 72 P6TN P6TN 117 10.02 18.83 -0.59 -0.59 16.37 13.95 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 Ext A4 375 12.5 16.5 1.00 0.15 1.47 0.00 0.90 0.00 1.00 1.00 72 P6TN P6TN 117 8.08 13.92 -0.49 -0.49 13.20 10.31 0.24 0.24 0.24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1.41 0.00 0.86 0.00 1.00 1.00 72 P6TN PSTN 117 7.76 10.94 -0.28 -0.28 12.67 8.10 0.40 0.40 0.40 - _ 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 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 00 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 2400 71.5 71.5=L eft. 9.39 0.00 5.75 0.00 EV,„„d 9.39 EVEQ 5.75 Notes: • denotes a wall with force transfer Page 24 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Design Wind F-B V I= 7.17 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.88 kips Sum Wind F-B V I= 16.55 kips Min.Lwall= 3.43 ft. per SDPWS-08 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. Grid ID T.A. Lwall Logen. C0 wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM RoTM Unet Listen OTM RQTM U„et Usu,,, Usam (sgft) (ft) (8) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 34.0 35,5 1.00 0.25 2.22 4.69 1.59 2.87 1.00 1.00 131 P6TN P6 203 53.52 135.79 -2.47 -2.47 82.91 100.58 -0.53 -0.53 -0.53 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A7 462 19.5 19.5 1.00 0.25 1.38 0.00 0.99 0.00 1.00 1.00 51 P6TN P6TN 71 11.85 42.78 -1.64 -1.64 16.56 31.69 -0.80 -0.80 -0.80 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 190 8.0 9.3 1.00 0.25' 0,57 0.00 0.41 0.00 1.00 1.00 51 P6TN P6TN 71 4.87 8.33 -0.47 -0.47 6.81 6.17 0.09 0.09 0.09 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 166 7.0 7.0 1.00 0.25 0.50 0.00 0.35 0.00 1.00 1.00 51 P6TN P6TN 71 4.26 5.51 -0.20 -0.20 5.95 4.08 0.29 0.29 0.29 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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* 203 5.5 10.8 1.00 0.25 0.61 1.17 0.43 0.72 1.00 0.92 229 P6 P6 324 13.83 6.68 1.48 1.48 21.35 4.95 3.39 3.39 3.39 - 0 0.0 0.0 1.00 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10b* 637 17.3 20.5 1.00 0.25 1.90 3.52 1.36 2.16 1.00 1.00 204 P6 P6 314 42.20 39.78 0.15 0.15 65.06 29.47 2.15 2.15 2,46 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 2400 2400 91.3 91.3=L eft. 7.17 9.39 5.13 5.75 1.00 EVw;,,d 16.55 EVEQ10.88 Notes: * denotes a wall with force transfer Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9 ft. Seismic V I= 0.98 kips Design Wind F-B V I= 5.64 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seism lc V I= 11.85 kips Sum Wind F-B V I= 22.20 klps Min,Lwall= 2.57 ft. per SDPWS-08 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. Grid ID T,A. Lwall LOL.ff C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM U,=t Usum OTM ROTM Unet Usum Usum (sqft) (ft) (It) (kit) (kip) (kip) (kip) (kip) p (PH) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext All 330.5 42.0 42.0 1.00 0,401.75 6.91 0.30 4.46 1.00 1.00 113 CONCRETE 206 42.87 317.52 -6.64 -6.64 77.93 235.20 -3.80 -3.80 -3.80 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 Al2 1921 : 20.5 20.5 1,00 0.40 1.02 1.38 0.18 0.99 1.00 1.00 57 CONCRETE 117 10,47 75.65 -3.29 -3.29 21.57 56.03 -1.74 -1.74 -1.74 - - 0 0,0 0,0 1,00 0,00 0,00 0.00 0.00 0.00 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 A13 108.7 11.8 11.8 1.00 0,40 0.58 0,57 0.10 0.41 1.00 1,00 43 CONCRETE 97 4.55 24.85 -1.83 -1.83 10.29 18.41 -0.73 -0.73 -0.73 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A14 61.61 6.8 6.8 1.00 0.40 0.33 0.50 0.06 0.35 1.00 1.00 61 P6TN P6TN 122 3.70 8.20 -0.74 -0.74 7.40 6.08 0.22 0.22 0.22 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 A15 186.6 25.0 25.0 1.00 0.40 0.99 1.78 0.17 1.15 1.00 1.00 53 P6TN P6TN 111 11.91 112.50 -4.13 -4.13 24.91 83.33 -2.40 -2.40 -2.40 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 Ext A16 186,6 25.0 25,0 1.00 0.40 0.99 5.42 0.17 3.52 1.00 1.00 148 CONCRETE 256 33.19 112.50 -3.26 -3.26 57.69 83.33 -1.05 -1.05 -1.05 - - 0 0,0 0,0 1.00 0,00} 0,00 0.00 0.00 0.00 1,00 0.00 0- - 0 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 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 1066 1066 131.0 131.0=Leff. 5.64 16.55 0.98 10.88 EV,„fd 22.20 EVEQ 11.85 Notes: denotes a wall with force transfer Page 26 of 58 JOB#: 15238_19DL ID: A1Oab w dl= 250 plf V eq 4669.1 pounds V1 eq = 1128.8 pounds V3 eq = 3540.3 pounds V w= 7201.5 pounds V1 w= 1741.0 pounds V3 w= 5460.5 pounds -♦ -� v hdr eq= 159.6 plf - 0. •H head = A v hdr w= 246.2 plf 1 V Fdragl eq= 251 F2 eq= 787 Fdragl w= t7 F2 ,- 1213 H pier= v1 eq= 205.2 plf v3 eq= 205.2 plf 5.0 vi w= 316.5 plf v3 w= 316.5 plf feet H total= 2w/h = 1 2w/h = 1 10 IF Fdrag3 eq= . F4 e•- 787 feet A Fdrag3 w= 387 F4 w= 1213 P6 E.Q. 2w/h = 1 P6 WIND Hsill= vsill eq= 159.6 plf 4.0 EQ Wind v sill w= 246.2 plf feet OTM 46691 72015 R OTM 96251 71297 v . UPLIFT -1883 -3 UP sum -1883 -3 H/L Ratios: L1= 5.5 L2= 6.5 L3= 17.3 Htotal/L= 0.34 Hpier/L1= 0.91 �� 0. Hpier/L3= 0.29 L total= 29.3 feet Page 27 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#•: 15238_19 DL Diaph.Level: Roof Panel Height= 9.1;ft. Seismic V i= 5.75 kips Design Wind F-B V I= 8.74 kips Max.aspect= 3.5SSDPWS 08 Table 4.3.4 Sum Seismic V i= 5.75 kips Sum Wind F-BVI= 8.74 kips Min.Lwali= 2.60 ft. per SDPWS-08 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 Lot an. C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rem, Use U:um OTM ROTM U�et Usum Usum (s9ft) (ft) (ft) ( ) (kiP) (kiP) (kip) (kiP) p (Pit) (pi0 (kiP-ft) (kip-ft) (kip) (kip) (kip-ft) (kiP ft) (kip) ,kip) (kip) Ext-'- 61a' : 264 3.0 6.0 1.00 0.15 0.96 0.00 0.63 0.00 1.00 1.00 211 A9 P6 320 5.75 1.22 1.95 1.95 8.75 0.90 3.36 3.36 334 0 0.0 0.0 1.40 0.00 0.00 0.00 0.00 0.00 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 81-* 228 2.5 5 5 1.00 0.15 0.83 0.00 0.55 0.00 1.00 1.00 218 P9 P6 332 4.97 0.93 2.20 2.20 7.55 0.69 3.75 3.75 331 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 B25* 372 4.3 10.8 1.00 0.15 1.35 0.00 0.89 0.00 1.00 1.00 210 P6 310 0.00 0.00 0 00 0.00 40 10 00 02.32 .00 0.00 0.00 0 00 0 0.0 0 0 103 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - Ext B2b` 336 3.8 10'.3 1.00 0.15; 1.22 0.00 0.80 0.00 1.00 1.00 215 P6 Pi 326 7.32 2.59 1.53 1.53 11.13 1.92 2.99 2.99 .99 0 ` 0.0 0.D 1.00 0.00` 0.00 0.00 0.00 0.00 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 83a' 300 2.5 7.5 1.00 0.15; 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 430 0.00 0.00 0.00 0 00 0.00 0.00 0 00 n.94 4.01 0.00 0 00 0 D.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - Exl Bab' 300 2.5 T.5 1.00 0,15' 1.09 0.00 0.72 0.00 1.00 1.00 287 R4 P4 437 6.54 1.27 2.88 2.88 9.94 0.94 4.91 4.91 4.94 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 Ext B4a' 300 4,7 7.9 1.00 0.151 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 P6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 2.42 0 0.0 0.0 t.00 0.00 0.00 0.00 0.00 0.00 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 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 P6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 303 0 0 0 0.0 1.00 0.00; 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 0.00 000...00000000 .00 0.00 0 0.0 0.0 1.00 D.00` 0.00 0.00 0.00 0.00 1.00 0.00 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 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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.D0'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 c 0,0 00 1,00'd 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ', 0.4 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 24- 00 27.8 27.8=Left. 8.74 0.00 5.75 0.00 �Vwno 8.74 EVEQ 5.75 Notes: denotes a wall with force transfer Page 28 of 58 PORTAL FRAME DESIGN (MIN. WIDTH =22 112°): EQ =540#< EQ (ALLOW)= 1031# WIND=780#<WIND (ALLOW) = 1444# SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12'ft. Seismic V I= 5.13 kips Design Wind F-B V i= 6.77 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.88 kips Sum Wind F-B V I= 15.51 kips Min.Lwall= 3.43 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.�. 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. Lyall LQ�rrc. C o w dl V level V abv. V level - abv, 2w/h v i Type Type v i OTM ROTM tine U,�m OTM ROTM U ) U,m U,m (soft) (ft) (ft) (kit) (kip) (kip) ( (wP) p (plf) (Oh (kip-ft) (kiP-ft) (kip) (kip) (kip_ft) (kip ft) (kip) (kip) (kip) Ext 65 384 11,5 1'1.5 1.00 0.25 1.08 1 a 0.82 1.18 1.00 1.00 174 P6 P6 250 23.99 14.88 0.84 0.84 34.50 11.02 2.17 2.17 2.17 - - 0 0.0 0.0 1,00' 0.00' 0.00 4.00 0.00 0.00 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* 120 3.5 5.5 1.00 0.25: 0. 0.36 0.26 0.24 1.00 1.00 141 126-TM P6 200 . 5.93 2.17 1.33 1.33 8.39 1.60 2.40 2.40 2,40 - - 0 D.0 0.0 1.00 0,00' +.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 86b*' 204 6.3 10.5 1.00 0. 0.58 0.64 0.44 0.42 1.00 1.00 138 P$TN P6 195 10.32 7.38 0.53 0.53 14.64 5.47 1.64 1.64 4,64 0 0.0 0.0 1,00 +.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 Ext 87a*' 228 7.0 9,0 1.04 0.25 0.64 0.75 0.49 0.49 1.00 1.00 140 P6IN P6 199 11.75 7.09 0.74 0.74 16.69 5.25 1.81 1.81 484 0 0,0 0.0 +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 Ext' 87b* 264 7.8 9.8 1.00 0.25 0.75 0.82 0.56 0.54 1.00 1.00 143 P6N P6 203 13.28 8.50 0.67 0.67 18.84 6.30 1.77 1.77 4,7z0.00 0 0.0 4.4 1,00', 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0, 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 9 8, . ; 4 8 4 40 0. 4 t :7 1.00 1.00 442 P3 P3 630 42.42 7.20 4.80 4.80 60.50 5.33 7.52 7.52 7.52 0,0 �.0 1.0+' 4,00 0.44 4.00 0.�0 0.04 .00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 810 60 2.0 2.0 1.00 0.25' 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - - 0 0.0 0,0 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 1311 60 2.0 2.0 1.00 0.25' 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 0 0.0 0.0 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 0.010 0.00 0.00 0.00 0.00 Ext' 612 14 3.5 3 1.00' 0. 5: 0.4 4 52 0. 1 4.34 1.00 0.58 320 P4 P6 266 7.83 1.38 2.28 2.28 11.17 1,02 3.58 3.58 3.58 4 4.: ..4 :+ .,4. r.:4 r .: r I I... 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 013 156 4.0 4.0 1.00 0.25' 0.44 0.57 0.33 0.37 1.00 0.67 265 P4 P6 252 8.48 1.80 2.01 2.01 12.10 1.33 3.23 3.23 3.23 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- _ 0 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 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 r 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 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 0.010 0.00 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 2400 55.5 55.5=Leff. 6.77 8.74 5.13 5.75 EV,r;,,d 15.51 EVE() 10.88 Notes: * denotes a wall with force transfer Page 29 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.98 kips Design Wind F-B V i= 5.33 kips Max.aspect= 3..5:SDPWS-08 Table 4.3.4 Sum Seismic V I= 11.85 kips Sum Wind F-B V I= 20.85 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 12.0w0/11 E.Q. E.Q. Wi nd Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. II Lown. C u w dl V level V abv. V level V abv. v i Type Type vi OTM ROTM 1.1- Ueum OTM RQTM U1 U.um Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (pit.) (kip ft) (kip_ft) ( P (kiP) (kiP ft) (kiP ft) (kiP) (kiP) (kip) Ext 914 170.6 :'1 t.5 1 i.5 1.00 0.40; 0.85 2.88 0.16 2.00 1.00 1.00 187 CONCRETE 324 19.70 23.81 000:)...e030:0800 -0.38 34.08 17.63 1.52 1.52 1.52 0 0.0 0.0 1.00 0.00: 0.00 20.0505 0.0106 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.020 0.00 Ext 81505` 53.3 3.5 5.5 1.00 0.40' 0.27 0.69 0.05 0.49 1.00 0.77 200 F6-... P6 273 4.69 3.47 0.50 8.74 2.57 2.18 2.16 348 01 OA 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1-5b• 95.94 6.3 10.5 1.00 0.40 0.48 1.23 0.09 0.87 1.00 1.00 153 P6 P6 222777400303 8.74 11.81 0.55 -0.55 15.64 8.75 1.23 1.23 4,23 0 0.0 0.0 1.200 f 0.00' 0.00 0.00 0.00 0.00 111;1°0000°0000 .00 0.00 0- - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B16a* 101.3 7.0 9.0 1.00 0.00 0,51 1.41 0.09 0.99 1.00 1.00 155 R6 P8 9.90 0.00 1.56 1.56 17.46 0.00 2.76 2.76 3,38 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 816b' 111.9 7.8 9.8 1.00 0.00 0.56 1.56 0.10 1.10 1.00 1.00 155 h8 P6---, 10.96 0.00 1.55 1.55 19.34 0.00 2.73 2.73 2,73 a 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -Ext B17 533 "34.8 34.8 1.00 0.40: 2.67 7.76 0.49 5.44 1.00 1.00 171 CONCRETE 300 54.18 217.36 4.79 4.79 95.27 161.01 -1.93 -1.93 -1.93 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.D 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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.D 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 a h 0.0 0,0 1.00'; 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00:00 .0 1.00' 0,00:' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 c 0.0 20.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 00001. .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- -- 10-66 0 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 1066 1066 70.8 63.0=Left. 5.33 15.51 0.98 10.88 EV„„a 20.85 EVEQ 11.85 Notes: denotes a wall with force transfer Page 30 of 58 , J1 MAIN 12-7-15 0 Roseburg 7:53am A41-2"1081 Forest PrcxlucLs Comlaany 1 of 1 cane am 421.0.1 lcmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T / 17 8 0 17 8 0 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" ' Wall DFL Plate(625psi) N/A 1.750" 617# -- 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356p1f) 142#(107p1f) 2 475#(356p1f) 142#(107p1f) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" L/811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTfe Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J2 MAIN 12-7-15 ti Roeburg :SSam A Forest sProt9t.a Company 1 of 1 CS Beam 4.21.0.1 1cmBeanEngine 4.13 8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 7 7 0 10 2 0 11 6 0 2930 ® ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 238# - 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33p1f) 2 562#(421p1f) 145#(108p1f) 3 690#(517p1f) 200#(150p1f) 4 262#(196p1f) 72#(54p1f) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 801.W 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.'# 3640.'# 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" L/999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snovv=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stronggie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 r Roseburg J3 BASEMENT 12-7-15 7:52am A Forest Products Company 1 of 1 CS Beam 421.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 ie « , , *"4 v •.>t:A .k t, f5 rx ,i, tt, . s"'" a ; ',,,V0.0.04,... ., , - a . / 11 0 0 13 9 0 2490 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 313# -4# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1064# — 3 24' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 396# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 256#(192p1f) 58#(43p1f) 2 819#(614p1f) 246#(184p1f) 3 311#(233p1f) 86#(64p1f) Design spans 10' 9.375" 13' 6.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1129.'# 2820.'# 40% 19.12' Even Spans D+L Negative Moment 1330.'# 2820.' 47% 11' Total Load D+L Shear 567.# 1220.# 46% 11' Total Load D+L End Reaction 396.# 1151.# 34% 24.75' Even Spans D+L Int.Reaction 1064.# 1775.# 59% 11' Total Load D+L TL Deflection 0.1774" 0.6766" L/915 18.44' Even Spans D+L LL Deflection 0.1445" 0.3383" L/999+ 18.44' Even Spans L Control: Max Int.React. DOLs: Live=100% Snovv=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663