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Specifications (21)
/Lcs7`d--v/? —c )05 l ?375 - 5GtJ 544dc CT ENGINEERING Structural ng veers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208 285 4512 (V) 208.285.0818 (F) #15238 ,I Structuralet .011,. ;SIet 1 i .011,. ;SION River Terrace 9go PRp, �� Plan 3413 ,�,,�',\AG;I60 '�1. Elevation D I �d Tigard, OR `_ �REG011, � � 22,\9�� T GE��F Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY 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 j psf Insulation 1.0 psf (1)518"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(C.S.B) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6;psf FLOOR DEAD LOAD 15.0 PSF III Vir T(2)2x1C HDRT ppoo Wit' RE.1 RB.2 i • ... ix � I I if x12) u u u u G .,1 u u ° 1 x ,--,k- ... mi - l\ > _ mc W Access - WI rip 21 1 1 Y> Jj . I 1 v� 124TRUSSES AT 24..0.1 TYPICAL I r o I A • r—'t. ,'' ,(::.,.,..p.•:.••. '..G%LT' j GT `, in 1 1 •" " GT. MEI513I ' 'CV d'7 E- x. I • 1 R: 4 m 1 1 f (2).x10 H,-__ • I 6.—C}• RB:6DR - :Nems: '>'I - _5 I • • (z):x10 HELI B.5 F ``� I `� (2)x10 H (2)2x10 wHDi �"A A ROOF FRAMING REVISIONS PER Q CHANGES TO UPPER LEVEL Plan 3413D ROOF FRAMING PLAN 1/4'=1'-0' FRENCH REVIVAL MST37 P8 /ri ,Il ' MST37 1 ii33 i. 1 ii ii ii •Ji lit i''i 1I 1 0 ! r I aa, 1 .• .• i! ,, , I�!r rH! I. ` 'Y Tz PS 1 P ,: ©THIS SIDE .•. P i 1 .• kkair 5,__,,11 liu „ .�; • ._,.: ___, II 11 iiI II ST37 MST37 h1161/4 MST37 ©51.8 2 MST37 009 Plan 3413D UPPER LEVEL SHEARWALLS 1/4"-P-0. FRENCH REVIVAL 8 0 P3 571514 S1HD14 51.3 IHD1 � 4X10 HDR `j TH014_1C'2X10 HD 2 2X10 HDR 4X10 HDR 2 2510 HDR —• ,—• r---� I 7 ____g '_ $_9 B.3 I 1 -- I1 Iq I 2)KINa STIRS / -__ V . S I I I �1 I ,I W/TRIM STJD II ) Ij 1 _ I EACH SIDE EIN. C2 m i u) AB'TIES DI IT 0:1w N 2210 BLOCKING FOR ¢ �'- T/O+73-A.F.F. i 'r1 �U 1 O0 DIF,:: ,1 a CTr- W 1 j ' FlXTLRE' 7.-_- t-1 O .1 ABO\! I __ I 11 �s THIS Pfi ._ LS5Y 1.S FB IL____i___BEARING WALL "' THIS SI + y�s�BEE(1A��RING LL SIDE �,—�:I. .. 77-1 r- "�--+1'r•7t"lik -.9 - _- - •1771\ 1 ► 2 15 IDR'_ i � p BEARING WA 1 OI �,B.H ,y'.i \\\ i , ,,4 Q S Dl Hi Io. 11 \ I ,p \ , IIY °%� 11 \ I 10 \Y � VA I\ i LI \,STAIR =4 II(,'FRAMING 4 GT ABOVE� © El 7. IW = o \yrp j , �1 \ 'It II -.4 1 'i I UL� I �y111,y',% \\I I'S I /)2z1C HO��-" AOL 13'ix14 RIM \\,_�--+ I 515XTE BIG SEAM DRO'PED) EEEddd �_ 1. C'" B.al T :OVE ©. —. .�.—.— 13 $ •�r -� MST_7 EXTEND ND FLOOR I W WP _-_ _i-_-_'110 B S Z I 10 c SHEATHING TO RIM A lFF-19 __ I EXTEND _RIM :OARS _. L X12 •I 7 �e _ TOP CHORD in s luir �`' z 66,.., irCirri .em LSL 19''414 RIM I 511514 Ark AEI Irlk P1 0 ROOF TRUSSES May \2D 'QV ! 0 24.0. STICK FRAME L_1.L10 HDRrt STRUCTURAL FACISA _ •3.1 5 A B_• 4X. L•—•—•—• I. 6E6 POST 6z6 POST '— J 110 0111 PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL 8'-1- FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS MAIN LEVEL 9'-1• MAIN LEVEL SHEARWALLS Plan 3413D UPPER LEVEL FLOOR FRAMING 1/4'-1'-0' FRENCH REVIVAL 1I3"2-1j ' i t THICKENED 16 SLAB EDGE.J/ D2 I 311" CONC. SLAB I P3 10 P I ONS 4-5THD14�- 1N�1I $' STHD:44r1° ® 51)4014 Vi �-1w � J- r r 1 -11Y4" ® ' ' 2y I � I I T ,0-3" w 10•-6" 13•-3" 9K l J1 • ( 0 16"O.C.U.N.O. • I.n I_J L 1(2)10 N/4m.6 EA.WAY LJ U.N.D LTJ ��W< ' 1 �-'m INCTAII SYSIFM TO `V o ALLOW ADEQUATE _ DRAINAGE BENEATH -1144 ▪ SLAB ON GRADE AND I a - - ------------ - CRAWL SPACE L L J 4" 30x30x10 FTG. .1 SIDE W/�3)y4 EA. WAY THIS Q1 o 11 r r 1 BRIG WALL W/FTC -1 b J45 oT ud, ,5:-.,amiss ii;;:ii:;�- THIS I �,. LS • P6TN SIDE RALE - _ _ A�:s �./Jxyl�fp- THD14 �:Ma P4 STHD14 '-� r 1 L+J 6-94 3YS" � C. SLAB iB 19 .y2. -11911- 1 -0'-214" '® 315X9) LSL I II ' I i x1$BLOCK OUi � � SiR .S L ®STEM WALL TYP. '� R1 ��I FlXTURE ABO ABOVE 3. STH�14 NOTE: PROVIDE STHDI4RJ S1H014Fra 4 I •<— IN LIEU OF STHD14 AT RIM JOIST CONDIDONS m' Q o ABU BASE k7 _8. Tor or sLA6x6oPOST MTH ABU BASE CRAWL SPACE VENTING 6x6 POST VATH FRAMING CONTRACTOR SHALL REWIRED: 990 SF/150=6.6 SF=950 50.IN. VERIFY HODOWN LOCATIONS PRIOR PROVIDED: 1,015 SQ.IN.- 14 VENTS 0 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 34130 FOUNDATION PLAN 1/4•=1'-O" FRENCH REVIVAL Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 __ . Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist User:KW-0602997,Ver 5.8.0.1-Dec-2003 14252_Plan_3413.ecw:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3413BCD ROOF FRAMING [Timber Member Information RB.1 R6.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x6 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 .00 e: ed Length ft Hem Fir,0No.2 Hem Fr, o..2 Hem Fur,No.0 0.00 .22 Hem Fur, o..22 Hem Fir, o..20 2 Hem Fir, Hem F,No.2 Tlmber Grade Fb-Basic Allow psi 850.0 850.0 850.0 50.0 850 0 850 0 850. 0 50.0 850 0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 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 S Non Salvo Repetitive Status No No No No No [Center Span Data il Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 [Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 11 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 7 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 600.0 410.9 1,132.7 fb:Actual psi 345.3 642.1 369.8 102.7 1,466.3 1,173.0 1,173.0 Fb:Allowable psi 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 29.7 43.4 44.7 12.4 42.0 33.1 101.1 Fv:Allowable psi Shear OK 5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 172.5 Shear OK [Reactions II @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.043 -0.004 -0.001 -0.018 -0.018 -0.037 UDefl Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 UDefl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 UDefl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:54-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No [Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @X ft 0.500 [Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 g° X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefl Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 14252_Plan_3413.ecw:Upper Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 2 OF 3 [Timber Member Information B.8 B.9 B.10 B.11 B.12 8.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft Hem Fir,0.00 level,LSL0.00 ' � X0.00 55E 'Level,X0.00 iLevd �L0.00 Hem Fr,0.000. Douglas Timber GradeLarch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 5.0 2,325 .0 5.0 2,325.0 35.0 850.0 900.0 F00.0 v-Basic Allow psi 150.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawnctoor Repetitive Status No No No No No [Center Span Data II Span ft 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 16.000 Eft 16.500 Enndd ft 235.00 Point#1 DL lbs 235.00 @ X X ft LL lbs 3.000 10.000 [Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 [Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 11 Mmax @ Center in-k 20.05 59.40 25.86 0.74 28.62 2.85 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions III @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefl Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl i -0.060 Cantilever LL Defl i -0.001 Total Cant.Defl i -0.061 UDefl Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252_Plan_3413.ecw:Upper Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 3 OF 3 [Timber Member Information 1 B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 50 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fi- DouglasN - 2.2E � o .2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No [Center Span Data 111 Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 @ X ft 11.500 3.500 Results Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 172.5 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions 111 @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 - Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING [Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Ar- 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 11 Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK [Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefI Ratio 2,975.6 Center LL Defl in -0.054 UDefI Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS I Code j Code Code t Suggest Suggest Suggest LpiCk_l__pink Lpick -Lpick__ - --- Joist b d Spa. LL DL M max V max; El L fb Liv--�-L TL240 L LL360 L max 1 TL deft. LL deft. L TL360 L LL480 L max TL deft jTL defl:LL deif...._. e size&grade I width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) ( ) ( ) (ft.) ( .) t I1m mfl (ft.) (in.) ratio (in.) ratio TJI F 9 5'TJI 110 1.7519.5 19 2� 40 15 2380 1220 1.40E+OB 14 71 27 73 15 23 14 B0 14 71 0 69 0 48 13 31 13 45 13 31 0.44 360 0.32 495 495 ----- ----- 9.5"TJI 110 1.751 9.5 16 40 15 2380 1 1220; 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.29 14.14 0.47 360 0.34 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 1557 0.52j 360 0 38 ........_495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 12204 1.40E+08 20 80 55 45 19.19. ,18.64 18.641 0:85 0.62 16.77 16.94 1677 0.56 360 0 41 495 9.5"TJI 110 1.75 9.51 19.2 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.371 15.3710.641 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500' 1220 1.57E+08 17.32 3660 1736 16.34 16.34 0.68 0.54 15.17 14.84 ,E, 1484 0.46 384 0.37 480 9.5"TJI 1101 1.75. 9.51 121 40 101 2500 12201157E+08 20.001 48.80 19.111 17.981 17.981 0.75 0.60 16.69 16.34 16.34 0.511__ 384 0.411 480 ; I 9--- I1 .7- -- - 6 -0 1 9.5"TJI 110 1.75 9.5 9.6F 40 10 2500 1220 1.57E+08 22.36 61.00 20.58: 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.21 40 10 3000 1330 1.87E+08 17.321 33.25 17.32: 16.301 16.30 0.68 0.54 15.13 14.81 14.81 0.461 384 0.371 480 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 16.74 0.49 3841 0.39 480 .70 0.5 -_-0 9.5"TJI 2101 2.06251 9.5 12 40 101 3000 1330 1.87E+08 21.91 53.20 20.2fi 19.06 19.06x0 79 0.64 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 2101 2.0625; 9.51 9.6� 40 10t 3000 13301 1.87E+08 24.491 66.50 21.82I 20.531 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 2301 2.31251 9.5 19.21 40 10 3330 13301 2.06E+08 18.25j 33.25 17.891, 16.83 16.83, 0.701 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2,3125 9.5 16 40 10 3330 1330 2,06E+08 19.99 39.90 19,012 17.89 17.89 0.75 0:60 16.60 16.251":1;.1625 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.921 19.691 19.69) 0.821 0.661 18.28 17.89 17.89 0.56 384 0 45 ,480 9.5"TJI 2301 2.3125 9.51 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.54; 21.211 21.21; 0.881 0.71 19.69 19.27 19.27 0.60 384 0.481 480 11.875"TJI 1101 1.751 11.8751- 19.21 40 10-1 3160 1560 2.67E+08 17.78 39.00 19 501 18.351 17.78 0.671' 0.54 17.04 16.67 16.67 0.521 384 0.421 480 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 1772 $7.72 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 121 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.461 0.89 0.72 19.93, 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560. 267E+08_ 25.14 78.00 2457 23.12 23.12 0.96 0.77 21.46 21.01 2101 0.661..._384 0.53 480 --- -- ---- ----- ---- ---- ----- --- - - ---- ---- 11.875"TJI 2101 2.0625 11.8751 19.2. 40 10 3795 1655"3.15E+08 19.48 41.38 20.611 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 ;49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.0625 11.875 121 40 10 3795 1655 3.15E+08 24.64 6620 24.10 22.681 22.68 0.95 0 76. 21.05 20.61 20.61 0.641__ 384 0.521 480 9 65' .1 E0 2 11.875"TJI 210 2.0625 11.875 9.61 40 10 3795 1655; 3.15E+08 27.55 82.75 25.961. 24.43 24.4311 1.02 0.81 22.68 22.20 22.20 0.691 384 0.551 480 11.875"TJI 2301 2.3125 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.28 20.03 20.031 0.83 0.67 18.59 18.20 ;18.20 0.571 384 0.461 480 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 230 2.3125 11 875 12 40 10 4215 16551 3.47E+08 25.97 66.20 24.891 23.42 23.421 __0.98 0_78 21.74 21.28 21.28 0.671 384 0.53 480 42155 - ---- ----- ----- -- ----- 11 875 TJI 230 2.3.125 11.88 75 9.6 40 1 10 1655_ 3 47E+08 29 03 82 75 26 81 25.23 25237 1 05 0.84 23 42 22.93 22 93 0 72 384 0 57 480 1 1 1 11.875"RFPI 400 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.771 37.00 20.93 19.69' 19.69 0.821 0.66 1 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16' 40 10 4315 1480 `3.30E+08 22.76 44.40 22,24 20:93 20.93 0.87 0,70 19.43 1901,.,., 16 01 0.59 384 0.48 480 11.875"RFPI 23.03 23.031 3841 0.521 480 11.875"RFPI 4001 2.0625 11.875 9.6 40) 10� 4315) 1480'; 3.30E+08 14801 � 29.381 74.001 26.37 26.281 59.20 24. 1 24.81; 24.811 1.03, 0.831 0.771 I 23.031 22.54 22.64 0.70 20.93 20.93 1 384 0.561 480 Page 1 D+L+S CIA 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D'nL+S c 0.80(Constant)> Section 3.7.1.5 _ KcE 0.30 Constant > Section 3.7.1.5 _ Cb (Nadas) > Section 2.3.10 Cf Fb Cf Fc 1997 NDS 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 N1dth Depth Spacing Height Le/d Vert.Load Hor.Loa <=1.0 Load Plat.Cd(Fb)Cd(Fe Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ in. in. in. ft. plf psf plf _ (Fb) (Fc) g psi psi psi psi psi psi psi psi psi psi 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 Fb'(1 f 0.000 11-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 1,200,000 854 508 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 i 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 _ 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 -. 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2691.8 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 1201,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00_ 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 854 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1,15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12- 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05.1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 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 1200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 18 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 _-1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00_ 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 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 1.00 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 1.15 875 425 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 0.8969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSVAFSPA 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+W Cr c 0.30(Constant)> Section 3.7.1.5 - Cf(Fb) Cf(Fc) 1997 NDS KcECb 0.30(Constant)Vs) > Section 3.7.1.5 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb (Nadas) > Section 2.3.10 Bending Comp. Size Size Rep. NDS 3.9.2 Max.Wail duration duration factor factor use Stud Grade Width Depth Spadng Height Lard Vert.Load Hor.Load x-1.0 Load fg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc is fc/F'c fb IW In. in. in. ft. ptf pot pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi Psi psi Fb'•(1-fclFce) H-F Stud I 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 378.76 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 0.99431993.4 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 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 , 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87, 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 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 449.95 384.87 299.05 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 1,366 531 761.25 515.42 415.53 269.21 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 1,366 531 781.25 378.09 328.30 177.78 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 0.587 SPF Stud 1.5 3.5 18 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 376.35 243.81 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 1,386 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 508,18 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 .08 531.23 0.66 181.23 0.19 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 8 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 84.69 531. 23 0.60 146.34 0.1168 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#rM## 0.979 06.67 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 196 97 0.44 927.02 0.796 Page 1 Dr-L+0..55 CT#14189-Betahny Creek Falls I LOAD CASE 1 (12-14W Ke 1.00 DesignreBucklin.Factor' (+S/2 (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 23.1 23.1 2.3.1 3.7.1 3.7.1 c 0.80 Constant > Section 3.7.1.5 D+L+ KcE 0.30 Constant > IT, --- .-- Nom- _ _ Cr Cb .�Sedion 2.3.10 --NOS 3.9.2 Max.Wall duration uoratio factor factor uCf b C( c MEN 1997 NDS MIN - 9 P se.P.-.-®�®- Eq.3.7-1 -.._ Stud Grade Width Depth Spada.,Height lial Vert.Load Hor.Load <>1.0 Load Q Plat:Cd(Fb)Cd(Fc) Cf Cf Fc pe p.110111 E Fc perp' in. In. in. 8. .11 •sf •If �� P - sl P ���®� Fb Fc si psi mm ®mE��'•j� 0.9962 1993.4 1.60 1.15 1.1 1200,000 rs�' ®���'' 0.9988 1993.4 ®®1.05 � ���� 0.599 ®®®�� �.2 0.9969 2857.8 1.60 1.15 ® �11031 1,200,000 1,366 �� H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 .1 1.05 1.15 1 15®®®1200,000 1,366 1 200 000 1 388®® q®®® 3®® H-F Stud 1.5 3.5 8 8.25 28 3 2390 8.13 0.9960 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 ®®,1111911 1080 9.71 0.9935 2091.8 IFI®®E®PEIRI®1 200 000 ® M 431.52 27429 SSPF PF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.589 0.669 Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 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 i' 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 ® 8.25 28.3 1430 0.9952 1_60 1.15 SPF Stud ®� ' 8.25 28.3 2380 0,9922 ®�• 1.15 675 425 725 1,200,000 1366®�''�QM M� 0.70 1 -_____-_-® 1.60-IMININIIII_ MI 7.15 ®' 1.15 875 425 ®1,200,000 1,368®(; � 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.41,15 1.10 -- 1300 1 3--- 1-1378.83 1---1 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 18123 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 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 9 19.6 3287 8.48 0.5595 3287.1 1.60 _1.15 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 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 -1.15 1.10 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 0.118 SPF Stud 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.05 • � 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 -�---- 0.979 0.99 H-F®®®��® ® 0.9914 3287.4 1 60 1.15 1.3 ®®®® 1300 1,300,000 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 ® 4 '�'®�''' �'. '�' Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 1.00 Design Buc> Factor ._ � = =•�= c 0.80 Constant > Section 3.7.1.5 - .-.-...-®111,=• C Cf(Fc) 1997 NDS KcECb 0.30(Constant)> Section 3.7.1.50 -- _Bendin. Corn.. Cd b Cd c E..3.7-1 Cb arias Section 2.3.10 ®pm E ®�®® NDS 3.9.2 Max.Wail duration duratio factor tactor use F'c fc ib/ m� �Vert.Load Hor.Load 1.0 Load Marl. Cd Fb Cd Fc, Cf Cf Cr H-F-®®®7�_MEM 0.9935 - 199'-- ;b �1m� �imm.1 1.05 1.15 675 405 800 1 2rnammu �® 515.42 minrai 339.05 0.77 188.39' H-F Stud Stud ® 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 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 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9999 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 338.41 0.86 90.34 0.267 165 1.15 675 425 725 1 200 875 438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud ®®osi 7.7083 26.4 30.9 13 5 4.855 0.9907 2091.8 1.60 1.15 0.9970 2091.8 1.60 1 15 ®1.05 1.15 675 425 725 1,200,000® SPF Stud875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud ®®�� 28.3 1370 4.85 0.9922 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,36600 000 1666®875.438 378.09 336.17 299.68 0.77 180.69 0.396 SPF Stud 28.3 1180 4.085 0.9922. 2091.8 1.60 1.15 1.05 1.15 675 425 725 1.200,000 1,366®875.438 449.95 388.13 316.619 0.81 135.51 0.334 SPF Stud ®®® 8.25 28.3 1630� 2789.11 1.60 1_15 ®1.05® �® SPF Stud 1.5 3.5 8 825 263 2630 4.085 0.9969 4183.8 1.60 1.15 1.05 1.15 675 425 725 7,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1 5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 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#2 1.5 5.5 18 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 16 14.57 50.0 255 4.23 0.9959 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 64.76 0.47 586.43 0.779 1454.75 11-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997 Ke 1.00 Dustin Bucklin.Factor D+L+8+E11.4 ) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 q Km Constant >? Section 3.7.1.5 =- ==MOMM= =E1- =_---__- KcE Constant > Section 3.7.1.5 '�' _(y1 N Section 2.3.10 _---Bendin. Comp_ Size Size Rep.NNE �((�IIIIIII __ Q- Cd(Fb) Cb Cd(Fe)III Eq.3.7-1 ����® NDS 3.9.2 Max.Wall duration duratio factor factor use 11111111 Vert.Load Hor.Load =1.0 Load`Plat=Cd Fb C_d Fc Cf Cf Cr - in. ®®���Z'I♦�Q'- E Pb' Fc•e. Fc' Pc fc H-F Stud 1.5 ®� ��� MEIE3I��� f�-- .sl •_I r������1FI•�f�Ii��i',t�J-] 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 ®1.05 1.15 875 405 800 1,200,000 1,366 506 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 50611E3 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud ®®®� ]�'- •® 0.9937 2657.8 KEN 1_15 1.1 1.05 1.15 � 800 1,200,000II ®i. �®® H-F Stud ®®m 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 1,386 506 ME 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud ®®111131111.0011/e ® 0.9966 3986.7 1.60 1.15 1.1 '�' ® •�i 1,200,000 1,388 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.57.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 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 ® 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1200.000 1,386 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud ®®®1113 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 1,366 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 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®875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud ® ��® 0.9940 2789.1 ® 1.1 SPF Stud ®� 8.25 8,25 �® 4183.8 gm 1.15gm 1.15 675 425 725 1,200,000 1,366 449.95 119.01 0.306 -_____----_Ma-- 675 725 1,200,000 1,388 449.95 �� 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 1031.58 508.18 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 2,033 508 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 'l-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 1203.70 948.77 508.18 0.53 64.26 0.055 SPF#2 ®®n 77083r 3287 3.57 0.3154 3287.1 1.60 1.15 ®1.10 1.15 875 le 1150 1,400,550 �L��®®�� �r ®�i , n 3287.1 1.60 1.15 ®®i 1.15 875 ®i 1,400,550 1015.45 531.23 0.52 56.10 0.042 ®®®�®®®®® 1.60 ®�® � EDI 1,400,000®®®IIECEMIEBEEEMEICINICEEI 53.231111301153211111111029 1089.25 850.16 531.23�r.'� � ______----_�ININIMIII.M__ ____--__- SPF Stud 1.5 1---- g- 20- 1.60 1.15 --- 4-�1,200,000--875.438 1----4-- 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 • 1801411dg:es=St. Suite 302 *m e • Seattle,WA 98109 Protect- t , -Date 28.54312 PAX: meat Page Humber: (206)285-0618 1°34 APOD P5r .4, 05%) F57-. tkure.:) ggitt*. PIA& OA)Of*is) ----120 wita, 10.40 64/9(40ig ) 306- WALL- oc, hop> flkf 12 ftie20 inp 20eire) se a 14. to= 466006+ii).4-1(;43 eao te sizt -040, 115,( 2.k0.-45-cts 44. s,g) e 0 41130, 2.70 46g-, 7-k 1.07/ 2154) 140vw z. 1911V firY 1"-- 2. X, 310 serc r;) Structural Engineers NME N G I N E E R I N G 186 Nickerson St. j Suite 302 Project, ( " /^�� N Seattle.WA ('�" Date: 98169 y E) i ArtSAX:(206)285-9512 Client: Page Number: (206)28S-0618 piwsampi,Iv6 pci44,tuitta viti.u. f —. , .Tzkeur., l_ v,z.. .• � 4' ' w P $' 24017 Gs 55 3 Wit- . R F ?i, l.� ., GPS P1 �' L Alar_ z } t z" '. 8a f� r < ' =-. . if • r X3.3,1. 5),I #- 1, Structural Engineers ' ' � r -1 �.; 180 Nickerson St. • Suite 302 C T ENGINEERING Seattle,WA - y,, __I NC. /� ,,�^ 2,,'1 Q 98109 Project �_1�"�+� 14..._ 7 ' "i- "(J'e`w �' ®O C. Date: k l. o . c206-)285-4512 FAX: Client: 2012 ;4/6-1 9-0�13 i)PW J ' - "-5 Page Number: (206). 285-0618 ti • • • " . � - 1 iS '^ std gym- 2b i- 4_, E r>� _ .__ 3 � • fit, 2 � - " S � s� i �. '. X 106 JLt 7 _ • 12" . .. t i • ;72 0e,13,* S L .LI ' • • .t - 4f �� p SIS , 1-60 I3 X ; Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W 44 Site Soil Classification Site Class D -"Stiff Soil" j Risk Category I/II/III m &-;4'' ':w•A` ''''' ,' '4**4--,,C;'-'-*N: .:' -'‘..j,.'1 ":',' -,,,t1-, '--, ',' -4,44-.;#.- -,,te ''',Y,'-'-V.-;,,, ' '',,,-- s'''46 r ,,,,.... • «-;-;$ rce" Y s� ..r'!' €`'�ril ;/q. x / ,-L.J. U 9 city ` Issue /; V h 5 j4 � y�- �x/` - I 7.„,r.-----7-",---,:.„,st t`' �� u «.; r_ ,.c..wxl-kp,....� USGS-Provided Output SS = 0.972 g SMS = 1.080 g gm = 0.720 g S: = 0.4238 SM: = 0.667 g S°1 = 0.445g For information on how the SS and Si values above have been calculated from probabilistic{risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEA022 Response Spectrum Design ResponseSpectrum 022 1,10 002 0, 0,22 #�6s w. #.17 #. 4 i, ats 0.40 fa #,4x 0,22 0,24 022 0 086 0.22 tit 22 0 00# 0. 046 #. 0 0.43 1.0;:s40., 140 2us# 2, 2 Ivo 0a #. 0,t# 0. 80 2.00 0 0, 1.0# i, L40 130 i. Period, J f► 1od`T(sec) 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#14252:Plan 3413 2012 IBC ASCE 7-10 Step# 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 $s= 1.10 Figure 1613.3.1(1) Figure 22-1 S1= 0.50 Figure 1613.3.1(2) Figure 22-2 5. 1.0 Sec.Spectral Response Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php F = 1.06 Figure 1613.3.3(1) Table 11.4-1 6. Site Coefficient(short period) a- Table 11.4-2 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) SMs=Fa*$s SMS= 1.17 EQ 16-37 EQ 11.4-1 SMI=F„*S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 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 g SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.Os SDCI= 0Table 1613.3.5(2) Table 11.6-2 Max. 10. Seismic Design Category SDC= D Max. - N/A Table 12.2-1 11. '.Wood structural panels', - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 13. Overstrength Factor X20= 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#14252:Plan 3413 Sc,s= 0.78 h„ = 18.00(ft) SD1= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0,020ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-05(Section 12.8.3) Ti_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/0-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(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) Cox DIAPHR. Story Elevation Height AREA DL w. w, *h,k wx */1,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 18.00 18.00 1460 0.022 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F, w; E w, Fpx = EF;=wpx 0.4*SDS*IE*wp 0.2w *S0S*I E* p LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Fp, Max. F Min. px Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 4.99 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 6.36 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#14252:Plan 3413 N-S E-W ASCE 7-10 F-B S-S 2012 IBC 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= 34.0 43.0 ft. Fig. 26.5-1A thru C V ult. Wind Speed 3 sec.GULL 120 120 mph Figure 1609 V asd. Wind Speed 3 S.Gust= -, . mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS3o A= 28.6 28.6 psf Figure 28.6-1 Ps3os= 4.6 4.6 psf Figure 28.6-1 P530 C= 20.7 20.7 psf Figure 28.6-1 PS30D= 4.7 4,7 psf Figure 28.6-1 N= 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) A`Ke•I : 1 1 ps=X*Kn*l*Pe30= (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) Ps= 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A=dc average= 24.7 24.7 psf (LRFD) Pseaedoaverage= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2`2a= 20.4 29.4 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' 0.89.. ¢89', 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wlnd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac An 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-VV) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind DE I N)(LRFD)SUM WDE SIGN)(LRFD)SUMLEVEL 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 - 18.00 18.00 0.00'` 0.00 0.004 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00; 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 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(NS) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 2nd 10 0 0 5.94 1st(base) 0 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 - -- -- -- kips(LRFD)_ - kips(LRFDL kips(ASDL _ - ksSASD) 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#14252:Plan 3413 SHEATHING THICKNESS tsheathing= 7/16' NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by S) (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 '1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V a 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#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (ply ROTM Unet (Jour') UsHD (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip)p) (kip) (kip) Ext, left 1 456 20,0 24.0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 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 3 274 12,0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00° 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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** 730 40.0 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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, rights 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=Leff. 5.22 0.00 3.58 0.00 EVNynd 5.22 EVEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind NS V 1= 8.16 kips Min,Lwall= 2.86 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. Cp w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Listen OTM ROTM Unel Usum U.um HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 34,0 40.0 1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 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 0.00 400 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0,00, 0.00 0.00 0.00 0.00 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** 730 40.0 40.0 0.89 0.15' 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 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 0.0011 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 EVy;,,d 8.16 EVEQ 6.11 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#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind E-W V I= 5.94 klps Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 elf. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R Yp YP o7M Unet U. OTM RoTM Unet 11sum 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 BR2* 263 6.8 12,3 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 329 8.7 15.2 1.00 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft* 138 4.0 6,5 1.00 0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - 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 lnt KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 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 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 MSTR 730 18,0 '20,0 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- Rear Living 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0- - ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0. -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.0 0. _0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--, - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--_ - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 37.4 37.4=Leff. 5.94 0.00 3.58 0.00 EVwind 5.94 EVEQ 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind E-W V I= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 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 ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 3.0 11.3 1.00 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.0 14.2 1.00 0.15 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int pdr 0 3.0 8.0 1.00 0.15', 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 - - 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 hit KIT 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- Gar Rear 1075 14.0 16.0 1,00 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 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.o a.o 1.Oa o.00 o.00 o.00 o.00 o.o0 1.0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0 -- -- Rear Dining 128 4.5 8.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128 4.3 8.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear LIV* 129 5.0 17.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00'-' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVwind 9.65 EVEQ 6.12 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#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150' p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds __Ip. __,,,, v hdr eq= 65.6 p/f - II. A H head= v hdr w= 108.6 p/f W 1.083 Fdragl eq= 181 F2 eq= 181 Fdragl w= r• F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 p/f P6TN E.Q. 4,0 v1 w= 195.9 p/f v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 ♦ Fdrag3 eq= : F4 e.- 181 feet Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 ♦ UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5,5 L3= 3.4 Htotal/L= 0.74 Hpier/L1= 1.17 11. ► 0. Hpier/L3= 1.17 L total= 12.3 feet JOB#. CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 plf V eq 1010,0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0', pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 66.6 plf •H head= W v hdr w= 90.4 plf 1.083 Fdragl eq= 217 F2 eq= 217 • Fdragl w= •4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 plf v3 w= 158.2 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 * Fdrag3 eq= F4 e•- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6,5' L3= 4.3 Htotal/L= 0.60 4 0 4 0-4 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f V eq 340.0' pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds . v hdr eq= 52.3 p/f •H head= 1v hdr w= 86.2 p/f 1.083 Fdragl eq= 65 F2 eq= 65 Fdragi w= .8 F2 -108 H pier= v1 eq= 85.0 p/f v3 eq= 85.0 plf P6TN E.Q. 4.0 vi w= 140.0 p/f v3 w= 140.0 p/f P6TN WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= •• F4 e.- 65 feet ♦ Fdrag3 w= 108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 p/f P6TN 4.0 EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 Hpier/L1= 2.00 11. 10. II. Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252:Plan 3413 '. SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0, pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds _______ - > v hdr eq= 64.5 plf - •H head= v hdr w= 107.0 plf W 1.083 Fdragl eq= 320 F2 eq= 67 • Fdragl w= 1 F2 -111 H pier= vl eq= 82.3 p/f v3 eq= 82.3 plf P6TN E.Q. 4.0 vl w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 67 feet • Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 Of P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 • Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0L2= 6.0 L3= 3.8 I.Htotal/L= 0.33 , ►, ► Hpier/L1= 0.22 4 • Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 p/f V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds -_o. v hdr eq= 50.0 p/f —' 2.083 Fdragl eq= 300 F2 eq= 300 • Fdragl w= .-0 F2 -480 H pier= v1 eq= 170.0 p/f v3 eq= 170.0 p/f P6 E.Q. 5.0 v1 w= 272.0 p/f v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 ♦ Fdrag3 eq= s. F4 e.- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 ♦ UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 Hpier/L1= 2.00 1010.4 11. i IP Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3413; SHEAR WALLWITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 plf V eq 820.0, pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0', pounds V1 w= 764.2 pounds V3 w= 555.8 pounds ___* v hdr eq= 56.6 pff — •H head= $ v hdr w= 91.0 plf 2.083 Fdragl eq= 164 F2 eq= 119 A Fdragl w= =4 F2 -192 H pier= vl eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 5.0 vl w= 138.9 pff v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= F4 e•- 119 feet A Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 • UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 4 0 4 104 Hpier/L1= 0.91 4 0 Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 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 Loadineb,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 per wind design min 1000 lbf for single or double portal I on both sides of opening PI , ." _ opposite side of sheathing wall height . 6 !-I!"cI1I1EI 9: toawworowsoe i c sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or �^ , 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max panel sheathing total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 70 Min.double 2x4 framing covered with min 3/8" I 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. Cl.; in all framing(studs,blocking,and sills)typ. I nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame \ construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar _ I jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). ,li' /�' ;A✓ mss .c : 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 T x 3/16"plate washer into framing) 2 ©2014 APA–The Engineered Wood Association I 1:16.�Roseburg J1 t t_3015 8:04am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / Q 12 7 0 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall -DEL Plate(625psi) N/A 1.750" 441# 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p10 2 339#(255p1f) 102#(76p10 Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong` ie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER ® PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Ci Roseburg J2 MAIN 11-30-15 8:05am A Forest Ructs Company rxl CS Beam 4.21.0.1 1 of 1 kmseamsngine 4.13 8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 Eos / 1030 1060 0 0 1330 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 28204 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON StrongTie" Copyrighttots EWP MANAGER (C) by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663