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Specifications (34) M S7-Lc9fc-a( , RECEIVED 1 C7)-1 (CA/ /S--?/ CT ENGINEERING (� G Structural Engineers INC. MAY 1 7 206 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) CI IV TIGAi0) BUILDING WHOA #15238 Structural Calculations River Terrace PRo.�'�0 Plan 19DL �z. -‘1)G INFfe,, Elevation B Tigard, ��REGfiNk OR larpSFS 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 I of 58 TABLE OF CONTENTS DESIGN NARRATIVE 3 DEAD LOAD SUMMARY 4 VERTICAL ENGINEERING 5 LATERAL ENGINEERING... 15 FOOTINGS 44 Page 2 of 58 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 19 also includes Plan 5019) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. Page 3 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_19 DL ROOF Roofing-asphalt shingles 3.5psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing at 24"0.c. 3.0,psf Insulation 1.0 psf (1) 518"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling', 2.8'psf Misc. 2.2`psf FLOOR DEAD LOAD 15.0 PSF Page 4 of 58 1 TO FACE 6 GT. Ari , I i �X 2.HDR 2)2x10 HDF Q I 4.1T HDP 4x.12 HDR 4 12 HDR RBB4 RB32 RBBS j —`. 4X12 HDR_I_ I``I I C.T. ill RB:3 1 •t • • fVA I. ks • AMC 1___ �I , is.j _ e A`_ , I H V i l ' -- _ I T- II > r I i 2D 'i 59.1 11 N V 1- Ci H 59.1 ,!zx--I _ I1 59.1 6 I�� •" 2 IN1y t i II• it I 1 1 --- - I _ I i __ -, —�' .'I'.•1 59.1 1 1 , I 1 I�� C:T I }ui .. '`u� I u ,L ,u G.T.u u,, u, u 014,..1 I I 1 ..r 1 , I I �; I •I i 1 I I I I I , - I -.1 `.I _ 1,� I ',I, 1 `s M. I`, RBB1 1 1 1 `., © ( x6 HD4 0O I 1 ," - -. ,, /� fir, . ' 1 9` I • /I MIN.HDR MIN.HDR i I MIN.HDR MIN.HDR MI HDR I 591 I , - CA—..11....._.y tI •. • "-1— •� ____ ` �� GABLE SEND TRUSS 1 . j GABLE E D TRU55 s I 7 J • 16 k� TJ 59 .1 T1-- 59.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 9B ROOF FRAMING PLAN 1/4"=1'-0' Page 5 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: Rev: 580006 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &JoistPage (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_19dl.ecw:Calculations Description 19B-ROOF FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill RBB1 RBB2 RBB3 RBB4 RBB5 Timber Section 3-2x8 2-2x8 6x10 5.125x9.0 6x10 Beam Width in 4.500 3.000 5.500 5.125 5.500 Beam Depth in 7.250 7.250 9.500 9.000 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fir,24F- Douglas Fir- Larch,No.1 V4 Larch,No.1 Fb-Basic Allow psi 850.0 850.0 1,000.0 2,400.0 1,000.0 Fv-Basic Allow psi 150.0 150.0 180.0 240.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,700.0 1,800.0 1,700.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No Center Span Data Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 ©X ft 3.000 3.000 _Results Ratio= 0.7186 0.2919 0.7606 0.9385 0.7804 Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 ©X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 874.7 2,590.3 897.5 Fb:Allowable psi 1,270.8 1,173.0 1,150.0 2,760.0 1,150.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 73.7 165.8 75.0 Fv:Allowable psi 172.5 172.5 207.0 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 ©Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK111 Center DL Defl in -0.027 -0.003 -0.019 -0.089 -0.035 UDefl Ratio 2,201.8 11,743.2 3,828.6 1,008.0 2,559.3 Center LL Defl in -0.045 -0.004 -0.031 -0.149 -0.059 UDefl Ratio 1,321.1 7,045.9 2,297.2 604.7 1,535.6 Center Total Defl in -0.073 -0.007 -0.050 -0.238 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 UDefl Ratio 825.7 4,403.7 1,435.7 378.0 959.7 Page 6 of 58 49 F 1 r.L.i._:L.]._.��.y.•_ _._._. 6X6 FBi sxs ho S'o •..r oLO ti oa 2x LEDGER Abli .1T jarA 44C).THD5 4D14RJ 4x JR I4RJ ® in ABCVE 4X12 HDR ? I� . ,�r& STH014RJ I r �y,�,{'11 "RI r AM CVL.D� _ 1_ — A r• - 1 '.BO 1I I1 ? ABOVE `• i II=__ ! 1 , I P4 A s THD14RJ ' GT ABSIHDI4RJ ' `\ TITRES!1 i 57.2 V_/______J` OVE 'e• I r 5THD14RJ IE BO I r I io _ I N SWID 4R O t ] !4 EEARIN 3 , 0 I(/�ak-r�'I`•.?;t ii E I Ii � ., w„, GT FE {I fir-. I •IA 59.0 Q II I I IN® I • SIM. o L �- + Ix 1 I BEARING WALL , 59.0 6%24 GIB FB 63T 24 GLA FB i 4 F3'3 • FB'1 JI it 5Xm16 BIG EEAM j • == �,III FB10 RD 1 E33 R` E ---1---:--__ I OPEN STAIR PT.(_OAD i 51-0148 I I FRAMING (1'2WC) 0- 6 _ � / CT FB FIXTL RES ....f..--1 J ABOVE ,• 11•P 7 VR. I - 1 i i 2x LEDGER i BEARN4 WALL _ _ I I I . -t » : r I __Y I I —HDL B HDUB� IT H 2 I� _• _1- I --J -I �ciW Li I s 59.0 TI P zD 1 —PT L04D i o ADD 2x1C TV ELKG '4� 2x4 FRAMING u U GT ►g , (T20/ n O �•_®+76"A F.F. __J AT 24"O.0 I I . i OPEN TO BELOW I GT ABOVE- © 9 GT ABOVE I I r—GT FB I I I�� PT Lo i -•.' Z)2X10 HO r:y,:O I (P(I1LLOPD �" • PT.DAD (12001/) ID '�..`I . :�T• ,T ABOVE p 1200 ( g) '� F35B I, © •�• SSX16 BIG BEAM -IDR �• •� ® ' GT ABOVE 2 2x OHDR 2x1DHDR 4 (2)—• )2z1P1DR (2)2x1DHDR Plia Y FBBB , •N M i��`STFD14 2X LEDGER•• • �' 6THD/4RJ u STHD14�� S1HD1 '' , 1 �� N o 2%LED"..ER ��BEARING WALL AAOVE 2X LED ER T -11JEARNG WALL ABOVE (170 PLF� r. (1>0 PLF) S< ALL BEAMS/HDRS NOT LABELED ARE / 1 L. IN DESIGN TO BEAMS/HDRS ) 4z6 HDR —• —•—•— —'— / ♦ •4x6 HDR WHICH ARE LABELED _ __ BAF' 1 4x8 SR __ \1 6x6 ®�6z6 6x6 6x6 - GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN& Plan 19B LOWER FLOOR SHEAR PLAN 1/4--1'-0' Page 7 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: LkRev: 580006 Page 1 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238_rivertenace_19dLecw:Calculations Description 19ABD-UPPER FLOOR FRAMING (1 OF 3) !limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 ■ DNE FB2A F1328 FB2D FB3 FB4 FB5B Timber Section 6x12 4x6 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 Fir- Douglas Ar- Douglas Fir- Hem Fir,No.2 Hein Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 1 Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs 769.00 @ X ft 2.750 I KesuIts 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 II @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r 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: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 -(01983-2003 ENERCALC Engineering Software 15238 riverterrace_190.ecw:Calculations Description 19ABD-UPPER FLOOR FRAMING (2 OF 3) [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill FB5D FB6A/FB6D FB6B FB7 FB8 FB9 FBIO Timber Section 5.125x24 Prllm:5.25x16.0 Prilm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prilm: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 Fr,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 LLLLL■ 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 OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactionsil @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 ©Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 UDefl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 UDefl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 UDefl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 Page 9 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist `(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calculations Description 19ABD-UPPER FLOOR FRAMING(3 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB11 FB12A FB13 Timber Section 6.75x24 6.75X24 6.75X24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam Glu Lam 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 L Results Ratio= 0.5880 0.4263 0.0669 Mmax©Center in-k 832.09 695.47 84.71 ©X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 UDefl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 • Page 10 of 58 4x10 NCR i . LFl 4x1 Ht I I cr) P.T. 6x6 POST N U A -, Do u, N cant. N �1 Q P.T. 6x6 POST / a P4 .T. x EDC STHD14 / sTH01a ci , y ,y'C) STHD14RJ . ! O (2)2x10 HDR STHD14 (2)2x10 HDR (2)2x10 HDR i t RIGIDLAM LVL t GT ABOVE fJr tw _y,.� D16"BL 10 C. TYP. U.N.OT • 7x11%BIG BEAM FB 5)4x11%BIG BEAM FB I ifix6 Olyr{ I POST I _I —FIXTURE ABOVE t t I 14'011%RIGIDLAM LVL FB [ / 13X11'8 RIGIDLAM LVL FB T I I —UAW—--- I 155012 I �FAMING _ I., (2)2x8 6x6 POST i `'�—_. j (5) HDR A 0 144x11% RIGIDLAM LVL ABOVE STEM WALL I Al A— SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE FRAMING PLAN & Plan 19B-DL LOWER BASEMENOTOFLOORRH AR PLAN 1/4"=1.-0" Page 11 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238_rivertenace_19d1.ecw.Calculations Description 19ABD-LOWER FLOOR FRAMING Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined LF1 LF2 LF3 LF4 LF5 LF6 LF7 Timber Section 4x10 2-2x10 2-2x10 Prllm:3.5x11.875 Prllm:5.25x11.875 MicroLam:1.75x11. 2-2x8 Beam Width in 3.500 3.000 3.000 3.500 5.250 1.750 3.000 Beam Depth in 9.250 9.250 9.250 11.875 11.875 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Truss Joist- Truss Joist- iLevel,LSL 1.55E Hem Fr,No.2 Lards,No.2 MacMillan, MacMillan, Fb-Basic Allow psi 900.0 850.0 850.0 2,900.0 2,900.0 2,325.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 2,000.0 2,000.0 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No _Center Span Data II Span ft 7.50 4.00 6.00 12.75 13.00 3.75 2.75 Dead Load #/ft 150.00 50.00 50.00 161.30 262.50 80.00 80.00 Live Load #/ft 400.00 430.00 700.00 80.00 80.00 Dead Load #/ft 90.00 90.00 Live Load #/ft 240.00 240.00 Start ft End ft Point#1 DL lbs 1,706.20 LL lbs 4,550.00 @ X ft • 0.250 I 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 @ X= ft 3.75 2.00 3.00 6.37 6.50 1.87 0.25 fb:Actual psi 929.8 213.2 479.6 1,752.8 1,977.4 82.1 671.5 Fb:Allowable psi 1,080.0 935.0 935.0 2,900.0 2,900.0 2,325.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 76.4 25.3 45.8 115.4 127.6 10.4 47.8 Fv:Allowable psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ 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 1 Center DL Defl in -0.029 -0.003 -0.016 -0.098 -0.115 -0.001 -0.004 UDefl Ratio 3,112.9 15,311.2 4,536.7 1,558.3 1,355.1 47,853.7 9,002.8 Center LL Defl in -0.077 -0.005 -0.027 -0.262 -0.307 -0.001 -0.008 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 -0.106 -0.009 -0.043 -0.360 -0.422 -0.002 -0.012 Location ft 3.750 2.000 3.000 6.375 6.500 1.875 1.199 UDefl Ratio 849.0 5,641.0 1,671.4 425.1 369.6 23,926.9 2,731.9 Page 12 of 58 20'-10)2^ 17'-11Yp lr .L T - GRAWL SPACE VENTING: 5'-5 - 7-1�^ 7'-1UY4 fa[ PROVIDED: MECHANICAL VENTILATION AT A •n 16 THICKENED SLAB r RATE EQUAL TO 1 CUBIC FOOT PER MINUTE D2 _J EDGE r , rJ ` FOR EACH 50 SQUARE FEET OF CRAWLSPACE ® FLOOR AREA.EXHAUST VENTILATION SHALL L J L_ I 1 I •e TERMINATE TO THE EXTERIOR 6x6 W/ABU 66 "-I_ ' '- AREA 1=878 SF o POST BASE PROVIDE 17.56 CUBIC FEET i 2"-11" 3W' CONC. AIR EXCHANGE PER MINUTE N In I PATIO SLAB AREA 2=735 SF LI I PROVIDE 14.7 CUBIC FEET I- -1 T.0.SI-10"-S5^- AIR EXCHANGE PER MINUTE I •. I 10 I L J • ,...1. 6x6 POST T.O.S Q 10 4 7 3_ lid I-:. "-2x4 PONY I •lam 10' t36'( WALL' —t0" ta5'1 INSTALL CONS8& J5Y INSTALL SYSTEM TD ALLOW - r-- _ I :. OPERA1GD EOIAWCAL .'ADEQUATE DRAINAGE AT r- STHDI4RJ 4 STH014RJJ I-:. \ENIRAAON-5851011 CRAWL SPACE .'_:1_ I::. AT 7HE 02AWSPALE 'Ll�,..1�J F J. L..: : JAREA 11.'.'. 1-7-b'._' •n I ® •I �I .I.�.Y-y2 6 Tl® 5'-62• 1 5- I 5•-2�q I 5 ' I 5 7 : -i-. LO.S '� 2NY -: 1.- a ry. --I 1 .i\---, s , ii°V . C9,1 1_+ _._1,i LJ ,LIN.I J tl. L-_1 L-J. 5-_0- 9 . z . ._� . �_ _ i• 16'50x10"DEEP I' ,, POST TYP.- 1_ LI P T 6x6 �I 1 1 FTC W/(2)� I J . �._ l- �-2 EW BOTT, ..- 030 SQ x10^- O.- UNp 1 _ 21/4 f� 1 FlXTIJRE YiNB• ' _ {4)#4 BOTT EW a a _I. o •' '� r . . : .BASEMENT.'If -'`i® J _21'� 2x4 PONY WALT. A7 9 136`- 1 0 1 (BELOW BEARING a .1- - f WALL ABOVE) `xC•' t- -i6 ' - 4 I 1-113 _ I . 1 -.CRA,t j RIDOLAM LVL 134X9)9agai .. 44.•-_.1.- WALL.I NY 6'--,.^-V4": I. ..3' lo < .... , ..... .. (a 2x8-tea D:. � 'a © 14-682 Q f J ,.-. — -:. - a o P • L 3'-8 24-30• ~ • L___ 1 •I' HATCH ACCESS ..INSTALL 07NT1 - -t --, d�ERATFD 6£CNAM 1 "s I 2x9 : VQIT6AnOV 5851064 I ii, VARIES: MIN. PONY -' _ _AT THE(RAMLSPACE -f- r 8- -.3^FROM TOP OF .•,., r - r- 4_41/ , IAREA 21 S'D14RJ__1_ o c STEM WALL I .L L RFPI A 14. 2Yr 0 C TYP AAREA 2 :J.. O 314. C. .' 5.--5)5. i. 1 _.INSTALL �:SYSTE` E5FIRST FF-: SLABa•I ALLOW ADEQUA �x : AT+D'-G L OVER 4^FREE P6 t�®` 4:'PONY WALL n 'DRAINAGE-.AF.GRA j. DRAINAGE MATERIAL 13i4xtt36 RIDGELAM LYL r'a OVER COMPACTED FILL • LTJ :.:1' I I 8 VERIFY GARAGE •®� cHDU6. -FB AIDGELAM 1. I 56.0 48 SLAB HEIGHT 2^ 1-W-FBABOVE 11 T 1 J�^ -__ I 20 I WITH GRADING PLAN I PONY_WALL �°F D2 IA - -214, T. 36 SQ x10': I .i D•-2Y C - -I--T DEEP FTG-.W/ r: lJ + -:36 S'..xt0` 1, {4)/4 eon E L DEEP FTS W/ 1- 3x1)9 BLOCK • OUT , I L 0 STEM WALL TYP -&/^ -I r • W -JJ $1pQRCHS1A1L ti T.D.S. .:{5)26 (5)2x6,IMIII 56 12 0 STHD14 Sn1014 ® 1 STH014 STH014RJ L. 00106 5.0 in SLAB E THICKENEDDGE i6.6 6x6 I 18 I 56.0 41•. I 9-0- J, 10,/i" 2-1Y4 r 16'-r :'-7 10'-9^ 19'-6) Plan 1 9A-DL FOUNDATION PLAN 1/4' 1'-0- Page 13 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 ` User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 1 (c) 983-2003 ENERCALC Engineering Software 15238 riverterrace_19dLecw:Calculations Description 19ABD-CRAWL SPACE FRAMING Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CSl CS2 CS3 1 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 Fir- Douglas Fir- iLevel,LSL 1.55E Larch,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,700.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No LCenter Span Data Span ft 5.50 9.87 8.00 Dead Load #/ft 184.00 94.00 157.50 Live Load #Ift 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 i ©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 OK111 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 Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 0.72 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 Sal= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Slo= 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 Sps= 0.72 h„ = 30.36 (ft) SDI= 0.44 X= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) Is= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) St= 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<Ti.) 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TJ/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8. (EQ 12.8-11) (EQ 12.8-12) C== DIAPHR. Story Elevation Height AREA DL w, w; *h;k wx *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; */7, Vi DESIGN Vi Roof - 30.36: 30.36 2400 0:022 52.8 1603.0 0.48 5.75 5.75 I 2nd 9.08 21.28 21.28 2400 0.028' 67.2 1430.0 0.43 5.13 10.88 1st 12.14 9.14' 9.14 1066 0.028' 29.848 272.8 0.08 0.98 11.85 Bsmt 9.14 000 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 50.3ft. Basic Wind Speed 3 Sec.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C 26.5650512 Exposure= B B Roof Type= Gable Gable) Ps3o A= 25.7 25.7'psf Figure 28.6-1 Ps3o B= 17.6 17.6'psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps30 o= 14.0 14.0'psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Ict= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00' A*Ke*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) Ps A= 25.70 25.70 psf (Eq.28.6-1) PSB = 17.60 17.60 psf (Eq.28.6-1) Psc = 20.40 20.40 psf (Eq.28.6-1) Ps o= 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 1.00' 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 MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.36 30.36 0.000.00 0.00' 0.00 15.64 15.64 14.56 14.56 2nd 9.08 21.28 21.28 0.00' 0.00 0.00, 0.00 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 0.00' 0.00 0.00' 0.00 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.00 V(SS)= 34.74 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(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(S-S)= 20.85 kips kips Page 18 of 58 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_19 DL SHEATHING THICKNESS 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 s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 ,i 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 tsheathmg= 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 litms Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/IIll ,"6 i� ^w ; ` s � fs a E1 �' �," ', & :i.;:-.'0.47-t-1:7,;;;-� r s-� �� k F v � � � � �s� elt� o 3t 1 - � � s 6asF spm F USGS-Provided Output S: = 0.972 g SMS = 1.080 g S°s = 0.720 g S� = 0.423 g SM, = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE Response Spe0.00 ar 11 Design Response Spectrum 1,14 tit* G 95 4.72 4413 044 4.77 4'%" St 00 0-411 to 0.53 iS!G t 4-!! 0.332 044 42 4.15 0.23 0 11 0.*2 4„ 4.t+b 4.Q@ b. a *44 b tG 020 1.001.20 1.ta 1„ 0 Lei 2.00 4.0* 4 2m a40 4. 1,00 1 t 1.t4 1.Ct1 1. 2 .00 P eriod. 1(is c) Period T(fit) 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 0 0 50-0. Roof Below . it-5) ♦ 3B-632 • 6'-0}2" •+ 5•_5• • 9'-774" 4'-11}� ='-9}2 '-6" 5'-5}2' 4'-11}2" 4'-11}2' 5'-3}2• • { II 6-0 0 Si2-6 4'-0•, 1 B2a 3 0 o SH 6- --0 F0 3-0 o sH B2b t , IF lshower x , 1 • I - Shower [1_, 72"o 36• I TREY CEILINGPER_TRUSS DGNIn I. i I Tub J 3 \- To t I TUB PLATFORM 'm : :1 B1a e_ _ Bib ®+21 A.F.F. a ,,. 2-4 HC ; (I I UUU 12 Master Bath MI aster B dtoom I I o_ Of I 2-4}2 N 1-232 �f - ai •1 ¢ 11'-7}• q� . 4-11 1•-9}2• 7-4}2" 4'-11}2 ________ qy} ___ , ..5,-9- ;_—_y Bedroom 4 1L_ - , _ INSULATE FLOOR I ® ® ••s� i OVER UNHEATED ' SPACE I SAcP 591. S&P S&P I 2-6 Fl W :22.,,,,,i '-4 HCW 2-4 HCl 0 1 ....Awn ® m + 6JI W.I.C. W.I.C. . 2-8 H-g1 Ark ///,,,__sss--- N Q If Z : ; �U< 60"033 ,l� Laundry S&P S&P ,t. 1 I $ m �vei'�' SHOWER. 3 2-6 HCW ® Y tirc�l — 9 . 3 '�r ,n r �, 00 5 SH. ; R ) ALL BELOW 1 - 1M "m` Open to I' Below sddil 2-0 4'-11}2• 5.-632. Bedroom 2 g--- sIFOLD f n 'di Bath "r@ I 2-4 HCW V _ti o 'II i o I LIN. I pl I CAB.)I ® ® 311 . DN - m a • 1 y •-ON LOW WALL AT+42 A.F.F. I ` 2-6 HCW No Hall 0, Q OPEN RAIL Bonus Room , 4'-2}g" 2'-*... 4 HCW INSULATE FLOOR I. Bedroom 3 1 OVER UNHEATED Open to Below t Y SPACE In N m WIC I I 1 'o5-0 -6 F I _N I. 4'-5}2" 4'-47A" ti s&P c . .,... Floor Below y I�- �•,�,�,,,,,,,,,,,,,,,,,' Floor Below o .,,,—,i r--- .11 1 i I,,,,,,,,B4a o 5�0 5H 84 I B3a 3-0'.091 3-0 O F 3-0 0 SH B.3b 3-0 0 SH 3- b 7 t t 1 ; L 3 T Tr L 4'-1Y4• I 3-5 " } 3 i-5)F 4-1Y4 , - s'-2,)V• 3'-5 • J2 2'-6• , 15'-1}2" . 2'_8•. 8'-10}2" _4'-9) 4 _, 15.-10)- r,, 50'-0 L_ LJ LI -, Roof Be ow r J LI Plan 1 9B ® UPPER FLOOR PLAN 1/4"=1'-0• Page 21 of 58 L. �2'�� 21'-11)i" ®, 2 e • 6-8- 434/' - AB 6• I Patio 1 I S0-0 . . ♦ •m • 11'-5V I I 'IB-6) • ..I . ♦ {I{ 5•_6• { 5,_G -_I I 6•-3 { { I I I I - I . B6a 4-0 o OH 6 = - B7a 4-0 0 sH 1 l B7b �_ ''1 1 IN WALLi ' I`' 1 OWNS DW ` f �� B5 Den 'a m A �� m _ ook Kitchen ©© _' o o I - SOFFIT Q - La 0 Shop f---4"' 2-6 HCW r -'"ice__-- DOWN BOLLARD �i / __ — 3-0 HCwink. , : �� SOFFIT DOWN rL— •--- N' MI IPI +9'-1" 3' 1• Powder � s n ..- .. n• A11Ek ♦2'-9Y4 r 10'-0• ♦ 4'-7Y4 3-4• guy kt 2-8 MIL 1 ~ •' WOOD TREAD INSUL c'-5 -4----n MAX RISER 8" io (ADD STEPS REVD BY GRADE) S.1IOSET ,IIT 3-Car Garage I 6-0.BIFOLD II Dining Room WALL FINISH: W GWB Pant �,;, �---� CEILING FINISH it'TYPE X•O B j. . 1 ARE-TAPE ALL GWB I'• 5 SHELVES :� 'i WRAP BEAMS BELOW CEILING LEVEL 4, �,�o •m INSULATE FLOOR ABOVE. I1INII1Iifr- — GUARD RAIL 6" C. (CIFURNACE TO BE SIZED -.4111.11111 ^'I 2x4 CURB AT W/6'HIGH- PER ORSC M1305.1.1 �� 2._4 °Com, TOP AT+42"ABV.NOSING 4 PLATFORM 0+18" - 2•_3• Y2•♦ ate' o ABOVE ADJACENT /, I t1 n GARAGE SLAB /L/I!S_i '-I -----.. 1 i Y I 1 1YxZ l 1•-6 ■1 m Stor. 1 1:t$§;1 = n - LJ_1_L = <�' -�S�&P •' c UL APPROVED DIRECT-VENT 0= - , - - ®' $''4'a ll 4. FIREPLACE.INSTALL PER MFR. yob Q B9 11'1 Great Room D 'q 1 i c, AA 12"TILE SURROUND W/ II ) nnPPLICABLE Entry 2x TRIM FRAME-- H� PEP SITE +— 0— , CONDITIONS 14 a o .1-0 .0'FW 1-E0E- 4--TT n 16-0 8-0 SDHDry �' I �,'" � -- --- - --- -I' AS 1 T- BJ i g I s'1B;`1. I ,Po Ct I B12 3-0I UISH 3-D 0 f FloorAbo e# o f -o t o SHB1 3 • Fi 1117loor.Above i - - I i�1��. I - I 10'-2Y4• 1 10'-2�4 ! 1'-71Yy}2 5Y2'j}2 5 '}''``1�♦ 3•_g•.. _.3.-5)". I _.6.-5 F 3.4i. -i 3-8- • m 20'-5}" I . , 8';10Y2 } I .:.20 8. - _� ,° • I . I ;o ..D ;' am 0 I 0 1 I, 1. —J AA 17k 131 Plan 19B XII NU m LOWER FLOOR PLAN if4•-L'-0• Page 22 of 58 • :iit 6i6 PT POST, TYP. 50'-0" • 2 11'4/2 D4 3B'-6Y2 ' , 9-8Y4 P.T. 6 • t Pos � Patio I - I io #-0.• 0'SH - - 6-0.SCD 4-0 4.-0 SH _ • 1 C -•��C'.".� .. . === __� .r...__...... i�-•B153 SSh -'a t110b abi VP I. • • B14 ..• , I .♦ . Q Unfinished Basement p N 3 1Q }II14'-8}/2' .. N ••• 3:-...) m • M x i.2'4 O n 1 r8•z24'I I I 1 1 ` I ACCESS I • �t•' 7• `1 d ` L__J I 1121 1 n I °UP I 24"x30'CRAWL SPACE 1 ; I 1 I I /---1-i- ACCESS HATCH B17 7. J . /f////f/ `Y i. I I I BLOCK-OUT AT `1 8 CONC. RETAINING•WALL i I I I 0 TOP OF CONCRETE r® 4 I INV - a ti L • 14-6Y2 l 5-63" 30'-0" IiT SLAB-ON-GRADE ,2 ABOVE Cl ti d CRAWL SPACE '-J SEE FOUNDATION PLAN N V N I- I L 1 1 r II1 IL �r`L L J J I I I J J 20'-5Y2" B'-10Y2 20'-6" t Plan 19B DL BASEMENT FLOOR PLAN 1/4-=1.-0" rogc 28 of 58 `.. SHEET TITLE: LATERAL F-B,(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.75 kips Design Wind F-B V I= 9.39 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.75 kips Sum Wind F-B V I= 9.39 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Lot.off. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unst Usum OTM ROTM Unet Ulan Vsum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al f 648 17.0 18.5 1.00 0.15 2.53 0.00 1.55 0.00 1.00 1.00 91 P6TN P6TN 149 13.97 21.23 -0.44 -0.44 22.81 15.73 0.43 0.43 0.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2 552 14.5 16.0 1.00 0.15 2.16 0.00 1.32 0.00 1.00 1.00 91 P6TN P6TN 149 11.90 15.66 -0.27 -0.27 19.43 11.60 0.57 0.57 0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 465 15.5 18.0 1.00 0.15; 1.82 0.00 1.11 0.00 1.00 1.00 72 P6TN P6TN 117 10.02 18.83 -0.59 -0.59 16.37 13.95 0.16 0.16 0.16 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 375 12.5 16.5 1.00 0.15 1.47 0.00 0.90 0.00 1.00 1.00 72 P6TN P6TN 117 8.08 13.92 -0.49 -0.49 13.20 10.31 0.24 0.24 0.24 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A5' 360 12.0 13.5 1.00 0.15 1.41 0.00 0.86 0.00 1.00 1.00 72 P6TN P6TN 117 7.76 10.94 -0.28 -0.28 12.67 8.10 0.40 0.40 0.40 - - 0 ! 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0': 0.0 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 2400 2400 71.5 71.5=L eft. 9.39 0.00 5.75 0.00 EV,„„d 9.39 EVEQ 5.75 Notes: • denotes a wall with force transfer Page 24 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V i= 5.13 klps Design Wind F-B V i= 7.17 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.88 kips Sum Wind F-B V I= 16.55 kips Min.Lwall= 3.43 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C0 wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Us,,,,, OTM R0TM Unet USUM USW,' (sqft) (ft) (ft) (df) (kiP) (kip) (kip) (kir)) P (pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext AG 742 34.0 35.5 1.00 0.25 2.22 4.69 1.59 2.87 1.00 1.00 131 P6TN P6 203 53.52 135.79 -2.47 -2.47 82.91 100.58 -0.53 -0.53 -0.53 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 462 19.5 19.5 1.001 0.25 1.38 0.00 0.99 0.00 1.00 1.00 51 P6TN P6TN 71 11.85 42.78 -1.64 -1.64 16.56 31.69 -0.80 -0.80 -0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 190 8.0 9.3 1.00 0.25; 0.57 0.00 0.41 0.00 1.00 1.00 51 P6TN P6TN 71 4.87 8.33 -0.47 -0.47 6.81 6.17 0.09 0.09 0.09 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A9 166 7.0 7.0 1.00' 0.25 0.50 0.00 0.35 0.00 1.00 1.00 51 P6TN P6TN 71 4.26 5.51 -0.20 -0.20 5.95 4.08 0.29 0.29 0.29 0 0,0 : 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10a* 203 5.5 10.8 1.00 0.25 0.61 1.17 0.43 0.72 1.00 0.92 229 P6 P6 324 13.83 6.68 1.48 1.48 21.35 4.95 3.39 3.39 3.36 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10b* 637 17.3 20.5 1.00 0.25 1.90 3.52 1.36 2.16 1.00 1.00 204 P6 P6 314 42.20 39.78 0.15 0.15 65.06 29.47 2.15 2.15 245 - - 0 0.0 0,0 1,00', 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 1 0.0 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.o 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 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 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00;, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00J 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 2400 91.3 91.3=L eft. 7.17 9.39 5.13 5.75 1.00 EV,„nd 16.55 EVEQ 10.88 Notes: * denotes a wall with force transfer Page 25 of 58 I 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-B V i= 22.20 klps Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lw)IIl LDL) Cp wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RQTM U,,,i U.., OTM ROTM U„,t Us m Uax. (soft) (ft) (ft) (kit) (kiP) (kiP) (kiP) (kiP) p (pit) (Pit) (kip-ft) (hip-8) (kir)) (kip) (kiP-ft) (kip-ft) (kip) (kiP) (kip) Ext A11 330.5 'i 42.0 42.0 1.00 0.40; 1.75 6.91 0.30 4.46 1.00 1.00 113 CONCRETE 206 42.87 317.52 -6.64 -6.64 77.93 235.20 -3.80 -3.80 -3.80 O 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Al2 192.1 : 20,5 20.5 1.00 a 0.40': 1.02 1.38 0.18 0.99 1.00 1.00 57 CONCRETE 117 10.47 75.65 -3.29 -3.29 21.57 56.03 -1.74 -1.74 -1.74 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 Int A13' 108.7 . 11.8 11.8 1.001 0.40; 0.58 0.57 0.10 0.41 1.00 1.00 43 CONCRETE 97 4.55 24.85 -1.83 -1.83 10.29 18.41 -0.73 -0.73 -0.73 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 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 PSTN P6TN 122 3.70 8.20 -0.74 -0.74 7.40 6.08 0.22 0.22 0.22 0 4 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 Ext M5 166.6 '; 25.0 ':25.0 1.00' 0.40; 0.99 1.78 0.17 1.15 1.00 1.00 53 P6TN P6TN 111 11.91 112.50 -4.13 -4.13 24.91 83.33 -2.40 -2.40 -2.40 0 0.0 0.0 1,00] 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.001 0.003 0.00 0.00 0.00 Ext A16' 186.6 25.0 25.0 1.00P 0.40: 0.99 5.42 0.17 3.52 1.00 1.00 148 CONCRETE 256 33.19 112.50 -3.26 -3.26 57.69 83.33 -1.05 -1.05 -1.05 0 0.0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 O 0.0 0.0 1.00 0.00J1 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0,00f 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' . 0.00`, 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0_ 1.00: 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 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 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 1066 1066 131.0 131.0=Leff. 5.64 16.55 0.98 10.88 EV„„a 22.20 EVEQ 11.85 Notes: denotes a wall with force transfer Page 26 of 58 JOB#: 15238_19 DL ID: Al0ab 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 -__0. v hdr eq= 159.6 plf ► A H head= A v hdr w= 246.2 plf I 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 plf v3 w= 316.5 plf feet H total= 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= . F4 e.- 787 feet A 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 4 0 4 0 0 Hpier/L1= 0.91 Hpier/L3= 0.29 L total= 29.3 feet Page 27 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT : 15238_19 DL Diaph.Level: Roof Panel Height= 9.1 ft. Seismic V i= 5.75 kips Design Wind F-B V I= 8.74 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 5.75 kips Sum Wind F-B V I= 8.74 klps 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 Max. Wall ID T.A. Lwall LDL offs C p w dl V level V abv. V level V abv. 2w/h v i Type Type vi 0TM RQTM Line Usum OTM ROTM Unet U.., Us., (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext '' B1a* " 284 R 3.0 60 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 1.95 8.75 0.90 3.36 3.36 3.36 O 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 131 b* 228 2.5 5.5 1.00 0.15': 0.83 0.00 0.55 0.00 1.00 1.00 218 P6 P6 332 4.97 0.93 2.20 2.20 7.55 0.69 3.75 3.75 3,7-6 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 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 82a* 372 4.3 10.8 1 A0 0.15; 1.35 0.00 0.89 0.00 1.00 1.00 210 P6 P6 319 8.11 3.08 1.40 1.40 12.32 2.28 2.80 2.80 2,60 - - 0 0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2b* 338 3.8 10.3 1.00 0.15'; 1.22 0.00 0.80 0.00 1,00 1.00 215 P6 P6 326 7.32 2.59 1.53 1.53 11.13 1.92 2.99 2.99 2,00 0 0.0 0.0 1.00 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 83a* 300 -2.5 7.5 1.00 0.15'; 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 P4 437 6.54 1.27 2.88 2.88 9.94 0.94 4.91 4.91 4.91 0 0.0 0.0 1 A0 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 83b* 300 2.5 7.5 1,00 0.15'i 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 4.91 4.91 4,94 0 0.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 84a* 300 '4.7 7:9 1.00 0.15', 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 P6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 2,02 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext ] 134b* 300 4,7 7.9 1,00 0.15' 1.09 0.00 0.72 0.00 1.00 1.00 154 P612 6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 2,02 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 rl 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 00 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 2400 27.8 27.8=L eff. 8.74 0.00 5.75 0.00 EV,„nd 8.74 EVEQ 5.75 Notes: * denotes a wall with force transfer Page 28 of 58 PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =540#< EQ (ALLOW) = 1031# WIND = 780#<WIND (ALLOW) = 1444# SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Design Wind F-B V I= 6.77 kips Max.aspect= 3.54SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.88 kips Sum Wind F-B V I= 15.51 kips Min.Lwall= 3.43 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.s. 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 off. C 0 w dl V level V abv. V level , abv. 2w/h v i Type Type vi OTM ROTM Unot U,om 0Th ROTM Unet U,um Usum (sgft) (ft) (ft) (MO (kip) (kip) ( '. (kip) p (pit) (pif) (kip-ft) (kip-ft) (kip) (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- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a' 120 3.5 55 1.00 0.25 0. 0.36 0.26 0.24 1.00 1.00 141 P61N R6 200 5.93 2.17 1.33 1.33 8.39 1.60 2.40 2.40 2,40 - - 0 0,0 0.0 1.00 0.00 ..00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Beb* 204 6.3 10.5 1.00 0. 0.58 0.64 0.44 0.42 1.00 1.00 138 P6TN P6 195 10.32 7.38 0.53 0.53 14.64 5.47 1.64 1.64 4,64 - - 0 0.0 0.0 1.00 ...0' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7a" 228 7.0 9.0 1.0. 0.25 0.64 0.75 0.49 0.49 1.00 1.00 140 P61N P6 199 11.75 7.09 0.74 0.74 16.69 5.25 1.81 1.81 4,41- - 0.0 00 .0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7b` 264 7.8 9.8 1.00 0.25 0.75 0.82 0.56 0.54 1.00 1.00 143 446T# P6 203 13.28 8.50 0.67 0.67 18.84 6.30 1.77 1.77 477 - - 0 0.0 a,. 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 f 0^. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 8. ✓: a 8. ®0 f 0, r .6 :7 1.00 1.00 442 P3 P3 630 42.42 7.20 4.80 4.80 60.50 5.33 7.52 7.52 7.52 - - I '0.0 .0 1.0. I.00' 0... 3.00 0./0 0.0. -..00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 010 60 2.0 20 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 011 60 2.0 2.0 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 012 14- 3.5 35 1.00 O. 5 0.4 .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 ®• '•r t• •,.. •,.. ,a. a. 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13 156 4.0 4.0 1.00 `0,25 0.44 0.57 0.33 0.37 1.00 0.67 265 P4 P6 252 8.48 1.80 2.01 2.01 12.10 1.33 3.23 3.23 3.23 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 I'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,,,,,d 15.51 EVEO 10.88 Notes: denotes a wall with force transfer Page 29 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9.14:ft. Seismic V I= 0.98 kips Design Wind F-B V I= 5.33 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 11.85 kips Sum Wind F-B V I= 20.85 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwali LDL off. C0 wdi Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM ROTM U„,f U,,,m OTM ROTM U„,f U,,,m U,um (Stift) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext f' B14 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 1.52 0 0.0 0.0 1.00 0,00'i 0.00 0.00 0.00 0.00 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 015a* 53.3 3.5 5.5 1.00 0.40 0.27 0.69 0.05 0.49 1.00 0.77 200 P8 P6 273 4.89 3.47 0.50 0.50 8.74 2.57 2.18 2.18 2.1-8 - - 0 ='0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B15b* 95.94 6.3 10.5 1.00 0.40 0.48 1.23 0.09 0.87 1.00 1.00 153 P8 RB 274 8.74 11.81 -0.55 -0.55 15.64 8.75 1.23 1.23 443 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 816a` 101.3 7.0 9.0 1.00 0.00' 0.51 1.41 0.09 0.99 1.00 1.00 155 P8 P6 273 9.90 0.00 1.56 1.56 17.48 0.00 2.76 2.76 2.76 0 `<0.0 00 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B16b` 111.9 7.8 9.8 1.00 0.00 0.56 1.56 0.10 1.10 1.00 1.00 155 P6 P6 273 10.96 0.00 1.55 1.55 19.34 0.00 2.73 2.73 2,7-3 - - 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 7.76 0.49 5.44 1.00 1.00 171 CONCRETE 300 54.18 217.36 -4.79 -4.79 95.27 161.01 -1.93 -1.93 -1.93 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 !0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 <0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 'i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 _ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ', 0.0 0.0 1.00 ', 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `> 0,0 0.0 1.00 d 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1066 1066 70.8 63.0=L eff. 5.33 15.51 0.98 10.88 EV,„„d 20.85 EVE0 11.85 Notes: denotes a wall with force transfer Page 30 of 58 JOB#: 15238_19 DL ID: Blab w dl= 150plf V eq 1178.4 pounds V1 eq= 642.8 pounds V3 eq = 535.7 pounds V w= 1791.2 pounds V1 w= 977.0 pounds V3 w= 814.2 pounds —__•,. v hdr eq= 102.5 plf —__•,. A H head= A v hdr w= 155.8 plf 1 A Fdrag1 eq= 335 F2 eq= 279 Fdrag1 w= • 0 F2 -- 425 Hpier= vl eq= 214.3p/f v3eq= 214.3p/f 5.0 v1 w= 325.7 plf v3 w= 325.7 plf feet H total= 2w/h = 1 2w/h = 1 9 . Fdrag3 eq= . F4 e.- 279 feet A Fdrag3 w= 510 F4 w= 425 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 102.5 p/f 3.0 EQ Wind v sill w= 155.8 plf feet OTM 10606 16121 R OTM 8927 6613 v . UPLIFT 162 919 UP sum 162 919 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 I), L1= Hpier/L1= 1.67 o Hpier/L3= 2.00 L total= 11.5 feet Page 31 of 58 JOB#: 15238_19 DL ID: B2ab w d1= 150 plf V eq 1695.8 pounds V1 eq= 900.9 pounds V3 eq= 794.9 pounds V w= 2577.6 pounds V1 w= 1369.3 pounds V3 w= 1208.2 pounds v hdr eq= 80.8 plf > •H head= A v hdr w= 122.7 plf 1 v Fdragl eq= 558 F2 eq= 492 • Fdragl w= :,8 F2 ,- 748 H pier= vi eq= 212.0 plf v3 eq= 212.0 plf 5.0 v1 w= 322.2 plf v3 w= 322.2 p/f feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= •• F4 e.- 492 feet A Fdrag3 w= 848 F4 w= 748 P6 E.Q. 2w/h = 1 P6 WIND 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 r UPLIFT -767 -49 UP sum -767 -49 H/L Ratios: L1= 4.3 L2= 13.0 L3= 3.8 Htotal/L= 0.43 4 40. Hpier/L1= 1.18 o Hpier/L3= 1.33 L total= 21.0 feet Page 32 of 58 JOB#: 15238_19 DL ID: B3ab 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 ► —__0. v hdr eq= 95.8 plf — 0. •H head = A v hdr w= 145.6 plf 1 V Fdrag1 eq= 479 F2 eq= 479 A Fdrag1 w= 8 F2 ,- 728 H pier= v1 eq= 287.4 Of v3 eq= 287.4 plf 5,0 v1 w= 436.9 plf v3 w= 436.9 plf feet H total= 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= - • F4 e•- 479 feet A Fdrag3 w= 728 F4 w= 728 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 95.8 plf 3.0 EQ Wind v sill w= 145.6 plf feet OTM 12934 19659 R OTM 15188 11250 • UPLIFT -167 623 UP sum -167 623 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 15.0 feet Page 33 of 58 JOB#: 15238 19 DL ID: B4ab w dl= 150 plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq= 718.6 pounds V w= 2184.4J, 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 " Fdrag1 eq= 294 F2 eq= 294 A Fdrag1 w= ' •6 F2 ,- 446 H pier= v1 eq= 152.9 plf v3 eq= 152.9 plf 5.0 v1 w= 232.4 plf v3 w= 232.4 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= s4 F4 e.- 294 feet A Fdrag3 w= 446 F4 w= 446 P6 E.Q. 2w/h = 1 P6 WIND 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 v UPLIFT -289 490 UP sum -289 490 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 ow 4 1 00 Hpier/L1= 1.06 Hpier/L3= 1.06 L total= 15.9 feet Page 34 of 58 JOB#: 15238_190L 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 V3 w= 1230.6 pounds —__•. —__1„. v hdr eq= 98.4 plf —__•,. •H head= A v hdr w= 139.6 plf 115 V Fdrag1 eq= 141 F2 eq= 252 A Fdrag1 w= .0 F2 -- 358 H pier= v1 eq= 138.8 plf v3 eq= 138.8 plf 6.0 v1 w= 196.9 plf v3 w= 196.9 plf feet H total= 2w/h = 1 2w/h = 1 12.15 v Fdrag3 eq= F4 e.- 252 feet A Fdrag3 w= 200 F4 w= 358 P6TN E.Q. 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 1r UPLIFT -390 612 UP sum -390 612 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.88 o. Hpier/L1= 1.71 Hpier/L3= 0.96 L total= 13.8 feet Page 35 of 58 JOB#: 15238_19 DL ID: Blab w dl= 250 plf V eq 2085.7 pounds V1 eq= 989.8 pounds V3 eq = 1095.9 pounds V w= 2961.0 pounds V1 w= 1405.2 pounds V3 w= 1555.8 pounds -__•,. v hdr eq= 111.2 plf •H head= A v hdr w= 157.9 plf 3.15 Fdragl eq= 211 F2 eq= 234 • Fdragl w= 40 F2 -- 332 H pier= v1 eq= 141.4 p/f v3 eq= 141.4 plf 6.0 v1 w= 157.7 plf v3 w= 157.7 plf feet H total = 2w/h = 1 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 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 UP sum -842 396 H/L Ratios: L1= 7.0 L2= 4.0 L3= 7.8 Htotal/L= 0.65 l, Hpier/L1= 0.86 0 Hpier/L3= 0.77 L total= 18.8 feet Page 36 of 58 410I•i.A 41 A PA ':C MC ,: TT-1O0F 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(hem 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. ®2014 APA—The Engineered WoodAssocialion 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 Valu•. for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) Shead•''(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 W1ND) 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) ►un r a �o10to2 in i o S•is r i L 1 •d ng�a't''`• 1 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 1.. 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening t 4 opposite side of sheathing Pony �, �;portv 1-- wall , height . IOM z_. Fasten top plate to header •'' * /with two rows of 16d ' 545 sinker nails at 3"o.c.typ .V Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown /panel sheathing max total i.4 Header to jack-stud strap per wind design. re wall Min 1000 Ibf on both sides of opening opposite l• height side of sheathing. r If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" �` nailed to common blocking max thick wood structural panel sheathing with ttt within middle 24"of portal height .;« thick 8d common or galvanized box nails at 3"o.c. t• - height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. l. nailing is required in each panel edge. w Min length of panel per table 1 Typical portal frame Illlt• \ - construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of ,.T Min reinforcing of foundation,one#4 bar t_ i jack studs per IRC tables Hi R502.5 1 & ' r top and bottom of footing.Lap bars 15'mm t ,, O (2). t ;: t •, ,>, ,,,. -mow w Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 o 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,Mininnun 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 www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.■Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-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,concfusions,or recommendations included in this publication.Consult 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 Enginee:rd WoodAssociativn Page 39 of 58 180 Nickerson St. C T E N G I N E E R I N G em�Q Suite 302 e, Seattle,WA INC. 8109 Prosect: " @ Y' 4 Date: �� I (206)285-4512 •.V1cz..- 250:.31,3,2 t !�S5 L 29)Q54.5,/) (206 Client: Page Number: (206)285-0618 1 ' VL. '5/571 ;/) 6'0 OVP Ct AS V-9On-7--firs-Vel-60 z_ dr:36r Al X l6`` ►z'f k `21� f o-1- Lf3eAlt o s- - fLP1i 4 150- �( P )7T)W Bpi D. _ N )/s11\ - - -jam f ?�A (•tee e;K- PC-rv9Th446 (z)_266)4,. �� _ j9Mtl►n = . L►)(o� 60) mh , V,2)/laz) 6,53 1- _ 11 to`i d 5' S X Com , w/(2) 14- Jd¢NL01= o, u.t u r Tb 12,t Z AD/4-4-- AAA S — 112. 614- ,,�, l WD'&I., 8A U, f2 QV I S d L Page 40 of 58 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 i',) Table 2.2A Uplift Connection Loads from Wind i' , -' _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed ,,--. 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3'A'5'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 2 Opsf8 36 272 298 324 380 441 506 576 650 729 856 tZri 48 350 383 417 489 567 651 741 836 938 1100 m 60 428 468 509 598 693 796 906 1022 1146 1345 Pi . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 �'' 20 psf 36 32 58 84 140 201 266 336 410 489 616 i .64;' ' 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, .: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier + 1.00 1.33 I 1.60 I 2.00 4.00 '!• A Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads•forwall-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. i ':• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 4if�+�, ,Vit; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. <`:'•= 7 - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length {!it:: includes the overhang length and the Jack span. g Tabulated uplift loads for 0 psf design dear Jgol aggluded for Interpolation or use with actual roof dead loads. A:ma. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ►//�t/�j ��/ INC. yt�� S98109 eattle,WA Project: �YI r�/�� S�►UC L j ' Date: (206) (206)265-4512 MX: Client: Page Number: (206)\?(/).0 0 bt.p17l105 vac- ( uT \6\/iw oi MPW--. ! nip, g iven „ 33 IS P 1)Z • 0 C,�M��N S 4Di p' `fib �- - 48 . : : • : • . (A : maw iP8 . (1:12°-46. 1 )0, 4-• _ u� r � Tho :( ce N /--6r 12 ( 4)(Z) �c) 6.6) • (LV6Y 'V?)Cp,,-5 • 4-MU- • •4cl� -T (P. 6v,00,rodo 64. •p .' 6i14 G'lJ* ✓' Structural Engineers TRUSS TO WALL CONNECTION .;I'1 VAlIn -, #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'IIII 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" 400 I') 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5;L') NI 1 SDWC15600 - - ,.',,.. _. .I -.. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/11 Am 2 (2)H2.5A (5) 0.131" X 25" EA. (5) 0.131"X 2.5" EA. 111/0 ;"li 2 (2)SDWC15600 - - 9/0 2.10 3 (3)SDWC15600 - - 115!, 34S ROOF FRAMING PER PLAN Bd AT 6" O.C. 2X VENTED BUM. 0.131" X 3" TOENAIL ...,, AT 6" O.C. ___,74a. EI . .0 r 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ''',PF VALUE`.__>_ i)OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI..IF( 1 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 00 X115 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `..75 L I10 1 SDWC15600 - - q;;!; 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111/0 7011 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 25" EA. Ion ?711 2 (2)SDWC15600 - - 970 7.W .,,,t5 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE Bd AT 6" O.C. 16116. CONNECTIONS 2X VENTED BLK'G. ��i1�V''''- 11111111111111N Ci'''1% iAihthllHillkll �\ �! 11111 II I H2.5A & SDWC15600 STY`F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH HI STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL -TILS, ofTbQ WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: rLAID IQ A 61) -lL Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 FDOU )flT tiI g- 2000r'c. pF: _ (go r ) ( `t2) 4 (toff) (?�) - 1050 ptf uff2Er_ Fes' 07 (s5 p f) (24) +-Uopsf)( lift) _ T80 I • LOWER FL? _ (551.S0(—Z) + (I0(5f)(CI A) = 1-12.0 CLAW/SR Li) = (GS?s(')(-1 Sin wAU; W =jisp.') (4) (2) = zoo FTC) — (lSC)pcf) (; )( ) - 1 2803 PJB fie, WEPT., _ 01) = V135 psf '- WOO psf COLUT FT( 'S Wxt x 6' PP 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 FootingDesign Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 nverterrace_19dl.ecw:Calwlations Description FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 Dead Load 1.370 k Footing Dimension 2.000 ft Live Load 3.660 k Thickness 10.00 in Short Term Load 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 fc 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 0.0014 Min.Reinf%to Req'd 0.0014 % ISummary 1 Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,378.33 psf Vu:Actual One-Way 11.91 psi Allow Static Soil Pressure 2,000.00 psf 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 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 k-ft/ft 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: 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_19d1.ecw:Calculations Description FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 Dead Load 3.410 k Footing Dimension 3.000 ft Live Load 9.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 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 LReinforcing r Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 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 % ISummary 1 Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,510.83 psf Vu:Actual One-Way 29.71 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,510.83 psf Vu:Actual Two-Way 124.60 psi 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 Page 1 1 (01983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calculations Description FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II Dead Load 4.670 k Footing Dimension 3.500 ft Live Load 12.210 k Thickness 12.00 in Short Term Load 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 fc 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 0.259 in2 200/Fy 0.0050 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0018% Summary I Footing OK 3.50ft square x 12.0in thick with 5-#4 bars Max.Static Soil Pressure 1,522.96 psf Vu:Actual One-Way 23.64 psi Allow Static Soil Pressure 2,000.00 psf 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 Mu :Actual 3.72 k-ft/ft Alternate Rebar Selections... 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 7.26 k-ft/ft 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: Rev: 580000 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Square FootingDesign _(c)1983-2003 ENERCALC Engineering Software 15236_riverterrace_19dl.ecw:Calculations Description FTG4 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II Dead Load 1.280 k Footing Dimension 1.500 ft Live Load 2.740 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 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 1 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 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % ISummary ! Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,907.50 psf Vu:Actual One-Way 7.03 psi 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 Altemate 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 1 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 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Design 9 Wall Di Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.erw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions 1 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf f'c = 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 = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingllSoil 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 i Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem - Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 525 psf OK Rebar Size = # 4 Soil Pressure©Heel = 382 psf OK Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Overturning = 96.13 OK Stability Ratios Shear Allowable psi= 93.1 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 fAdded Force Req'd = 0.0 lbs OK Fs psi= psi= ....for 1.5:1 Stability = 0.0 lbs OK 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-# f"c 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 RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING 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 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = 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 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = 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 LkRev: 580010 User.KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (01983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions III 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 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft IL 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 IIII Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure©Heel = 128 psf OK Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Overturning WallStability _ 2.56 OK Ratios Shear Allowable psi= 93.1 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 fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = 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 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining 9 Wall Design (c)1983-2003 ENERCALC Engineering Software 15238 merterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments I 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 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Desi n _(c)1983-2003 ENERCALC Engineering Software 9 152382iverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=6' NO SOG Criteria I Soil Data 1 Footing Strengths&Dimensions M 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 = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 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 r Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,547 psf OK Rebar Sizeness = 8.00 Soil Pressure©Heel = 205 psf OK Rebar = # 4 3,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 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 Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 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 —Rev: 580010 Page 2 1 User.K 2003 ENEI CA C5.8.0,1 Engineering 03 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterra�3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 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 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = 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 Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10'NO SOG Criteria 11 Soil Data r Footing Strengths&Dimensions ill 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 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 12.00 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 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary IIStem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,990 psf Design Data fb/FB+fa/Fa = - 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 WaOverturning ll erturin = 2.87 OK ty Ratios Shear Allowable psi= 93.1 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= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results ` 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-it 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 UserRetaining Design KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Wall (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments II 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 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = 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-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BABEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions I 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 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 = Heel Width 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingilSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 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 Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,810 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar = # 5 3,000 Rebar Spacing 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft4= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Gales (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 Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 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 ft4 Concrete Data Mu: Design = 2,504 25,870 ft4 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 Spec'd 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 Pae 2 User KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO 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 ft4 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 Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = 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 , J3 BASEMENT 12-7-15 4 Roseburg 7:52am A Forest Products Company 1 of 1 CS Beam 421.0.1 kmBeamEngine 4.13.8 1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 ' v 3" „ ihbv.1Yr»t , s e 9 c* ;<,. ,v °5�. 5, 75 0%0.5,2510.5055.a.' s ,rt .P t .. e 11 00 1390 9 0 24 9 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 313# -4# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1064# -- 3 24' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 396# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 256#(192p1f) 58#(43p1f) 2 819#(614p1f) 246#(184p1f) 3 311#(233p1f) 86#(64p1f) Design spans 10' 9.375" 13' 6.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1129.'# 2820.'# 40% 19.12' Even Spans D+L Negative Moment 1330.'# 2820.'# 47% 11' Total Load D+L Shear 567.# 1220.# 46% 11' Total Load D+L End Reaction 396.# 1151.# 34% 24.75' Even Spans D+L Int.Reaction 1064.# 1775.# 59% 11' Total Load D+L TL Deflection 0.1774" 0.6766" L/915 18.44' Even Spans D+L LL Deflection 0.1445" 0.3383" L/999+ 18.44' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS m "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg J2 MAIN 12-7 15 7:55am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 r» Tz" s`a'',1?, ,' `^�' , ,,.'�'.c-;. .-....!?x °lit° ^' ax<.,. _"^,:d,... _ _ v.. c•. `. `,:__.:s, ... .-ate / 7 7 00 10 2 0 ® 11 6 0 ®/ 2930 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 238# -- 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33plf) 2 562#(421 plf) 145#(108p1f) 3 690#(517p1f) 200#(150p1f) 4 262#(196plf) 72#(54p1f) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 801.W 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.W 3640.' 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" U999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when®the member,floor Joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663 I J1 MAIN 12-7-15 Roseburg 7:53am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 lmrBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: BeamI ate t#t T / 17 8 0 GIQ / 17 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 617# — 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356plf) 142#(107p1f) 2 475#(356p1f) 142#(107p1f) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" U811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663