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Specifications (7) CT ENGIN E E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: 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. a 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(O.S.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 ee , D3 S9.1 k --- --- --- --- --- ---- --- --- --- - - --- - (2)2x 0 HDR (2)2x11 HDR - © LiP!GT •::/ Niar LT 1 L I I I I rr I ® 20 ' 1 20 1 19 \59.1 oLI\ re + o 0 2 ES I b TRLESES AT 24" 0.C. TYP. _ fi e ca _ ry 20 co T b Xroi N °,3, a S9.1 tV.X.! N r _ii 1 1 ra..............................T....a 22'x30" I t ArnC ACCESS Li 4:12 BOTTOM I 1 CHORD, TYP. I 1 19 r y.h1 59.1 so GT.d2 :a_ , 2 ,� \ ro I \ Gr GT.d3 �\ \\ (2)2X$HDR OK - . © (3)2x8 HD', . MO RB_dvv PB. 5 •• . - �. (3)2x8 OP (CONT.) .� I -(2)-0 $-HDR-GF -- 19 19 S9.1 e S9.1 TOP PLATE IS +8'-1" ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR TOP OF PLAN 4D ROOF FRAMING PLAN WINDOWS HEIGHT. 1/4"=1'-0" FRENCH REVIVAL 8 S1.2 � P6 I a AI I f- L\ o // LJ C (2) II � i 0 CS16 CS16 1-17 \-1 8 P4 S1.2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL 18 56.1 STHD14 u� 1x14 OSB RIM B.dl 41111=171 STHD14 7X16 ' BI1 BEAM 1W JOIST alk SPACING HERE ON '1312 n € F Li O © N p - 3UND. •" I BUND STUDS ® ABOVE •• ABOV FOR GT N w N N F- (i 0 1. d __ 1! .. IIit- IIII n FIXTURES /�-� �, ABOVE (` OS: ill) g STHD14 Intl ';;_if 4 i 's ' ST-ID14 ,B..36LK1 '; G.T. .....WW1 ` •n .._. --- .`% • E x ' , © 1r14 OCR I BIG BEAM 1r j I r • B1.KG. L • .a u. ,,. x. HI" um sIM o [1 r--1 10 N �• E l o} --) S P6 1 -- 1 jI P6 L-- 1.75"x14" .4 _ ) I LVL FB .A I __-._......_._.. --._._4...----_'-----._.. 4x4 POST 1; --- I ._.TAIR4 rj 1.75"x14" LVL FB 11FRAMING, 3 La co ��f / ._ IX 't7 0 1 I • N ' ` ul —"�'""7' O 14" FLOOR TRUSSES::0 19.2" 0g-TYP. -- ' 1 1 • o I J: 11 [ B.B6 m TOP OF (2) 2x8 FB i' AT +3474" A.F.F. I -1 2x8 ®16" O.C. 4x4 POST EaRAISED PLATFORM x. ••.• FRAMING 0 WALL TOP INS +3474" A.F.F. I- 6' m9 ,FACE OF GT i 1 ri:.:. GIRDER TRUSS—.7 I r" f/ i _0.....,,,-2x8 LEDGER I 1 r-1��51.81/14 ,--,--,,i� TOP AT +3474" A.F.F. BUND. STUDS 1 I is. 11 t o ,„ BUND. STUDS E +T ABOVE FOR GT i ( y�%�j j 1 �I;1 o co ABOVE FOR GT I Nix^, ,� _. I ` LY r FIXTURES ABOVE 2x ROOF _ � - FRAMING ccI X 24" O.C. 0_ I .• 16 (�( 'ao ' ' 1 10 B.d13 \y��4 , . c, B.dll I-U8 LVL ,-li cy 'a I EXTEND FLOOR 3>,"x14 : I 4x8 HDR SHEATHING TO RIM HDU8 Aldir 0�) 2,r,littl,. ii I - - 11_� EXTEND W U U..1 : O I Yv I I 1x14 RIM BOARD o N 4x8 HD' ® 59.0 I - -- r' E_.14 N 0 TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE SEE A9 LOWER LEVEL SHEARWALLS WINDOWEET HEADEROR PLAN 4D UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" FRENCH REVIVAL '-103/2" 16'-3" 3'-103/2" STHD14 STHD14"' P3 P3-- STHD14 STHD14_\ , a ,r- 1 .—t I ". 1 1 t T :n r1 I 1,1 1 /18 N, 1 18 i'' ,!::,/1a ' 6.1` r ac M 14 ® 1 6. 0 S6.0 r p r®56. o * CONC. SLAB o J VERIFY GARAGE SLAB HEIGHT ` n WITH GRADING PLAN Ict 14'-9" .. 3'-4" / 3'-11" I m VARIES : MIN. r J • P6 -3" FROM TOP OF r WALL %V 1M STEM WALL ENTIRE SIDE 7 1 / j---S1HD14 rF4 / STHD14� - 9• 1/ � g I MS I L--i„- • FURNACE Ijstwith aligrimI ns) 1 ABOVE L. c i 17 L 1 I'� PLUMBING 1 56.0 FIXTURE S6'0 e 0 / r I ABOVE I.°�" 1\ I � . 8'-0" I-123/4"H . •-+1114 dr 16 - J 1 r� rn 1 r L+J S6.0 1 7 n ,tt 934" I-JST 0 19.2" O.C. I! I - 31k� CONC. TYPICAL I H PAHO SLAB I r-7 SLOPE `O I I -rt-T-------rt I -16"� 2" DN FINISHED FLOORP.T. 4x4 POST LII 1 0 7 _ I -14" AT +0'-0" 171_1-TYP. I J '- 1 i I 1 3'-974.. ENTIRE SIDE t II Jr _,.• 11 7 / 3'-p 1 I 3" ,_ / 1 0 I I 1_ 3 6 1 o I • 18"x24" �fT D1 S6.0 e "1 �aoae� `.. X i CRAWL 11•oN T 2x4 PONY WALL SPACE ,• � 11 AT HIGH FDN. ACCESS I-123/4"f-1- -� I� •a-f- ILti I f� I� 1 , l II I M 1 134" x 934" LVL 1 3'-9Y4a I1 0rI � I •� ! 18"x18"x10" FTG. 7 of 0 I I�W/1 (2) #4 EW • I-1214"I la I r, TYP. U.N.O. • m SIM. 1 t� , _ 11 0 l,"-1-- 14'4_ x 934" LVL--4---'—iii { 9-3 i---, S6.0 J o I 4418" FTG. EXTENSION, TYP. n 61 1 18"x18" FTG. EXTENSION 1 ~ I / c� 1.Lr-S1HD14 STHD14-1 / 1n START FRMG. �,r N o 56.04 m, 1 _ I ` � Gx8 PT POST, o L-1---- =N SIM. -- ALIGN , :OVE � 1� 1 m 1 —�--oi---- HDUBL---- I I "' -123/4" ,._ ` 4, / 1 I HDUB -- , � - -HDU8 -�, 1 HDU8 P2 ®® 10 I 10 a 5" P21 r S6.0 r I ..k cv 11'-33/2" ,r 2'-2" `--1 IM. SIM. I — --- / ��J SLOPE 1)".1, I TOP OF SLAB -6y}" 13Jf" CONC. SLAB I e--- m TOP OF 8" -121/2"----_____;L., ' -� STEM WALL • hV 4 6-0" / 8'-6y" / CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D FOUNDATION PLAN 1/4"=1'-0" FRENCH 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 LkRev: 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:ROOF FRMG Description Roof Frmg_Plan 4D [limber Member Information )ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I RB.dt RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hen 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 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn 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 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 LLL Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 1 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 ©Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKil Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR -Rev: 580006 Page 1 II 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 4D (1 of 2) [limber Member Information B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 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 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 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 325.00 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 LL■ Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 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 78.9 57.7 12.1 6.8 139.0 17.4 64.9 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 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 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 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4D (2 of 2) _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 4x8 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Truss Joist- Douglas Fr- Lardr,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data U Span ft 6.50 5.00 2.50 3.50 3.50 9.00 6.50 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 60.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 100.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.00 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 LLLLL■ Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.2458 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 10.14 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 3.25 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 330.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 25.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsIl @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 195.00 LL lbs 2,356.25 2,426.55 956.25 446.25 315.00 1,690.56 325.00 Max.DL+LL lbs 3,802.50 3,885.70 1,531.25 857.50 472.50 3,073.89 520.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 195.00 LL lbs 2,356.25 2,688.45 956.25 446.25 315.00 1,179.44 325.00 Max.DL+LL lbs 3,802.50 4,303.30 1,531.25 857.50 472.50 2,256.11 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.014 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 5,756.2 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.023 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 3,453.7 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.036 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 3.250 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 2,158.6 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580008 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:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 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 II_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 ReactionsII @ 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 ! Code Code Code - Suggest Suggest Suggest Lpick Lpick Lick Lick Joist I b 1 d Spa. Ll DL M max V mail. El L fb L iv L TL240 L LL360 L max TL dell. 1 LL deft. L TL360 L LL480 L max TL dell TL def. LL deft. LL deft. size&grade width(in.)'depth(in.), (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) _ (ft.) 1 (in.) 1 (in.) (ft.) (ft.) (ft.) (in. ratio (in.) ratio 1 1 9.5"TJI 110 1.75 9.5 19.2 40 151 2380 1220 1.40E+08 14.71 27.73 15 23r 14.80 14.711 0.661 0A8 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 110! 1.75 9.51 16 40 15! 2380 12201 1.40E+08 16.11 33.27 16.191 15.73 15.731 0.72! 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.75 9.5 12 40 151 2380 12201 1 40E+08 18.61 44.36 17.82117.31 17.311 0.791 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 1101 1.75i 9.5 9.61 40 15 2380 1220 1 40E+08 20.80 55.45 19.19 18.64 18.64. 0.85 0.621 16.77 16.94 1677 0 561 360 0.41 495 _._. . �________,_ �._. .,_ f_______ _______ _ __.________1 __ 4 9.5"TJI 110 1.751 9.5 19.2 40 101 2500 1220. 1.57E+08 15.81 30.50 16.34; 15.37 15.371 0.64 0.511 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.80 17.36 16.34 18.34 0.68 0.54 15.17 14.84 ,,,114.84 0.46 384 0.37 480 9.5"TJI 1101 1.75 9.51 121 40 10 2500 1220 1.57E+08 20.00 48.80 19.11' 17.98 17.981 0.75k 0.60 1 16.69 16.34 16.34 __0.5i1 384 0.41 480 t E t - 9.5"TJ1110� 1.75 9.51 9.6 40 101 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 480 i 9.5"TJI 2101 2.06251 9.51 19.2. 40 101 3000 1330 1.87E+08 17.321 33.25 17.321 16.30 16.30 0.681 0.54 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 1787E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.51 121 40 10 3000 13301 1.87E+08 21.911 53.20 20.261 19.061 19.061 0.79 0.641 17.70 17.32 17.32 0.541_ 384 0.43' 480 --- - 9.5"TJI 210, 2.0625 9.51 9.6' 40 10, 3000 1330r 1.87E+08 24.49 66.50 21.82r 20.53 20.53; 0.861- 0.68 19.06 18.66 18.66 0.58r 384 0.47 480 l . 1 9.5"TJI 2301 2.3125, 9.51 19.2 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.83! 16.831 0.70 0.56 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 16:25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 1330 2.06E+08 23.08 53.20 20.92, 19.69 19.69, 0.821 0.66 18.28 17.89 17.89 0.561 384 0.451 480 9.5"TJI 2301 2.3125 9.51 9.61 40 101 3330 1330! 2.06E+08 25.81 66.50 22.541 21.21 21.21! 0.881 0.71 19.69 19.27 19.27 0.601 384 0.481 480 11.875'TJI 1101 1.75 11.8751 19.21- 40 10 3160 15601 2.67E+08 17.78 39.00 19.501 18.35 17.78 0.67 0.54 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 2,67E+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"TJI 1101 1.751 11.8751 12 40 101 3160 15601 2.67E+08 22.49 62.40 22.811 21.461 21.46 0.891 0.72 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 1101 1.75 11.8751 9.6 40 101 3160 1560! 2.67E+08 25.14, 78.00 24.571 23.12k 23.12! 0.961 0.77 21.46 21.01 21.01 0.661 384 0.53 480 1 1 I 11 11.875"TJI 210 2.0625 11.8751 19.2 40 101 3795 1655; 3.15E+08 19.481 76 --�-- 384 044 480 I � 41.38 20.61 19.39 19.39 0.811 0.65 18.00 17 62 17.62 O.55r 0.44 8 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 18.72 0.59 384 0.47 480 11.875 TJI 210 2.06251 11.875 12 40 101 3795 16551_3.15E+08 24.64_ 66.2024.10 22.68, 22.681. -_ 0.951_ 0.76 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 24.431 24.431 1.02' 0.81 22.68 22.20 22.20 0.691 384 0.55 480 -.... 11.875"TJI 2301 2.3125 11.8751 19.2 40 101 4215 16551 3.47E+08 20.53 41.38 21.28 20.031 20.03 0.83, 0.671 I 18.59 18.20 18.20 0.571 384 0.45 480 11.875"TJI 230 2.3125 11,875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.3125 11.875 121 40 10! 4215 16551 3.47E+08 25.97 66.20 24.89 23.421 23.42; 0.981 0.78 21.74 21.28 21.28 0.671 384 0.53 480 -- ----- --- ------ - 11.875 TJI 230 2 3125 11.875 9 6i__ 40 10 4215 1655 3.47E+08 29 03 82 75 26.81 25.231 25.231 1.05 0.84 23 42 22.93 22 99 0.721- 384 0.57 480 1 1 1 1 11.875"RFP1 4001 2.06251 11.875 19.21 40 10 4315 14801 3.30E+08 20.77 37.00 20.931 19.691 19.691 0.821 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFP1400 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 1901 19.01 0.59 384 048 480 11.875"RFP1 400 2.0625 121 101 14801 1 23.03 23.031 0.96 21.38 20.93 20.93 51 3841 0.52{ 480 11.875"RFPI 400 2.06251 11.875 9.61 40) 101 43151 14801 3.30E+08� 29.381 74.00 26.371 24.81 24.811 1.03 0.831 1 23.03 22.54 22.54 0.701 384 0.56 480 Page 1 D+L+S CTM 14189-Betahny Creek Falls I 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 Buckling FactorDeL+S _ c 0.80,(Consta�> Section 3.7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5Cf b(P) Cf(Fc) 1997 NDS Cb (Vedas) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade NAdth Depth Spacing Height Le/d Vert.Load Hor.Loa <=1.0 Load tg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb ib/ 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 1730 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 0.9966 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 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.08 340.90 340.00 1.00 0.00 0.000 H-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 1,200,000 854 506 968 449.95 395.22 393.85 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 1.15 675 405 800 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 0.9921 3986.7 1.00 1.15 1.1 ,1.05 1.15 875 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 _SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 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 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 654 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 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 0.9957 2091.6 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 Stud 1.5 3.512 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 0 -__ 18 _._ _-_..._.. SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 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 0.2408 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 18 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 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 16 7.7083 16.8 3267 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 19.8 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 1089.25 850.16 531.23 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 1,200,000 854 531 875.438 144.26 139.02 138.41 1.0# 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 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 I LOAD CASE (12-13) (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 Buckfin.Factor D+L+W 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 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <a 1.0 Load tat Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb Po/ in. in. in. ft. ptf Psf Rif (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 1.15 875 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.76 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 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 1.60 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 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840. 449.95 384.87 246.35 0.64 381.37 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 1,366 506 840 449.95 384.87 271.43 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 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95. 384.87 299.05 0.78 180.69 0.394 OFF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 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 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.818 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 1,366 531 761.25 378.09 328.30 214.28 0.65 335.64 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 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 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 1,366 531 761.25 449.95 378.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 294.60 0.78 180.89 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 19.8 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 0.56 146.34 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 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.8 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 0.169 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 1,368 531 761.25 144.26 138.14 17.78 0.13 8664188 0.979 SPF#2 1.5 5.5 18 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 1285 244.40 233.80 108.67 0.46 927.02 0.786 li-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 96.87 0.44 927.02 0.796 Page 1 D+L+W*.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) 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+812 c 0.80(Constant)> Section 3.7.1.5 _ __ Cr KcE 0.30 Constant > Section 3.7.1.5 Cf b Cf c 1997 NOS Cb ades > Section 2.3.10 Bending Corn•. Size Size Re•. Cd Fb Cb Cd Fc E•.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width De•h S•adn• Hei.ht Le/d Vert.Load Hor.Load u 1.0 Load •Plate Cd Fb Cd Fc Cf Cf Cr Fb Fc•er• Fc E Fb' Fc•.r•' Fc• Fce F'c fc fc/F'c Po Sr/ in. In. in. 0. plf psf plf (Fb) Fc •-1 •I •si •si •si •si •I •-i •I •=i •.I Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9844 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1_5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425_ 725 1,200,000 1,366 531 875.436 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 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 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 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 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 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 0.52 152.58 0.114 SPF#2 1.5 5.5 16 8 19.6 3287 8.46 0.5595 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 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 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 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 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 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 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 j0U m <25 N W<1m tml N 200 EEE r EA 00000 000000 �' 800 000 0 00 LL _W r O m N X A P Nm 8 N O M M m N G. 2 l 2 N m m m 2N�" n W P ma 8 n E EE N� o OO m 482 t o O O O O 0 0 0 O O O O C O O C O 828'48; 11882Vtr, '�IRE MRP 12 RINV E ESR R NE NMC N OO mm m m Zm7 N W ON NN N ASN 0 '402:1l O gzt � _NN 00 NN N ��G maD Q7 aD EER Yi M IL6iR2RNN <MNNEM OER OmW En m W 488888 WNN V4P VAR R N .771 m LL (p fcOi 1p1 fmDgyp�p m N wni 0 0 0 y'N O O VN C8 4 YN tNV V' V.�W W m W mW W Y V O O y m N m N 1Ym N 68 LL t3:3%%m m V 1. m a 2 E A 0 2 0 'm N- U n p m m m m m m 222222 AAA m m m 1L 1 ��pp - ILL - nN RR 0mm N NRR MI 000 W N W N EE N U`% IL 6 �- N lV N N N N NN 000000 000000 000 V(j 0 00 888888 000000 000 000 8 88 zo F wSSSoN SNNSN o 000888 N :78 W 0 LL_WW 6m mOm M tmf Mnq- amD a� 1�nnr•r`r 6000000 NNtmVNNN 000 NAR Y O< IL m J LL m m 0 0 m�'b 0 m m m m b b m b m mm m m m m b E2 W d m mmmmmm mmmmmm mmm mmm m mm o ' Mi6E222222 000 000 LL LL 6 on S ?IF 0 -�v 0000000 0°0000 0000 000 00 00 m v'U LL Y e o m m W W o V V M m -Y �3.rn 01 1 4 immV S o mmm m ^m 0 0 (",;7, W .T N. N N N N N N f t7 M Nl N N N N N .J ii; m c-J m o 0m 0 0 00 0m 00 0 Qv 000000 000000 000 0 0 0 O 0. z -�m m a a m e v$2$ m r o m a$ e m ao av YYY Y e YY = m O E E E g E N V N P m mIN M wNi n N m 0 P N W o = n J � m 0 m m 0 O N wmi^1 N N N i.;;;;;; 0 m m Y Y r-no wiN ` m m CLWPAA q t0 m W m m m O W 2'2 °- zj U t ti „7.,s2 amAAAW C m m N m m 0 0 N m m m m f0 'Im m m LL m m ea• m mz cQJ�Z o.-0000000000 000 mmm M mm tSo -100 U N N N N N N N 0 N N 0 0 u v v #g O y R u F LL LLLL LL LL as LLaa S LL LLLL aaa a aLL U N iI±±IS 0Nmmmjm 2=S NNN N m1t D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-18) I (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 D+L+S+E11.4 c 0.80(Constant)> Sec0on 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(F b) 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 Max.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ss 1.0 Load ifg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fce Pc fc fc/F'c fb Po/ in. In. In. ft. p8 psf plf (Fb) (Fc) psi psi pal psi psi psi psi psi psi psi psi Fb"(1-fclFce) H-F Stud 1.5 3.5 18 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 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 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 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 311.11 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 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7063 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 1,386 531 875.438 378.09 336.17 253.97 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 1,366 531 875.438 378.08 336.17 268.57 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 1.15 675 425 725 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 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 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 1.60 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 1.15 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 92 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3267.1 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 58.10 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 0.82 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 0.58 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 0.52 494.83 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 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 1644.5 226.94 220.14 152.73 0.69'340.83 0.513 Page 1 ail I MO Nickerson St. Suite 302 * *Mr Seattle,WA 93109 Project * - - .- - Date: (206)294-4612 Mk, cueut Page Number: WS)283-0111 esSasss, g'00C. Par Rs A ( 150r;* ti11014 ar, Kay. (trokg) Ft tow, loco 6410(4a1s I eV 24. 47-n*- /kit> fkf* -5121 44220 /44 ri) 70-o-64 st, 30.>psr 7E' tor'- ZIVIAqr ii)fitatr- 170 ie sitt el5W 2AK):;-.4.5-4Kits e ofc, .413- p„, 2:70 ktoix, I.rt7- 14;049PX 2.PAIX " 2.*? 13e seem Mj 4.0* Structural Engineers 180 Nickerson St ® E iV G l N E E R i PI G Sane 3(12 t N C, w' Seattle,WA Project: 1 4 6) y . Date: 9810 285-4512 Client: _ S).144 P404141 4--3°/1191,e9,- . Page Number: (206)285-0618 L.i .. 1415 ort SGS "` lititt4.4 goid . L . („5r? ) 7.7p t42 LING` 100 1 rti- Gd v t oto rrilt3 . i i r- 4 ►` _ S `. 3.) , z ) -- fe f9 .. ts trifi,e 174,44v r 14- - 4; X- ---40.- i . ,.. Wird-.._ ' � 1 2 � v 16, usik2 1 ,610k., 00.1. t o- t ,„..,./0441. 4a �= Wf S 194) 11,6n. 16.E ,r.. 8TtAft0"-szvc---$1iftxtlft Structural Engineers • 180 Nickerson St. C T ENGINEERING Suite 302 I• N C Seattle,WA 98109 Project Iit'ltk Sia_ -> 'W� ez,065 • ® G Date: 2,011. oe• (206)285-4512 2012 / '028 �d/1"Vlls FAX: Client: [ Page Number: (206)285-0618 3 iin . i , , 2,„, : . , . . 3,1c : , , . . , . .. ,_,„ I 1TE1T p... .b•- t 1_'1•(0Z S 5 -*--- • . . Ill' 4"r': : - : tri,.4.',". ' ,an... 15-17- ' -1) ; : : "-! ' 2 - -_ 6 iia izlf XI l) a , . �� ` ztl- 4 `nt �} X t <. _ .. .. �Lr� - 4S 4z4- , , 1 , i 3 t- 4 . - 7U t.?.1.0' 7'7...._ Li,: Z" j , , _ ` I 41-41 5 4;, '� ttf5�c iii _ 2 ,r� w Q T• /' • , AMX Structural Engineers ] 4QfroS 4-,3.6,4-, 1 5 • Design Maps Summary Report Page 1 of 1 al Design Maps Summary Report User-Specified Input Building Code Reference Document 2012International 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" zo Risk Category I/II/III -,ic,;:' ‘•'•-, 1,,,'-:*.t'l :14„,, „,,,1.,..„.„.J.-tt.-;..-If '‘,.,.''',..'s-4-.'",. ;,.'-' ''.--1:-:-;'!4. ' .'",,,,,/' ‘:'‘4,.'''''''''',.-'41.4., ,,%:7,:::' 14,:, N 1Fb.r • luxe I _ , 'am . kiQ. / /� 'G� �:- ? „� I's"ih ..t."..,. ®. +'`3°"„„" 'v Cr" 3 '€taw 3 -y6r atm _ ,, 3 / _.'41°' /, . y/ � k iv . --- �i`�,::. i iii/ � f,� - data USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g S„1 = 0.667 g S°1 = 0.445 g For information on how the SS and S1 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. aiiit MCE*Response Spectrum Design Response Spectrum 3.10i.� O,IIt1 222 0,11 0.8Q 0;04 0.44200 S 0.40 27/ A 0.05 0.32 0.#7 0240.27 6.3.5 COtat0,11 ' 0,00 0.006.20 0. 0 COO.20 1.661,20 1, t# 5,.56 1.20 2,..000, 0. 0 i0 0.ttl 0.80 5. 5>20 SAfl LID 120 2 t Period,I(c* P+ {tx#Ct 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 nota 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 4D 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.= 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 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.usgs.q ov/research/hazma ps/ htto://earthquake.usqs.qov/designmaps/us/aoDlication.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 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMS= F„*S1 SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 5D1= 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:Pian 4D SDS= 0.78 hn = 19.00(ft) Sol= 0.50 x = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1 I(T*(R/IE)) (for T<T L) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD1* RZ*(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 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if SI>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,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hxk 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 F1 w, E w, F = EF;=wp, 0.4*SDS*IE*Wp 0.2*SDs*IE WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F,,,, 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 4D NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31,001 31.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.00 25.00 ft. - -- Building Width= 22.0 50.0ft. V u/t. Wind Speed 3 Be,Gust= 120' 120 mph Figure 1609 Fig. 26.5-1A thru C Vasd. Wind Speed 3Sec.Gust=irE 93^ U mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable i Gable Ps3SA= 25.7 25.7;psf Figure 28.6-1 Ps3o s= 17.6 17.6';psf Figure 28.6-1 Ps30 c= 20.4 20.4 psf Figure 28.6-1 Ps3o o= 14.0 14.0 psf Figure 28.6-1 A= 1.00' 1.00; Figure 28.6-1 Krt= 1.00,1 1.00 Section 26.8 windward/lee= 1.00' 1.00(Single Family Home) X Kn•I : 1 1 ps=A•Kzt•I•Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pss= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Ps c= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A ane c average= 23.1 23.1 psf (LRFD) PS B and D average= 15.8 15.8 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 0.50' 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 A0 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) 31.00 12.0 0 144 0 120 0 72 0 228 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 5.6 8.0 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 561 AF= 975 9.0 15.6 V(n-s)= 11.13 V(e-w)= 19.09 _ klps(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 4D 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(NS)(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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.000.00 0.00: 0.00 626 6.26 8.79 8.79 2nd 8.00 11.00 11.00 0.00 0.00 0.00 0.00 4.87 11.13 1029 19.09 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns). 11.13 V(e-w)= 19.09 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) Vi(E-W) V(E-W) Roof 8 11 11 6.26 6.26 8.79 8.79 3.76 3.76 5.28 5.28 2nd 11 0 0 4.87 11.13 10.29 19.09 2.92 6.68 6.18 11.45 1st(base) 0 0 0 V(ns)= 11.13 V(e-w)= 19.09 V(ns) 6.68 V(e-w)= 11.45 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 4.3A CT PROJECT#: CT# 14189: Plan 4D 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) — 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"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 4D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueu n OTM RoTM Unet Ueum Us„m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (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 0.98 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.86 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 0.90 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.17 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 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 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 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 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. 3.76 0.00 2.73 0.00 EVwlnd 3.76 EV EQ 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 4D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.92 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 klps Sum Wind N-S V i= 6.68 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2006 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 LDL eff C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet Usum OTM ROTM Unet Us= Usum 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 63 3.5 8.0 1.00 0.15 0.17 0.22 0.11 0,16 1.00 0.78 99 P6TN P6TN 110 2.41 1.04 0.49 -0.09 3.45 1.26 0.77 0.12 0.12 Ext. left 2 90 5.0 8.0 1.00 0.15 0.24 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 109 3.45 1.49 0.45 0.45 4.92 1.80 0.72 0.72 0.72 Ext. left 3 397 22.0 24.0 1.00 0.15 1.05 1.36 0.70 0.98 1.00 1.00 77 P6TN P6TN 110 15.17 19.60 -0.21 -0.78 21.69 23.76 -0.10 -0.75 -0.75 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.15 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 71 2.23 4.55 -0.54 -1.21 3.19 5.51 -0.54 -1.31 -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 1.31 1.68 0.87 1.22 1.00 1.00 50 P6TN P6TN 71 18.80 34.30 -0.37 -1.05 26.88 41.58 -0.36 -1.13 -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 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 2.92 3.76 1.94 2.73 1.00 EVv;„d 6.68 EVEQ 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 4D Diaph.Level: Roof Panel Height r 8 ft. Seismic V I= 2.73 klps Design Wind E-W V i= 5.28 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V I= 5.28 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 v i Type Type v i OTM RoTM Unet Usum OTM RorM Unet Vsum 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 6.9 12.9 1.00 0.15 1.48 0.00 0.77 0.00 1.00 1.00 111 P6TN P6 214 6.14 3.32 0.45 0.45 11.85 4.02 1.25 1.25 1.25 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 6.6 9.1 1.00 0.15 1.16 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 176 4.80 2.22 0.44 0.44 9.26 2.69 1.11 1.11 1.11 - - 0 0,0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 2.64 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 188 10.94 11.43 -0.04 -0.04 21.10 13.86 0.54 0.54 0.54 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 27.5 27.5=L eff. 5.28 0.00 2.73 0.00 EV»;nd 5.28 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 4D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 1.94 kips Design Wind E-W V i= 6.18 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind E-W V I= 11.45 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (pIf) (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 0.45 0.00 0.00 0.00 1.25 1.25 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.44 0.00 0.00 0.00 1.11 1.11 0 + 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 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* 188 6.5 8.0 1.00 0.35' 1.06 1.86 0.33 0.96 1.00 1.00 199 P6 P4 448 11.62 4.50 1.22 1.22 26.20 5.46 3.56 3.56 3.56 Front entry, 86 2.8 4.0 1.00 0.35' 0.48 0.79 0.15 0.41 1.00 0.61 332 P4 P4 461 5.02 0.95 1.95 1.95 11.41 1.16 4.92 4.92 4.92 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 3.79 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 271 10.75 7.28 0.26 0.26 34.14 8.82 1.90 1.90 1.90 0 0.0 0.0 1.00 0.00'! 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 "0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 -0.04 0.00 0.00 0.00 0.54 0.54 Ext 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 4.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.28 0.88 0.09 0.46 1.00 0.44 611 2P4 P3 581 4.89 0.82 3.08 3.06 10.45 0.99 7.09 7.09 7.09 GAR ABWP 100 4.0 11.0 1.00 0.15' 0.56 1.76 0.18 0.91 1.00 0.89 306 P4 P3 581 9.78 1.63 2.44 2.44 20.90 1.98 5.68 5.68 5.68 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 4.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1099 29.3 29.3=Leff. 6.18 5.28 1.94 2.73 EViwnd 11.46 EVEQ 4.67 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 4D 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= 1480.0 pounds V1 w= 740.0 pounds V3 w= 740.0 pounds > v hdr eq= 59.6 plf -00 •H head = v hdr w= 114.6 plf 1.083 i Fdragl eq= 179 F2 eq= 179 A Fdrag1 w= ,4 F2 -- 344 H pier= v1 eq= 111.3 plf v3 eq= 111.3 plf P6TN E.Q. 5.0 v1 w= 214.0 plf v3 w= 214.0 plf P6 WIND feet Htotal = 2w/h = 1 2w/h = 1 8.083 . Fdrag3 eq= • F4 e•- 179 feet A Fdrag3 w= 344 F4 w= 344 2w/h = 1 H sill= v sill eq= 59.6 p/f P6TN mudsill 2.0 EQ Wind v sill w= 114.6 plf P6TN mudsill feet OTM 6224 11963 R OTM 11261 8341 v v UPLIFT -433 312 UP sum -433 312 H/L Ratios: L1= 3.5 L2= 6.0 L3= 3.5 Htotal/L= 0.63 41 0 1 01 0 Hpier/L1= 1.45 Hpier/L3= 1.45 L total = 12.9 feet JOB#: CT# 14189:Plan 4D ID: Front Upper BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq= 334.4 pounds V3 eq = 265.6 pounds V w= 1160.0 pounds V1 w= 646.5 pounds V3 w= 513.5 pounds -_I,.. . v hdr eq= 66.1 plf ► •H head= v hdr w= 127.7 plf 1.083 ii Fdragl eq= 147 F2 eq= 117 Fdrag1 w= =5 F2 - 226 H pier= v1 eq= 118.0 plf v3 eq = 118.0 plf P6TN E.Q. 3.0 v1 w= 228.2 plf v3 w= 228.2 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= ' F4 e•- 117 feet ' Fdrag3 w= 285 F4 w= 226 2w/h = 1 H sill= v sill eq= 66.1 plf P6TN mudsill 4.0 EQ Wind v sill w= 127.7 plf P6TN mudsill feet OTM 4850 9376 R OTM 5569 4125 UPLIFT -88 642 UP sum -88 642 H/L Ratios: L1= 2.8 1 L2= 4.0 11,1L3= 2.3 Htotal/L= 0.89 it Hpier/L1= 1.06 Hpier/L3= 1.33 L total = 9.1 feet JOB#:CT#14189:Plan 4D ID:Rear UpperBR23` Roof Level wd1= 150. plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 2640.0 pounds V1 w= 806.7 pounds V3 w= 1026.5 pounds V5 w= 806.7 pounds v hdr eq= 68.5 plf H1 head='1` vhdr= 131.9 plf H5 head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq=83.7 1.083 A Fdragl w= 1.3 Fdragl 205.2 Fdrag5 w= .5.2 Fdra.•w= 161.3 A H1 pier= vl eq= 114.1 plf v3eq= 114.1 plf v5eq= 114.1 H5 pier= 5.0 v1 w= 219.8 pH v3 w= 219.8 plf v5 w= 219.81 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= ;.. Fd.•._- 106.5 feet A Fdragl w= 161.2649 Fdragl w=205.2 Fdrag7eq= I•.5 Fdrag;-• 83.7 V P6TN E.Q. Fdrag7w=205.2 Fdragew= 161.3 A PS WIND vsill eq= 68.5 p/f H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 131.9 plf H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 21339.1 feet R OTM 13275 16216 V UPLIFT -122 284 V Up above 0 0 Up Sum -122 284 H/L Ratios: L1='d 3.7 L2= ` 4.0 L3= 4.7 L4= 4.0 L5= 3.7 HtotaUL= 0.40 ► I ►1 ►11 ►1 ► Hpier/L1= 1.36 Hpier/L3= 1.07 < L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction 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) Shearl•-'1(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 Loadingla,t,,c'd) (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 2'to 18'rough width of opening for single or double portal jper wind design min 1000 Ibf on both sides of opening _ opposite side of sheathing t Pony ,',., wall • height • t eti Fasten top plate to header `s with two rows of 16d • - sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •Ir galvanized box nails at 3"grid pattern as shown /panel sheathing max total A k. Header to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges I. shall occur over and be 10' ;.. Min.double 2x4 framing covered with min 3/8" nailed to common blocking max ..r.. thick wood structural panel sheathing with -•"• ` within middle 24"of portal • height • j, 8d common or galvanized box nails at 3"o.c. •'`I. " height.One row of 3"o.c. E in all framing(studs,blocking,and sills)typ. I I. nailing is required in each panel edge. •:, r 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 and jack stud).Number of _ - —Min reinforcing of foundation,one#4 bar t,_ I jack studs per IRC tables . top and bottom of footing.Lap bars 15"min. k502.5(1)&(2). i • T t 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 installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 0 2014 APA-The Engineered Wood Association BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Designed by: kamibH Job: 4A6 CD 9 Client: POLYGON Checked by: Input Data Check'of 7114"x 16"30 2,IE:Balanced Layup-APA IJC-SP, , LeftCantilever: None Main Span: 16'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow. LL Deflection:0360 Allow.TL Deflection:0240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Casey Load ;if- Distance(s)"to� . cad Load at,-, Load at Type _ :Start„,";. . Lem. Startlend a ft; ft ?..:. Plf • , ,, ,w pif it- Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks ReactionBending X Shear L:Defib it Deft Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 1fi 69 bi 50 il 88? 68 is Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing $upport L>Q� Mmn BeariE Reaction ,.w f __: 'Ymn 0.... f ib 0' " 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 90 %. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 ten• lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-333_UPPER Fax 916/676-1909 POLYGON 4D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42899364 thru R42899371 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. X0,0 PRppes CNGI EF 1 sem°* 87022PE - � N '4,,, OREGON rt' ,,41./C� ks4'18ER ..0 ' EXPIRES:06/30/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4D R42899364 PL14-333_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014 Page 1 ID:Fz9QzgfDnrrltgjap2TkUzyPYh_-g,aRV3rllB6MtQF6nDjA3VHglu4ZOnlUpGGeZiyaOTZ I 1-8-0 1 3x4 I I 2 3x4= 3 3x4 II Scale=1:8.7 + i p • 5.1111. 3x6= 3x6= 3-10-0 I 3-10-0 Plate Offsets(X,Y)— f1:Edne,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006ITPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 24=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) PROp- "R1/4 -13 5 ��C'i)NE firs' t� 87022PE A), °REG®N Vic' fit/ "Pb© ''liBER Heck EXPIRES:06/30/2015 September 26,2014 A WftiWIMl-Yer/tydello rararsxtersand REAZ hO7ESCfd7FP:SAteIMTLI/SEDMIRK REFERENCE PAGE MITT 7473rrc1;/29/2010S REUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. �k Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■e- - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtterla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 1f Southern Ape SP}lumber is specified,Hrtws esige u are is osa eittesthae 06/111/201:3 f A:tsc Job Truss Truss Type Qty Ply POLYGON 4D R42899365 PL14-333 UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530$Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:45 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-CoO3Hjg7_t_VFGgwDWCxXikb?Ue4HEXKaCW51 GyaOTa 1 1-0-0 1 1 1-2-4 II 1-2-0 10. 1 Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 w_ww_wr..s�www -t d ei 6 thlWAN p ri e-.A a 16\1 I I I I rii=FAN p 111/ 111 II p 1144 h ill 1 p 114 i i N 1,7, 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12t4;-11%-7-0 -41 21-9-12 I 7-9-12I b-7-o b-7-0 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edae1,129:0-1-8,Edael LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-20=-1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. flJ PR Q, . The design/selection of such connection device(s)is the responsibility of others. GINE '� '6/ CJ N 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '\ O 44 LOAD CASE(S) Standard c 870 2PE 17 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=-5,1-22=-50 n• Concentrated Loads(Ib) . Nfi / t` Vert 36=-468(F) .y A0 ()REGO ep q((/ '0 �M8ER 1\ US A. HARP EXPIRES:06/30/2015 September 26,2014 ®w. /T. ..6es rduyurumxr4tinat,4REALN.1SONBCS AND iTKLUEDMUM REFETENi.EPAGE(4717473mc1'/24%214BffGE)SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillity of the ■��T�'R`r erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Ptrre ISM lumber it specified,the design values ere those effective D6/8#3/244LL5 by AMSC Job Truss Truss Type Qty Ply POLYGON 4D R42899386 PL14-333_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8A7piOrNVWEDVaplLxEPcjpv7HIRI60d2w?B58ya0TY 1 2-0-0 1 2-0-0 I I 2-0-0 1 1-5-4 11 1-2-0 I I 1-8-8 I I 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 tx N D \ / e a \ 9 / e N 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 17-9-12 x-41 21-9-12 I 7-9-12 b-7-0 5-7-0 I 12-10-0 Plate Offsets(X,V)- 16:0-1-8,Edge1,(20:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,34=3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4 -R�o PR Opp_ 870 2PE 7 '0), OREGON 2d 4� °06 ��8ER1� A. Heck EXPIRES:06/30/2015 September 26,2014 a t ®KAMIMI-Year designprow txrsand READ MTES ONMIS AND I7K1MEGMIMIC REFE8EMIPAGE'MU-7473rex1,'29120114a.R^FUSE � -r Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Sauntser Pine(SP) v .tumais .xified.tv tgn:*Mueu are these o 06#01,/lO1.s fsyMSC Job Truss Truss Type Qty Ply POLYGON 4D R42899367 PL14-333_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDntT1 tgjap2TkUzyPYh_cNhtBwks0HoM47kOVueme8wM6nhtZUbXmGalldbya0TX I 2-6-0 I 1 1-4-0 I I 1-2-0 11 1-0-12 1 Scale=1:33.7 1.553 II 3x8 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 '93i I 1 y00,000.........- e _ 1• 15 14 13 12 1 354 = 358= 3x4= 3x4= 3x8= 354= 9-9-8 10-6-0 1 9-1-0 9-818 10-481 1 19-3-12 I 9-1-0 0--8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edgel,114:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC20061FP12002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4kt0 PRppFss W•� .q.- fi,9 4 ., >2 8 $ 2P'E r N / , N '0,, REGQ ti,ate. 16 ` lfgE`R 1\ r; ` A. NEP EXPIRES:06/302015 September 26,2014 i I ®itifrFfT.T`..b df yr design parametArs;Ad READ MIS ON ME AND MECO(417EK REFEREPAT PAGE 11727473ret.1,'29121=b8 USE . Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building componentNI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theA -T� • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (X1 R - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdleda,DSS-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Ssunfserrs Pirie(SP)lumbar is specified, 06/01/201 theta Job Truss Truss Type Qty Ply POLYGON 4D I, R42899368 PL14-333_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 I D:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-cNhBwksoloM47kOVueme8wM6whgDUcemGal ldbyaoTX 2-6-0 2-5-4 II 1-2-0 II 1-3-4 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 .70.1011,4444,44444,44444,\111111111111111111111111111 -.1 = IpP111111111."- 114 13 12 11 10 3x4= 3x8= 1.5x3 I I 3x4= 3x8= 3x4= 8-11-12 7-9-12 F-4-121 9-1-4 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-a Plate Offsets(X,Y)- 14:0-1-8,Edoe1.112:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard cO PROte, tiNG(N �9 /©2 87022€, �r a 4>,R GGN M$ER4, tS A. HER EXPIRES:06/30/2015 September 26,2014 4 4 A difMN116-Verify designparametorsand READ WITS 0HFNfS AND iNaiZEDMITERRREFEREMIPAGEMIL7473;ex1,329/201491FC6EUSE Design void for use only with MTek connectors.This design is based only upon parameters shown,and S for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 19 Sauthern Plane PP)-lumber is:specified,the design values arethese sttfuvtiue OGIOS/2411.3 byALSC • Job Truss Truss Type Qty Ply POLYGON 4D R42899369 PL14-333_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_4ZFZ74te26UxktzhSMHth8vGx51 pD7QwVDUTA1 yaOTW I 2-6-0 I I 2-5-4 I I 1-2-0 1 1 1-0-0 1 Scale=1:22.1 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 0 o a el,. � N e s oe ee 1� 11 10 93x4= 410 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 1 8+12 I8- 11-12 I 12-8-12 I 7-9-12 0-7-0 0-7-00-1-8 3-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edge1,19:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=-1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'tW". PRQF�`cd' ��c"INEfi�i' �Q29 `r 87022P'E c" N �Al>, OREG N q,„14/ 418ER 4, as A. NORA EXPIRES:06/30/2015 September 26,2014 i 6 H'4fffs FS-Vertydxo/gn puasmu ers arta READ hORT 0'I THIS AND MaLZED MIRK ff5FEREM E PAGE MIT 7413 mc.f/Zf/ZIP4 BEFOOELSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ire � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSesrttrernPine(SP)harbor tn metifitrat the design values ar Miele effect-are r6/00/201,3tar ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899370 PL14-333_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID.Fz9QzgfDn[T1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8vlx5?4D2_wVDUTA1 yaOTW I 2-6-0 I 1 1-1-8 I I 1-2-0 I I 1-0-12 1 Scale=1:33.3 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 I av1 / e �e e� \ e \ _ I� 6 e e 111 16 15 14 13 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-p10 10-2-01 1 19-1A I 8-10-8 0.y-8 '0.7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— f13:0-1-8,Edgel,)14:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress lncr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,45=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �R,, .5 PRpFe G NSI � fug 87022PE /` ? co n 'fly, OREGO ti4©to �C' `'4,./BER 4a r " A. Het"� EXPIRES:06/30/2015 September 26,2014 t I ®t RRNLIS-Vear Align;,a amc €s eoi READ aIC?ES ON THf8AN0 Z'R2L EU Mira REFERENCE PAGE€)1)-7473 ret 1/2/202 BEMELf£ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Piave(SP)lumbar it spec ite4 the design mattes ere them ettextiue Wm/2w 3 byrALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899371 PL14-333_UPPER FMB Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDn4T11gjap2TkUzyPYh_-YIpyKQuGpQcoM1 Yt03o6ELRSJVMpyWy3ktEsiTyaoTV 1 2-0-0 I 1 1-10-0 ii 1-2-0 ii 1-0-12 1 2-6-0 I I 2-6-0 I 2-6-0 I Scale:3/6"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 /`7 \ 8 9 a` 10 e•' ! s ! - -11 - 4444444444% - if5; e 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8 = 3x4= I 8-2-8 I8-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)- (13:0-1-8,Edgel.114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �c�� P R QpFs 61/04+4 II 2 87022PE / 1%'..,,,OREGO tiq©u Os, A H P EXPIRES:06/30/2015 September 26,2014 6 t A dN�-Year MIXED MIMIC �fP7>x3€ewl'%9J2LiSfErd9£J�? _mI0 Design valid for use only with Welt connectors.This design is based only upon parameters shown,and is for an individual building component. �~ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e��Fe * erector.-Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYt F fabrication.quality control storage,delivery,erection and bracing,consult ANSI/TPtl Qualify Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312, fi Alexandria,VA 22314. Citrus He' I(Southern Pine(sat)tures is stsecited,tire.deaige aafzcees are 111041E effeatnre O5ftU,/a5s 5 byALS+L Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. 11.40k Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/1 6' wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I obracing should be considered. O 3. Netack ver exceedmaterials theon design inadequately loadingbraced shown andtrusses. never I � s U O 1611PAY12111P#1 U a_ a Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 8 cz 7 cs e O 4.F- designer,erection supervisor,property owner and plates 0-'Ii ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. shall Unlesnot exces ed 19%at moisturese noted, .lmber time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that iA Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■M reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. OM tb 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. mile BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013