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Specifications
S--00 ` f 3 7/Z Sly /?2 ENG IN EE R IN G CT Structural Engineers 180 Nickerson Street Suite 302 Seattle. AA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) #15238 RECEIVED Structural Calculations DEC 3 0 2015 CITY OF TICAR7 River Terrace BUILBIN DIVISION O PRO Plan 7 ����F,�GINFS' o 60 Elevation B " r Tigard, OR ti R22 �� S T. G�\F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120 ULT ; 93 ASD ; Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: M ilbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard,Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 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 16 RB.bl GABLEIEND TRUSS RB I MIN. HDR MIN. HDR I I 19 I I 59.1 I I I I I I I I 19 I S9.1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I ROOF TRUSSESIAT 24" O.C. TIP. I I I I I I I _J I I GABLE WEB Lr I I I I I I I I I I I I I I 1 I I I I I I o I 122'x3C 020' I y I I x I I ATTII �.q I ACCESS I CQ 20 I I I 20 I I I S9.1 I ro = I A I I N I I x I I �f cQ I I F- z I 1 19 I I I I I 59.1 I I I I I I I I o I I I A = I I I MIN. H R I IGABLE WEB ----- -- ----RB.b3----------- I LMZlIN/�HDRIN HDR I MIN. HDR MIN. HDR j GABLEIEND TRUSSI ----- ----- ------1RB.b4.-..... - -----1 16 SCISSOR/BOTTOM CORD TRUSS B 59.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = l'-0" (11x!7) PLAN 711 ROOF FRAMING PLAN 1/4"-1'-0" AMERICAN MODERN MST48 MST48 P4 Z� z a WASHER PBTN ENTIRE SIDE ENTIRE P6TN SIDE o o MST37 jMST37 P3 51.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=V-0" AMERICAN MODERN 19 18 P3 59.1 P3 18 S � -\ ------------------------------- -- 6.1 GABLE-E- TRUSS / 1 / B.bl CONT.14x12 HDR / 1 STHD14 i STHD14 I I I I ROOF TRUSSES IAT 24" O.C. TYP. I V) V z I I I J Z D I I I Q 0 1 _________________5Y x1--- BEAM------B-b?_------ I � Q LJ I��--------------------Uzi 1 Q LL w I =Lu Q � O Jp x W J 14" FLOOR TRUSSES ® 19.2" O.C. TYP. > LL. 4 4 w J S9.0 I 59.0 ; -lUY2 16'-3' 3-1U12 W18 6 15 18 ` 56.1 P3 D7 56.0 _ P3 56.1 - --------------------I----------->t STH014 I STHD1 I Z w I I 1 < o 7t I I 3W CONC. SLAB I 1 ^ U OVER 4" FREE DRAINAGE MATERIAL I W 1 OVER COMPACTED FILL I I Q ! I I x —L 1 I I --- ei •-+ VERIFY GARAGE SLAB HEIGHT w I I Z 12 1 WITH GRADING PLAN a o 1 0 5 1 ! o I 15 - � I D1 14 I ! 18'-0y2" 3'-11}21 ! 14 56.0 c i I I 9-0" n I 1 I 1 I 1 I 10 2 FURN. I VARIES MIN. D7 I I C�C+• -14" i SIM. S6.0 D7 3"STEMMWAOP 0 ABOVE o 1 s PA110 SLAB I 1 D2 SLOPE _ I I -12Y4" QP4STHD14_ 2"DN I 56.0 iI STHD14 4_Y4 ^ 3'-9, ' j 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE ABU66 -7" I I AT HIGH FDN. rPACE ACCESS - I a _ I 3 6 1 I I I a ill r F 1 D7 56.0 E- ------------------- 1 L J O 1 18x36"x10" FOOTING II i 8 SII m 1 -3 (2) #4. (3) #4 I 1 n P6 n N A1O _"� 1 1 I I ENTIRE 1 L J ! 1�"x 9Yz_LVL 1 I 1 P6 SIDE ml ! _ I r- ---- + I CENTER U WALL m I I I Dt 17 I ! S6.O 1 g'-8)/4" I I I 7 I ! I 16 t 30"x30"x10" I ! 7 56.0 IFINISHED FLOOR 56.O 1 FOOTING W1 3 4 EA. WAY I I I 1n = U 1 I ! I Y ------ , ! t a P.T. 4x4 POST I t r TYP. U. 0. I ! CRAWL S I I 1 DRAINAGI I t L 'J I I CONNECT t 9X2" )-JOISTS AT 19.2" O.C. I 1 FOOTING ! TYPICAL ! ALLOW P 1 1 t ^\ 1 DRAINAGI I ! 1 I -12Ya" 1 I 11"-7y" j14'-434' I N I I I ! t 1 9-SY" I I 1 L J I 1'- I .............t..... 1 I I 134" x 9X2" LVL -� 30"x30"x10" 1 1 I I I -------------- i I I FOOTING W1 I ! 11 I I I n I I (3) #4 EA. WAY 18"x18"x10" FTG. I -12Yi" S13 I 1 1 W/TYP. U. N.O. L---- I 6x6 P.T. POST I 1 I 1 L J 10 & I I IV x 9X2" LVL -- -- --- zl�? 2x4 PONY ----- --------- --� 1 I WALL ! 1 I 10 & 6.1 - ------- -----I v TART FRMG.11 !SIM. S6.0 D7 SIM. -3" �� 56.0 & 6 SIMJ 5• I I - 1 -------- ---- n � - ----J11 1 D7 56.0 I ' --- ----------------- ------ I' ! ! �I STHD14 2P3 STHD14 7 1 16'-63/2* 9'-5}/2" of Dl .311* CONC. .SLAB -6Yz" TOP OF SLAB I I 1 0 SLOPE 1Yz" -12�" TOP OF 8" I; ---------- ---- ------I L - ------------ -------------------- -------- - 7 16 Y ABU44 1 DI 56.0 ABU44 1�-2}�" 6'_0• 1 ABU44 —7 3Y2• 8._5. 3y2" Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613.ecw:ROOF FRAMING Description 26138 ROOF FRAMING Timber Member Information RB.bl RB.b2 RB.b3 RBAA RB.b5 RB.b6 RB.b7 Timber Section 2-2X4 2-2x8 2-2x4 2-2X4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length it 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fr,No.2 Ran Fr,N0.2 Hen Fir,No.2 Hein Fir,No.2 Hen Fr,No.2 Han Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 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 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Itis 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL Itis 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL Itis 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 L/Defl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 L/Defl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 L/Defl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TVP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK tv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL DO in -0.027 L/Defl Ratio 2,558.5 Center LL DO in -0.072 L/Defl Ratio 959.5 Center Total DO in -0.099 Location ft 2.875 L/Defl Ratio 697.8 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 58o006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Timber m _2613.wmi'loor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member information B.b1 B.b2 B.b3 B.b9 B.b5 B.b6 B.b7 Timber Section 4x10 5.5X14 UG LVL'1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 14.000 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length It 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevei,ISL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hein Fir,14o.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 L/Defl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.267 -0.004 -0.014 -0.444 -0.027 -0.043 L/Defl Ratio 480.9 989.9 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Deft in -0.639 -0.600 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 5130006 Page 1 User: Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecwYloor Framing Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.bll B.b12 B.b13 B.b14 Timber Section 2-2xB 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Rem Fr,Nae Hem Fir,No.2 Douglas Fir- Han Fr,No.2 Flern Fr,No.2 Flan Fr,No.2 Han Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data MEN Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start it End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 L/Defl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 L/Defl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 L/Defl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4210 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hent Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 L/Defl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 L/Defl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 L/Defl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS I I Code ---------- gc_qe Suggest Suggest SuggeSt Lick i�k _ __L _ _�pL __�pjq�__�p ------- L M max V max! El L ib ---l7W-T-T L--2-4-0 I L LL360 L max TL def! LL dell. L TL360 L LL480 L max LL dell. LL defl. ...................................................... in. (psQ (psQ 1 (ft-lbs) (psi) � (psi) (ft.) (ft.) (ft.) (ft.) in. (It.) (ft.) (f ) size&grade width in, depth(in,at ratio in. ratio ------- ------9.5 TJI 110 1.75 --mi----�w-----1-6 ----- o---imo'-tiog--------- ji -------0.-48---------1-3.-31----------13.4-5 13.31 --0-.32-----4-95 I.--t----------- I -1-1-..........I I- -- ---------- 9.5'TJI 110-------1.76 -------9.5 16 40 15 2380 1220 1.4011+08 16.11 33.27 16.191 15.73 115.73� 0.72 0.52 14.14 14.29 14 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E,08 18.61 44.36 17,82 17.31 17.311 0.79 0.58 15.57 15.73 15 ..........0.52 360 0.38 495 .......... .................................. 9.5"TJI 1.751 9.5. 9. 3 55.45 1 9.19 16.77 0.1 495 _110--- ....... .....6] 40 15____2 801 12201 1.40E+08 20.80 .I I 1..1.-I I - - _9.85 0.621 16.77 16.94 ... i6i 360 0.41 -------------------- ----------------- i L -------- ---I------ -----------I-------- ............ --------- ....... 9.5"Til 110 1.751 9.61-19.2 401 10 25001 12201 1.57E+081 15.81 30.50 16.34: 15.371 15.37, 0.641 0.511 1 14.271 13.97 13.97 6.44 384 0.351 06 9.5"TJI 110 1.75 9,5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 ...... TJI 1101 1.751........ 16.34 10.5gl. 384 0.41 480 10 TJI 110 1.751 9.5 9.6 40 101 25001 12201 1.57E+081 22.361 61.001 20.581 19.371 0 9.5 19.371 0.81 0.65, 17.981-----17.60 11', 480 ...................................... 9.5"TJI 210 2.0625 9.51 19.21 401 101 30001 13301 1.87E+081 17.321 33.251 17.321 16.301 16.30] 0.681 0.541 1 15.1311 14.81 14.81 0-.46 3484 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 7$.74 0.49 384 0.39 480 21.91 2 117.32 0 541 384 0.43 480 9.5"-TJ1210 2,06251 9.51 9.6 401.---101 30001 1330 1.87E+081 24.491 66.501 21.821 20.531 20.53 0.861 0.681 1 19.061 18.66 18.66 0.581 3841 0.471 480 .........3-8-4...........0 3 8":........�io 9.5"TJI 230 2.3125 9.51 19.21 401 101 33301 1330; 2.06E+081 18.251 33.251 17.89: 16.831 16.83; 0.701 0.561 1 15.631 15.29 15.29 0.48; 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 230 2.31251 9.51 121 401 101 33301 13301 2.06E,081 23.081 53.201 20.921 19.691 19.691 0.821 0.661 1 18.281 17.89 17.89 0.56' 3841 2:.1§1. 489 9.5"TJI 230 2.31251 951 9.61 40 1 101 33301 13301 2.06E,081 25.81 1 66.501 22.54 j 21.211 21.211 0.881 0.711 1 19.69 19.27 - -- - - -- - ----- - - - ---- - t 1 ,27 0.48 480 11.875"TJI 110 - .8 5601eiE+ f. do i6[ ----6.i4 - - 4 ------667 167 ----0.51 4t 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 110 1.751 11.8751 121 401 101 31601 15601 2.67E+081 22.491 62.401 22.811 21.461 21.461 0.891 0.721 1 19.931 19.50 11 0:il t�l 3184 0.49 480 --23.12----- 071�----21.461-----21.6f 2' 1 6 384 0.53 480 1.751 11.8751 9.61 401 101 31601 15601 2.67E+08 .00[ 24.571 :0,0 11.875*TJI 110 1 25.141 78 1 0. ........... ..........11.875"TJI 210 2.0625 .. ----1-lin ---- --- ---C6.�56�- -ig4---6-.44 -480 3.1 i4- iY.�i 17.62 I in4 i4j 91 111 .651 ] 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 0.89 19.13 18.72 18.72 0.59 384 0.47 480 11.875 TJI 210 2 0625 [ 11 875 12,1----40 1q ----- t ..........22.681_ P:P§ -----------?R - �- 4L lql.I 0.52 480 11.875"TJI 210 2.06251 11,8751----9.6, 40 101 37951 1655 3.15E+081 27.551 82.751 25.961 24.431 24.431 1.021 0.81 22.681 22.20 22.20 0.69 3841 0.551 480 11.875"TJI 230 2.3125 11.8751 19.21 401 101 42151 16551 3.47E+081 20.531 41.381 21.281 20.031 20.03! 0.831 0.671 1 18.591 18.20 18.20 0.571 364i- 0.45 480 11.875" 8011.875"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 10.34 0.60 384 0.48 480 11,875"TJI 230 2.31251 19 1211 0.53 480 11.8751 121 ��jj§[_16W 3.47E+08 25.97 q6.?Pl 0.98 0.78 21.741 21.28 2 0 11.875 230....2.3125 11,871...9.6----4( 16551_3.47E+08 -29.,0.3...8235 26.811---25.231------2-5.23,�:.......1.05 ----0,84- ------23,421 22.93 22.93-0.7-211---384---0`57 480 ........................................ .. ..... 1.875"RFPI 400 2.0625 11.8751 19.21 401 101 43151 14801 3.30E+081 20.771 37.001 20.931 19.691 19.691 0.821 0.661 1 18.281 17.89 17.89 0.561 384 0.45 486 1.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 1.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+081 26.281 59.201 24.481 23.031 23.031 0.961 0.771 1 21.381 20.93 20.93 0.65 184 01.521.. 480 p 1.875"RFPl 4001 2.062511 11.8751 9.6[ 401 101 43151 1480; 3.30E+081 29.381 74.001 26.371 24.811 24.811 1.031 0.831 1 23.031 22.54 22.64 0.70,! 3841 6.56 1 480 Page 1 D+L+S CT#14189-Betahny Creak Falls LOAD CASE (1j22 BASED ON ANSI/AF&PA NDS-198 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 n Buckie Factor D c _0.80 Constant > Section 3.7.1.5 CrKcE 0.30 Constant > SecBon 3.7.1.5 Cf b Cf c 1997 NDS Cb aries SecBon 2.3.10 Bendin Com. Size Size Rem Cd b Cb Cd Fc E.3.7-1 NDMax.Well duration duratio factor factor use Stud Grad Width De h S adn Hel ht Le/d Vert.Load Hor.Load - oad Plat Cd Fb Cd Fc Cf Cf Cr Fb Fc a Fc E FV Fc r' Fc' Fce F'c fc fc/F'c fb #b/ In. In, in. 8. If f f Fb Fc 1 I I si I I 1 I I sl FW*1-fct H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0. 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 18 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 075 405 800 1,200 000 854 508 968 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 378.09 340.90 340.00 1.00 0.00 0.000 pFd 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 988 449.95 395.22 394.29 1.00 0.00 0.000 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 508 988 449.95 395.22 393.65 1.00 0.00 0.000 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 1.5 3.5 16 B 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 1.5 3.5R16 9 30.9 1760 0F0.2858 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 1.5 3.5 8.25 28.3 1525 0 2091.8 1.00 1.15 1.1 1.05 1.15 871 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 _ 1.5 _3.5 8.25 28.3 2030 0 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 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 P#21.5 5.57.7083 18.8 3132 0 3132.4 1.00 1.15 1.3 1.10 1.15r 405 1300 1,300,000 1,271 508 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 1.5 5.5 9 19.8 3132 0 3132.4 1.00 1.15 1.3 1.10 1.15 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 1.5 5.5 8.25 18.0 3132 0 3132.4 1.00 1.15 1.3 1.10 1.15 405 1300 1,300,000 1,271 506 1644.5 1203.70 948.77 506.18 0.53 0.00 0.000 1.5 5.5 16 7.7083 18.8 3287 0 3287.1 1.00 1.15 1.3 1.10 1.15 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 1.5 5.5 18 9 19.8 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 1.5 5.5 18 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 425 1150 1,400000 1,308 531 1454,75 1298.30 945.38 531.23 0.58 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 1.15 875 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 1 425 1150 1*400,G001 1,3081 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F 02 1.55.5 18 19 41.5 1360 0 0.9988 3132.4 1.00 1.15 1.J 1.10 1.15 850 405 1300 1 300 000 1 271 508 1844.5 228.94 220.14 219.80 1.00 0.00 0.000 Pape 1 D+La W CTM 14189-Betahny Creak Fags LOAD CASE (1243) BASED ON ANSI/AFBPA NDS-198 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke I 1.00IDesign Buckling Factor D'UW __ c 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cf b Cf c 1997 NDS Cb ades Section 2.3.10 Bending Comp. Size Size Rep. Cd b Cb Cd c Eq.3.7-1 NDS 3.9.2 Maz.Wall duratlon duration factor factor use Stud Grade Wldth Depth S acin Height Laid Vert.Load Hot.Load <.1.0 Load G Plat Cd b Cd Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fe perV Fc' Foe Pc fc fclF'c fb Po/ In. In. In. 8. 0 pef f Fb Fc I psi psi psi 0 psi psi psi PSI psi psi Fb'-1-fc/Fce 1-4-F Stud 1.5 3.5 18 7.7083 28.4 1075 9.71 0.8951 1093.4 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,388 508 840 515.42 427.08 277.02 0.64 370.78 0.588 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 1,360 506 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 11401 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 5061 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 1 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 1 405 1 800 1,200,000 1,388 500 840 449.951 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1 1.05 1.15 875 405 800 1,200,000 1,386 506 840 449.95 384.87 271.43 0.711 271.03 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 1.05 1.15 675 405 800 1.200 000 1,388 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 515.42 415.53 269.21 0.05 370.78 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 1.15 875 425 725 1.200,000 1,386 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 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 1,200,000 1,366 531 761.25 449.95 376.351 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 _ 8.25 28.3 1405 8.13 0.9952 2788.1 1.60 1.00 1.1 _1.05 1.15 675 425_225 1,200,000 1,368 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 781.25 449.95 378.35 294.60 0.78 180.69 0.383 FF2 1.5 5.5 18 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1430 1378.83 989.91 506.16 0.52 152.58 0.118 1.5 5.5 16 9 19.6 3132 8.48 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 0.83 161.23 0.178 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 508 1430 1203.70 899.13 WAS 0.56 146.34 0.124 1.5 5.5R16 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 1.5 5.5 a 19.8 3287 8.46 0,8033 3287.1 1,80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.88 181.23 0.1891.5 5.5 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 1.5 3.5 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.28 138.14 17.78 0.13 MMMMMM 0.978 SPF M2 1.5 5.5 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.87 0.46 927.02 0.788 H-F M2 1.5 5.5 19 41.5 800 9.71 0.8921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1 300 000 2 033 508 1430 228.94 219.02 98.97 0.44 927.02 0.7911 Page 1 PY�g'8 mm�mol� �mm S8 m N b N N Y N m N n O A A jo oc occoNoo c co a _m Nf m O M O 0 N 4D h O m N N n N N M O O m V n CI N O +A Y h♦�n O N p'_v N'f W Y O K ro n b N m r r O N N ro N Y Y O C O O C O C O O Cc; �^ ♦N♦P SfN�N �o�o p�p �ml1�Al1�♦A�♦pp Y�m O ry�ry Zn Il Y"1�nN n nN^mn t7 OOOI OqY NN W P W V OO0 W♦W fO6 c'; 14 b Yn OfV N NN Y♦Pm 4♦ M r Y _0 N Y O N ♦ AIN Y N HT ���� mn U U - 88888 888 �� U C o o 0 0 U a a LL-n N N N N N N N N U U -18:t 180 g ssElk oos I M 180o s � lo-999981 8.--. O O N OlO -. p 8 Y G C o F N N N N N _ _N N N O S v w W LL m 0 0�S O O H n n N N n W m 0 0 0 0 0 N NNN N 0 0 N N N O Y Y Y Y Y V Y Y Y Y'Y Y Y Y LL- N N N N N NNN N N O J LL m b b b b m m O m.Iro b d N V7I- Z LL o 0 0 0 0 00�0 Qa y U y lo 61017 717 7 N b b O b b 0 b 0 m O om,;m OD m m o U 3a- vmAm,S min rvnn a N N I" N N N 1 71 N J m o �r P o N m Y ry NIS A S ry m a ctm�P�P m w o o w m O♦ m PP m wm N f N Y J O w C G C C O C C O O 66 2 m O'O �mp P a>m W = m N O O a N 0 0 N D N A A 1mp U P m m:P O m W O M N N N 10 b L O > P P n n n ♦ n n m m o m m o RN N v N h O N N N N M N N N m P b P Y Y Pi fV p p L N N N P N c4 X w w w = N V a U V 0 C a. •g m �_ �y v uU U NLLNNN4l U)N bfANN RRi! #ii N !� U� Y LL LL LL LLILL 1 11 LL LL LL LL LL LL N f 2 L 1 y y y NNN NN 1 1 1 N N N N N 1� D+L+S+.SW 7814189•Betnhny Creek Fags LOAD CASE (12.15) ASED ON ANSIlAF6PA NDS-189 SEE SECTION: 2.3.1 2.3.1 jFc Ke 1.00 Deal n Bucldn Factor D+L+8+W12 c 0.80 Constant > Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cf b c 1997 NDS Cb .des Section 2.3.10 Sendin Com. Slze Size Re. Cd b Cb c E.3.7-i NDS 3.9.2 Ma%.We9 duration duratio factor factor use Stud Grad Width De h S cin Hel ht Leld Vert.Load Hot.Load -1.0 oad Plat Cd Fb Cd Fc Cf Cf Cr Fb Fc r Fc E Fb' Fc Fce F'c k k/F'c fb ib! In. In. In. ft. if T f Fb Fc 1 sl I I 1 I I I Fb'*1-fc/FceH-F Stud 1.5 3.5 18 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 50668 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 600 1,200,000 1,366 506 988 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 988 378.08 340.90 282.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 26.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 988 449.95 395.22 320.00 0.81 135.51 0.343 !i H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9999 3988.7 1.80 1.15 7.7 1.05 1.15 875 405 800 1,200,000 1,388 506 968 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 7.15 1.7 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 378.09 338.77 245.08 0.73 223.76 0.488 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 18 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.436 449.95 388.13 299.68 0.77 180.89 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425_ 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9989 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F 02 1.5 5.5 18 7.7083 18.8 3132 4.855 0.3001 3132.1 1.60 7.15 1.3 1.10 1.15 850 405 1700 1,300,000 2,033 508 1844.5 1378.83 7037.58 508.18 0.49 78.29 0.059 H-F N2 1.5 5.5 18 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1700 1,300,000 2,033 508 1844.5 1017.45 877.57 508.18 0.80 90.81 0.089 H-F M2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 29033 506 1644.5 1203.70 946.77 506.78 0.53 73.17 0.062 SPF 82 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.88 1015.45 531.23 0.52 76.29 0.057 SPF a2 1.5 5.5 18 9 19.6 3287 4.23 0.4750 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 90.61 0.085 SPF N2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 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 73.17 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 7.15 675 425 725 1,200,000 1,388 SJ1 875.438 144.26 138.02 84.76 0.47 586.43 0.778 SPF 02 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 511 1454.75 2M.40 235.12 151.11 0.64 483.51 0.580 IK-F a2 1.5 5.5 18 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.70 1.15 850 405 1300 1 300 000 2 073 508 1844.5 228.94 220.14 139.80 0.84 483.51 0.594 Pepe 1 vmi m O wmi Y N N N D N O rl ♦♦ M N 0 0 0 n O o 0o a 66 m o r o m m mm Y N oo�Y Y NY ♦ NAO Nnb 66 0 0 0 0 0 0 0 0 0 0 o.O O O O O O O Op '♦O �P wOi SO Egg Om_ A ryn N p N��Fl/Rx �N�l N m t0�11 eN�1 A O O O O N N•' NPON uNi^�:1__ Z I� ♦O O N N NO Om O h 0Y N N Ism Il n h A Y Ah�nh Oq O NN m W O s g♦W♦st Y O O♦W♦g♦O m Y n m N mIi N OY YOm �mp p�pMO mm�f�Ypp Y wni Y Y Y a♦♦^�1`♦O♦♦N OY O N ~ ♦N LLIL • _m p0 m O� �Yf+N+Yf 4D bm N�Y N� IL U U N U — gggg g!!qq g ��iX xix� .Ti��.m�i�� o00 000 .m'4i o0 U 8omS88 00800 80. oo0 o 88 _ o g o o 0 o 0 0 o 0 288 o o 0 o0 o V W 1O O 0 N N 0 0 O O O O 6 a 6 00 0 6 00 0 N o 0 0 U w 888885 HIrrn^ 888 ss N O O O W Y Y Y Y 0 0 f 0<O Y P N prN fNpp Y P V r f Y �4 N 19 N J LL m O O m 14!90 m m m m 0O d O y ¢ U �Iv t2 N fj LL o o a o 0 0 0 o a o ojo o a NTi Ulai� N � O O oio o. UWj �m LL b 0 m b m m m b b b mimO lo a 3 m p8 &N%=2MN 2 Iv Y H b en m6o6o. mmmo&.1Nix xaem'i m o G o..s G O C G o G C O G O C O O j p S Z p n.^ vin �In W = v ao�� 8"m^ Nod O � J � Y O�Co wi Y Oo m m m 0 m m O N 66.6"N N N m m N N N ... Y f O g N N O O m N O m L C n X.w w = Y C t o o�woi t I m Y �Y V O y H N(9 N N N VI fA y NIN i!ik• it it R N i f LL1 LL 1 LL 1 LL LL 1 d O N S 1 1 1 f 1 N N N N N N f f f N N N N N f 280 Mckema SL C T Mite 302 .W r Seattle,WA 98109 % Pzajtct Date _.._ .,... . . . (Zpb)285-#322 PAX: client: Page Number. (206)2$5-0'618 p5r 04 - 457 z Structurat Enginsars 186 Nickerson St. G TE N G I N E E R I N G Suite 362 1 N C. (206)Seattle,WA Protect:_7V� �- Date. (206)285-4512 vI �r�-MLY } -�DytPL�RFAX: Client: Page Number: (206)285-0618 hua ?Z5 Q V tvv toy ; F T45 it z )t Cid 3p" 12.3 � u PRS *\)LY 'ac J � ,2�x. -= .- t8``cS t awrr' z W/oWW 1Z�Tia =�► �i% t 7 @ l ' IV 2 t }07L�r: W1 a a KY Structural EnQinaeta 180 Nickerson St. SII C TE N G I N E E R I N G Suite 302 INC. Seattle,WA ® n 98109 Projec� G• 09� Date: f HOZ�. 0 . (206)285-4512 Client: 0Page Number: (06)285-0618 pl4� 61 I ILA ' V J • T -t- �' Z,t " I q : -- - - - f6: - - _ _wa'.. - 12 �.v . ` , ; „ ,-� Zai_ I - , — .s. i64ty - t tp- -- - -- _ . : ---- fit-- , - - - - - KD5 Z Structural Engineers C�Q�S (� j� /_'A Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.431230N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III �._. n AveFlon ''�0 ��� k y t,,.Yc L r a s 141 s t s 4 a s 1Mlllweuk�e take flwe+Do `1 �� X11 M� � - �"£ "�� •• �, �� ����� Nc .Y et w t1411 Ml! ) ICA 41 ' W - � '" USGS-Provided Output SS = 0.972 g S„5 = 1.080 g S,5 = 0.720 g Si = 0.423 g Sm L = 0.667 g Soy = 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. MCER Response Spectrum Design Response Spectrum a.ss 4.4li 4.0 o.n a_sc � acc aau v v O.SS 0.10 0.14 0.32- a33'. .32a33 044 0.22 ug — Oil— 0.0s a,ao a,04 0.00 0.20 0.20 0.40 0.20 1.00 1.20 1.10 1." L90 2.404 4.00 0.30 0.10 0.40 0.00 1.00 1.20 1.10 1.50 1.20 2.00 per"T(sea P4;04 T(S*C) Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 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 S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W httr)://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usgs.gov/designmaps/us/application.pho 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=F„*S, SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SD,= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) CS=SDS/(R/IF) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SD,/(T*(R/lF)) (for T<TO 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SD,*T,)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.811)(MAX.) CS=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C- _ DIAPHR. Story Elevation Height AREA DL w; w; *h;" wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 18.00 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F; E F; w; E w; FPx = EF; *w, 0.4*SDs*lE*WP 0.2`SDS*lE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPx Max. FPx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.0 ft. V ult. Wind Speed,s.a o,„,= 120 120 mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed,s cuat1 ,�, mph (EO 18 33) Exposure= B B IW= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28,6 psf Figure 28.6-1 Ps30 s= 4.6 4.6 psf Figure 28.6-1 Ps30C= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X'Kr•I : 1 1 Ps=X`Kzt`I"P.3a= (Eq.28.6-1) psA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAndC.-g.= 24.7 24.7 psf (LRFD) Pss-dD-r.g.= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89 16 psf min. 16 psi min. width factor 2nd-> 1.00 0.89 wind(LRFD)Wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 9.00 AF= 650 AF= 1307 10.4 20.9 V(n-s)- 9.68 V(e-W)= 18.70 kips(LRFD) kips(LRFD) kis 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#: CTO 14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) 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) V1(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 jk.* 3.74 10.40 8.06 20.91 1 st(base) 10.00 0.00 0.00 V(ns� 0.00 V(e-W)= V(ns)= 10.40 V(e-wp 20.91 kis ki (LRFDki s LRFD DESIGN WIND-Min./Part 2fPart 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1 st(base) 0 0 0 V(ns� 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 ki s LRFD ki s LRFD kipsASD kis 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#14253: Plan 2613 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 2133 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsneathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/11/4"screw V allowable V sallowable V wallowable 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#14253:Plan 2613 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.21 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 kips Sum Wind N-S V I- 6.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Cie 0.61)+W perSDPWS-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 0. CO w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plt) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1' 360 27.5 27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 280 16.0 16.0 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rightl" 640 46.0 46.0 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rght3" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 EV,„„d 5.16 EVEO 3.21 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#14253:Plan 2613 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I- 2.33 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I- 6.54 kips Sum Wind N-S V I- 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pi= 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,R. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Yost U. OTM RoTM Unst Us_ U... HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18.0 18.0 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 pert 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 290 8.3 12.0 1.00 0.40 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rightl*' 660 53.0 53.0 0.91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN PGTN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 • - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 EV*d 8.06 EVER 5.54 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:Plan7A Diaph.Level: Roof Panel Height= - 8 ft. Seismic V I= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.61)+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eR. 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 RDTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR' 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23' 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVw1d 7.71 EVED 3.08 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 s Design Wind E-W V 1= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.3 Ips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind E. . E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type v i OTM RoTM Una Ua OTM RoTM Un.t U_ U... HD (sgft) (ft) (ft) (kI0 (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV• 306 8.0 17.0 1.00 0.15 1.12 .00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0. 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 0 0.0 0.0 1.00 0.00 .00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 0 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 .00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 16.0 1. 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 - - 0 0.0 0.0 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.78 0-- - 0 0.00 17.16 -6.06 4.76 0.00 20.48 -7.23 -4.29 -4.29 0 0.0 0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 0.0 .0 1.0 .00 0.00 0. 0 0.0 .00 1. 0 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 118 2.0 8.0 1.00 0.15 0.43 0.83 0.20 0.26 1.00 0.44 671 2134 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 0. 0 1. 0 00 0 0 0.0 00 0 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EVWd 12.81 EVEQ 5.26 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#14253:Plan 2613 ID:Upper Left1 (MSIR and BR4) Roof Level w dl= 150 Of V eq 900.0. pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= 1450.0 pounds V1 W= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 32.7 p1/ H1 head= v hdr= 52.7 pif H5 head= 1 Fdragl eq=45.1Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 1 Fdragl W. 5 7Fd - 23.1 Fdrag5 w= .1 Fdrag w= 72.5 H1 pier= vl eq= 45.0 Of v3 eq= 45.0 M v5 eq= 45.0 H5 pier= 4.0 vl W= 72.5 pH v3 w= 72.5 M v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 Fdrag3= 14.3 feet FdragI w= Fdragl w=23.1 Fdrag7eq= .6 Fdrag 45.0 P6TN E4 Fdrag7w=46.1 FdragBw= 72.5 P6TN WIND v sill eq= 32.7 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 7200.0 11600.0 feet R OTM 25073 30628 UPLIFT -722 -769 Up above 0 0 Up Sum -722 -769 H/L Ratios: L1= 11.0 L2= 2.51. L3= 3.5 L4= 5.0 L5= 5.5 HtotaUL= 0.29 Hpier/Ll= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR` Roof Level w dl= 150 plf V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 W= 1580.0 pounds V3 w= 1580.0 pounds 0 0 v hdr eq= 61.8 plf > H head= v hdr w= 191.5 plf 1.083 Fdragl eq= 355 F2 eq= 355 Fdragl w= 01 F2 -1101 H pier= vl eq= 204.0 plf v3 eq= 204.0 plf P6 E.Q. 5.0 vl w= 632.0 plf v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 if I Fdrag3 eq= F4 - 355 feet I L Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 plf P6TN 2.0 EQ Wind v sill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB AV. CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV' Floor Level w dl= 150 p/f V eq 1130.0 pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 W= 3215.0 pounds V3 w= 3215.0 pounds v hdr eq= 126.5 plf H head= v hdr w= 378.2 pK 1.083 �i Fdragl eq= 727 F2 eq= 727 Fdragl w= 5 F2 -2175 H pier= vl eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 vl w= 1169.1 pK v3 w= 1169.1 pH 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= 7 F4 - 727 feet Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 plf P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 Hpier/L1= 1.82 Hpier/L3= 1.82 t L total= 17.0 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 W= 910.0 pounds V3 w= 910.0 pounds - ---10. > v hdr eq= 62.1 pH ► H head= v hdr w= 191.6 plf 1.083 Fdragl eq= 155 F2 eq= 155 AL Fdragl w= 9 7v3 479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 W= 404.4 pff w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/17= 1 8.083 Fdrag3 eq= F4 - 155 feet I L Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.613 v sill eq= 62.1 p/f P6TN 3.5 EQ Wind v sill w= 191.6 pH P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 HtotaUL= 0.85 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level w d1= 160 pff V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 W= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds vhdreq= 73.2 pH H1 head= v hdr= 225.9 H5 head= 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 1 Fdragl w= .0 Fdragl 533.4 Fdrag5 w=E2.8 : 298.0 H1 pier= of eq= 134.1 pH v3 eq= 134.1 v5 eq= 134.1 H5 pier= 4.0 of w= 414.0 pif v3 w= 414.0 v5w= 414.01 4.0 feet feet H total= 2wfh= 1 2w/h= 1 2w/h= 1 8.0 Fdrag3= Fd - 172.8 feet Fdnagl w=29 .9524 Fdragl w=533.4 Fdrag7eq= 96.5 PBTN E.Q. I Fdrag7w=533.4 FdragBw=298.0 P4 WIND v sift eq= 73.2 pB H1 sill= (0.6-0.14Sds)D 0.61) v sill w= 225.9 pU H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 It UPLIFT -248 846 Up above 0 0 Up Sum -248 846 H/L Ratios: L1= '' 3.2 L2= 5.0 L3= 5.7 L4= ,'5.0 L5= 3.2 HtotaUL= 0.36 Hpier/L1= 1.26 01 1 HpiedL3= 0.71 1 L total= 22.0 feet HpiedLS= 1.26 0.95 Lreduction uw Ica ...... ,0 M� 1 1 1 1 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURES cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table I of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA-11 c Englnccrcd Wood Associa(Jon PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ (ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val s for APA Portal Frame Used on a Rigid-Base Minimum Width Maxi mu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear(0)(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) V-10 1/2" 10 44 b 131 EQ(14 WIND) onndation for Wind or Seismic Loading(* , (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) I Header to jack-stud strap 2'to 18'rough width opening +i per wind design min Ibf for single or doublele portal I on both sides of opening opposite side of sheathing Pony --�-- ---_-_ wall height Fasten top plate to header with two rows of 16d sinker nails at 3'o.c.typ Fasten sheathingto header with 8d common or . Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max total Header to jack-stud strap per wind design. wallr, Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with within middle 24'of portal height 8d common or galvanized box nails at 3"o.c. '' ';' height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. ti Min length of panel per table 1 Typical portal frame construction Min(2)3500 Ib strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables top and bottom of footing.Lap bars 15'min. R502.5(1)&(2). Min footingg size under opening is 12"x 12'.A turned-down Min 1000 Ib hold-down slab shall be permitted at door openings. device(embedded into Min1 5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed ( ) F into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA—The Engineered Woad Association J i i References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems fon-Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apowood.org Form No.Tr 100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application APA at and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—The Engineered WuodAssuciaiiun 180 Nickerson St. C T Suite 302 YI ►/�VVYC ^ ��� D I Seattle,WA T{J Project: 6>55 � Date: 98109 — (206)2R5-4512 / Client: �.rlµ� "moi (_�.� lC ✓ ✓5 FAX: a Number: (206)285-0618 I G_ a "lnqll a� tl J ) C to`' ©. 66 �ur �,t �,5t► �xGc� ,��Vly�s ��� MSL Structural Engineers WOOD FRAME CONSTRUCTION Table 2.2A, Uplift Connection Loads from Wind (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(Mph110 115 120 130 140 150 160 170 180 795 Roof/Cei ing Assembly W,+.516.7 Design Dead Load Roof Span(ft) Unit Connection toads(plf) 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 272 315 362 412 465 521 612 2 0 psf g 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 to 60 428 468 509 598 693 796 906 1022 1146 1345 M 12 70 80 92 116 142 171 201 233 267 321 t7 24 111 129 148 188 231 278 328 381 437 528 M 10 psf 36 152 178 204 260 321 386 456 530 609 736 to 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057• 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - I - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• s Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) 12 1 16 1 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall'or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pif) for each full wall above. 6 When calculatingu lift loads for ends of headers/girders,multiply the tabulated unit uplift load b 1 2 of the P /g P Y P Y / header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the Jack span. a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ;. AMERICAN WOOD COUNCIL • 180 Nickerson St. C T E N G I N E E R I N G Suite 302 1� !V1►/�1 1p II NN C. 1 / Seattle,WA Project: 1 YI r�l�` �!►l�[1SiJ /(�7 . Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 I i 33 15 �Z qzI -r� r ,� - (+&Y / C C� � (,�= ���( �� = fico �, ,✓' Structural Engineers L TRUSS TO WALL CONNECTION "I'll Al III rIPKLJTFS CONNECTOR TO TRUSS TO TOP PLATES 1111111 1 11 H1 (6)0.131'X 1.5' (4)0.131` X 25' H25A (5)0.131" X 25" (5)0.131' X 25" Ho SDWC15600 - - Iib 2 11110-2 (9)0.148' X 1.5' (9) 0.146' X Ir 1010 700 2 (2)H25A (5) 0.131` X 25" EA. (5) 0.131'X 25" EA 14/6 tl 2 (2)SDWC156OD - - IWO 7.10 3 (3)ME15600 - - Il! ' 3I'' ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. 0.131' X 3" TOENAIL AT 6" O.C. H2.5A & SDWQ1 5600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT WILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ;PI- VAI.UE') I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IF f I 1 PLIES 1 H1 (6)0.131" X 1.5' (4) 0.131' X 25` -+00 qts 1 H25A (5) 0.131' X 25" (5)0.131' X 25' 535 111) 1 SDWC15600 - - 4✓'+ 1I5 2 HID-2 (9) 0.146" X 1.5' (9)0.148' X 1.5" 1070 700-- 2 (2)H2.5A (5) (.131'X 25' EA. (5) 0.131'X 2.5" EA., imn- gin..-.. 2 2)SDWC15600 3 (3)SDWC15600 — ADD A35 ®48"O.C. ROOF FRAMING PER PLAN FOR.H25A AND SDWC STYLE 8d AT 6' O.C. CONNECTIONS 2X VENTED BLK'G ........................... ..... H2 5A & SDWC15600 SME COMMDN/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0' (BEAM/HEADER AT SIMILAR) Fl-91 TYPICAL TRUSS TO WALL CONNECTION [