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Specifications ,'z4 Sock)c S 72 Set! CT_ ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 2 2 .,, Structural Calculationsd. River Terrace so PRp- •' Plan 19DL so W Elevation B 1d �� N Tigard, OR REG�� � � 1.2,091 ��A ,plFS 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 3.5 psf Misc. 0.9 psf 5/8"plywood(O..S.B.) 22 psf Framing at 24"o.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 314"plywood(O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1) 518"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF Page 4 of 58 S • 9._O. TO FACE OF GT. tEIF , X72 HDR (2112:1( HDR Q 4,12 HDP 4x12 HDR .12 HDR di RBB4 RBB2 RBB5 I. it 1 I m, r' N 1 \ I� 4X12 HDR \f( ,� G.T. 'mss:- --:----p \\�1\ n n IL 1111 RB:3 j ; It ij f ,� I2 -(NI � 19 i --- ® \ \ �^ S91 _ki I C ',./ L �% 1 11 ;i '�\\\\ \ „ '' \\� Il f____i: '^ i • j \ 41/1 A\,\ A ` - � � !F I j I • II' r "e1 - 'I 2- 2D \ ' 59.1 ,' \ \ H i. L'".',6 j 1 Io v v o i; 59.7 i N \ FI,\ T I m 8 19 59.1 El-'7c I \S i rl 11 �� I ii vL !'; I 19 ' ' • A L s9.i it -- .. .l..lS 7 A:..:..., 59.1 / � \\ r` ,\\ I i !� !11 .?/ /,' 0 !l:.T. .... I:.'..U1.. ‘. U I .I U iW G.T.G.T.0 U.! U U ---2-12.1--I. ,. I I • 1• IL 1 I !�I 'I, 'I I I , t I ' ./ I 4jo , , `,1© (3 :: HDR © / • 1• \ I /I '' MIN.HDR MIN.HDR t / . MIN.HDR MIN/HDR MI HDR �1 .1 !�.._.zt_._.y i - • GABLETEND TRUSS 1 GABLE E D TRUSS I I I < \.I 16 4! T' 59. 1 T-1-16 \' 59.7 ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19B ROOF FRAMING PLAN 114-=1'-0- Page 5 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: L(cev: 580006 ser.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 )1983-2003 ENERCALC Engineering Software 15238_riverteirace_19dl.ecw•Calculations Description 19B-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBB1 RBB2 RBB3 RBB4 RBB5 Timber Section 3-2x8 2-2x8 6x10 5.125x9.0 6x10 Beam Width in 4.500 3.000 5.500 5.125 5.500 Beam Depth in 7.250 7.250 9.500 9.000 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,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 II.. 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 Reactions11 ©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 OKII 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 m m OW m ✓ L.._-].—Z.]"-- •2 IAL.._ —"---- .•:411) 6X6 FB 1 '—t-6X6 v.o g a S,-- oa 2x LEDGER _IHD14RJ ®� AB.VE m DI4RJ �' �® 4X12 HDR IIIM ii t ,4x ' , STHDI4RJ Fr_ _1•-_▪ 111_ 15'x11 "RI,;',— LYL iD'p -' 'By BOVE `� i ill_ _ ' �l! _, I■ I ` / LL__--r.= _JCP • STHDI4RJ 7 Cp GT ShID14RJ h`\ _ MIR▪ ES! n BOL,'____.19 I (. :r 67HD14RJ I ▪ ri S1HD 4R t oI EEARIN3 �LL , ,. '� .I •' r. • �ca��N V I I E • I▪ I ' I GT FE h 11 Lril I I/ Fg I I Io0 59.0 A I n 518.2 0 . + SM. L o 3 !N BEARING WALL 59.D I I' 63,x24 GLB FB �.L' 63424 GLB FB J F313 FB'1 • 7..- ----�—,1 16 BIG EEAM IB ls'2 q10I_HDR \ L' SIL . ni FBI > 1 N33 x E _/�__ ==x11 _ -J I nom, AIR -PT.j.OAD I s1HD14R I I /9' RAMING (1'1§x') I �, r G7 FB - I % 0- 6 (--V I FIXTL/ ABOVE ES P6 _1`_F 1 . 1, I I 2x LEDGER f-_1 BEARINI WALL D,•,__Y ' ""1"___-"�' I D?I 20 I -� -, HDL B HDUB� m K _.p;_ -__- - I�_ m.J- J _-_ r- T L0AD 1 o a ADD 2x1, TV ELKG 42x4 FRAMING GTJBF 9 (120#,, rv® 0 6"AF.F. J AT 24"O.C. I I ,-. OPEN TO BELOW I I GT ABOVE © I p GT ABOVE I GT FB I PT.L060 I 0 2)2slLND x �e cl� I PT.LOAD ,��"- • PT00#) (12001) . D "�i •tetiir F35B -T AE A1E Ib © (1200 16 BIG BEAU HER . _— — -®_ ' GT A�VF 2 2x OHDR )2x10HDR ()2x1OHDR 2)2x10HDR P3 Y FB6ES , ' iN�\5 ,14 2 , ER milli - 0THD14RJ �76� 1HDl4 61HD14 i : ti j p BE LL R BEARING WALL ABOVE 2X LED11:114 ERj -1 \ 1 ARIN,WALL ABOVE �� (170 PLO :1 :` N (1'0 PLF) ALL BEAMS/HDRS NOT LABELED ARE _ I 'SIM' IN DESIGN TO BEAMS/HDRS B B ' 4x8 HDR 4x5 HDR 21 WHICH ARE LABELED 14x8 - ._ I 6x6 A 6x6 6x6 6x6- GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN& Plan 1 9B LOWER FLOOR SHEAR PLAN 1/4--1'-0- Page 7 of 58 • Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User 3 003 0997,Ver 5.8.0,1 Engineering 03 Timber Beam &Joist (01983-2003 ENERCALC Engineering Software 15238_riverterrace_19dLecw:Calculations Description 19ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined DNE FB2A FB2B FB2D FB3 FB4 FB5B Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Douglas Fr- Hem Fr,No.2 Hem Fir,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 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 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 �Mmax @ Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 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-Dec-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19d1.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 ■ FB5D FB6A/FB6D FB6B FB7 FB8 FB9 FB10 Timber Section 5.125x24 Prllm:5.25x16.0 Plum:525x16.0 LVL:3.500x11.875 4x12 4x8 Prflm:525x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade las Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fr- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 ©X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ 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 i 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-Dec-2003 Timber Beam &Joist _(01983-2003 ENERCALC Engineering Software 152382iverterrace19dl.ecw:Calwlations Description 19ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB11 FB12A FB13 Timber Section 6.75X24 6.7544 6.75x24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fr,24F- Douglas Fr,24F- Douglas Fr,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type Glu Lam Glu Lam GluLam Repetitive Status No No No Center Span Data11 Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.066911 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 L Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 L/Defl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 L/Defl Ratio 902.6 1,113.0 19,650.4 Center Total Deft 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 IT\ 4x10 HDR LFi 4x1 H 11 1\ P.T. 6x6 POST. 00 Am;o N H .t Q P.T. 6x6 POST ,..g. a Pa T. x DG / STHD14 \ STHD14glilligIM \ -STHDI4RJ e_ v .LL_ 04 )))!!! (2)2x10 HDR STHDI4 (2)2x10 HDR ', (2)2x10 HDR - ! E 1 RIGIDLAM LVL GT ABOVE t t Ilig aDBL 1174" RFPI-20 AT I 16" O.C. TYP. U.N.O 7x11%BIG BEAM FB � 57¢x11%8 BIG BEAM FB 3 c-7-1 - y 6x6 POST t �—FIXTURE ABOVE � 1 Ic 1.34x1174 RIGIDLAM LVL FB IC i13;x11 43 RIGIDLAM LVL FB rErt _`-{_ ...... _..._----__..r� 44 - L_ SSUI2 --'PtMI ', IrI (2)2x 6x6 POST 4---' I —_ Jt(0 HDR 1 64 1%01%RIGIDLAM LVL ABOVE STEM WALL 4 D SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE LOWER FLOOR FRAMING PLAN & Plan 19B-DL BASEMENT FLOOR SHEAR PLAN 1/4"=1'-0" Page 11 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dLecw: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 Ar- Hem Fr,No.2 Hem Ar,No.2 Truss Joist- Truss Joist- iLevel,LSL 1.55E Hem Ar,No.2 Larch,No.2 MacMillan, MacMillan, Fb-Basic Allow psi 900.0 850.0 850.0 2,900.0 2,900.0 2,325.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 2,000.0 2,000.0 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data 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 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 1 ©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 il 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 • 11.-2" 20'-10)2' 17-11}2• • ..- .,1, , l _ DRAWL SPACE VENTING: }I 5'-5 7-17-17-103/4" Iq� PROVIDED: MECHANICAL VENTILATION AT A n 16 THICKENED SLAB 3/4 r �\ RATE EQUAL TO 1 CUBIC FOOT PER MINUTE 82 -1 EDGE r , ® FOR EACH 50 SQUARE FEET OF CRAWLSPACE I I 1 r:• I 1 1 5 FLOOR AREA.EXHAUST VENTILATION SHALL L J L_ • TERMINATE TO THE EXTERIOR 6x6 W/ABU 66 `4- ' AREA 1=878 SF POST BASE a, PROVIDE 17.56 CUBIC FEET .I i 3/" CONC. AIR EXCHANGE PER MINUTE 'a„` 7.1 n 2 11 PATIO SLAB I AREA 2=735 SF I PROVIDE 14.7 CUBIC FEET I- -I T.0.5I-10'-4§"I S-9- AIR EXCHANGE PER MINUTE I r. I I r,. I L J I 6/6 POST® T.O.S 0 10 ti r , 'F 56.r r M I 10'—Y45"t B-3A WALL { t0-13e'ii�{+ i° 1 Clip MSTWl CCR11Ml0UFY INSTALL SYSTEM TD ALLOW - .-i.- 56.0 OPFRATm :ADEWATE OR;C4YAGE Ail_ STHDI4RJ 5TH014R� I_: IENI 411EN SYSTEM I: CRAWL SPACE A. - :_ AT 11-E CRANLSPA(E f . ]AREA 1l I 7-5-.I-1-• In • I .'.3'-7)2 6 Tl 5 6)2" ' ..'.-.%". { 5 2`' _ 5-6)25-6)2' 5_}•• j' t i 20NY it I :..WALL � fi-1 7 9 S4 xIi D 'D.—:EFE1P I .H. T- 1_-. 'I- 71 ......•.F471 f .1i TYP:.-I +__1 ® ,x12 HDR 4X8' DR _ _� I IW' - ya• J 'L� _: 11uN I 3' 11 LJ }.. m ►�•• Y pLtel I I FTG, 1 � Pli x : h �.•—•r_ T T012P'T 6x6 - o 00, : I__ ® :F 877 )#- -BN@- I 30"Sp.x10' .5�". - TT i - ... (4J4.807T EW a:a -1- ,� •i Ur 1 . . BASEMENT.'FF, . '-' . ® :-:-i. j-{_ 2Y. I 2x4.PONY WALL .-A7 9 i% :...�. , J (BELOW BEARING .. .. 1' 0 1 WAIL'ABOVE) .. K". f 2x6 PONY 1. 1 LVL 73'4X974 • '�111:13,. .: 14 4: WAL ..•..:•:':-...6.43,4.7:::-.1.- v m r_1 m ,. '� � EF k 24x30 CRAWL: :. ® :. : i- ` SPACE ACCESS'- "1N5TALL mNn •. w1 • L. , 1 HATCH T7PERAIED 1,€CNW :� "' I 2x4 ..Y13i14AITS/SISITM 1. VARIES: MIN. PONY 7i' .. :.AT THE CRAW:SPALE ,1 l 1-- -1- • • •••• ••••••••••T- -I ]AREA 7f S DigRJ I rc o OF STEM MWALL TOP I -.L L J 1176 RFPI-2D AT 1•; i n R I-2Y'.{ '.00 TIP.D AREA 2 1- 11 i Yr - CONC. • 5-5Y2 ♦ I SIM � I -.�INSTALL SYS1E 70 - o - 11�'-. : SLAB ^, o ALLOW ADEWA+ =„, _ v� DRAINAGE AF GRA ' OVER 4 FREE U. 4-PONT WALL SPACE 13'4x1134 RIDGELAM LVL -- DRAINAGE MATERIAL OVER COMPACTED a - ■ T -_-_ FlLL__-___- ru� HQu6 13gx19�RIDGELAM L J _ VERIFY GARAGE ®®: 4 11'-7t� - t' ION SLAB HEIGHT x2 LVk F8 ABOVE `�' !6 I WITH GRADING PLAN I •? PONY'.WALL 41 . 1 I - TAix11'6 RIDOELAM LVL I I a m I t , 1 I 2Y• I..,, DEEP FTG.'W/ F 7 .)6:".$.'10".-:'xI. EMS C_ ''i* .... Z (4)f4 $QTT {E I DEEP FT. W/.'1. 3x114 BLOCK OUT 1 I L J (4)p4 BOTT W j' L ®STEM WALL TIP I r VVV I I H I - I �p • � 1 1 :.:...131121111::.1.....-7 I • A J $ n LO.s. I.:I(5>2x6 _f l._��a (5)2/6 12 " X314• CONC. ` \ _ \1 rJ ilia S1HDI4 56.0 e m 0a PORCH SLA ., STHDT4 ` STH014RJ I.!... ® SI 2 0 ®' THICKENED SLAB EDGE s� �'1 6x6- 6x6 I 18 I 56.0 qY1 1 } 4i. 2'-134" I6'-3- 1'-Y 10'-9' I9.-844- , Plan 1 9A-DL FOUNDATION PLAN 1/4--r-o" 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 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calwlations Description 19ABD-CRAWL SPACE FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ CS1 CS2 CS3 Timber Section 4x8 6x12 MicroLam:1.75x11. Beam Width in 3.500 5.500 1.750 Beam Depth in 7.250 11.500 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Level,ISL 1.55E Lards,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,700.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.50 9.87 8.00 Dead Load #/ft 184.00 94.00 157.50 Live Load #/ft 490.00 250.00 420.00 Dead Load #/ft 90.00 Live Load #/ft 240.00 Start ft 3.000 _ End ft Results Ratio= 0.8525 0.7406 0.5798il 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 _ReactionsII @ 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 OKil 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 S1= 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 SMB=F.*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 Sim=Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 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 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 15 of 58 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: 15238_19 DL Sips= 0.72 h = 30.36 (ft) 5D1= 0.44 X= :0.75.'ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1 ASCE 7-10(Section 12.8.3) T1= 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=Sol/(T*(R/IE)) (for T< 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*11)/(T2*(R/IE)) (for T> 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&J)/(ME) 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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w, *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew� Vi DESIGN Vi Roof - 30.36; 30.36 2400 0.022 52.8 1603.0 0.48 5.75 5.75 2nd 9.08 21.28' 21.28 2400 0.028' 67.2 1430.0 0.43 5.13 10.88 1st 12.14 9.14 9.14 1066 0.028' 29.848 272.8 0.08 0.98 11.85 Bsmt 9.14 0.00' SUM= 149.8 3305.8 1.00 11.85 E=V= 16.60 E/1.4= 11.85 Page 16 of 58 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_19 DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 44.00 44.00 ft. Roof Plate Ht.= 30.36 30.36 Roof Mean Ht.= 37.18 37.18 ft. --- Building Width= 50.0 50.3 ft. Basic Wind Speed 3 Sec oust= 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 25.71 psf Figure 28.6-1 PS30 B= 17.6 17,6]]psf Figure 28.6-1 Ps3o c= 20.4 20,4]]psf Figure 28.6-1 PS30 D= 14.0 14.0'.psf Figure 28.6-1 A= 1.00 1.00Figure 28.6-1 Kzt= 1.00 ` 1.00' Section 26.8 windward/lee= 1.00 1.001 A*Kzt*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) PsA= 25.70 25.70 psf (Eq.28.6-1) Pse = 17.60 17.60 psf (Eq.28.6-1) Ps c = 20.40 20.40 psf (Eq.28.6-1) Ps D= 14.00 14.00 psf (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf Ps B and D average= 15.8 15.8 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1.00' 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 0.00 0.00 0.00,', 0.00 15.64 15.64 14.56 14.56 2nd 9.08 2128 21.28 0.00 0.00 0.00' 0.00 11.95 27.59 1129 25.85 1st 12.14 9.14 9.14 0.00' 0.00 0.D0', 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(S-S)= 34.74 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(SS) Roof 9.08 18.5 18.5 15.64 9.39 9.39 14.56 8.74 8.74 2nd 12.14 10.5 10.5 11.95 7.17 16.55 11.29 6.77 15.51 1st 9.14 0 0 9.41 5.64 22.20 8.89 5.33 18.18 Bsmt 0 0 V(F-B)= 22.20 V(SS)= 20.85 kips kips Page 18 of 58 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_19 DL SHEATHING THICKNESS tsheathmg= 7116" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"tong 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 ill INGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) rna Site Coordinates 45.43123°N, 122.77149°W :IP Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I . - m " sem . „e t / 1 �...s Fdt,, ilibliatikie ' yr* �` uFe �' /, ng o 53g4 r tipobreit � � L...c o `... .. "„. 11<. 7- ''".',.c,..., 'fid ,, a ±,tr. r a. .. y.. i ,,,,-�. „ ,. . USGS—Provided Output SS = 0.972 g SMS = 1.080 g Sp, = 0.720 g S: = 0.423 g SM1 = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum a. Design Response Spectrum 1.1 040, 010 0.12 0,93 0.04 S 0,44 0,77 0, Eft, Ari044 0422010 014 0.11 0.tb tl n.20 o.*} a 0.00 1. 1.2471.40 1." #, 1 00 t tl 9 0 t o. fi 1. I. 2 I. 5 # 00 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