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Specifications (34)
4 /t1 53-0/( -cc107 / Q.--r ( s RECE1V�® CT ENGINEERING MAR 8 2016 Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 CITY OF TI ®� 206.285.4512 (V) 206.285.0618 (F) BUILDING #1 5238 Structural Calculations River Terrace � 4Plan 19DL I N Elevation D W ,�, d Tigard, OR REG!\11, leS T2'q6" 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 3 DESIGN NARRATIVE 4 DEAD LOAD SUMMARY VERTICAL ENGINEERING 5 LATERAL ENGINEERING 15 44 FOOTINGS 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(0.5.13.) 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 m car C 4X12 HDR (2).•10 HDi' 4 12 HD' arNIM: —' .2 :� emu 4.12 DR f. II RB• 412 HD AI 4X12IHDR x '�• ! R D3 1111 _ ,411111l ___ ___ 411111111 m ®m C_ I' o'�• _., iIIi'---- JIll! ' ill\ 1 JOIIIIEtzp __ I I o III r� 1i�i o 1 ,,,., 1111�59, 6itt..1 SI I. 1 fi , \ , \ lgii' I tiIG 7 i L120V4i ' RBS,ILL hy ' / �- x10HD• (2)2 1 DR(2 x10HDi. �o o '���2x1i HD' (2)2 ,HDR(22x10H.• gm mzir I ' -C •�__, 19 m 59.1 8 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED PLAN 19D Page 5 of 58 Hem Fir,No.2 Job# Dsgnr: Date: 11:31AM, 10 DEC 15 DesTitlecription: Scope: Page 1 Rev: 580006 Timber Beam &Joist 15238_riverterrace_19dl.ecw Calculations User E7,VerCEn,i Engineering So (c)1963-2003 ENERCALC Engineenng Software - Description 19D-ROOF FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBD1 RBD2 RBD3 T2-2x8 6x10 6x10 BeamSection in 3.000 5.500 5.500 Beam Width9.500 Beam Depth in 7.250 9.500 0.00 LeUnLength ft 0.00 0.00 Timber Grade Hein Fir,No.2 plas Fir- Lais Fir-No.1 Larch,No.1 Fb-Basic Allow psi i 850.0 1,000.0 1,000.0 Fv 180.0 180.0-Basic Allow psi 150.0 1,700.0 1,700.0 Elastic Modulus ksi 1,300.0 1.150 Load DurationFactor 1.150 1.150 awn Sawn Sawn Member Tyypee Repetitive Status No No No Center Span Data Span ft 4.00 7.50 6.00 Dead Load #/ft 360.00 360.00 #/ft 600.00 600.00 Live Load 315.00 Dead Load #/ft 325.00 Live Load #/ft 25.00 Startft 6.000 0 Endnd1,200.00 Point#1 DL lbs 2,000.00 @X LL lbs 3 .000 Results Ratio= 0.7474 0.8514 0.8438 Mmax©Center in ft 23 .04 81.00 80.28 ©X= 2.00 3.75 3.00 fb:Actual 979.1 970.4 psi 876.7 1,150.0 Fb Allowable psi 1,173.0 1,150.0 Bending OK Bending OK Bending OK fv:Actual psi 93.2 81.9 81.7 207.0 207.0 FN./:Allowable psi Shear OK 172.5 Shear OK Shear OK Reactions lbs 720.00 1,350.00 836.25 @ Left End DL LL lbs 1,200.00 2,250.00 1,393.75 Max.DL+LL lbs 1,920.00 3,600.00 2,230.00 Right End DL lbs 720.00 1,350.00 1,308.75 LL lbs 1,200.00 2,250.00 2,181.25 Max.DL+LL lbs 1,920.00 3,600.00 3,490.00 Deflections Ratio OK Deflection OK Deflection OK in -0.017 -0.038 -0.021 Center DL Deo 2,867.0 2,346.0 3,451.8 UDefl Ratio Center LL Defl in -0.028 -0.064 -0.035 UDefl Ratio 1,720.2 1,407.6 2,071.1 in -0.045 -0.102 -0.056 CenterTotal Defl 2.000 3.750 3.072 Location ft UDefl Ratio 1,075.1 879.7 1,294.4 Page 6 of 58 anh 49 r ii-.—.-.—.—.-1 —..max aa.._ _.—.—.—.4 ; 1 6X6 FB 1 6X6 y° S'o it 'S oa Irt 2z LEDGER AI 4 TH014RJ 4 HDR 0144 GT ABOVE-, A / S 514RJ SEE ��R -r•• - 'rDCAM LVL•-D [ STHD14RJ GT ABOVE�rr-__--ill 1 � f- r -A I • I I I 1=tK7 1 T ABDVE I( II` L__I 11 I I Ach „ 1 10 P4 CT ABOVE h + g STHD74RJ STHD14RJk \, ' TiX�RE51 51.2 l'--- i OVE4 �� �G”ABO✓E L____Ly 1 ., , S,HDI4RJ OL �_� �� r S1HD14R,— 2I I w BEARIN3 d 1 \ E , , -i. GT FB. , i. 4,, S�D/ I I 1 Iii/ 1 1I I I to 0 1 EB 59.0 V. 51.2 Q5.M L tio BEARING WALL - 590 I I 6X/24 GLB FB 6)4.24 GIB FE ;\�a.� 'MX' _, +.1.-_.+t.�_-u© -+1-41--1+—X—+I--i4- -+f -1+— —+ �,"- --H- u =B1$ r FB11 Ir--------1 5.14x16 BIG EEAM I 1 n(_ Hi, FB10 •J i 14E3 1.____31.1...-.7"-':- .____31y�- STAIR F,T,LOAD �� FRAMING (1 2542 51HD14R ( P6 H V FIXTL RES GT FB _ �/ ABODE F6 � :.--.� J LL x 1 2x LEDGER BEAR►JG WALL - ['I Q -HDL B HDUf 4 : y L �3 Gat__ J I_ 51M.I - o W. �1�I I 59. w p r t,'1 F I ,-F T LO4D o ADD 2zU N ELKS " I'1L GTJB L�B (>2p I`*2x4 FRAMING u � gL® ® 6'AFF. 3".,�--+�qT 24.O.C. OPEN TO BELOW �c T FB - GT ...i—GT FB - ABOVE I: GT GT ABOVE A30VE '_42)0_11QABOVE �Y •., - p4 .9). FB5D •- 5J4%1�BIG BEAM IDR © 24 GLB - -• -• �J.L-V FB J.L.J�_J1.J.L I F36D Mi E LTi- I'."Ii I stFiD14 tOx S,ND74RJI Ir fr_ �:1 FB �2 ,D : I 1—STHDI4 501014 / _ gar .14RJ ��:EARINC WALL ABOVE 2x LEDGER (2 x10 MDR (210 PLS I -..3 I 2x LEDGER Ark L MONO TRUSSES '® B 245 0 C 2x LEDGER �' B2D J B 24'D.C. ALL BEAMS/HDRS NOT LABELED ARE %m 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19D UPPER FLOOR FRAMING PLAN& iia =T-o LOWER FLOOR SHEAR PLAN Page 7 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_riverter e_19dl.ecw:Calculatio1 ns (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 Fr- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 50.0 Fb-Basic Allow psi 1,350.0 900.0 980.0 850.0 50.0 850.0 850.0 50.0 850.0 50.0 Fv-Basic Allow psi 170.0 180.0 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 Sawnn Repetitive Status 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 461.00769.00 LL lbs 2.750 @X ft [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 II 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 Page 8 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 560006 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 - (c)1983-2003 ENERCALC Engineering Software15238_riverterrace_19dl.ecw:Calculations Description 19ABD-UPPER FLOOR FRAMING(2 OF 3) jimber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB5D FB6A/FB6D FB6B FB7 FB8 FB9 FB10 Timber Section 5.125x24 Prllm:5.25x16.0 Palm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prtlm: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 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 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 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 OKBending OKBending OKBending 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 @ 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 [ eflections 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 Page 9 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Timber Beam &Joist Page 1 User.3-2 0 3 ENE,Ver 5.8.0,ine 1-Dec-2003 So 15238_riverterrace_19dl.ec w:Calculations (c)1983-2003 ENERCALC Engineering Software Description 19ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information ;ode Ret 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB11 FB12A F813 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 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 GiuLam 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 li ©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 j 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 HDR 4x17 HDR A --LF3. P.T. 6x6 POST N U O p N '4 1-a P.T. 6x6 POST 0 d 7 P.T. qqz LEDGEIR STHD I / STHD14 �-"� ' y--y-_y.--_.L _4111!® STHDI4RJ (2)2x103,.;: HDR STHD14 `l ! i�jc . ^ ^ ^ j2)2xx10 HDR ^ (2)2x10 HDR T DBL ILF2 RIGIDLAM LVL LF3 # 1 _I ( t -1`tv DBL 11%- RFPI-20 AT *tt'y 16" D.C. T1P. U.N.O I 7x11%BIG BEAM FB 1 53!x11%BIG BEAM FB r (11 I -1 t 6x6 POST _ tr � FIXTURE ABOVE 1` f 134x11%RIGIDLAM LVL FS 134x11%RIGIDLAM LVL FB I1I 1 ��k I 1 L-- STATS--- .LSSUI2 f'R-A NG _ 11 1 (2)2x8 6x6 POST ----AI* HDR TI L. _. 1 fl `" LF 7 i �134xi1%RIGIDLAM LVL ABOVE STEM WALL I I -951 Ifir -CIF- SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE Plan 1 9D-DL LOWER FLOOR FRAMING PLAN & 1i4"=1.-0 BASEMENT FLOOR SHEAR PLAN Page 11 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Page 1 Rev: 580006 Timber Beam & Joist User.3-2003 E E Ver C En ine 1-Dec-2003 15238_riverterrace 19dl.ecw:Calculations (c)1983-2003 ENERCALC Engineenng Software Description 19ABD-LOWER FLOOR FRAMING LTimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined LF1 LF2 LF3 Lr-4 LF5 LF6 LF7 Timber Section 4x10 2-2x10 2-2x10 Prllm:3.5x11.875 Prllm:525x11.875 MicroLam:1.75x11. 2-2x8 Beam Width in 3.500 3.000 3.000 3.500 5.250 1.750 3.000 in 9.250 9.250 9.250 11.875 11.875 11.875 7.50 Le: Beam Depth 0.00 0.00 0.00 0.00 0.00 Timber Grade ced Length ft 0.00 Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 TMsacMillan,ist- TMacMillan,Joist- LSL 1.55E Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 50.0 2 290.0 900.0 2,900.0 290.0 2 325.0 5.0 850 0 Fv-Basic Allow psi 180.0 150.0 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/Pince Manuf/Pine Sawn n Repetitive Status No No No LCenter Span Data 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 1,706.20 L Point#1 DL lbs 4,550.00 LL lbs 0.250 @X ft [Results Ratio= 0.8609 0.2280 0.5130 0.6044 0.6819 0.0353 0.6584 Mmax @ Center in-k 46.41 9.12 20.52 144.18 243.99 3.37 17.65 7.65 @ X= ft 3.75 2.00 3.00 6.37 6.50 fb:Actualpsi 080.8 213.2 479.6 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 45.8 115.4 127.6 10.4 47.8 Fv Allowable: fv:Actual psi r psi 76.4 25.3 OK 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 [RReactions @ Left End DL lbs 562.50 280.00 420.00 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 Center DL Deo in 3,112.9 15,31003 1..2 4,536.7 UDfl Ratio1,558.3 1,355.1 47,53.7 9,002.8 Center LL Defl in -0.077 -0.005 -0.027 -0.262 -0.307 -0.001 -0.008 UDefl Ratio 1,167.3 8,931.6 2,646.4 584.6 508.1 47,853.7 3,921.5 Center Total Defl in ft3.750 2.000 3.000 6.375 -0.0020 -0.422 6.500 1.875 1.199 Location UDefl Ratio 849.0 5,641.0 1,671.4 425.1 369.6 23,926.9 2,731.9 Page 12 of 58 • II'-2' 20'-1o)- to r 5•-54'4 L 7'-14'4 7'-10 4.. i4 CRAWL SPACE VENTING: ,� ® PROVIDED: MECHANICAL VENPLA710N AT A THICKENED SLABI fi RATE EQUAL TO 1 CUBIC FOOT PER MINUTE EDGE r_, '1 FOR EACH 50 SQUARE FEET OF CRAWLSPACE 1 1 ® 1 •_� FLOOR AREA.EXHAUST VENTILATION SHALL L_ __11 L_ '� 1 TERMINATE TO THE EXTERIOR 6x6 W/ABU 66 ' �' H o POST BASE �'1- I AREAV 1= 7.5 C PROVIDE 17.56 CUBIC FEET .I 4 2'-11' 33. CONC. a AIR EXCHANGE PER MINUTE ,� 0 PATIO SLAB I 1 AREA 2= 695 SF -T r , _ PROVIDE 13.9 CUBIC FEET I .. I L 0.51-10'-35 I 3-9" AIR EXCHANGE PER MINUTE L J 6,6 POST © T.O.S 1 0 10 • �.: 508014 0 '� P4 56.0 -1 STHD14 I "' ',Litt. I` STH014RJ i1�1MIml i 4 .2 4 PONY - 1 .A+ to , m , .-.WALL 10'-135" a iWSTA11 •llwC 15LY}} }INSTALL SYSTEM TO ALLOW STHD74RJta)W GE NAYVH 1 OPERATED 5€QIA 1C#L 1 r ADEQUATE DRAINAGE ATI r. J AT UIE Q6AWLB'ACE {TILATIC11 SYSTEM # { CRAWL SPACE .._i. F ---� A A 1O ffiErEg T.O.S. __J ®®�.x12 HDR �r Z r 7 4x6 HDR rt-i r 7 riJ r1jt I a 111111-if-76s. ,fig f _ 1 �'j• - �.!'�[ LJ . ..J1531:3 . 1 1� A 1 � i 1 FTG AV(2)N I P...1 6xs�.l. . --I U,N0. I T Posr. TYR .T 1 ® 1 EW 9077 IN 1 -FltlNb� FIXTURE - .: I 30'SQ.x10' - :4• 73 4'-107' I DEEP FTG WJ W.'i>/ 1 I k... f (4)#4 BOTL EW a _ � inf 1 II BASEMENT FF•-1%" 11 1 i- _® }- __ r 2x4 PONY WALL AT-9 0 ® (BELOW BEARING - �- 0 WALL ABOVE) CRAW 1 DLAM LVL 1%X9% IV2x6 PONY j. iF 4' W' 6' �4 !_ ,�' -5. doh ion MIME IIIIIINIIEEIIIIMNEIIIIIIIIII1NlaINIIMINMICI „o 11111111.1111111111 ..7J, -!..,? ® 5 •o _.. � e�.�l S 1 i HATCH ACCESS •' OSTPAio L£CHA.M w1. $ -- _--- -- 1 2x4 - 14TILAIION 51111 1 'VARIES: MIN. PONY AT THE.Q2AM1.5PACE _1� ao 'FROM i0P • r -l._ IJi12EA 5•b14RJ o •�; ' STEM WALL II I _ 7, L 11, -RaI- . A 1., __ _____-__ I ..� _ _: _. J O.C.:TYP D AREA.2:. ■ 314' CONC. 3-5y' SLAB I SlST INSTALL.SI•STE . FlRST F.F. ® I ®' OVER 4'FREE I� ALLOW ADEQUA II A7 a0'-0' it DRAINAGE MATERIAL NV 4 PANT LLDRAINAGE AT CRRR .. .. °VER COMPACTED - --Is !AI{``C`—�� ---SPACE rk 134211,.RIOGELAM LVL Iii FILL � HDue`R�{ L , . IAB REIGATE —11111111k, `®.-q 1c}x11�,s6,,wAM .. _ A®' o LVL FB ABOVE -11'- W1 TI-1 GRADING PLAN PONY WALL - `- ' ,I® I " 'I F` F%x11�1;6-RIDGELAM LVL 1 ,� a 4•_5•.-. DEEP FTG / .' 'r. I .(3)114 BOT7 E 1 1 r. 1-. r. EWESGi � '._ .1 OCT _.. �_._ .. ._..� GT •�®�1��- I.-. .Y. ABVE _.p 3x1Yz BLOCK OUT ABOVEL `eeLAM LVL L I 0 STEM WALL iYP I I -.:- ..�,m 1�ic:J6 f. L w r.��4)2.6 tia)2 6L� , L _ ;_ _, .:77— AB 7 I L �'jj. wry �-°-5`I �, mss:\��M��\��C�I. El o x� L.OSr.p ®� I M. CCNAIN)"1 3 i® �i T�l:a. SIHDI J in 5111014 W W m STHD14 I 1 4 PORCH SLAB 1 : s1Hb14RJ irisep ® I L J I }}F L B I. 6.0 -0-6L1" 2-1)q i6'-3" 1'_744• 9•_9Y2. e 20 2Y Plan 19D -DL 1/4 `1'-0' Page 13 of 58 FOUNDATION PLAN • Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Page 1 Rev: 580006 Timber Beam &Joist _ User:KW-0602997,Ver 5.8.0,1-Deo-2003 15238 nverterrace_19dl.ecw:Calwlatio ns [(c)1963-2003 ENERCALC Engineering Software Description 19ABD-CRAWL SPACE FRAMING II.. LTimber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 61 CS2 CS3 Timber Section 4x8 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 Fr- Douglas Fir- Level,LSL 1.55E Larch,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 5.0 Fv-Basic Allow psi 180.0 180.0 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 @ 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 UDefl Ratio 3,098.3 3,976.4 2,503.5 Center LL Defl in -0.057 -0.079 -0.102 UDefl 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 2012 IBC Step# 1. OCCUPANCY CATEGORY TYPE= II ASCE 7-10 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) 5. 1.0 Sec.Spectral Response S ( ) Figure 22-1 i= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) 7. Site Coefficient(1.0 second) Fv= 1.58 ( ) Table 11.4-1 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sos= 0.72 EQ 16-39 SD,=2/3*SM, 5D1 11.4-3 o1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1)O 9. Seismic Design Category 1.0s SDC, = 0 TableTable 11.6-1 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor C20 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) SD,= 0.44 x= 0.75',ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) Si= 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/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(TZ*(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 SOAR/1E) 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 = , w, *h k w, *h,�k DESIGN SUM DIAPHR. Story Elevation Height AREA DL wEw, .h k Vi DESIGN Vi LEVEL Height (ft) h (ft) (soft) (ksf) (kips) (kips) 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 0.43 513 110.88 .88 1st; 12.14 9.14, 9.14 1066 0.028' 29.848 272.8 Bsmt 9.14 0.00r 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 44.00 ft. 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 Sec.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B 26.5650512 Roof Type= Gable Gable PS30 A= 25.7 26.7.'psf Figure 28.6-1 Ps3o B= 17.6 17.6psf 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 A= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 A*Kn*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt*I*Ps3o= (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) Ps c = 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 Ps B 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> 1.001 0.89 0,89 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB 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 0 167.1 0 225.3 0 6.7 6.3 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 AF= 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 Min/Part 2(Max.) Min/Part 2(Max.) Wind(S-S) MAIN WIND-7-10 CHAPTER 28 PART 7 Wind(F-B) Wind(F-B) Wind(S-S) SUM LRFD SUM LRFD SUM LEVEL Story Elevation Height DESIGN (FB" V(F B) Vi(S SSUM ) V(S S) Vi(F-B) V(F B) Vi(S-S) V(S S) LEVEL Height (ft) hi(ft) 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 21.28 0.00 0.00 0.00' 0.00 11.95 27.59 1129 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 0.00 V(F-B)= 37.00 V(S-S). 34.74 V(F_B)= 0.00 V(SS)= kips kips 4.74 - DESIGN WIND-Min./Part 2/Part 1 ASD _Wind(F-B) Wind(S-S) DIAPER. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) 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(SS)= 20.85 kips kips Page 18 of 58 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_19 DL SHEATHING THICKNESS tsheathing= 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 (15/32"values per (Per SDPWS) modify allowable V SDPWS)allowavfyper allowable footnote d tY per S.G. (Per modify per S.G. 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 tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable 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—SpeIIII3Gcified 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 i a� � Res �Yft7�li�Cl� iri a z z • z 0 Late Oswego , -�4 , ''AC-' 4 '' *` *r "r ling fit .4 ' : Y F� *, • MSE 1 ' . wSi T $ a yea. USGS—Provided Output Ss = 0.972 g SMs = 1.080 g SDS = 0.720 g S1 = 0.423 g SMS = 0.667 g Sp. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. I E Response Spectrum 0,1* Design Response Spectrum 0,60 . 72 cst 41, 049 .s P i,44 .i 0, 0.24 0.1C so 2.01 0 00 0.11 ti�. .043 6L00i,ao o. f„aaji3 r.r . _ rkdT(2.i20 L40 t,k. a.s .0,00 bt_ite o. (.s . r d.I pe 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&latit... 9/14/2015 B AB Roof Below 50._0. 11'-5.)F 36'-6}1- 6.-0'2" 5-5• 1 9-7�• 4-11Y6" 1-o) i._6- 5'-5y' 4'-11)2' t 4'-11 I 6.0,-0 2-64-0 S =aa da.,, .4•2112/1,•-.. B2a 3-0 0 SH 6-0.-0 F DA 0 5H 62b i r_ 60 g3• ii . TREY CEILING PER TRUSS DESIGN I I t\ B1a `TUB PLATFORMI. 1 6-0�4-0 Y B1b I O+21'AF.F. r . .. I 2-4 HC � Master Bath I `: Mster Bedroom 2'-44- 7._ W 17 I r-7Y2 1 - Q �,2• 1-9Y2 T-41� ____ — /2j 11}1 _--..1fi -- Bedroom 4 !s'-'• I>k---� I INSULATE FLOOR I ® �'� ' I�h j ,OVER UNHEATED, ,�SPACE Il ( S&P � S SH. s&P 5&P I / E _ i 1 2-6 I-I W R •x 4 HCW . 2-4 HC ATTC ^ N ACCESS!e• ^ d H a 2-B H W A W.�.C. In 7 Jo s Pitifailyintsia e.o'er I . iLT] wMYI�'�— 'ir 2-6 HCW AM �II o.f 5 SH. e TA I ALL BELOW 1 -_I Irillf lI ^ a ..,,,-4'' z —_ Open to V-4I ;;612-0 4'-11}1• -m S'-6,2" Bedroom 2 I?___-:-... `Po4i� Bath NM 1 II cH¢N'1 ^ 2-4 HCW 10 V//A.-\(\u AB A 1111111 a DN n •-OQ w LOW WALL AT+42'A.FF. 2-6 HCW Hall o ;h _ OPEN RAIL Q! r 1 Bonus Room 4.-4" j2 oYl •-4 OCR ,OVER UNHEATED, open to Below Bedroom 3 I'-- I SPACE o- WIC I 3-0 3-0 F __ -— Floor Below b r 1 I L___ __B42 3-0 I,0 SH 3-0,-0F3-0 0 SH 4�_ i * t RooflBelow ___f RooTIBeIow 1__ J __ Baa 3- D a oma' I Bab J I I I I I • ♦ 6-BY } 3-5R t 3.-5,2' + 6'-9Y4 l I I I ♦ 20.-5)c. } ♦ I'-11"i 3'5)2. i 3•_5}i2 1 6'-10 F B'-10}'2" ♦ 4.'-II . 75'-82- 50'-0• 1 0 Plan 19D 3f4•=T'-o' UPPER FLOOR PLAN Page 21 of 58 I 21'-11J" 0 0 6•-8• e 2 6• Patio � m 1 50'_0• _ 11'-5 5._8. { 5'-0)'.! I 1 6'342• � { _ B6a 4-0: o s1 *'itT, _ ® B7a 4-0 0 51+I I. B7b "rl.ill 6-,SGS _ ------ L_ rwc8662= "a ' -. I 073)1 MENS DW !91 IIII IL AI a VFW B5 Den m 0 Kitchen ook vto SOFFIT to :+� ---- DOWN Shop � e n ;— — wiry■ � 2-6 HCW �171��1 I 4 p\►�\ BOLLARD � _ o _k_..... i' + — 3-0 HCW �I M1 1117 �11‘ SOFFIT DO ~ Ii: — ..--11:-. Powder I 1 Y4 . i :1_ Q - 2-8 MIL WOOD TREAD MSUL 55 0_—__, MAX RISER 8• 9 n R CLOSET „ (ADD STEPS REO'D BY GRADE) II I I1, .4 Dining Room 6-o IBIFOLD 17 3-Car Garage — I �----. e WALL HISH: T5• 'X `ry Pantry CEILING FINISH E TYPE X'GN9 m " FIRE-TAPE ALL GWB 5 SHELVES WRAP BEAMS BELOW CEILING LEVEL _„.„.„111 52 INSULATE FLOOR ABOVE. 1 1 `,S\ I• �f7i117� e h , ,, n Q I I -- - - — GUARD RAIL W/6•HIGH FURNACE TO BE SIZED ~- -.4 -• i1 2x4 CURB AT BOTTOM- PER ORSC M1305.1.1 �`VV TOP AT+42•ABV.NOSING 3_y`, •2'_3' 2'-442 a PLATFORM 0+18• �i L 01,1 ABOVE ADJACENT n GARAGE SLAB � 1 2LL1� 6F _ _— _ ' T1, '\� it.. c , � I IfM+a41 LL " I ISI'&&I'P1 ^ UL APPROVED DIRECT-VENT .7 41._-_=-__11 ` I FIREPLACE,INSTALL PER MFR. goo r Stor. 1 IL I I ,, B911-I li' 010 ¢ Great Room D 17 r 11 0l A$ 12•TILE SURROUND W/ 11 - LAPP(CABLE Entry 2x TRIM FRAME N Y— ` PER SITE � CON)(TIONS a7_t, .,,,,,:! g a 6. LL _— � •I` 0 i .Ank 5Y _ n 16-0 8-0 SOHD 1v -` _x 1 1' L WINDOW SEAT I B13 B121 I I 161©1 1 1811 Porch U U J I 1 'OF FloorlAbove - - o I I El 1 3-0--0 SH 4-01,5-0 F 3-0.-0 SH I r T F ME I' i i ® ;•-11}ZI 3'-114• 3'-7142• }1'-1142. 10.-244 ; B._94- , .,W v i �1} T0_0• ,.-9y; 5.-2 '-91i 3'-11)F a 11'-10• 4-5• ® Plan 1 9D LOWER FLOOR PLAN 1/4"=l'-0- Page 22 of 58 i® P p_634".� T .. 7 .6Y4•' ii fi Iii -- 6x6 PT POST, TIP 50•_0. 11'-532- • �^�i12'-03a" 9._634. P.T. 6x6 .� -- `'Pati .. t- { I 01 . L: - .. .. i... - I - - I 4-0 4.-0 SH • ni=l rimc Bl" `®aisb .. .._ 1 CEP Ur . B14 • • . a tl Unfinished Basement 0, N l ri 3-1. 4 14•-5) 49U s 241. M o T M I 56=n4-9 I I 1 I I CRA1 1 1 •,,, �1 4 .1I LAccEWL ss� I I N2I I I ( -, I 10 UP 121 I 24"x30" CRANI SPACE 1-; I I I I __= ACCESS HATCH • Ii°/✓//////// ._....:,ii_ 677._.._.. I I I BLOCK-OUT AT • I / TOP OF CONCRETE 6" CONC. RETAINING WALL I • I 1 L +-_IL 14•-632 I 5.-012' l 30•-0" ± SLAB-ON-GRADE T� ABOVE 'is:. CA .4 4 CRAWL SPACE SEE FOUNDATION PLAN `-I N ,- 1 4 N rJ rL r ofi +04 L_ 1 I I L 1-� 1 N I L L J ••-• L J * 20•-s " B•-1032- 2o•-B" Plan 19D-DL BASEMENT FLOOR PLAN 1/4^=1•-0^ Page 23 of 38 SHEET TITLE: LATERAL F-B(front to beck) 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 Unot Usum (ft) (s9ft) (ft) (ft) (MO (kip) (kit))) (KIP) (kip) P (Plf) Wind Max.. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Unet U,„,,,, OTM RoTn+ Grid ID T.A. LLofts. (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 97 .23 -0.44 -0.44 5.73 0.43 0.43 0.43 Ext Al 648 17.0 18.5 1.00 0.151 2.53 0.00 1.55 0.00 1.00 1.00 91 P6TN P6TN 1499 130 07 21.20 0.00 0.00 20 81 10.00 0.- - 43 0 43 0.43 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- 5.66 -0.27 -0.27 57 0 057 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 1499 111.90900 15.60 0.20 0 27 19.43 110.60 057 0.00. 0.00. 0.00. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- E- -xt 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 1177 100.0022 18.80 0.50 0.59 16.37 13.95 0.16 0.16 0.6 16 6 - - 0 0.0 ' 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.24 0.24 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 1177 0.00 8.08 13.920.00 0.00 0.00-0.49 -0.49 13.20 10.31 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -0.28 -0.28 0 40 0 40 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 P6TN 117 0 76 7 7.76 10 90 0.20 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0' 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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- 2400 2400 71.5 71.5=L eff. �.39 75 0 0` w 9.39 E5. „dEQ5.75 Notes: denotes a wall with force transfer Page 24 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238 19 DL m.•im•m•mm•.ii.•m•m••• m.•m•m•••m•im•m••mmm..mn. m•m. __ Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Max.aspect= 3.5 SDPWS-08 Table 4.3,4 Sum Seismic V I= 10.88 kips Design Wind F-B V I=Sum Wind F-BVI= 16.5 6.55 kips Min.Lwall= 3.43 ft. 5 kips 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 LDL eff. Co w dl V level V abv. V level V abv. 2w/h vi Type (sqft) (ft) (ft) (k� (kip) (kip) YP Type vi OTM ROTM -net -sum OTM RoTM Unet -sum Usum (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 -20 0 00 .47 8200 .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- I00 0.00 0.00 0.00 0.00 n-t 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- 0 0.00 78 0.00 0:00 -11.64 -11.64 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- Int A8 190 8.0 9.3 1.00 0.251 0.57 0.00 0.41 0.00 1.00 1.00 51 P6TN P6TN 71 4.87 8.33 -0.477 -000 .47 600 .811 0.000.00 0.00 . 0.09 0.09 0.09 O 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 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 5.5 0 00 1 -0.20 -0.20 5.95 4.08 0.29 0 00 0 00 0.00 .29 000 .29 O 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 00 0.00 1.48.00 10 .48 2 00 1.35 4.95 3.39 3.39 3,30 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext A1-0b* 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 29.40 0.00 77 2.15 2,15 2,4.5 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 7- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 p- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00; 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 1.70 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 eff. 7.17 9.39 5.13 5.75 1.00 - 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 EV,,;,,a 16.55 EVE0 10.88 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 Seismic V i= 11.85 kips Sum Wind F-BVI= 22.20 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.QWind Wind E.G. E.Q. E.Q. E.Q. Wind Wind fined Wind U Max. T e vi OTM ROTM OTM ROTM Grid ID T.A. Lwall Lor.err. Co dl V level V abv. V level V abv. 2w/h (OD Type. Ty (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p Ext A11 330.5 42.0 42.01 1.00 0.401 1.75 6.91 0.30 4.46 1.00 1.00 113 CONCRETE 2066 42.87 2.87 317.52 -6.64 -6.64 7.50 0 64 0.00 77.93 7.93 235.20 -3.80 -3.80 -3.80 5.20 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- Int Ai 2 192.1: 20.5 20.5 1.00 0.40 1.02 1.38 0.18 0.99 1.00 1.00 57 CONCRETE 110 10.00 70.00 -30.209 3.29 21.57 57 56.03 -1.74 00 0 70 -1.74 3 -- 1.74 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 3 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 7 4.55 08.0200 0.00 0.00 10.00 10.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00'+ 0.00 0.00 0.00 0.00 1.00 0.00 0- 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- 2 0 00 0.00 0.00 0 00 0.00 0.00 0.00 0.000 0.00 0 0.0 0.0 1.00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 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 10 910 112.50 4.13 4.13 24.91 80.00 0.00 0 00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- E- -xt A16 186:6 25.0 25.0 1.00 0.401 0.99 5.42 0.17 3.52 1.00 1.00 148 CONCRETE 2560 33.190 112.50 -3.26 -3.26 0.00 0.00 57.69 8- - 3.33 -1.05 -1.05 -1.05 00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ' 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 0 0.0- - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1- - .00 0.00 0- '-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 1066 1066 131.0 131.0=Leff. 5.64 16.55 0.98 100.88 EVwina 22.20 L'VEo Notes: denotes a wall with force transfer Page 26 of 58 JOB#: 15238 19 DL ID: A10ab 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 -► H head= A v hdr w= 246.2 plf 1 V Fdragl eq= 251 F2 eq= 787 A Fdragl w= ;7 F2 -- 1213 H pier= v1 eq= 205.2 plf v3 eq= 205.2 plf 5.0 v1 w= 316.5 p/f v3 w= 316.5 plf feet H total = 2w/h = 1 10 2w/h = 1 feet v Fdrag3 eq= . F4 e►- 787 Fdrag3 w= 387 F4 w= 1213 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill 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 I) 4 10-4 I, ii Hpier/L3= 0.29 P. L total= 29.3 feet Page 27 of 58 SHEET TITLE: LATERAL S-S(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 ps Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.75 kips Sum Wind F-B V I= 8.74 kips Min.Lwall= 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 M (8) Max. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM M,,,t Limon OTM ROTM Wall ID T.A. LLoin. l (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (soft) (ft) (ft) (Hf) (kiP) (kip) (kiP) (HP) p (P f) Ext; 131a* 264 3.0 6.0 1.00 0.15 0.96 0.00 0.63 0.00 1.00 1.00 211 P6 P6 320 5.75 1.22 1.95 0 0 75 0 22 0 95 1.95 8.75 0.90 3.36 3.36.95 0.00 0.00 0.00 0.00 3 0 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 332 4.97 0.93 2.20 2.20 7.55 0.69 3.75 3.75 0.00 7-5 Ext B1 b* 228 2.5 5.5 1.00 0,15 0.83 0.00 0.55 0.00 1.00 1.00 218 P6 ' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 3.08- Ext 625* 372 4.3 10.8 1.00' 0.15 1.35 0.00 0.89 0.00 1.00 1.00 210 P6 P6 319 9 8.11 0.00 1.40 1.40.40 0 40 1 0.00 0.00 0.00 0.00 2 00 tl 0.0 0.0 1.00' 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- 326 7.32 0.00 0.00 0 .00 2.99 2.99 0.00 Ext 82b* 336 3.8 10.3 1.00 0.15 1.22 0.00 0.80 0.00 1.00 1.00 215 P6 P60 0.00 0.00 1.53 1.53.50 11.13. 3 1.92 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 437 6.54 .00 2.88 2.88 9.94 0.94 4.91 4.91 0.00 Ext 83a* 300 2.5 7.5 100 0.15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 -P40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 75 1,00 0'15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 P4 437 6.54 1.27 2.88 2.88 9.94 0.94 7 0.00 0 27 0.00 0.00 0.00 0 94 0.001 0 91 4 00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 234 6.54 2.50 .0 .0 9.94 0.00 2.02 2.02 0.00 Ext B4a* 300 4.7 7.9 1.00 0.15 1.09 0.00 0.72 0.00 1.00 1.00 154 P60 0.00 0.00 1.01 1.01 0.00 1.85 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 9.94- Ext Bob*I 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 4 0 54 0.00 1.01 1.01 0 94 1.85 2.02 0 02 2 2 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 r 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 000; 0.00 0.00 0.00 0.00 1.00 0.00 0- -_ 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 2400 2400 27.8 27.8=Leff. 8.74 0.00 5.75 0,00 13V,„,,a 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 Max.aspect= 3.5 SDPWS-08 Table 4.3.4 p Design Wind F-B V I= 5.51 kips Min.Lwall= Sum Seismic V I= 10.88 kips Sum Wind F-B V i= 15.51 kips 3.43 ft. per SDPWS-08 Table4.3.3.5 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. Lwall LOL on C U w dl V level V abv. V level -abv. 2w/h v i Type Type v i OTM ROTM U,, U (soft) (ft) (ft) (Mf) (kip) (kip) ( % (kip) p (pl1) et s OTM ROTM Uip) Usum Usum (Ptfl (ktP-ft) (kiP-ft) (wP) (kiP) (kiP-ft) (kiP-ft) (kiP) (kiP) (kip) Ext B5 384 11.5 11.5 1.00 0.25 1.08 1 • 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 1.00 0.00 0.00 1.00 0.00 0- Ext' B6a* 120 3.5 5.5 1.00' 0.251 0. • 0.36 0.26 0.24 1.00 1.00 141 TN P6 200 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 +.00 0.00 0.00 0.00 1.00 0.00 p- 5.93 2.17 1.33 1.33 8.39 1.60 2.40 2.40 2.40 Ext' 86b* 204 6.3 10.5 1.001 0. 0.58 0.64 0.44 0.42 1.00 1.00 138 P6TN P60 0.00 0.00 0.00 0.00 0.00 0.00 1.64 10.64 0.00 4 0 0.0 0.0 1,00 +.10 0.00 0.00 0.00 0.00 1.00 0.00 0- 195- 10.32 7.38 0.53 0.53 14.64 5.47 0.00 0.00 0.00 Ext .7a* 228 7.0 9.0 1.01 0.25 0.64 0.75 0.49 0.49 1.00 1.00 140 P6TAt P6 0 10.75 0.00 0.00 0.00 0.00 0.00 1.81 1.810 0,80 0 0.0 0.0 +0 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- 199 11.75 0.00 0.74 0.74 16.69 0.00 0.00 0.00 0.00 Ext 07b* 264 7.8 9.8 1.00 0.25 0.75 0.82 0.56 0.54 1.00 1.00 143 P6TN P60 3.28 8.50 0.67 0.60 0.00 0.00 0.00 0.00 0,00 - - 0 0.0 e•/ 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 p_ 203- 13.28 8.50 0.67 0.67 18.84 6.30 1.77 1.77 4.7-z 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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 t `9 6i �� 1 81 10 0, 1 •. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 +.0 1.$ 0. 0.11 1.00 0.10 0.0.7 1.00.00 1.00 0.00 4422 P3 P3 630 42.42 7.20 4.80 4.80 60.50 5.33 7.52 7.52 7.52 ABWP 810 60 2.0 2.0 1.00 0.25> 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P60 0.00 0.00 2,11 2.112. 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 .00 0.00 0- 194 3.26 0.45 0.000. 0.00 4.65 0.33 3.24 0.00 0.24 ABWP 811 60 2.0 2 0 1.00 0.25' 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 0 0.00 0.00 ,11 11 0.00 0.00 0.00 3.24 3.24 - - 0 0.0 00 1.00 : 0.00 0.00 0.00 0.00 0.00 .00 0.00 0_ 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 Ext 812 f 4 3.5 3 1.00 : 0. 5 0.4 1 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 0. 1 1.34 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 Ext 013 156 4.0 4.0 1.00 !0.25 0.44 0.57 0.33 0.37 1.00 0.67 265- P6 P4- - 0 0.00 0.00 0.00 0.01 0.01 2.00 12.102. 0 1.33 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 252 8.48 0.00 0.00 0 0.00 00.000 .00 0.00 3.23 3.23 - 0 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- 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0, 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 o.0 0.0 1.00 :'0.00'r 0.0 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 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- 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 p- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 ':0.00> 0.00 0.00 0.00 0.00 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=L eff. 6.77 8.74 5.13 5.75 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EVw„e 15.51 EV az 10.88 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 PanelHeight Seismic V i= 0.96 kips Design Wind F-BVI= 5.33 kips Max,asspect ct = 9.14 ft.= 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= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q.net E.Q. Wind R Windd Wind Wind MUsom uax.. C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Wall ID T.A. L(t) LDL ex. I (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (s9ft) (ft) (ft) (�0 (kip) (kip) (kip) (kip) p (P D 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 814:' 170.6 11.5 11.5 1.00 0.40' 0.85 2.88 0.16 2.00 1.00 1.00 187 CONCRETE 324 19.70 23.81 0.38 -0.38 34.08 17.63 1.52 1.52 1. - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- 273 4.89 3.47 0.50 0.50 8.74 2.57 2.18 2.18 244 Ext 815a 53.3 3.5 5.5 1.00 0.40' 0.27 0.69 0.05 0.49 1.00 0.77 200 P6 0 0.00 0.00 0.00 0.00 0.00 0.00 0.0010.0012.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 274 8.74 -0.55 .00 15.64 8.75 .00 .00 0.00 ,24 E- -xt B15b* 95.94 6.3 10.5 1.00 0.40' 0.48 1.23 0.09 0.87 1.00 1.00 153 P60 0.00 11.81.80 0.00 0.00 0.00 0.00 10.23 10.23 0,20 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 273 9.90 0.00 .00 17.48 0.00 2.76 2.76 0.00 Ext 816a* 101.3' 7.0 9.0 1.00 0.00 0.51 1.41 0.09 0.99 1.00 1.00 155 P60 0.00 0.00 1.56 1.56.50 0.00 0.00 0.00 0.00 2 76 0' 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 273 10.96 0.00 0.00 0.00 19.34 0.00 2.73 2.73 0.00 Ext B1 6b* 111.9' 7.8 9.8 1.00 0.00 0.56 1.56 0.10 1.10 1.00 1.00 155 P6p 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00 0.00 3 • 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B17 533' 34.8 34.8 1.00 0.40: 2.67 7.78 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 • 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 + 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 4,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 1066 1066 70.8 63.0=L eff. 5.33 15.51 0.98 10.88 liVwma 20.85 EVEo 11.85 Notes: * denotes a wall with force transfer Page 30 of 58 JOB#: 15238 19 DL _ ID: Blab w dl= 150 plf V eq 1178.4 pounds V1 eq = 642.8 pounds V w= 1791.2 pounds V1 w= 977.0 poundsV3 eq=V3 w= 814.2 535.7 pounds pounds ♦ -♦ v hdr eq= 102.5 plf -► H head = AI v hdr w= 155.8 plf 1 vFdrag1 eq= 335 F2 eq= 279 • Fdrag1 w= . 0 F2 -- 425 H pier= v1 eq= 214.3 plf v3 eq= 214.3 plf 5.0 v1 w= 325.7 plf v3 w= 325.7 plf feet H total= 2w/h = 1 9 2w/h = 1 feet . J Fdrag3 eq= . F4 e.- 279 Fdrag3 w= 510 F4 w= 425 P6 E.Q. I 2w/h = 1 P6 WIND H sill= v sill eq= 102.5 plf 3.0 EQ Wind v sill w= 155.8 plf feet OTM 10606 16121 R OTM 8927 6613 v ♦ UPLIFT 162 919 IUP sum 162 919 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 4 10 4 ►4 0.Hpier/L1= 1.67 Hpier/L3= 2.00 1 L total= 11.5 feet Page 31 of 58 JOB#: 15238_19 DL ID: B2ab w d1= 150 plf V3 eq= 794.9 pounds 900.9 pounds V eq 1695.8 pounds V1 eq= V3 w= 1208.2 pounds V w= 2577.6' pounds V1 w= 1369.3 pounds v hdr eq= 80.8 plf -- -� v hdr w= 122.7 plf A 1 •H head= v Fdragl eq= 558 F2 eq= 492 'v • Fdragl w= :•8 F2 •- 748 H pier= v1 eq= 212.0 plf v3 eq= 212.0 plf 5.0 v1 w= 322.2 plf v3 w= 322.2 plf feet 2w/h = 1 H total= 2w/h = 1 9 Fdrag3 eq= .; F4 e•- 492 feet -• Fdrag3 w= 848 F4 w= 748 P6 E.Q. 2w/h = 1 P6 WIND I H sill= v sill eq= 80.8 plf 3.0 EQ Wind v sill w= 122.7 plf feet OTM 15262 23198 R OTM 29768 22050 • UPLIFT -767 -49 UP sum -767 -49 H/L Ratios: L2= 13.0 L3= 3.8 L1= 4.3' Htotal/L= 0.43 A ► 4 ►4 0 Hpier/L1= 1.18 ► Hpier/L3= 1.33 L total= 21.0 feet Page 32 of 58 JOB#: 15238_19 DL ID: B3ab •iiii•••m•im...mmm •m•.mmmmmmmm=mmmm..____ w dl= 150 plf V eq 1437.1, pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= =1092.2 pounds V3 w 1092.2 -♦ _._♦ pounds v hdr eq= 95.8 plf -� H head= A v hdr w= 145.6 plf 1v Fdragl eq= 479 F2 eq= 479 A Fdragl w= 8 F2 .- 728 H pier= vi eq= 287.4 plf v3 eq= 287.4 plf 5.0 vi w= 436.9 plf v3 w= 436.9 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= • F4 e.- 479 feet • Fdrag3 w= 728 F4 w= 728 P4 E.Q. I 2w/h = 1 P4 WIND H sill= v si//eq= 95.8 plf 3.0 EQ Wind v sill w= 145.6 plf feet OTM 12934 19659 R OTM 15188 11250 v UPLIFT -167 623 UP sum -167 623 H/L Ratios: Ll= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 o. 1010. Hpier/L3= 2.00 0" L total= 15.0 feet Page 33 of 58 JOB#: 15238_19 DL ID: B4ab w d1= 150 plf V3 eq= 718.6 pounds 718.6 pounds V eq 1437.1 pounds V1 eq = V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds v hdr eq= 90.4 plf -� •H head = A v hdr w= 137.4 plf 1 v Fdragl eq= 294 F2 eq= 294 Fdragl w= 6 F2 ,- 446 Hp ier= v1 eq= 152.9 plf v3 eq= 152.9 plf 5.0 v1 w= 232.4 plf v3 w= 232.4 plf feet 2w/h = 1 H total= 2w/h = 1 9 - Fdrag3 eq= s4 F4 e•- 294 feet Fdrag3 w= 446 F4 w= 446 P6 E.Q. 2w/h = 1 P6 WIND I H sill= v sill eq= 90.4 plf 3.0 EQ Wind v sill w= 137.4 plf feet OTM 12934 19659 R OTM 17065 12641 UPLIFT -289 490 UP sum -289 490 H/L Ratios: L1= 4.7, L2= 6,5 L3= 4.7 Htotal/L= 0.57 ► 4 ►t ► Hpier/L1= 1.06 0 Hpier/L3= 1.06 L total= 15.9 feet Page 34 of 58 JOB#: 15238 19 DL ID: B6ab w dl= 250 plf V eq 1353.7 pounds V1 eq= 485.9 pounds V3 eq = 867.7 pounds V w= 1919.8 pounds V1 w= 689.2 pounds -_____IN, V3 w= 1230.6 pounds A __pi. v hdr eq= 98.4 plf -� H head = v hdr w= 139.6 plf 3.15 v Fdragl eq= 141 F2 eq= 252 Fdragl w= 40 F2 ,- 358 H pier = vi eq= 138.8 plf v3 eq= 138.8 plf 6 v1 w= 196.9 plf v3 w= 196.9 plf feet H total= 2w/h = 1 12.15 2w/h = 1 feet v Fdrag3 eq= ' ' F4 e.- 252 Fdrag3 w= 200 F4 w= 358 P6TN E.Q. I 2w/h = 1 P6 WIND H sill= v sill eq= 98.4 plf 3.0 EQ Wind v sill w= 139.6 plf feet OTM 16447 23325 R OTM 21270 15755 v . UPLIFT -390 612 UP sum -390 612 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.88 Hpier/L1= 1.71 ► ►� Hpier/L3= 0.96 1 L total= 13.8 feet Page 35 of 58 JOB#: 15238_19 ISL ID: B7ab w d1= 250 plf 989.8 pounds V3 eq= 1095.9 pounds V eq 2085.7 pounds V1 eq= V3 w= 1555.8 pounds V w= 2961.0 pounds V1 w= 1405.2 pounds v hdr eq= 111.2 plf ---0. head ae d= A v hdr w= 157.9 plf 3.15 v I Fdrag1 eq= 211 F2 eq= 234 Fdrag1 w= 40 F2 - 332 Hp ier= v1 eq= 141.4 plf v3 eq= 141.4 plf 6.0 v1 w= 157.7 plf v3 w= 157.7 plf feet 2w/h = 1 H total= 2w/h = 1 12.15 Fdrag3 eq= F4 e•- 234 feet A Fdrag3 w= 300 F4 w= 332 P6TN E.Q. 2w/h = 1 P6 WIND I H sill= v sill eq= 111.2 plf 3.0 EQ Wind v sill w= 157.9 plf feet OTM 25341 35977 R OTM 39551 29297 UPLIFT -842 396 • IUP sum -842 396 H/L Ratios: L1= 7.0 L2= 4.0 L3= 7.8 ' Htotal/L= 0.65 4 ► 4 .4 0 Hpier/L1= 0.86 4 ► Hpier/L3= 0.77 L total = 18.8 feet Page 36 of 58 t SJ� s I =at A PA IC n " . TT- 1O0L; APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the 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—Tiu Engineered Wood Association Page 37 of 58 PORTAL FRAME DESIGN (MIN,WIDTH =22 1/2"): • EQ= 540#< EQ (ALLOW)= 1031# WIND = 780#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable Des"•,..n Vain•: for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum eight Deflection(in.) Load Factor (in.) Shears• (Ibf) 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) ..-10J/2" 10 10,31 EQ(1444 WIND) (a,b,c junta o o .n• o S•ist i L -. ''ng (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) IIf story drift cumulativelyis not design c the wind-design ion,the tabulated design shear Footnote a) permitted to be multiplied by a factor of 1.15.This factor is permitted d wi t bove. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony : ; wall height Fasten top plate to header I 7::4',, ,,77"; e•relc,-ay,s,,r,„14,,,,,,m4,-,,,Tarvvreto.-24 1. I‘*: ' . rwith two rows e 16d yl sinker nails at 3"o.c.typ I, Fasten sheathing to header with 8d common or I : Min.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown I. panel sheathing maxi"- .'i. I total Header to jack-stud strap per winesgn. ttl t. wall Min 1000 lbf on both sides of opening opposite r If needed,panel splice edges height side of sheathing. shall occur over and be nailed to common blocking 10' ^.Min.double 2x4 framing covered with min 3/8" within middle 24"of portal • thick wood structural panel sheathing with r height.One row of 3"o to max 8d common or galvanized box nails ai 3"o.c. r height er )fip nailing is required in each in all framing(studs,blocking,and sills panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)35kb. 00 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of jack studs IRC tables —Min reinforcing of foundation,one#4 bar Tx- R jack studs &per IR • d7 top and bottom of footing.Lap bars 15"min. ). t a * '' g-7\''r''''''7,; , V ! ,' ,, ,,-'`-' y Min footingsize under opening is 12"x 12".A turned-down Min 1000 lb hold-down device(embedded into slab shall be permitted at door openings. 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 Page 38 of 58 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 APA trademarked products.For additional assistance in specifying engineered wood products,contact us: vvww.apavvood.org AM HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Form No,IT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA-The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application of,and/or reference to opinions,findings,conclusions, or recommendations included in this publication.Consult 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 Wood Association Page 39 of 58 180 Nickerson St. CT E N G I N E E R I N G Suite 302 Seattle,WA 11 {Q, INC. Y n //�t_ (206) Pro lea: ✓ Date: (206)285-4512 a"."(6- ('�- I�j /// 5 rnx: Client: - �lw ��`_ t�- L > , -2-- Page Number: (206)285-0618 VG3. 307). I I 1°In----Ast)(A--6r/t) Q v 4 ►2" ki2 031tKS--w)"" FPR fo ,u 8 .� )n llA. IveatThlt:- 8604/16 M(0,-./L0) a312 45 )(3)06) WZ.3)e-1 ) .te .- 4Z) ,ti 00c — v� ,17 ti ( ) J M� Cz o� J �C 138 ,oto-- 5( I w/(2) 114- P& — i 1�- ll n _ WD/,W/., Aeel 011I see Page 40 of 58 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 i ') Table 2.2A Uplift Connection Loads from Wind AI • , (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 , Design Dead Load Roof Span(ft) Unit Connection Loads(plf)1'43.4'5'v 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521 612 Si 0 psf8 • 36 272 298 324 380 441 506 576 650 729 856 Z 48 350 383 417 489 567 651 741 836 938 1100 m 60 428 468 509 598 693 796 906 1022 1146 1345 m • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 ml 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 42.1 495 585 680 782 944 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 .1 o ff 11 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, I.: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 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) for each full wall above. : 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the `(.' ? = header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. c.v.ri ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length �-i. includes the overhang length and the Jack span. 41.1:54t. 8 Tabulated uplift loads for 0 psf design deac,lgl gi luded for Interpolation or use with actual roof dead loads. yT:� `JCS "• AMERICAN WOOD COUNCIL 180 Nickerson St. Suite 302 C T ENGINEERING Seattle,2 NC. 98109 51 `I to. • Date: (206)285-4512 Project: / PAX: Page Number: (206)285-0618 Client: \.A11' LOtic0 ___Lir12):44) r 001 MPW u.L tt • ' 14,1•46:11, --* 1 5 p, lAt -ThAiss 44)1 fl $6: 1.1-3. Ulan Wig 1./-4, r . ref e Amo (4)(7) 0,0)Tpywe, 69110y5A : 1--6( . . ( 6,6) 400 0 - 14---- (1'6Y 4-m 44- VbyJ, . • \; 6- 6) --rP 6vspo,ndo .e P .Y. • _? fiR1), ft,os_ ,1115(z__ to)- V,,,paCee.58nPs-1) .r- Dvm.) Structural Engineers TRUSS TO WALL CONNECTION ‘;!'j VAI lir., OPL FITRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 I I 1 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" dri'i iv) 1 SDH2.SA 0 (5) 0.131" X 2.5" (5) 0.131"X 2.5" >:{:, nil 2 2 H10-2 (9) 0.148" X 1.5" (9) 0148" X 1.5" 10/(1 gm (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Inlil ;�;�(i.. 2 (2)SDWC15600 - 3 - it%ri-..----2.H1 (3)SDWC15600 - - 14'1', ;(.g} ROOF FRAMING PER PLAN Bd AT 6" O.C. .1S-- .........,...... 2X VENTED BLK'G. Iv, 0.131" X 3" TOENAIL ,� AT 6" O.C. 11111115521w H25A & SDWC15600 STYI F \ COMMRPLAN ON/GIRDER TRUSS -�- PE TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 114 I TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ',PF VARIES i OF TRUSS CONNECTOR PLIES TD TRUSS TO TOP PLATES 1.111.11,1 Ft 1 H1 (6) 0.131" X 1.5" 1 H25A (4) 0.131" X 2.5" - ion �_ 115 -- 1 SDH2.500 (5) 0.131"X 2.5" (5) 0.131" X 2.5" _35 L 11U - - 485 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" itJ%D__700 2 (2) -1-076.- (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" F.A. i0 6 27-5' . 2 (2)SDWC15600 - -i7ri 2 W-. ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNECTIONS 111111lia..V% IIIII�1 2X VENTED BLK'G. III II H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0' (BEAM/HEADER AT SIMILAR) 1 19 1 TYPICAL -n34s,5J 5Q WALL CONNECTION 180 Nickerson St. Suite 302 CT ENGINEERING Seattle,WA INC. 98109 Project: ('CAO IQ A e,D -DL Date: (206)285-4512 FAX: Page Number: (206)285-0618 Client: 1 RM DerElo 1 g= 2000 rf. OOF: _ (qo Ps-r) ( `f2) 4 (tors ) (C1-.) 1050 rtf O PES W' (55 f5f) (2 � +-O0rsf)( 12-ff.) = 780 LOWER FLP—: (551'sf)('Z) (1017SC)(9 Pr) _ 42-0. CfAu)LSPA L w = (Gs FSF)( ) SSM IA)SQ.' Lb =Usop ') (fit) (ti) = 2_00 FTU (IN 15opc.ej (4.X43 ) 2103 p-ff fie' WIDTH-TI+ = C t = I e{35 Psf 2-000 rsf CxDPJT ETy ` 1S wiDE P Page 44 of 58 Structural Engineers Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 19dl.ecw:Calculations Description FTG1 [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.370 k Footing Dimension 2.000 ft Live Load 3.660 k Thickness Short Term Load 10.00 in 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 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 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf Min.Reinf%to Req'd 0.00140.0014 % Summary Footing OK 2.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,378.33 psf Vu:Actual One-Way 11.91psi Allow Static Soil Pressure 2,000.00 psf P Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,378.33 psf Vu:Actual Two-Way 44.55 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.10 k-ft/ft Mn*Phi:Capacity 7.63 k-ft/ft 3 #4's 2 #5's 1 #6's 1 #7's 1 #8's 1 #9's 1 #10's Page 45 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Page 1 LRev: 580000 Square Footing Design User.3-2-0 3 ENE,Ver 5.8.0,ine 1-Dec-2003 15238_rivertertace_19dl.ecw:Calculations (c)1963-2003 ENERCALC Engineering Software Description FTG2 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LGeneral Information 3.410 k Footing Dimension 3.000 ft Dead Load Thickness 10.00 in Live Load 9.100 k 4 Short Term Load 0.000 k #of Bars Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 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 LReinforcing Rebar Requirement 0.216 in2 Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0018 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024% 0 Summary Footing OK 3.00ft square x 10.Oin thick with 4-#4 bars , 1510.83psf Vu:Actual One-Way 29.71 psi Max.Static Soil Pressure Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi 1,510.83 psf Vu:Actual Two-Way 124.60 psi Max.Short Term Soil Pressure Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.72 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 4.99 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's Page 46 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software raPage 1 15238_riverterce_19dl.ecw:Calculations Description FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 4.670 k Footing Dimension 3.500 ft Live Load 12.210 k Thickness Short Term Load 12.00 in 0.000 k #of Bars 5 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine FY 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 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 8.750 in As to USE per foot of Width 200/Fy 0.0050 0.259 in2 As Req'd byAnalysis Total As Req'd 0.907 in2 q Y 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0018 % SummaryI Footing OK 3.50ft square x 12.Oin thick with 5-#4 bars Max.Static Soil Pressure 1,522.96 psf Vu:Actual One-Way 23.64psi Allow Static Soil Pressure 2,000.00 psf P Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,522.96 psf Vu:Actual Two-Way 93.03 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.72 k-ft/ft Mn*Phi:Capacity 7.26 k-ft/ft 5 #4's 3 #5's 3 #6's 2 #7's 2 #8's 1 #9's 1 #10's Page 47 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 10:14AM, 10 DEC 15 Description: Scope: Page 1 Rev: 580000 Square Footing Design 15238_nvertertace_19dl.ecw:Calculatio1 User.K-2003E E Ver5.8.0,leering o ns (c)1983-2003 ENERCALC Engineering Software Description FTG4 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 [General Information 1.500 ft Dead Load 1.280 k Footing Dimension Thickness 10.00 in Live Load 2.740 k k #of Bars 2 0.000 Short Term Load Bar Size 4 Seismic Zone 4 Rebar Cover 3.000 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 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 11 Rebar Requirement 0.216 in2 Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 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 1,907.50 psf Vu:Actual One-Way 7.03 psi Max.Static Soil Pressure Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,907.50 psf Vu:Actual Two-Way 32.21 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.85 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 5.19 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Page 48 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 KW- Ver User 3-203ENE,CALC n 1eeringSo Cantilevered Retaining Wall Design Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG I Criteria 0 Soil Data 0 Footing Strengths&Dimensions Retained Height = 1,50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Slope Behind Wall = 0.00:1 psf/ft Toe Width - Toe Active Pressure = 0.0 psf/ft - .00 ft e Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft a Width = 1.00 T Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 1.33 FootingiiSoil Friction = 0.400 Footing Thickness = 10.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 1 Axial Load Applied to Stem 6Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Total Bearing Load = 603 lbs Design height ft= Stem0.0OK 0 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at Soil Pressure Less Than Allowable = Center ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf 1b/FB+fa/Fa = 0.021 Footing Shear©Toe = 0.0psi OK Total Force @Section lbs= 66.9 Moment....Actual ft-= 33.5 Footing Shear©Heel = 3.0 psi OK Allowable 93.1 psi Moment Allowable = 1,565.0 Wall Stability Ratios Shear Actual psi= 1.4 Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting Footing Design Results ` Special Inspection = ® Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-ft fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 49 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 Page ns (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Soil Over Toe = 24.2 0.17 4.0 Load ic Stem Above Soil= Surcharge Over Toe = SeismicLoad = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Key Weight = Vertical Loads used for Soil Pressure= 603.0 lbs Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Page 50 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Criteria Soil Data Footing Strengths&Dimensions 111 Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = Toe Active Pressure = 0.0 psf/ft = 10.33 ft Heel Width = 1 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft .66 Water height Total Footing Width = 1.66 Soil Density = 110.00 pet 9 t over heel = 0.0 ft Footing Thickness = 9.00 in FootingFriction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction Top Stem OK Total Bearing Load = 1,157 lbs Design height ft_ Ste 0 00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure©Toe = 1,266 psf OK Thickness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf fb/FB+fa/Fa = 0.272 Footing Shear @Toe = 0.0 psi OK Total Force©Section lbs= 364.4 FootingShear Heel = Moment....Actual ft#= 425.2 @ 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 7.6 Shear Allowable psi= 93.1 Overturning = 2.56 OK Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - L.Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor - Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 51 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 LPage 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_3410.2.ecw:Calwlatio(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG [Summary of Overturning&Resisting Forces&Moments 11 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Key Weight = Vertical Loads used for Soil Pressure= 1,157.4 lbs Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Page 52 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Lk User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace 3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions l Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width - Toe Active Pressure = 0.0 psf/ft - 0.67 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft eel Width = 2.80 T Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 2.50 Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem OK Total Bearing Load = 2,190 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/FB+fa/Fa = 0.679 Footing Shear @ Toe = 2.4 psi OK Total Force @Section lbs= 899.9 Footing Shear @ Heel = 24.5 psi OK Moment....Actual ft = 1,649.9 Moment Allowable = 2,430.8 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 13.6 Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results r Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5@ 34.25 in,#6©48.25 in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Page 53 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 R : 580010 Page 2 Useevr.iM/-0602997,Ver 5.8.0,1-Deu2003 Cantilevered Retaining Wall DesigLk n 15238_riverterra�3410.2.eav:Calwlations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG [Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 _ SeismicLoad = Surcharge Over Toe Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Key Weight Vertical Loads used for Soil Pressure= 2,189.7 lbs Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Page 54 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining esWall Dign Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=10' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Toe Active Pressure = 0.0 psf/ft Heel Width3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing IlSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem I Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem OK Total Bearing Load = 6,049 lbs Design height ft= Stern0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable = 3,000 psf Rebar Spacing = 8.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf 113/FB+fa/Fa = 0.806 Footing Shear @Toe = 9.8 psi OK Total Force @ Section lbs= 2,684.9 Footing Shear @ Heel = 65.9 psi OK Moment....Actual ft-#= 8,502.3 Allowable = Moment Allowable = 10,552.0 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi Solid Grouting = Footing Design Results r Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Page 55 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterra�3410.2.ecw:CaICt ations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Key Weight = Vertical Loads used for Soil Pressure= 6,048.9 lbs Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Page 56 of 58 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12'NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width - Toe Active Pressure = 0.0 = 1.75 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 4.50 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in Footing poi'Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Total Bearing Load = 9,068 lbs Design height Stem 00 g g ...resultant ecc. = 3.09 in ft= 0e Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Soil Pressure Less Than AllowableRebar Placed at = Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Footing Shear @ Toe = 11.5 psi OK Total Force @ Section lbs= 3,934.4 FootingShear Heel Moment....Actual ft-#= 15,082.0 @ 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 59.6 Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - [Footing Design Results r Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Speed Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Page 57 of 58 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall DesignPage 2 15236_riverten-ace_3abd.ecw:BASEMENTWALL NO (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft f-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem h WeighStemts) == 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 rt @ Transitions Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Key Weight = Vertical Loads used for Soil Pressure= 9,068.2 lbs Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Page 58 of 58