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Specifications (16)
/LI 57"),o1 -oo,S5s CT ENGINEERING FEB 0 3 2016 Structural Engineers INC. CRY e 180 Nickerson Street Suite 302 Seattle, WA 98109 6 s ! S OF' iI ARD 206.285.4512 (V) 206.285.0818 (F) BR, II DING DIVISION #15238 Structural Calculations River Terrace �� ��GIN �� Plan 4 c'•; 640,, ElevationA sRECoNA 9 Tigard, OR4z2 FFA leS r G�\ Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8'psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0'psf 3/4"plywood (as.B.) 2.7 psf joist at 12" 2.5'psf insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. , 2.6 psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 0 r 1-I 2x10 HDR " 444_2 2x10 HDR RB.al j RB.a2 I I i I 1 ' i I I I __= � E-73 CJI J r L r 9. J ® J 16 ® r' \ 5916.7 I 1 kir o I 6 a! 6 j r L ❑ - 20 S9.1 9 1 ENHANCED ELEV. r--1 122'x30'I I AT11C 1 (ACCESS I I L- J 2 9 J C D 1 - i -, /{•N I SCISSOR TRUSS ! '1.:::� 4:12 BOTTOM CHORD / �;•' ;'� ,..:°::;:e.:: .�_:..,°...,.•a&"a1•:::::•:::::::::.'2A 2x8 H ...tj•::r:..:Lt:R.•-.erD.r.:':,rs•::r4ad^::::•.U' RB.a5 / © u I z ‘ Et I 1 J OABLEIEND `RUSS 19 L RB.a4 L._ S91 � CONNECT TO ROOF FRAMING BELOW CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 8 S1.2 0 J L J r � - fr 14, co O L\ ii L' P6-iN r 1 E-2 J f f }' II o• � 101 ■ P6 8 P6 S1.2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 7/4"=1'-0" ENGLISH REVIVAL 18 56.1 STHD14 Tisk ® 1x14 OSB RIM B a1 —,�� STHD14 _ . - -' TYP. JOIST 7X 6 xi - BI1• S '�9 �� SPACING HERE ON 1�• 1 • E i m - - — - ------- U)o, _4- 4417 11 lFIXTURES 4OSB yN O.T. I r—— "x Ii -I E--- .�.�r.4.=. I elc a ��'#' I... shI, ,. ()SR :": • S 2)2x6 HD' c I II prts v< 1 VCII I: I I DA -- =N- I l} I' ® I II L __ 1.75"x14" LVL FB i. -...._____-_-4,.._.___........r-- ' 4x4 POST __ _IR __ ', 1.75"x14" LVL FB I\FRAMING/ 3 .1-- t. w I-\ I m o , I S9.0 \ / Z rooix Lt- Lk _ § ' Li, \\ I :' of ViD .. 14" FLOOR TRUSS = 19.2" 0 =T1P. j g _6 m TOP OF (2) 2x8 FB B F. AT +3411" A.F.F. wia �1 + 2x8 ©16" O.C. • ,1 F RAISED PLATFORM 2x4 PONY 4 ` FRAMING 0 WALL TOP Ir +34X" A.F.F. 2x ROOF r-- C •.r" `�4 FACE OF GT FRAMINGAIM II -2x8 LEDGER AT 24" O.C. 11 a GIRDER TRUSS u TOP AT +34Yz" A.F.F. I , G -lIS1.81/14 _ I s I , I �I '3:. 1 I I :2 m r I j l � i 6I I t l `N FIXTURES ABOVE I' I L-_ i I ix oI 1' 9 B. a13 ,yJ ;;'., '�o E IGT ABOVE 1 75 x14" LVL FB N B.all �t �`0 ",_O � (712xlUf1VR � 4z8 HDR MONO-TRUSSES GT ABOVE 1x14 OSB RIM HDU4B"al'Ir 11 I HDU4 -/ A:• : •:1E $ —�I CONNECTS TO ROOF L�__I ..B.a14 nuT --'1 8 FRAMING'ABOVE S1'2 cif TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE LOWER LEVEL SHEARWALLS SEE SHEET A9 FOR PLAN 4A UPPER LEVEL FLOOR FRAMING WINDOW HEADER HEIGHTS. 1/4"=1'-0" ENGLISH REVIVAL 22'-0" I'-10y` 16'-3" 3'-103'2 , P3 0 STHD14 STHD14 -.,4r-STHD14 STHD14 1 -<�.. . N. d 1--1 r , I co r m In I I n 18 } 18 ------, \6� o_ `�S6 1 } �/f n 14 56.0 0 14 516 0 cc aoi CONC. SLAB ->g- . VERIFY GARAGE SLAB HEIGHT Pn WITH GRADING PLAN to 14'-9" 3'-4" 3'-11" ® m VARIES : MIN. j_3" FROM TOP OFI s .mri1 ENTIRE SIDE ©IM STEM WALL __ �STHD14 c.'4„) / STHD14 n i laI _Tv Mill r ® -1.- i— ; — T I L__t_'_J I • FURNACE 74 I1st aligns) 1 ABOVE with rim I L__J 17 11 0 56.0 PLUMBING FIXTURE 56.0 t' I r I ABOVE �i � � I ��i 8.-0" 1-12141 • L 4--I 16 -iJ 1����..0"' "i o rn 56.0 I A _ n Ott 9Y�" I-JST ® 19.2" O.C. 1 Via CONC. TYPICAL v I PATIO SLAB o , w SLOPE I F- ,_ 1 16" °1 1 ---I— ®-----� 2"DN FINISHED FLOOR II- I ;� � P T. 4x4 POST , AT +0'-0" I TYP. I 4i I 3.-93'J ' 1 I / I- ENTIRE SIDE 3 0" 67, .....) pr ,ai 0 0 ® I 6 0 dm< n ��E 56. 1. _1 • 18"x24" "DN I 2x4 PONY WALL CRAWL AT HIGH FDN. d-, SPACE • f-12 I F-l1 I f T ACCESS 14"I o L�J i — I T - - - } M_ 1.3'4 x 974" LVL_ --.-- ,� 3-93'4'1 • 0 ID Q I 18"x18"x10" FTC. to / W/ (2) #4 EW ,.� El tT TYP. U.N.O. -1214"I SIM. I t4� , m �-_ __ 1�" 2914" LVL L J 9•-34" 11 _._94.1_121.-._4. ---1 { S6.0 J , II A < 4i18" FTG. EXTENSION, TYP. `D (s66,, '� I I/18"x18" FTG. EXTENSION 1 to START FRMG. /�` r 6x8 PT POST, ALIGN---1o ® � ®>IM. ���YYYr I I W/ ABOVETI I_ l ,1 ILJ HDU4 l-'TM --.7--HD 4 -if -IT k 2x4 PONY WALL - 17� -5" I8 ,y58 I . .j. I to I di) w LONG 614" TOP OF SLAB e L SLOPE 114" UJ -1214" TOP OF ' STEM WALL I 4-0" X 13'-33'2" 7'-314" 1_s14 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL • Title: PLAN 4 Job# Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: se000sPage 1 User:KW-0802997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14169_Plan 4ABCD.ecw:ROOF FRiv1G (c)1983-2003 ENERCALC Engineering Software Description Roof Frmg_Plan 4A [Timber Member Information :ode Ref: NDS IBC RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.a1 Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x8 2-2x4 LVL:3.500x14.000 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 3.500 3.500 7.250 3.500 14.000 Le:UnbracedLength ft 0.00 0 0 0 0 0 0 0 0.00 Timber Grade Hem Fir, O Hem RI:,No.2 Hem Hi',No.2 Han Fir,No.2 Hem Fir,No.2 Hem Fir, i�� X55 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 310.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No [Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 13.00 Dead Load #/ft 390.00 390.00 60.00 60.00 390.00 60.00 390.00 Live Load #/ft 650.00 650.00 100.00 100.00 650.00 100.00 650.00 [Results Ratio= 0.6867 0.6867 0.8084 0.3274 0.4554 0.2405 0.8624 Mmax @ Center in-k 31.59 31.59 7.26 2.94 14.04 2.16 263.64 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 6.50 fb:Actual psi 738.4 738.4 1,185.3 480.0 534.2 352.7 2,305.9 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,173.0 1,466.3 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 84.0 84.0 56.3 33.6 64.6 27.7 170.5 Fv:Allowable psi Shear OK 172.5 Shear OK 172.5 Shea172.5 Shea172.5 Shea172.5 Shear OK 172.5 Shear OK 356.5 [Reactions @ Left End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 @ Right End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max.DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.014 -0.014 -0.089 -0.015 -0.006 -0.008 -0.202 L/Defl Ratio 3,860.3 3,860.3 744.5 2,889.0 6,273.1 4,587.6 772.2 Center LL Defl in -0.023 -0.023 -0.148 -0.024 -0.010 -0.013 -0.337 L/Defl Ratio 2,316.2 2,316.2 446.7 1,733.4 3,763.8 2,752.5 463.3 Center Total Defl in -0.037 -0.037 -0.236 -0.039 -0.015 -0.021 -0.539 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 6.500 L/Defl Ratio 1,447.6 1,447.6 279.2 1,083.4 2,352.4 1,720.3 289.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Beam L & Joist Rev: 580006 R User:KW-0602997,ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Timber 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(1 of 2) [Timber Member Information B.a1 B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 Beam Width2-2x100 in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 Dead Load #/ft 490.00 440.00 Live Load #/ft 650.00 160.00 Start ft 100.00 End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 . [Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 (■ Mmax @ Center in-k 690.15 23.40 11.60 4.45 i @° X= ft 8.25 2.02 1.87 1.50 95.32 1.50 1 5.32 1.50 1.75 1.75 fb:Actual psi 2,310.8 763.2 101.5 77.9 1,683.7 143.8 371.5 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.9 57.7 12.1 6.8 139.0 17.4 45.8 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 5,280.00 270.00 281.25 135.00 775.23 60.00 568.75 LL lbs 8,662.50 705.56 750.00 360.00 2,061.82 150.00 945.00 Max.DL+LL lbs 13942.49 975.56 1,031.25 495.00 2,837.04 210.00 1,513.75 @ Right End DL lbs 5,280.00 265.00 281.25 135.00 769.77 60.00 568.75 LL lbs 8,662.50 694.44 750.00 360.00 2,048.18 150.00 945.00 Max.DL+LL lbs 13942.49 959.44 1,031.25 495.00 2,817.95 210.00 1,513.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.203 -0.010 -0.000 -0.000 -0.076 -0.001 -0.004 UDefl Ratio 975.2 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 9,845.3 Center LL Defl in -0.333 -0.025 -0.001 -0.001 -0.203 -0.003 -0.007 UDefl Ratio 594.4 2,129.0 44,519.5 51,051.4 651.4 12,232.5 5,925.4 Center Total Defl in -0.536 -0.035 -0.001 -0.001 -0.279 -0.004 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 11.7750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 Title: PLANTRE 4 J # Dsgnr: Date: 5:20PM, 18ob SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Page 1 Rev: 580006 Timber Beam & Joist User:KW-0602997,ENE Ver C5.8B,1-Dec-2003 Engineering 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T (c)1983-2003 ENERCALC Engineering Software Description Floor Frmg Trusses_Plan 4A(2 of 2) [Timber Member Information ;ode Ref: NDS IBC B.a8 B.a9 13.810 B.a11 B.a12 B.a13 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hen Fr,No.2 Hem Fir,No.2 Han Fir,No.2Douglas NTruss Joist Laro.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 50.0 850 0 900.0 00.0 2,600.0 285.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No [Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 Dead Load #/ft 160.00 160.00 160.00 160.00 60.00 490.00 Live Load #/ft 100.00 100.00 100.00 100.00 100.00 650.00 Start ft End ft [Results Ratio= 0.6820 0.7052 0.1763 0.1478 0.1203 0.8885 Mmax @ Center in-k 51.33 32.44 8.11 6.80 4.96 151.87 @ X= ft 3.25 2.50 1.25 1.75 1.75 4.50 fb:Actual psi 799.9 758.2 189.6 158.9 161.8 2,656.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 72.9 81.4 22.4 19.6 18.3 256.2 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Sheer OK [Reactions @ Left End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 @ Right End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 UDefl Ratio 2,417.2 3,377.0 27,015.6 16,840.7 24,580.1 1,013.4 Center LL Defl in -0.052 -0.030 -0.002 -0.002 -0.003 -0.150 UDefl Ratio 1,498.6 2,032.4 16,259.4 17,776.3 12,290.1 721.9 Center Total Defl in -0.084 -0.047 -0.003 -0.005 -0.005 -0.256 Location ft 3.250 2.500 1.250 1.750 1.750 4.500 UDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD [limber Member Information :ode Ref: NDS IBC B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK [Reactions @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 [Deflections Ratio OK Center DL Defl in -0.027 L/Defl Ratio 2,661.3 Center LL Defl in -0.072 L/Defl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 LJDefl Ratio 725.8 TJI JOISTS and RAFTERS 1 1, Code Code_,___Code_+___Suggest Suggest _Suggest Lpick I Lpick Leick Lpick__ ' -- Joist T b i d r Spa. LL DL 1 M max V max El L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L aIC Tllnefl ITfa 101.LLldefl L fatbfl. size&grade width(in.)1 depth(in.)I (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (it.) 1 (ft.) I (tt) {m.) 1 (m) (ft) (ft.) (ft.) ( ) 1 (in.) 1 r 1471 066 048 1331 1.3.45 1331 044{ 360 032 495 1- 9.5"TJI 1101 1.751 9.5 19 2 40 15 2380 1220 1.40E+08 14.711 27.73 _ i - 15.731 0.72 0.52 14.14 14 29 14.14 0 47 360 0 34 495 9.5"TJI 1101 1.751 9.5' 161 40 151 2380 1220, 1.40E+08 16.11 33 27 9 5'TJI 110 1.75 9.5� 12 40 15' 2380 12201 1.40E+08 18 61 44.36 17.82 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.521 360 0.381 495 9 5'TJI 110, 1.75 9.5 9.61 40 15 2380 12201 1.40E+08 20.801 5545. 19:19L _18.64 . 18.6.4_ 0.851 _0.62. _16.77__. 16.94 1677 0 56�_ 360 0.41 495 9.5"TJI 1101 1.751 9.5' 1921 40 10 2500 1220 1.57E+08 15.811 30.50 16.341 15.371 15.37 0.64; 0.511 1427 1327 13.97 0.441 384 0.351 480 8 0 95:55::TJI 110 1.75 99,551 16 ' 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 1 117.98 17 98 0.675 0 6.01 16.69 16 34 1634 0.56 384 0.384 44 480 TJI 110 1.75 9.51 121 40 101 2500 12201 1.57E+08 20.00 . .981_ 1.7,..9,5.1 2:78511--- ----- t 17.98 17.60 17.60 0.551 384 0.44 480 -- ------ .6----- ----- - -- ----- 9.5'TJI 110 1.75 9.5 9.6r 40 101 2500 1220 1.57E+08 22.36 61.00 20.58 19.371 19.37 0.8 1 { 1 ' 9.5"TJI 2101 2.0625 9.5 19.21 40 10 3000 13301 1.87E+08 17.32 33.25 17.32116.301 16.30 0.681 0.541 I 15.13 14.81 14.81 0.461 384 0.37 480 95"TJI 210 2.0625 9.5 16 40 10 3000: 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0 72 0 58 16.08 15.742 ' 15 74 0.49 384: 000:34393:i_ 480 9.5"TJI 210_ 0 2.06251 9.51 12 40 10 3000 13333961._1.87E+08 21.91 5320• 20.26i 19.061 19.06_1 0 79 0.641 17/0 17.3 17 32 0 54 384 480 t. 9.5"TJI 2101 2.06251 9.51 9.6� 40 101 3000 11 1.87E+OS 24.49 66.50 21.82 20.53 20.53 0.861 0.681 ' 19.06 18.66 18.66 0.581 384 0.4711 480 9.5"TJI 2301 2.31251 9.51 .2; 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.83 16.831 0.70, 0.561 I 15.63 1.5..2...9._ 15.2295 0.45811 56 384', 0 46 480' 9.5"TJI 230 2.3125, 9.5 16 40 10 3330' 1330 2..06E+08 19.99- 39.90 19.01 17.69 17.$9 0.75 0.60 16.60 18 60 17.89 17 25 0 56; 384 0.451. 480, 9.5"TJI 230 2.31251 9.51 12' 40 10 3330 13301, 2.06E+08 23.08 53.20 20.92 19.691 19.69; 0.821 0.661 ......................... ... ...... 9.5"TJI 230 2.31251 9.5 9.6 40 10 3330 1330; 2.06E+08 25.81 66.50 22.541 21.211 21.211 0.881 0.71 19.69 19.27 1927 0.60! 384 0.4811 480 JJ _._ 17.78 00.6711 0.54 17.04 16 67 16.67 0.52' 384 0.421 11.875"TJI 110. 1.751 11.875 19.2: 40 101 3160 15601 2.67E+08 17.7811 39.00 19 50 18.351 11.875"TJ1110 1.75 11.875 12 40 10 3160 560 3160 15601 2.67E+08 22.491 62.40 22.81; 2.46 211.46 0.891 0.721 ' 19.93 19 50 19.50 0.611 384 0 491 480 11.875"TJ11101 1.751 11.875 121 40 10 23.12; 0.96, 0.771 21.46 21.01 21 01 0.66 384 0.53; !... 480 11,875"TJI 11011.75! 11.875 9.61 40 10 3160 15601 2.67E+08 25.141 78.00 24.571 23.12. --- .87 9 6 F 11 11.875"TJ1210 2.0625; 11.8751 19.2 40 101 3795 1655 3.15E+OB 19.481 41.38 20.61 19.391 19.39' 0.81 0.65 1 18.00 17.62 17.82 0.551 384 0.441 480 ,59 384 0.47 480 11.875"TJI 210 2.0625 11.875 16+ 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 4 60' 22.68; 22.681_ 0.86 _00 86 .69_ _ 2 3.9 19.13 18 72 20 71 059 384 0 471 480 11.875"TJI 2101 2.0625111.875 1240 -._ 10 3795 1655E 3.15E+0824641 ,6620._ _--1 _ 0! 11.875"TJI 2101 2.06251 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.961 24.431 24.431 1.02 0.81 1 22.68 22.20 22.20 0.691 384 0.55i 480 11.875"TJI 2301 2.31251 11.8751 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.28120.031 20.031 0.83 0.671 1 18.59 18.20 18.20 0.571 384 0 45; 480 65 22 62 21.28 21.28 11,875"TJI 230 2.3125 11.875 16 r, 40 10 4215 1655 3.47E+08 22.49 49' 24.89; 23.42 23.42' 098 0.781 1 2191:7746 9 74 2191:3248 9 28 21.28 00:65.07i_ 607 384 000:45_88731..._ 53' 480 11.875'TJI 2301_ 2.3125i 11 5751 121 40 10 4215 1655 3.47E+08 25.97i. 66.20 .__ 23. t� 23 42 22.93 '22 93 0.721_11 384 0•571 480 11.875"TJI 2301 2.3125, 11.875 9.61 40 10 4215 1655 3.47E+08 29.03__ 82/5 __26.81 25.23 . 25.23~ 1.05 0 841__ .__ .._. 1 L1 1 I I I I 11.875"RFPI 400 2.0625; 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.82; 0.661 I 18.28 1197:0891 ,,,,,,1179:0891 0 59' 384 0458! 480 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44,40 22.24 20.93 20.93 0.87 0.70 1921,43 , 11.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+081 26.281 59.201 24.481 23.031 23.03; 0.961 0.771 23.03' 22 54 2254' 0.70, 3841 0.561 480 11.875"RFP1400 2.06251 11.875 9.6; 40 10 4315 1480; 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.03; 0.831 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin Factor D+LcS - c 0.80(Constant)> Section 3.7.1.5 - ---- KcE 0.30(Constant)> _Sectlon 3.7.1.5 ----- -_.._....._..__.__....._ p _ -- -- Cr Cb Wades) > Section 2.3.10 Bending Comp. Size Size Rep. _Cf(Fb) _Cr(Fc 1997 NOS Cd(Fb) Cb Cd(Fcj Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacin.,Height Le/d Vert.Load Hor.Load u=1.0 Load W Plate'Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc per Fc E Fb' Fc perp', Fc' Fce Pc fc Ic/F'c Po in. in. In. ft. plf psf ph _ (Fb) ) _ psi i psi _psi psi psipPo/ H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 966 515.42 4m4122 4psi39.37 1.00 p0..00 Fb"(1-f 0 000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9966 _ 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 508 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 _8001200.0 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 1--F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,0 1 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 , 2657.8 1.00 1.15 1.1 1.05 1.1r-g-75 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 I 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200000 854 508 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 6775 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2788.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531.875.438 378.09 336.17 33524 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1_ 1.05 1.15 675 425 725 _1,200,000 854 531 875.438 =MI Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 4388.13 386.67 1 00 0.00 Cobb F Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 MN H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 _1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00_ 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 - 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 _ 725 1,200,000 854 531 875.438 144.28 139.02_ 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 ' 1.00 1.15 1.3 1.10 1.15 875 4251150_1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F0 2 15 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-198 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W - Cr __ c 0.80(Constant)> Section 3.7.1.5 __ . ...�---------- -C��b). -Cf . 1997 NDS _ Gb 0.30(Constant)> Section 3.7.10 - Bendin Comp. Size Size Rep. _ Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (Vedas) > SecBon 2.3.10 8 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Veil.Load Hoc Load u-1.0 Load Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp Psi Psi psi psi IGF c psi Fb"(5,,1 in. In. in. 0. ptf Psf pit (Fb)SFc). psi psi psi psi p H-F Stud 1.5 3.5 16 7.7063 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 6.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1 388 378 09 333 99 191 75 0 57 447.521 0.665 HH-F Slud 1.5 3.5 12 930.9 1140 8.460.999 2657.6 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 9.130.993 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0595. H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13_ 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.67 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13_ 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366_ 506 840 449.95 384.87_ 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4_ 1060 9.711 0.9971 i 2091.8 I 1.60 1.00 1.1 11.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78L 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 i.g5 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78_ 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9• 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.08 328.30 214.29 0.65 335.64---0.567 SPF Stud 1.5 3.5 16 8.25 960 8.13 0.9970 2091.8 1.60_ 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.61 0.65 361.37 0.577 SPF Stud 1.5 _3.5 12 _6.25 28.3 1405 0.9952 2789.1 1.60 1.00 1.1_1 05 1.15 675 425_ 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 0.9958 4183.6 1.60 1.00 1.1 11.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.6 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 BSD 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.1 0.52 152.58 0.11 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.1 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.1 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425_ 1150 1,400,000 2,093 531 1285 1484.89_ 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6_ 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 I 8.25 18.� 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#/#14#$# 0.979 A SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+yy+,55 CT#14189-Betahny Creek Falls r�....w..� LOAD CASE (12-14) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke ®"'-"""'yai+�.ua•a."""�_- .....S/2 ____- __- 0.80 ConstaniL Sectlon 3.7.1.5 Mill ____= KcE 0.30 Constant > SecBon 3.7.1.5 ---- �.._.__. ®�®" � �IMBIERI MIIM Section 2.3,10 11.1111.111.11111111111111111.11111111111111111 •Et=Size Size Re. _1997 NDS NA_ ��-- Max.Wall MEM factor f5tor use���-��__- �_� IZINQ �� Hor.Load=Load'6 Plot13:1 j,'•ISTi Tb M� »© 9 ®�® ®®�ti������ M �MI c �I���f� pal_�s���� fbi ®®�� ��M 0.9962 1993.4 1.1 1.05® 675 800 1,200,000 ����� •. Fr 1-fGFce H-F Stud ® ��� MM0.9986 1993.4 1.60 447 52 0 674 H-F Stud ® ®®1.05® 675 405 800 1,200,OOO��i. 966 340.90 376'78 0.598 H-F Stud ®��'-�'� 0.9969 2657.8 1,60 1.15 1.05_® 675 405 800 1200,00o�r.. 378.09 I'•.ni 0.84 335.64 0.584 ®®�M� �� 0.9963 1993.4 1.60 1.15 1.05 800 1,200,000 ago .•' 395.22 H-F Stud ®®®��� 0.9959 2657.8 1.15 1.05® 675 �r� 0.63 361.37 0.511 ® 0� 0.9960 3986.7 j.75Ell ® agi 405 800 1,200000 1,366®i.1 395.22 275.24 0.70 _ �__�-� _0.511 --__-��� 405 800 1,200,000 1,388 �� 303.49 0.77 0.406 SPF Stud ® �m� r ®®® 1.1 1 05 1_.15 675 425 1111111111111111111 _�_�- SPF Stud ® . 760 0.9988 2091.8 Eil 1.15 1.1 1.05 1 15 675 425 ®1,200,000 1,366 inie®® 336.7����i.� 0.669 9 ��®®®�IEL 1140 . . 0.9944 2789.1 1.15 1.1 1.05 1.15 °�•'" 336.17 24�® 0.577 SPF Stud ®®�� 975 0.9952 _2091.8 1.60 1.15 1.1 1.05 1.15® 425 725 1,200,000 1,366 � 425 725 ,200 000 ®���� 217.14 ' SPFStud ® 8.25 28.3 1430 0.9952 2789.1 1.60__1.15 11_._1.05 1.15 675_ 425 725 1,200,000�®975.438� 449.95®�®271.03 0.503 SPF Stud ��0 8.25 28.3 2360 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 425 725 1,200,000 1,386 875.438 449.95 388.13 299.68 0.77 180.69 0.396 FHF-____�---- __._ ®®11� �®���i' 1 96 m 110 1.15`:}���i.300,000 wa______ H-F#2 Rim9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033® 1644 1010®® 606 16 506.18®181.23 0.178 H-F#2 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 ®® MIN ��" � � ____-- SPF#2 ®®m�� ® 1.10 tie 875 1,400,000 2,093 1015.45® 0.52 1 0.114 SPF#2 ®®�® ® 1.15 1.10 1.15 875 1 1,400,000 2,093 850.16 531.23 0.62 181.23 -0.169 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.10 �� 1150 1,400,000 ®®1296.30 945.38 531.23 0.58 148.34 0.118 1111111111111111 ®�® --_-_._ ____ ____ SPF Stud 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.05III 425 725 1,200,000 1,366��® 139.02 17.78 0.13Ili 0.879 ®®®��]®�®�' �' 3287.1 1.15 1.10 1.15 875 425 1150 1400,000 2,093 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 400 1300 1,300,000 2,033®116445 226.94 220.14 454.75 244.40 235.32196.97 00.45 927.02 0 786 .44 927.02 0296 Page 1 D+L+S+.SW SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CT#14189-Bat.00 D Creek Falls LOAD CASE (12-15) BASED ON ANSI/AFBPA NDS-1997) ���� i 4 1.00.Dre�si.n Buckllne Factor _- Cr_ t 5 0.60 Section 3.7.1.5 _ Ct Fb 1997 NDS__ 0.30 Constant > Section 3.7.1.5 Bending�a Size Size Re.. arias Section 2.3.10 -_-- NDS 3.9.2 duration factor factor use - t Stud Grade Width Depth Spacin.,Height Vert.Load Hoc aad c 1.0 Load Plat•�� Fb Cr Fb Fc perp Fc E Fbi � . � Fb"1-fdFceZ In. In, in. ft. .If .f .If H-F Stud ®®H 7 7083 26.4 1335 4b1-4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 BOO 1,200,000 1,366 506- 515.42 441.22 339.05 0000....77877267 121282839.2830503.....3765:96946. 0.403 H-F Stud 9 30.9 970 4.°88.8255d537 .23 0000'100001.2...9.9999999-99999911993,36795907098350390702 .9923 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 9914466336688 66 3® 340 90 ]®' 0 403 0.9976 1.15 ®1.05 1.15 r 1,200000 1,366 966 0.406 H-F Stud 0.9960 F� 1.15 ®1.05 1.15 r• 395.22 320.00 0.343 I! 195 11 51.05 1.15 •(� 800 1,200,000 1,366 ''•' ®®®� 1680�ry 0.9990 1.05 1.15 800 1200,000 1,388 395.22 0.287 1.5 0.9999 3988.7 0.468 SPF S[ud 1.5 ®�7.7083 1315 855 0.8870 2091.6 1.60 1.15 1 05® 875 425 725 1,200,000 1,366 8755.436 3®®®® .• 0.392 SPF Stud 1.5 1.05 725 1,200,050 299 88®180 89 378.08 ® r. 0.9973 2789.1 1.60 1.15 1.05 1.15 675 425_ 725 1,200,000 1,366__531 449.95 388.13 316.19_ 0.81 135.51 0734 SPF Stud 1.5 8.25 28.3��® SPF Stud 1.5 ®� 8.25 28.3 2630 4.085 0.9989 4183.8 1.80 1.15 1.05 1.15 875 425 -725 1,200,000 1,388 531 449.95 388.13 333.97 O.BB 90.34 0.257 0.3001 1.60 ®®1.10® �''� 1300 1,300,000 ]� I ' 1031.58 506.18 76.29 0.059 H-F#2 ®®I� 18.0 3132 4.23 0.4544 3132.4 1.80 1.15 ®1.10 1.15 850 405 1300 1.300,000 2,033 506 1744.5 1011.45 837.57 506.18 0.70 90.61 0. H-F#2 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,370,000 2,033 508 1844.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 ®®�7.7089 i�'`�.�®®®®1.10® 425 1150 1,470,070 Q.�. Q''' 850.18 531.23 0.82 97.81 0.085 0.4750 945.38® 0.56® 0.059 ®�<��E�i� 0.3750 iI 1.15 ®1.10 1.15 4zs 1150 1,400,005 139.02 84.76 0.47 Nil 0.779 SPF Stud 1.5 ME® 50.0 255 0.9959 2081.8 1.60 IN 1.05 1.15iiiill 425 725 1,270,000 1,366 531®® - 1.15 425 1150 1,400,000 2093. 531 ®®�.''- 463.51 0.580 EOM 1.5 ®���1 _ 4.655 0.9970 3287.1 � ®� H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 139.87 0.64 483.51 0.584 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1,4 c 0.80 Constant > Section 3.7.1.5 - Cr KcE 0.30(Constant)> Sec8on 3.7.1.5 _-__.._._._........_....-___..___......._._.....__.__._.._.__________ Cf b C 1997 NDS Cb :(Nodes) > Sec8on 2.3.10 __ ending Comp. Size_Size Re' Cd(Fb)._ Cb Cdd(Fcj Eq.3.7-1 NOS 3.9.2_ Max.Well ration duration factor factor use _ , Stud Grade Wdth Depth Spadn Height Le/d Vert.Load Hot Load <=1.0 Load Plat' d(Fb)Cd(Fc) Cf Cf Cr Fb Fc.er. Fc E _ Fb' in. in. in. S. plf psi plf at (Fc.)... psi psi psi psi psi Q�psi i psiFc• FceiPcfs fc/F'c Po Po/ H-F Stud 1.5 3,5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366: 506 966 51542 psi1.22 359.37 0.81138..53 Fb'(1 psi 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 .1.80 1.15 1.1 1,05 1.15 675 _405 800 1,200,000 1,386 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 7.60 1.15 1.1 iA5 1.15 675 405 . 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0,364 H-F S1ud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 449.95 395.22 311.11 0.7 158.68 0.376 H-F Stud__1.5 3.5 12 825 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1A5 1.15 675 405 800 1,200_000 1,366j 506 968 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1_15 875 405800 -1,200,000 1,386 506 966 449.95 39522 342.88 0.87 79.34 0.2gq SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366: 531 875.438 515.42 431.52 354.29 0.62 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 -1-.51---1:11----671--- 1.05 1.15_675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 253.97 0.78 188.85 1421 SPF Stud_ 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 7.05 1.15 675 425 ` 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 147,63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05_1.15 675_ 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 BPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.8 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3. 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 'SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1I 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 _ 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10_1.15 875 X425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 '1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 _SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15_85875_ 425 1150 1,400,000 2,093' 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 7.15 0 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 1 .MM.I.M..MM..l.l.MMMMMMMlMIMMMMMlIMlMlIlu .' ---/, 180 Mammon St. MalENGINEERING seategufte to-102 A ,m, 96109 ',_ ,, , (206)2$6-4512 . project: t' -_-..- -.;.-_ ' (IP''Mr""16 7 ..- / ' . PAX: Page Number.: (206)286-061i3 Client: MAL Ir., etv v:. 306- 115) 305, (+0 ..............____.. . .. t. ek.f. giapai pit isri>fisr - TI 10.3 .5:- /70 to= z S ' ). ..1- let 92 -4* y j- Sr t,i AL --AI . . finre ,. 4 ii)..., qm . , hies 1-tivvrix . -7.7* _..._ . ..-,. ; 1.- Vb-.7- .41144 Structurei Engineers 180 N icle rs o» St. nNG1NEE3lPG Suite?t}Z !N C� Seattle,WA 98114Prc } t ! "J Date: (296)las-9512S FAX:'M tli4A4' + il.P -Page Number: (206)285-0618 P f A1:c, V 7Bt l_ .#'Z. • - 100 Lob r.' � i'"`7�.,l�. f r tT 543 .. . -- , 1 L. .r .. 44tt,.: , w/awia itiOkk_ '---` -:;:1, izi1 � J� i , r It .. { - t V4i Z3.3 ', . ..b' , 11wile/Jill ,jam 11 Structural Engineers �"— • 180 Nickerson St. Suite 302 C T E N�ve G,if�IS N) E E R I N G / n 1 p Jam; S98109 eattle,WA Project: ,,n l -1 v"�� ~ 0 ` Date: ,0 ). op • t ` (20)285-4512 �bb""�- /� �, FAX: Client: 2012 / X06 6DPws `ht7vs ws Page Number: (206)285-0618 _.. sti :_, _-r s+f • a s. , - ♦. E i W 1lh} _ , t] ._ : tj r-. _ • - 1�i �q4 • , i Pi Y Zlt • • FV i ^^ t /�j - .----:'..i• ''• . .• 1, ; :• i V _,::::,_._;_i_i... •_ '',.. ', • ':;_ , i • '•'- :,:;,, T P - s. _ • _ �_. ,. sr; va • • ; . 1 zo • --- • � _ � .�, - CEJ I. 15,477 -� • .� ` ' t,V?4- � �(: • 12 - q v : 4,, -I2,2, ._ :uA.r x_ r • tIP • t t •v . l' • • t• � � , : _L ��--- /. F ,X MR,4p •/ z , '3lav _ /f q.(,r t f R - •_._ -- ; 2. � � I. W. + osj�, iiiw� R TX4 Structural Engineers / ,, SJpV if-,3,6,41 3 --- Design Maps Summary Report• Page 1 of 1 la Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III t B,a f oft Ofti a � y ` r re Osw € chtsii 0 ' � � � � r�g ity �� z zE AMERICA `' r atilt .� � y' < P! F si� ,L f rCi' • USGS-Provided Output Ss = 0.972 g SMs = 1.080 g S°s = 0.720 g Si = 0.423 g SMi = 0.667 g S°1 = 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. t�ICIEs Response se SpeCtri m0,00 Design Response Spectrum 1.14 ;0.04 0 0. 4, 0..0 214 0,17 0.44P 0 1 6.554 4.40 r X1.44 0.22 4,02 4,24 0.22 0.10 0.11 4.9 440 4. 4.00 4,20 4.460 0.6x4 0.00 1.443 lie 1.40 1,64 1.04 2.600 0,40 4.24 0,40 0.c4 a.ae 1.00 1.20 Lo 2.42 1.43 toe Period.I{erect Period,od,1(mer) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 4A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR .IE= 1.00 Secton 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) httd://earthquake.usgs.gov/research/hazmaps/ htto://earthquake.usgs.oov/designmaps/us/application.php 6. Site Coefficient(short period) F.= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 $Ms=Fa*$s SMS= 1.17 EQ 16-37 EQ 11.4-1 $M1= F„*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 So,=2/3*SM, Sp,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - 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 1 • 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4A SDs= 0.78 h„ = 19.00(ft) SD,= 0.50 x = 0,75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w, w. *h;k w, *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *h,k Vi DESIGN Vi Roof - 19.00 19.00 1140 0.022' 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,; = DIAPHR. F, E F, w, E w, Fp, = EF;=wpp 0.4*SDs*IE*Wp 0.2*S IE E*w p LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Fp, Max. Fp, Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 4A NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- -" Building Width= 22.0 50.O ft. V ult. Wind Speed 3 sec.Gnat= 120 120 mph Figure 1609 Fig. 26.5-1 A thru C V asd. Wind Speed 9mph (EQ 16-33) Exposure B B Iw 1 0 1.0; N/A N/A Roof Type= Gable Gable' Ps3oA= 28.6 28.6;psf Figure 28.6-1 Ps3oB=1 4.6 4.6 psf Figure 28.6-1 Ps3o c=' 20.7 20.7 psf Figure 28.6-1 Ps3oD= 4.7 ' 4.7psf Figure 28.6-1 = 1.00 ` 1.00 Figure 28.6-1 K, = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00';(Single Family Home) X*Ke*11 Ps=X*Kzt*I*Pe3o= PeA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Pse= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) P5 A end C average= 24.7 24.7 psf (LRFD) Ps B endo average= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 E-W (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas( ) width factor roof-> 1.00 1;00. 1.00 0;50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB A0 ADA AB Ac AD per 28.4.4 per 28.4.4 ViWIND SUM N S) V(N S) Vin(E- W) VND SE W) UM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) ( 33.00 14.0 0 168 0 140 0 168 0 266 Roof 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 1109 9.7 17.7 V(n-s). 8.86 V(e-w)= 17.28 AF= 605 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 4A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind DESIGN)(LRED)SUM WindSUM (LRFD)SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.003 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00 0.00 0.00: 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74 V(n-s)= 5.81 V(e-w)= 10.65 kips(LRFD) ki.s(LRFDL kips,ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT# 14189: Plan 4A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by S) (for ASD) (for ASD) — 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 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"wl 1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind N-S V i= 3.80 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V I= 3.80 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL eff C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet U6Um OTM ROTM Une1 Usum U,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 22,0 22.0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left 3 272 20.0 22.0 1.00 0.15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -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 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 .._ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1..00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0_._ 0.00 0.00 Ext, right 285' 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.077 -0.77 -0.68 Ext. right 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 00--- E- -xt. right 285 20.0 .25,0 1.00 0.151 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.477 18.56 -0.68 -0.68 7.60 22.50 -0.770.00 0.70.00 0.00 0.00 0.00 0.0077 0.777 -0.00 0.68 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 s 0.0 0.0 1.06 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0,0 1.00 000. 1 0.00 0.00 0.00 0.00 1.00 0.00 0 .._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 10.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 10.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.001 1.00 0.00 0___ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 10.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 ',0.00 1.00 0.00 0 -_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00- - 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--_ 0 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 EV,„,d 3.80 EVEQ 2.73 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 1.94 kips Design Wind N-S V i= 2.1018i:155000 01 kips Max.aspect= 3.51 SDPWS Table 4.3.4 Sum Seismic VI= 4.68 kips Sum Wind N•S V i= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi.7_00000 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD C o w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM Roan Unel usum aim Wall ID T.A. L(ft) L(ft) I (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p 0 Ext, left l 63 3.5 8,0 1.00 0.15 0.11 0.22 0.11 0.16 0 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2' 90 5.0 8.0 1.00 0.15 0.16 0.31 0.18 0.22 0 1.00 77 P6TN P6TN 5 3.45 1.49 0.45 58000 4.28 1.80 0.57 0.57 0.57 Ext. left 3- 397 22.0 24.0 1.00 0.15' 0.72 1.37 0.70 0.98 0 1.00 77 P6TN P6TN 50 15.17 10 00 0.00 0 10.00 20 00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 „ 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 5.51 -0.63 .40 Ext. right 58 5.0 24.5 1.00 0.15 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 622 0.00 0.00 0.00 2.23 4.55 -0.54 1.21 0.00 0.00 0.00 1.40 1.21 Ext. right 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- .58 -0.44 .21 .05 Ext. right 492 42.0 22.0 1.00 0.15 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 622 18.80 8.80 34.0 0.00-0.37 1.05.05 23.36 41.50 0.00 1.20 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 0.001 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< 00 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-" •_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 0.0 1.00 0.001 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 --- -- 1100 77.5 77.5=Leff. 2.01 3.80 1.94 2.73 1.00 E V end 5.81 E V EQ 4.67 Notes: denotes with shear transfer •* denotes perferated shear walliSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind E-W V 1= 6.09 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind E-W V i= 6.09 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM 1/p Yp RorM Unet Usum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 4,5 12.9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 222 P6 P4 380 7.98 2.16 1.52 1.52 13.67 2.62 2.88 2.88 2.88 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00-- 00 Front Bath* 250 7.1 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 110 P6TN P6 189 6.24 2.39 0.60 0.60 10.68 2.89 1.21 1.210 00 1.21 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Front Faml* 0 0.0 0.0 1.00 0.00° 0.00 0.00 0.00 0.00 1.00 0.00 0 _._ _' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam2* 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.0 0.0 1.00 0.00"` 0.00 0.00 0.00 0.00 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 Din 0' 0.0 0.0 1.00 0.009 0.00 0.00 0.00 0.00 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 Kit 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 570 14.0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 127 P6TN P6 217 14.22 11.43 0.21 0.21 24.35 13.86 0.79 0.79 0.79 Ext 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0- ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ Ext garl 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar2 0' 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00. 1.00 0.00 0_„ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00' 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 25.6 25.6=L eff. 6.09 0.00 2.73 0.00 EVwind 6.09 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind E-W V I= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Urn OTM ROTM Unet Unum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 2.88 2.88 - Front B 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- ""- .2 1 1.21 1 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 Front Bath* 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .2 1.21 0 0.0 0,0 1.00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 5 Front LR*' 275 7.0 15.4 1.00 0.35' 1.14 3.04 0.49 1.37 1.30 1.00 345 P4 P3 597 21.71 9.34 0.00 1.95.95 1.95.95 37.62 11.32 4..32 15 4.15 4.15 Front entry 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- '" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- .23 .23 Int Kit 675 14,0 14.0 1.00 0.15 2.80 0.00 1.19 0.00 1.00 1.00 111 P6TN P6 2000 13.96 0.00 0.00 0.00 3.96 7.28 0.50 0.50 25.18 0.00 1.23.23 1.23 1.23 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' -- 0 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.21 0.00 0.00 0.00 0.79 0.79 Ext BR213 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- GAR ABWP 50 2.0 11.0 1.00 0.15 0.21 1.01 0.09 0.46 1.00 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0 11.0 1.00 0.15 0.41 2.02 0.18 0.91 1.00 0.89 398 P3 P3 609 100 75 0.00 0.00 0.00 1.63 3.33 3.33 21.91 1.98 0.00 0.00 0.00 .98 5.98 5.98 5.98 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- "-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"'- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-'-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '' "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - , 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 1100 27.0 27.0=L eff. 4.56 6.07 1.94 2.74 EV,„„d 10.63 EVEO 4.68 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14189: Plan 4A ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds-� v hdr eq= 59.6 plf -► H head = 4 v hdr w= 132.4 plf 1.083 Fdrag1 eq= 251 F2 eq= 251 Fdragi w= •7 F2 - 557 H pier= v1 eq= 190.1 plf v3 eq= 190.1 plf P6 5.0 v1 w= 380.0 plf E.Q. feet v3 w= 380.0 plf P4 WIND H total = 2w/h = 0.9 2w/h = 0.9 8.083 Fdrag3 eq= . F4 e.- 251 feet ♦ Fdrag3 w= 557 F4 w= 557 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 132.4 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 ♦ UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 2.3` L2= 8.4 L3= 2.3 Htotal/L= 0.63 Hpier/L1= 2.22 1 ► 4 Hpier/L3= 2.22 ► L total= 12.9 feet JOB#: CT# 14189: Plan 4A ID: Front Upper BA* Floor Level w dl= 150' plf 389.5 pounds V3 eq = 210.5 pounds V eq 600A pounds V1 eq= V3 w 466.7 pounds V w= 1330.0 pounds V1 w= 863.3 pounds __► ► v hdr eq= 65.8 plf v hdr w= 145.8 plf ACF e .88:71 46 1 083 `, Fdrag1 eq= 8v:1 57v, q= Fdrag1 w= '9 F2 - 102 H ier= v1 eq= 84.2 plf v3 eq= 84.2 plf P6TN E.Q. p v3 w= 186.7 plf P6 WIND 30__ v1 w= 186.7 plf feet 2w/h = 1 H total = 2w/h = 1 8.083 Fdrag3 eq= F4 e.- 46 feet ♦ Fdrag3 w= 189 F4 w= 102 2w/h = 1 H sill = v sill eq= 65.8 plf P6TN mudsill 4.0 EQ Wind v sill w= 145.8 plf P6TN mudsill feet OTM 4850 10750 R OTM 5620 4163 • . UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1=', 4.6 L2= 2.0 L3= 2.5 Htotal/L= 0.89 1 ► 1 ► ► Hpier/L1= 0.65 -41 ► Hpier/L3= 1.20 L total = 9.1 feet JOB#:CT#14189:Plan 4A ID:Rear Upper 8R23` Roof Level w dl= 150 plf V eq '1370.0'. pounds V1 eq= 418.6 pounds V w= 3040.0. V3 eq= 582.7 pounds V5 w= 418.62pounds i pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds VS w= 929.0 pounds v hdr A -� eq= 68.5 P# --�--� -_.� Hl head=4 vhdr= 151.9 plf 1.083 Fdragl eq=83.7 Fdrag2 I IHS head= A 9 eq= 106.5 Fd2g5 eq= 106.5 Fdrag6 eq=83.7 1A83 Fdragl w= ,..7 Fdragl, 236.3 Fdrags w= ..3 Fdra.:w= 185.7 A HI pier= v1 eq= 114.1 plf v3 eq= 114.1 p# v5 eq= 114.1 H5 pier 5.0 vt w= 253.1 pN feet v3 w= 253.1 P# v5 w= 253.11 5.0 H total= 2w/h= 1 2w/h= 1 feet 8.1 V Fdrag3= :.. Fdra.-- 106.5 2w/h= 1 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= 0..5 Fdrag8-• 83.7 P6TN E.Q. V Fdrag7w=236.3 FdragBw= 185.7 A P6 WIND v sill eq= 68.5 plf H1 sill= (0.6-0.14Sds)D 0.6D vsir/w= 151.9 pH 2.0 EQ Wind H5 sill= feet OTM 11073.7 24572.3 2.0 R OTM 13275 16216 feet • V UPLIFT -122 464 Up above 0 0 V Up Sum -122 464 H/L Ratios: L1= ;3.7` L2= 4,0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 Hpier/L1= 1.36 ► ►• ►4 10.1 .,.......� Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction JOB#: CT#14189:Plan 4A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* 150 Roof Level w dl= ' plf V eq 1860.0; pounds V1 eq= 597.9 pounds V3 eq= 1262.1 pounds V w= 4180.0', pounds V1 w= 1343.6 pounds V3 w= 2836.4 pounds v hdr eq= 120.6 plf H head= Av v hdr w= 271.1 Plf 1.083 ' Fdrag1 eq= 326 F2 eq= 689 A1 w= :- F2 -1549 Hier= v1 eq= 295.2 Pi f v3 eq= 265.7plf P4 E.Q. 5.0 v1 w= 597.1 plf v3 w= 597.1 plf P3 WIND feet H total= 2w/h= 0.9 2w/h_ 1 9.083 . Fdrag3 eq= • F4 e•- 689 feet Ak Fdrag3 w=734 F4 w=1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 plf P6TN 3.0 EQ Wind v sill w= 271.1 plf P6 feetOTM 16894 37967 R OTM 8755 10695 I. T UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L2= 8.4 L3= 4.8 Htotal/L= 0.59 L1= 2.3 ► ► Hpier/L1= 2.22 Hpier/L3= 1.05 L total= 15.4 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart••'t(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine'c•0 (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 I_ 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening F ny ? - 1� = opposite side of sheathing wall • height . 1 3 ;44;44, Fasten top plate to header with two rows of 1 bd ,, sinker nails at 3"10 c.typ L Fasten sheathing to header with 8d common or i: 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max /panel sheathing total ..�Header to jack-stud strap `/ wallMin 1000 lbf on both sides of opening opposite height1, side of sheathing. r If needed,panel splice edges 10' Min.double 2x4 framing covered with mm 3/8" shall occur over and be max , thick wood structural panel sheathing with nah n to common blockingl height ,r . 8d common or galvanized box nails at 3"o.c. within middle 24"of portal in all framing(studs,blocking,and sills) height.One row of 3"o.c. ,. gyp' nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king Min reinforcingof foundation, and jack stud).Number of one#4 bar i i e 12,_ , , top and bottom of footing.Lop bars 15"min. t�_ lack studs per IRC tables t mi 1. R502.5(1)&(2). il Min footing size under opening is 12"x 12".A turned-down slab shall be permitted at door openings. device(eMin 10(e lb hold-down mbedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer nto framing) 2 ©2014 APA—The Engineered Wood Association