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Specifications (27)
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 j psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"0-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 j psf 3/4"plywood (0.S.S.) 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 A 19 S9.1 r 1-1 +'2 2x10 HDR{ .....M&SHDR +. RB.al • • RB.a2 1 1 1 k I 1 LP I 1 C- J J I 16 0 1 ® 5 6 16 S9.1 I \ v �N 9.1 IIv) kn. J \ o • b i b a 01 r N RI 6,4 6 06I cpi a r L d j - 20 S9.1 i I I ENHANCED ELEV. E---I 1 122"x30 I I ATTIC I I ACCESS I L_ i !":1•:: J SCISSOR TRUSS <r:j:..a 4:12 BOTTOM CHORD .-.3.....::::::::::::: ..b.;;,; ri / . ...* t.!ii:.1t4D .•dS::.•4.rU.`:::.::.L1 RB.a 5 I 1RB.a4nBLEjEND `RUSS 1 19 :v,,\- S9.1 \\ 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 Si.2 P6 S L J J 1 L 1 !i •t r1 0 Pd \ ' - L\ ° J • 11 f E 4EN. 1 6 f� 1 ginh P6 gar (:12)S1.28 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL P3 Ark 18 Iligr S6.1 STHD14 ZIII1 1x14 OSB RIM B.al ,�� STHD14 T 7X"6X4 B!I.'BEAM � '� TPP. SPACINGNG HERE ON‘25- q F- U O N Of N W N M N -1 R :;.-F: i... m '- Ncc 3 O T O O ..._._. ._....._...... .__ _._.___ I i - E 4 `1 + S9.0 I -.._. FIXTURES ! I1 ABOVE ! ,i•7.:- — ` '! : Q��/j '� STHD74 ' III I ( P4 !'� i 4 OS: ': 4 I �'- R,4-; 5 014 .B•-I. • If . , �. E--- ra� I ©i ( I el , x ii, si�1 x6 H: ro� �� • SNI - � _ N P6-TN 1.75"x14" ' - -4 LVL FB I .� )) _....... : 4x4 POST l� ---a I • TAIR _e I 1.75"x14" LVL FB 1FRAMINGI 3 I II \ 1 w 1 IIII 14" FLOOR TRUSSES 19.2" OZ.--YP. w' B 6 J 11-111 I m TOP OF (2) 2x8 FB I 4,8 F. AT +3434" A.F.F. i ilit •, 4a 4 POST s 2x8 16" O.C. RAISED PLATFORM 2x4 PONY imiri FRAMING 2x ROOF WALL TOP +3434" A.F.F. FRAMING r a ml FACE OF GT AT 24" O.C. ` —2x8 LEDGER I! GIRDER TRUSS—� I• ,..1TS1.81/14 ■ tl a cc TOP AT +3434" A.F.F. o m IIW. ,' I I z m E TO• i'.i`' I !!!€to I N %4 M �1 1 I: m 1.� r I ✓ G,� FIXTURES ABOVE • L__ al ll .--, I roo , I j-„v ;% B.a13 , 3 zj I 1 75 x14" LVL FB B.all aim ABOVE __ ;0. . si GT ABOVE •• �, ( x D1, all x 4x8 HDR .- MONO-TRUSSES • \ 1x14 OSB RIM 4094B•al•I i,' I CONNECTS TO ROOF. - B FRAMING ABOVE LC-7 B.a14 nul1.,_ 3--'! S1..2 P2 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" '-1012 16'-3" S-10)12" STHD14 •.,_.STHD14 STHD14 P3 .,1--STHD14 r- -- - .-• I " I co co ") 1 / n I r 14 ® 56.0 p S6.0 cc a 3r CONC. SLAB `o 0 n VERIFY GARAGE SLAB HEIGHT =' 'i WITH GRADING PLAN in 14'-9" 3'-4" 3'-11" I m VARIES : MIN. ...-1- L ` I? -3" FROM TOP OF 6 WALL �IM STEM WALL ENTIRE SIDE �STHD74 e P4 STHD14 h - 9 Y Lt 3 - I 1 '^ i 1214 1jst aligns1 L--�_-I i • r FURNACEABOVE I with rim I L. "t L _ i o 17 PLUMBING 11 o S6.0 FIXTURE S6.0 e I i :7/ I ABOVE ��! I r g•_0^ I-1214"I • .,+-41-1� - J. 1----rte a 16 I rn v0i T I-1J S6.0 I ,-, W' I-JST © 19.2" O.C. I 3)r CONC. TYPICAL �v I 1 PATIO SLAB £ r-� SLOPE 11:i I ---� -r I 16"� 2" ON FINISHED FLOOR L J j J P T. 4x4 POST I P6TN - !-14" AT +0'-0" f TYP. I ,J I I � ' 3-974 t. ENTIRE SIDE 1 --4r _ • 1 .3^ r A -0 o I 3 6 0 (i T ® D1 66.0 o • 18"x24" si.Pe m I _-._..1• y CRAWL 8 DII T 2x4 PONY WALL SPACE • �� I AT HIGH FDN. I ACCESS I-1214"I •• f -�-4 I ( 1 1 o / L+J � — r - - - + na -T1.K" x 9Yz" LVL --a--^"" X 3.-9Y44 I - ---------- 0 , e0 18"x18"x10" FTG. 1 ID 0 i � W/ (2) #4 EW cN n ®i r j 1 TYP. U.N.O. • I-12141 cN SIM. � ..-111 y 1 3 1 x 9)" L L�J 9'-3/4" J4aA FTG. EXTENSION, TYP.61 `Di— " " 18"x18" FTG. EXTENSION • .n 1 START FRMG. S6.0 r 6x8 PT POST, ALIG _JCO / I o L ®9M. `�i`y'I L81 ABOVE J - -e N .\\\I _ ' 1 i ` L iOET 2ONY WALLHDU4 QQ�5 �� m 8 1 SIM. SIM. 1 51.2 I I p2 ® CONC. 614" TOP OF SLAB L SLOPE 114" J -1214" 70P OF STEM WALL n 4-0" l 13'-312 7'-314" 1-5Y4" i I I I 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: 580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4A Timber Member Information :ode Ref: NDS IBC R8.a1 RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.al 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:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E 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 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 172.5 172.5 172.5 172.5 172.5 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ 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 UDefI 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 UDefI 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 UDefI 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 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:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(1 of 2) Timber Member Information B.al 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 LVL1.750x14.000 2x8 2-2x10 Beam Width 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 iLevel,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 enter 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 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 490.00 160.00 Live Load #/ft 650.00 100.00 Start ft 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 96.25 1.89 15.89 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 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 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 -0.011 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(2 of 2) Timber Member Information ;ode Ref: NDS IBC 1 B.a8 B.a9 B.a10 Ball. 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 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Larch,No.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 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 LL 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 Shear OK Reactions i @ 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 UDefI 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 UDefI 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 UDefI 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 Timber 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 Fir- 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 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS 1 _ Code ' Code Code Suggest Suggest .Suggest Lpick f Lpick_Lpick Lpick_ Joist b I d r Spa.i LL DL M max V mail- El L tb Liv L TL240 L LL360 L max ! TL deft. LL deft. j L TL360 L LL480 L max TL dell,TL deft. LL dell LL deft. size&grade width(in.) depth(in.), (in.) I (psf) (pat) (ft-lbs) (psi) � (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) 1 (in.) I (in.) , 1 (ft.) (ft.) (ft.) (in.) ratio (in.) ratio J 95 TJ1110 1.751_ 9.5 1921 40 151 2380_ 1220 1.40E+08 147111 2773 _ 15.23 1480 1471r _ 0.66 0.481 1331 13.45 13.31 0.441 360 032 495 9.5"TJI 110 1.751 9.5 161 40 15' 2380 12201 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.29 14.14 0.47' 360 0.34 495 9.5"TJI 110 1.751 9.5 121 40 15 2380 1220. 1.40E+08 18.61 454.365 17.82 17 31 17 31 0.79 0.58 1 15.57 15.73 15.57 0.521 360 0.38 495 9.5" 1 9.5 9.61__._ 40 15 2380 12204.1.40E+08 20.80 55 45 19.191 18.64. 18.64 0.65 _0.62 a 16.77. 16.94 16.77 0.56_1_ 360 0.41 495 9.5"TJ11101 1.751 9.51 19.21 40 10 2500 122011.57E+08 15.811 30.50 16.341 15.371 15.37 0.64 0.511 14.27 13.97 13.97 0.44! 384 0.35 480 9.5"TJI 110 1.75 9..5 16 I 40 10 2500` 1220 1.57E+08 17.32 36.80 17:36 16.34 16.34 0.68 0.54 15.17 14,84 ,;1484 0.46 384; 0.37 480 9.5"TJI 1101 1.751 9.51 12 40 10 2500 12201 1.57E+08 20.00 4681:8000 19_11,1 17.98 17.981 0.75 _0_601 1 _ 16.69 16.34 16.34 0.511 384 0.411_ 480 9.5" - - - - ,5 10 00 24 .57E 8 - 9.5"TJI 1101 1.75{ 9.51 9.6 40 10 2500 1220 1.57E+0$ 22.36 61.00 20.581 19.37 19.37 0.81 0.65 1 17.98 17.60 17.60 ...0 651 384 0.44 .480 9.5"TJI 2101 2.06251 9.51 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.681 0.54, 1 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18..40 17.326 17.32 0.72 0.58 16.08 15.74, 15.74 0.49 384' 0.39 480 9.5"TJI 210 2.06251 9.5j 121 40 101 3000. 1330 1 87E+08 21 911 53 20 2201:28621. 19:061 19 06. 0.79 0_641-1 17.70 17.32 17.32 0.541 384 0.431 480 9. 2.0 -.6 1 9.5"TJI 21012.0625, 9.51 9.6 40 10� 3000 1330 1.87E+08 24.491 66.50 1 20.53 20.53 0.86 0.681 19.06 18.66 18.66 0.5811; 384 0.47 480 1 I I 1i 9.5"TJI 2301 2.31251 9.51 19.2 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.83 16.83, 0.70 0.561 1 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 '19.99 39.90 19,01 17.89 17.89 0.75 0.60 16.60 16.25 .1 16.25 0.51 384; 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 13301_2.06E+08 23.081 53.20 20.92, 19.691 19.691 0.82' 0.661 18.28 17.89 17 89......0 561__..384 0.451.0.451...........480 9.5"TJI 230' 2.31251 9.51 9.6! 40 10 3330 13301 2.06E+08 25.811 66.50 22.541 21.21; 21.21. 0.88 0.711 19.69 19.27 19.27 0.60' 384 0.48 1 480 11.875.'TJI 1101 1.751 11.875] 19.21 40 10 3160 15601 2.67E+08 17.781 39.00 19.5-61 18.35 17.78 0.67 0.541 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160' 1560 267E+08 19.47' 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ;'17.72 0.55 384' 0.44 480 11.875"TJ1 1101 1.751 11,8751 121 40 101 3160 15601 2.67E+08 22.49' 62.40 22.811 21.46 21.461. 0.89 0.72 1 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI11011.75 11.875 9.6 40 101 3160 15601 2.67E+08 25.14 78.00 24.571 23.12 23.12!1 0.96 0.77 1 21.46 21.01 21.01 0.66. .384 0.53 480 1 - -- "----' --- -_---- ---- 11.875 TJI 211-011 2.06251 11.8.8 751 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.611 19.391 19.39 0.81 0.65 -1 18.00 17.62 17.82 0.55, 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21 90 20.61 20.61 0.86 0.69 19.13 18.72 16.72 0.59 384 0 47 1 480 11.875"TJI 210.'1 2.06251 11.8751 12 40 10 3795 1655! 3.15E+08 24.64 66.20 24,10 22.68 22.6840.951 0 76 21.05 20.61 20.61 0.64 384 0.52! 480 .87 9, 4 -- - - 1 3.1 E0 27. 5 2 .8 11.875"TJ1210I 2.06251 11.875 9.61 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 24.431 24.43! 1.02 0.81 22.68 22.20 22.20 0.691 384 0.551 480 ' 11.875"TJ1 2301 2.31251 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21.28 20.031 20.031 0.83 0.67 I 18.59 18.20 18.20 0.57 384 0.451- 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 2262 21.28 21.28 0.89 0.71 19.76 19.34 10.34 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11.8751 121 40 10 4215 16551_3.47E+08 25.97 66.20 246:89_1_ 23A21 23.42: 0_981 0.781 1 21.74 21.28 21.28 0.671__ 384 0.531 480 11.875''TJI 230 2.3125.1 11.8751 9.6 40 101 4215 1655 3 47E+08 29 03 82 75 2 .81:125.23 25.231 1.051 0:844 23 42 22.93 22.93 0.72 384 0.57t.. 480 1 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 1480 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.82 0.661 1 18.28 17.89 17.89 0.56, 384 0.451 480 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 19.43 19.01 ' 19,01 0.59 384 0.46 480 11.875' RFPI4001 2.06251 11.8751 12 40 101 4315 14801 3.30E+081 26.281 59.201 24.481 23.031 23.03, 0.961 0.771 21.381 20.93 20.93 0.651 384 052 480 11.875"RFPI 4001 2.06251 11.8751 9.6 40 101 4315 14801 3.30E+081 29.381 74.00 26.37; 24.811 24.81 1.031 0.831 23.03 22.54 22.54 0.701 384 0.56 480 Page 1 I D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke1.00 Design Buckling Factor D+L+S _ 7777-_ ___ c 0.80(Constant)__ Section 3.7.1.5 Cr .._. 7.7.77_._.____._..........._.__..._......______. _.___ KcE 0.30(Constant)> Section 3.7.1.5, Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 _ Bending Comp_Size Size Rep. Cd(Fb) Cb Cd1Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load(0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc Perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb Po/ in. In. In. ft. pif psf Of (Fb) (Fc) psi _psi __psi psi psi psi psi psi psi psi _psi Fb"(1-fc/Fcq) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 _ 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9, 30.9 1785 0 0,9947_ 2657.8 1.00 1.15 1.1 1_05 1.15 675 405 8001,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8,25 28.3 1550 0 0.9921 1993.4 1.00 1,15 1.1 1.05 1.15 675 405 800 1,200,000 854 506, 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 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1,5 3,5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1_1.05 1.15 675 425 725 1_200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.53.5 16 9 30.9 1320 0 0.9944 2091.8 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 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000, 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF • 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud -1,5 82 _ 00 .15._.7..1.1 .055 45._....._725__ 00 _......-___875 5 3 07_ 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8' 3132 0 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 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 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 16 7.7083 16.8 3287 0 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 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 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 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 7251,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.55.5 16 19 41.5 1450 0 0.9917 3287.1 (00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 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/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desmon Budding Factor D+L+W c 0_80ACanstant)> Section 3.7.1:5 _ __ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fir) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Well duration durationfector factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in, in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30,9 1140 8.46 0.9998 2657.8 1.80 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 16 825 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 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 1,366 508 840 449.95 384.87 271.43 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_11,05 t15 675 405 800 1,200,000 1,366 508 840 449.95 299.05 0.78 180_69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.001.1 1.05 1.15 875 425 725 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 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 ' 1.1 1.05 1.15 675 ' 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.641 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.53.5 12 825 28.3 1405 8.13, 0,9952 2789.1 1.60 1,00 1.1 1.05 1.15, 675 425 725 1,200,000 1,366 531 76125 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 _ 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 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 1011.45 804.50 506.18 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 1203.70 899.13 506.18 0.56 148.34_ 0.124 SPF#2 1.5 5.5 18 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 0.56 152.58 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 1265 1089.25 806.08 531.23 0.66 181.23 0.168 SPF#2 1.5 5.5 16 8.25 18.0 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 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13####M# 0,979 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 244.40 233.80 106.67 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+W+.SS CT#14189-Betahny Creek Falls LOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0 1.00 Design Bucklin.Factor D+1_14.06/2 _=_____- - c 0.80(Constant)> Section 3.7.1.5 =® E. K. 0.30 Constant > Section 3.7.1.5 ...... .. - -_.._......__ _ MI _ NE _ Cb Section 2.3.10 MIME - Cf Fb��[ ] 1997 NDS _-- Bending Com.. Size Size Re•,__ _ .�, �o_�®-_ C �_-� Me.Wall duration duration factor factor use__ ��___-__ Egmaxtu[am' S...ine � Hor.Load Load a Plat= 4 (� mi� Cf Cr m�I Fc 111160111I 9®llIZIO®0®tlai ro/ ��9�® �i a� •si ������1.��E sl sl Fb"1-fG 59 ��� 16 ��MIMI�� 0.9962 ��� 1.15 ®®' 875 ®' 800 1,200,000 986 278.10 378.78 0.599 H-F®®®m� 30.9 0.9986 1.15 1.1 1.05 1.15 Exuma 800_ 1,200,000 mi••• 968 378.09 340.90 194.29®i 447.52 0.674 ®® 30.9 1150 : • 0.9969 2657.8 1.15 1.1 1.05 1.15 Elm 405 800 1,200,0001,366 .._ mi 966 Ea a 340.80 219.05 335.64® H-F Stud ®® � 985 0.9963 1993.4 � 1.15 1.1 1.05® 675 405 800 1,200000 1,366 966 r • 96 H-F Stud E31 3.5 ®� 28.3�� 0.9959 2657.8 1.15 ® ® 675 405 800 1,200,000 1,366 966 ®®®® 0.51105 H-F Stud 3.5 8.25 28.366 0.9960 3986.7 1.15 1.05® 675 405 800_ 1,200,000 1,368 ®®® 0.77 271.03 6 11111111111111111111111111111111 -- -� __ M -� 0.77 180.69 1.466 SPF Stud M® 16 7.7083 1080 0,9935 2091.8 EH 1.15 1.05 675 425 725 1,200,000 1,366 MINI IIIIIIIIIIIIIIIIMIIIIIIII - SPF Stud 16 9 ® � 0.64 0.589 ®'' 7606 0.9988 2091.8 1.15 �i ® 675 425_ 725 1,200,000 1,336666®® 378.09® 0.57 3® 0.669 SPF Stud �� 12 0.9844 ��®®�® 675 425 725 1,200,000 1, 378,09 0.65 335.84 0.577 SPF Stud ®®mMLIEEIMIIEUEI66 0.9952 MX. .60 1.15 1.1 1.05 1.15 - 725 1.200,000 1,366 531 875.438 449.95® 247.62 0.588 SPF Stud 8.25_28.3 1430 : 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15®® 725 1,200,000 1,366 531 875.438 449.95® 272_38®2® 0.503 SPF Stud �M� 8.25 28.3 23600.9922 4183.6 1.60 1.15 1,1 1.05 1,15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299,68 0.77 180.69 0.396 __ ---_ _- _-_ __--_ H #2 ��m is ®�� �'�... ® ® 1,300,000 EL ®� ��® 8.48 im6� � ®' �f� �1�'�'�'�Km 0.178 3132.4 1.15 1.10 1.15�� 1,300,000�� �� 506.18 0.80 0.178 gjam®® �® 8.13 0.4100 3132-1 1.60 1.1.5 1.10 1.15�� 1300 1,30_0,000 r i�i� � � _111111111111•11 _-_ �_®___ SPF#2 ® 16 �]6� 0.3872 3287.7 SPF#2 ® 16 ®®1.10 1.15 425 1150 1,400,000 N''`] J 1454.75 1089.25�® 0.52 182.23 0.169 ��6� 0.5595 MM. r 1.15 1.10 1.15� 425 1150 1,400,000 1454.75 1089.25 850.16 SPF#2 425 1150 1,400,000®® ® 0.62 181.23 0.169 = � u r� 1.60 1.1 s 1454.75 ® 0.56 14654 0.11 e nall=11.11111 IM MEI Mill 1.11111.1111111.111.1 SPF Stud ® ��®" 706 2091.8 1.60 ®®IiM®1,200,000. ��6�...'^.... 0.979 IIIIIMIIIIIIIIIIIIIIIIIMIIIIIIIMIIIIIIMIIIIIIIIIII MIN SPF#2 1.5 ®m19 660 3287.1 1.60 1.15 1.3 1.10_1.15�� 1150 1,400,000 2,093� �'r® 106,67 Emma 0.788 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 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5 W CT#14189-Betahny Creak Falls LOAD CASE (12-15) 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+S+W/2 __ -__ c 0.80(Constant > Section 3.7.1.5 Cr __ __.._. _ .-.._ ._. Cf(Fb) --- Cf(Fc) 1997 NDS KcEb 0.30(Constant))> Section 3.7.1.5 Cb arias Section 2.3.10 Bending Comp. Size Size - Cd Fb CS Cd Fc E•.3.7-1 _-____-NDS 3.9.2 Max.Walt duration duratio factor factor NM. M®®0®�- Stud Grad.��eQ•�Q ]I���`4 0 Hoc Load Load,•Plat=[�(�Cd Fc mmsm �® Fc•er•' {�,7�] ____ ���M� It _t1J)11111111.211111M1110111111:131111 Psi �� f1�_� •si psi r H-F Stud ®m®" _®� �` ®®1.05® 800 1,200,000 1,366 966�� 339.05 188.39 H-F Stud 1.5 ®''_� 0.9923 1993.4 1.15 ® ' ® mum_1_200,000� 378.09 340.90_" _ 0.470 H-F Stud 1.5 MO_ma 30.9 1380 0.9976 2657.8 1.15 ®®' ® 675 ®' 800 1,2'00,000® 378.09 340.90 262.86®' 0.403 H-F Stud 1.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,368 506111E1 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 ® 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,386 506 449:95 395.22 320.00 0.81 135.51 0.343 H-F Stud _® 8 �_ 4.085 0.9999 3986.7. �® 1.05® 6.75 405 800 1,200,000 1,368 449.95�_ 0.86 0.267 _______- __ INN __� -___ SPF Stud _®_®' _®� 0.9907® 1.05®�� 725 1,200,000 1,368 431.529 188.39 0.392 ® SPF Stud ®_� 30.96_ 0.9970 2091.8 ®®7.05 1.15 km 425 725 1,200,000 1,366® 336.17 245.08 223.76 0.466 OFF Stud _®®� 30.96 0.9990 2789.1 ®®1.05 1.15 tug 725 1,200,000 1,366® 280.95 5_ 0.396 SPF Stud 1.5 ®mitimi 28 3 minumEguirEE 2091.8 R®®1.05 inguamigunizEg 1,200,000 1,366 531 mizmanamEriE 299.68 Emu 180.69 0.398 SPF Stud 1 5 3.58.25 28.3 16606 0.9973 2789.1 1.60 1_15 _1.05®mmi 425 725 1,200,000 1,366 531 875.438 449.95_ 388.13 316.19 0_81 135.51 _ 0.334 SPF Stud 1.5 3.5N 8.25 28.3 2630 4.085 0.9969 4183.6 1.60 1.15 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 li-F#2 5.5 �'' _®_.'m 0.3001 �'' ®®1.10 1.15 850 __1,300,000�� 0.49 0.059 Q ma®___®_E 0.4544 �®'' ®®®'®_�.'��"11 1.300,000 2,033�E�� 506.18 0.60 90.61 0.089 ®®m�®"®6" H-F#2 0.3479 ��'' ® 1.10 1_15 KEN 405 1300 1,300,000 2,033 1644.5 946.77 0.53® 0.062 SPF#2 ISM!7.7083 3287 4.855 0.3304 3287.1 1.60 ®�1.10 1.15 H 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 0.057 SPF#2 ®_ ___macanutognum®®1.10 1.15 NEM 425 ®' 1,400,000 2,093 531 1454.75 1089.25 850.16 _531.23 0.62 90.61 0.085 BPF#2 Mall ® III 18.0 3287 4.065 0.3750 1.60 ®1.10 1.15 425 1150 1,400,000 2,093 531 1296.30 945.38 531.23 0.56 73.17 0.059 __________-______-____- MilSPF Stud ®_1111111_®_ 0.9959 •-�®'' ®®1.05 13111103111112E011163111,200,000 ® NEZEMINEES ®' __ 111111111•111111111111111111111•1111111111111111111111 1111111111111 __� �- SPF#2 1.5 5.5 16 19 41.56 r�-'.-' 3287.1 . 1.15 ®1.10 1 H 1150 1,400,000 531 1454.75®®rom 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.8970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 228.94 220.14 139.80 0.64 463,51 0.584 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) (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 Buckling Factor O+L+S+Ef1.4 c 0.80(Constant= Section 3,7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb). Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Ved.Load Hor.Load <>1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc tc fc/F'c lb lb/ in. In. in. ft. plf psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) 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 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 , 800 1,200,000 1,366 506 966 378.09 340,90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 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 Stud 1.5 3.5 16 825 28.3 1225 3.57 0.9961 1983.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 966 449.95 39522 311,11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9988 3986.7 1.60 1.15 1.11.05 1.15 675 405 800 1,200,0001,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 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 0.82 138.53 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 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3,57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 0,80 141.63 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 1.15675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 -�_ __. SPF 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 1,366 531 875.438 449.95388.13 321.90 0.83 119.01 0.30606 ... . SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9967 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 726 1,200,000 1,388 531 875.438 449.95 388.13 339.05 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 1.60 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 1,1541.3 1_10 1.15 850 405 13001,300.000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 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 1.15875 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 1.15 875 425 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 I SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.151.3 1.10 1_15875 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 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 Iso N3ektrsau SL ' Allinal ENGINEERING Suite 302 r Seattle.WA e�. 98104 Project: %_.. __ -_ '- .Date: r 1/4. y e : )285 9F5Zz - PAX:. Client: Page Number: (206)28S-0518 - ' a APIX, P5r 04) ( t5:o, .V.-. fifrat.) Flair 04)(if-A-6) -7-120 Nt.)(40fis3 - W - Id f \ WZ- (#4 0 1 i$) =-- 3$5 2 = 11441) 0 it; ftWfkil Oa * . - 74,00 , 15ro . WI= glaNlia•fr 15)-tit; Ve- cpc. . (15,( 2..w).-7-.,44.5-cps 45- _ 4,i. e too c 1*, t ., a - .k 0 ; - . K V.-- i=. 11r1" e f Wit= 5/14"*" . -Z.....j 1 St/uniting Engineers 180 Nickerson St. IIIEUI LL()�t EN G I N E E R I N G Supe 302 ��f fNCK WA Project: �{ Date: 98109 (ztu)285-4512 Client: S464 4Y •± - Page Number: (206)285-0618 'moo G An 2-0049 Gs g- . 574 c r g : n . 0 i t 100 All- ` t 0 IOL .OD- , - bit 11`x' I-I - :L ' h: ` - , (;:tIr 4P-47m . 112,. t '2 ) .- 8.0 - 5``` - >1- 'z .i -- 1 , iPS poles: ; ti. i A 3 23.3):. '3 L( 7147-4 4- look2 )5% 1924 Structure!Engineers L- > • • • 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA - INC. - 98109 f 41496) i p 9,011. 06.p Project: V tj'd/L.1..� l 7 ® ,rte Date: f tfJ2�. �p (206)285-4512 Client: 2012 J+f�/ 'v08 ✓DPvvS/C1--ar)S " +'v Page Number: (2 6)285-0618 • i ,^ia !i.� - .t5-,-. 33 L...--',--- .. ;-�� _- _- it , - 5 Z ° _ y _. , :. ; ( 3/%_ Pi L -.1..)r _ l i r 'Y y --' _ _ _ _ _ - • 1417(0 " 2 S . it, ' '"tg : . r ®+ �..b S .. 20 1 ri..d,, 1- 4 • q „ �ya ? l_�o6_5 Etat iv . x ki 104 i w — , • j `` - 4 -1.1- .'G, : 1 ' eilitS r -167":--� I23 ii i-1:•& t 67qG - - ._, .: • �t �_ i. , ,--0,-, ' �i Z r P - " �Z ie Structural Engineers �4PvUc 4—,3.6,4; 3 - ✓ `- 1 tJ Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document (2012which utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ":-`-.4,„,7,„, -.,. .. averto#t P '`'� '£ r _mss` .' ".�_ S' 3 y - - �t £ " , .,�c+ t,2„r 4:ef a -*, " mss. para.-"" .» 'r r€ 4 1 , k 'tea :" A Lake Oswego' - yug D USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sus = 0.720 g S1 = 0.423 g SM1 = 0.667 g Sul = 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. MCEtt Response Spectrum Design Response Spectrum C_ L10 . 4' trz 0. a. 0.77 Tr, c4s TA 040 r 0,55 1 0.46 0,u . 2.24 0 27 0. 0.1c 0.31 0.02 0.00 0.20 0.40 0.40 0.00 1.00 1,20 1.40 1.00 L,00 2 0. 0 0 1, 0 0. 0 4, 1. S. 140 1.00 1_20 L00 Period T P rlod.T{ r) 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 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 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 S1= 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) http://earthquake.u sg s.qov/research/h azm aps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 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 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= F„*Si SM1= 0.75 EQ 16-38 EQ 11.42 Sips=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 Sal= 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 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 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) SDI= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) St= 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=Sol/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sol*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 SOAR/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if St>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 wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *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 FpX = DIAPHR. F; E F; w, E w; FPX= EF, "'w,3, 0.4*SDs*IE*wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FpX 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 N-S E-W F-B S-S 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 50.0 ft. V u/t. Wind Speed 3 Sec Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust �. c 3 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0i N/A N/A Roof Type= Gable Gable Ps3o A= 28.8 28.6 psf Figure 28.6-1 P330 B= 4.6 4.6`,psf Figure 28.6-1 Ps30 c= 20.7 20.7:psf Figure 28.6-1 Ps300= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00: Figure 28.6-1 K:t= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00',(Single Family Home) N*Krt*I 1 1 Ps=N*Kit*I*Pao= (Eq.28.6-1) Ps= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAanecaverage= 24.7 24.7 psf (LRFD) Ps B and o average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 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 Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 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= 605 AF= 1109 9.7 17.7 V(ns)= 8.86 V(e-w)= 17.28 kips(LRFD) klps(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.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) 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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00: 0.00 :0.00'I 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 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) kips(LRFD) 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 4.3P 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 2.0 FOS) (for ASD) (for ASD) —I 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= 1 114"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Rollo Unet OTM RorM Unet Usunt HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plt) (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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 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. 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 -0.77 -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 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 -0.77 -0.77 -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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 0,0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00" 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 wind 3.80 EVE0 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= 2.01 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V I= 5.81 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 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 LDL efl. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Unum OTM ROTM Unet Veum Ue.m 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) Ext left 1 63 3.5 8.0 1.00:, 0.15 0.11 0.22 0.11 0.16 1.00 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 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left3 397 22.0 24.0 1.00 0.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 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 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 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.63 -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 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00r 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=Leff. 2.01 3.80 1.94 2.73 1.00 EV,„;nd 5.81 EVEa 4.67 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: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind E-W V I= 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 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 RoTM Unet Usual OTM ROTM Unet U, Usum HD (soft) (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 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1.21 1.21 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 Fam1* 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 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 'r 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00. 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 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 garl 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 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 EV„.,d 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= 3.5SDPWS 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 pi= 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 efl. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoIM Unet Ueum OTM RoTM 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 BRa* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 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 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 0.60 0.00 0.00 0.00 1.21 1.21 0 `' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 1.95 1.95 37.62 11.32 4.15 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--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 200 13.96 7.28 0.50 0.50 25.18 8.82 1.23 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.21 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 12.75 1.63 3.33 3.33 21.91 1.98 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 27.0 27.0=Leff. 4.56 6.07 1.94 2.74 EV,,,;,d 10.63 EVEQ 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 = A v hdr w= 132.4 plf 1.083 V Fdragl eq= 251 F2 eq= 251 A Fdragl w= - •7 F2 ,- 557 H pier= v1 eq= 190.1 plf v3 eq= 190.1 plf P6 E.Q. 5.0 v1 w= 380.0 plf v3 w= 380.0 plf P4 WIND feet Htotal = 2w/h = 0.9 2w/h = 0.9 8.083 v Fdrag3 eq= • F4 e•- 251 feet A 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 p/f P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 v • 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 Hpier/L3= 2.22 L total = 12.9 feet JOB#: CT# 14189: Plan 4A ID: Front Upper BA* Floor Level w dl= 150 p/f V eq 600.0 pounds V1 eq = 389.5 pounds V3 eq = 210.5 pounds V w= 1330.0 pounds V1 w= 863.3 pounds V3 w= 466.7 pounds ► v hdr eq= 65.8 plf -10- A ►A H head = A v hdr w= 145.8 plf 1.083 V Fdragl eq= 85 F2 eq= 46 A Fdragl w= '9 F2 , 102 H pier= v1 eq= 84.2 p/f v3 eq= 84.2 plf P6TN E.Q. 3.0 v1 w= 186.7 p/f v3 w= 186.7 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= ;. F4 e.- 46 feet A 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 v r UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1= 4.6 L2= 2.0 L3= 2.5 Htotal/L= 0.89 4 IP 1 *4 O• Hpier/L1= 0.65 o Hpier/L3= 1.20 L total = 9.1 feet JOB#:CT#14189:Plan 4A ID:Rear Upper 13R23* Roof Level w d1= 150 p# V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds v hdr eq= 68.5 plf ► ► H1 head=W v hdr= 151.9 pB H5 head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq=83.7 I 1.083. '; A Fdragt w= '..7 Fdragl . 236.3 Fdrag5 w= ..3 Fdrag.w= 185.7 A H1 pier= vt eq= 114.1 plf v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= 5.0 v1 w= 253.1 plf v3 w= 253.1 Of v5 w= 253.11 ,5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= . Fdra• - 106.5 feet A Fdragt w= 185.699 Fdragi w=236.3 Fdrag7eq= I•.5 Fdrag8-• 83.7 V P6TN E.Q. Fdrag7w=236.3 Fdraglw= 185.7 A P6 WIND v sill eq= 68.5 p/f Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p# H5 sill= 2.0...'. EQ Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 V UPLIFT -122 464 V Up above 0 0 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 4 111 4 1.4 ►4 0.4 ► Hpier/L1= 1.36 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* Roof Level w dl= 150 p/f 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 P P v hdr eq= 120.6 plf •H head= A v hdr w= 271.1 plf 1.083 'r V Fdragl eq= 326 F2 eq= 689 • Fdragl w= .4 F2 - 1549 H pier= v1 eq= 295.2 plf v3 eq= 265.7 plf 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 A 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 feet OTM 16894 37967 R OTM 8755 10695 UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L1= 2.3 L2= 8.4 L3= 4.8 Htotal/L= 0.59 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) Shearm(Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa''''" (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 f2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening l 4 opposite side of sheathing Pont y • • \ 1 wall height . 1: 1 f _; Fasten top plate to header �x with two rows of 16d ' `'`xf40 e -!"-'-'4:1,,,144,, � � j*- sinker nails at 3"o.c.typ • y Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max ^ total Header to jack-stud strap per wind design. • wall ^ Min 1000 lbf on both sides of opening opposite '• height side of sheathing. If needed,panel splice edges shall occur over and be 10' .:. Min.double 2x4 framing covered with min 3/8" 4 nailed to common blocking max `" thick wood structural panel sheathing with EEEE ' within middle 24"of portal het ht „j, 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. g \\\rin all framing(studs,blocking,and sills)typ. • nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 Ib strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar �T�: i jack studs per IRC tables 1 top and bottom of footing.Lap bars 15"min. , , R502.5(1(&(2). I I $ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association