The URL can be used to link to this page

Specifications /tt57.)-.0/Cr- ' RECEIVED /73 ? Sw4 � CT ENGINEERING OCT 1 i 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF TIGARD 208.285.4512 (V) 208.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace Plan 3410 Elevation A Tigard, OR 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 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 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 r- '2)2X10 HDR 4X10 DR RB.a2 RE.al j I r f DI j1Ji r it I it , i I iI • I - r T N 0'2 rn En . 1:1 It 8 i OD2 1 m lx •1„2.1xSB" r i a :.Cb1iIC' '2)2x1C HDR GABLE RB.a5 MIN.{I HDR_ ENDSTRUSS L � - ® CONNECT TO ROOF ' FRAMING BELOW Plan 3410A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 0 S18.2 7MST37 MST37 O r, - 0 l Hi � 1 i 3 F" THISP6 ``0 SIDE O r � , I L i 11 MST37 MSi37 8 i 0 S1.2 MST37 MST37 8 S1.2 Plan 3410A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL S18.2 STHD14 STHD14 „' ® .., 4X10 HDR ,, STHD 4. • 1 HDR, THpp 4 int 2 2X8 HD" 2)2X8 HDR ,1"11,:-1,1z/11I1/1!/,. 2 2X8 HUH ..:4.. „,:::::t„,,,,,,,1 , g-0-71...„,_„: .._.,,_.;__.,,,T-.T.::1---'._<B 4,. /,. b-;3- I II I I I I 1 ` 11= (2) KING STUDS izI m I x.' I l ;1 1 1 1 III; ,,,w/(TRI X1) - ,N �e.. _',»� 1 - Ili, EACH,SI9L MIN. 1 -N 1 a 11 . 1, FIX JRES ?BOVE—�1 , I a � II€ 1 i 01). pv,. hAtt , l!' 1:\!!');:i":1•/II r I i W il; .5 (_. 1..4- te.. W :N - 11 N l 1!, „,,,,, 1 ,._ O ABOVE L...,..„,,,,„,„,,,, , ....._.,...... .„,...„„ a; r I-- 6EA11NG ALL _ "g I 3 LSL�%Xi/-FB N T T 1� —I'1= '' _/ * WWWWWW_- +ml l� _ I .�-� t �s av�x1.1, B O � K. ill THIS PB s 1 I ^- I = - -/ "'r'- N eY z THIS SIDED II 11 B.7 I I I` �� 1 i / \ sAIR a CO' SIDEII" \ FRAMING z I,, I I '" 1 \ \ ,a, WIN I z.- B 8 1-- di t a,.., Il ®- LSL 1'74X14 FB„,. STIi014 ... 5 D14 ,, \ I F. ,,,, _. 2X8 ® 16 D.C. v II TOP OF CLOSET ' \ ,, �< , ,_. A f, _ , . a l E I I - ; I � r , r I I '� I 1 I - I 1 I t r y L__ 31. I 1 l� 3 , '' 1[ cc o 90 1�j1 E•1. J t • -tl=N m Q i W vl N o1,- .,� si I 0 "t }} -- _- _ - 4-- i.r 77'., '” W 1•� L-_-, .� _ X R.Rlf Ab�., A.• :'.-_1'I _�_T 1, I PI RIM on:ARD I B 1 1 I 7 I W1,3 1 II © 9Yz 17 GT 22X8 HDR _VE _..1 o , m • I =N J . T AB:�E '�COL j"MST3ST UPPERRME I ID FLOOR I da , 1 f(j' USS 3 TO RIM IQz zl '_D ©_I�_, 12 - I EXTEND P CHORD '4 - `T ,• , �Y' y ill .- I FRAMINGCONNECT P STHD14 - 11 0I IIP$!TB eilliSTRUCTURAL FACISA SUCK FRAME • ' 1 1 I I 1 1 I SFS _GABLE END... -18 1 _ 1 -( : - :.._ I ® L...._1•-• J L..---.11 PLATE HEIGHT AT ' UPPER LEVEL: 8'-1" PLATE HEIGHT AT MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 34'-0' 13'-6 ' q•-6• 13'3• 1 3'-3)i" I • i3-6' _ I r 1 THICKENED Ell I SLAB EDGE�J 17.1. 314" CONC. SLAB I B 0•-5 • 'D 6 51.2 _ n 0$1.2 --STUDt ♦ ♦ I\1�_ '__ 4y 3111DLa__ �4 r .� T IT 1\I 1,-1 W `TJ I2v tT- ® ® , ' ' 1RXTRX10 FTC r , �W/(2)/4 EA. WAY g L11 L1J i I I •� I 9Y:•LA'S F'T1 ri, 16.O. U.N.O. .7...- 0 +_moi+_______—_____tl .� ,,L TT.-J LTJ / c INSTAI I CYSTFM TI) ^' " mm n ALLOW ADEQUATE Lp,S �,y, DRAINAGE BENEATH �-11�"� �.� M. SLAB ON GRADE AND yp� V CRAWL SPACE r' 18yrFl CONDI DONS �,..--1-1--------------t� 30530510 TIG 8 I L 6-3" •"4'-2y'W/(3)J4 EA.WAYg•-03 t POST UP r THIS - 1 POST UP SIDE THIS E.--POST UW FTG_ --I I ENNW SID • Ll I L}J -4_,____� .l: i L_II-f l._I _•„,,,, ' Sal-r-vr-rir----"1",-___—_ I YUKN SPACE I .x Ts • 10 LSTH014 ® P4 ®STH514 , I -POST UP LTJ f I 1 © 314" CONC. SLAB r -i � tt nVilr POST UP I POST UP h in I 00 494 0 6i POST UP POST UP 19-s) '® 3x1)4 BLOCK OUT -0-2WI ®STEM WALL TSP. POST UP LSL 374X9}6 F_ J /{P'L/_ 0 1--r _17 _, .. 16 L S6.1 i r I v l I _1 r ABOVE ABOVE Q L Faizip FlXE � YSMD14 I STH074 IL1AOail* CON C _ m0 ' J _Li SLOPE 1H \1 --- I t--y3 -6WI TOP OF SLAB -10 TOP OF STEM WALL 1'-10'a 16'-3• 2'-4Y2 . . Y_0 . e ♦ . 34'-0' CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150=6.43 SF=926.4 SO.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. -13 VENTS®72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36'OF CRAWLSPACE CORNER, UNLESS NOTED. SEE 01 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410A FOUNDATION PLAN 1/4"-1'-0" ENGLISH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:23PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 3.2oo3 Timber Beam & Joist Page 1 r User:KW-03 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 3410A GT REACTIONS Timber Member Information 1 GT.a1 Timber Section 3.125x15 Beam Width in 3.125 Beam Depth in 15.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fir,24F- V4 Fb Basic Allowpsi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type GluLam Repetitive Status No Center Span Data Span ft 14.75 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.8072 Mmax @ Center in-k 261.07 @ X= ft 7.37 fb:Actual psi 2,227.8 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 157.1 Fv:Allowable psi 276.0 Shear OK Reactions @ Left End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 @ Right End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 _Deflections Ratio OK III Center DL Defl in -0.202 UDefl Ratio 876.5 Center LL Defl in -0.337 UDefl Ratio 525.9 Center Total Defl in -0.539 Location ft 7.375 UDefl Ratio 328.7 Title: PLAN 3410 Job# Dsgnr: TRE ESIDENCE Date: 1:24PM, 20 OCT 14 Description:SF R Scope: STRUCTURAL DESIGN Rev: 580006 User:51a 02997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410A ROOF FRAMING Timber Member Information RB.a1 RB.a2 RB.a3 RB.a4 f RB.aS RB.a6 RB.a7 Timber Section 2-2x10 3-2x10 2-2x4 2-2x4 2-2x6 Beam Width in 3.000 4.500 3.000 3.000 3.000 3.000 .0x0 00 Beam Depth in 9.250 9.250 3.500 3.500 5.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fr,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 Member Type Sawn Sawn Sawn Sawn 1.aw Repetitive Status No Sawn Sawn Sawn Na No No No No No Center Span Data 1 Span ft 5.50 6.50 5.50 4.50 6.50 5.50 3.00 Dead Load #/ft 300.00 315.00 60.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 525.00 100.00 100.00 100.00 500.00 100.00 Ltit, eSUIts Ratio= 0.7891 0.7072 0.8084 0.5412 0.5276 0.7891 0.2405 0 Mmax @ Center in-k 36.30 53.23 7.26 4.86 10.14 36.30 2.16 @ X= ft 2.75 3.25 2.75 2.25 3.25 2.75 fb:Actual 1.50 psi 848.5 829.6 1,185.3 793.5 670.4 848.5 352.7 Fb:Allowable psi 1,075.3 1,173.0 1,466.3 1,466.3 1,270.8 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 75.6 56.3 44.8 40.8 85.6 27.7 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 lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 @ Right End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.033 -0.089 -0.040 -0.045 -0.024 -0.008 UDefl Ratio 2,748.6 2,378.8 744.5 1,359.3 1,750.2 2,748.6 4,587.6 Center LL Defl in -0.040 -0.055 -0.148 -0.066 -0.074 -0.040 -0.013 UDefl Ratio 1,649.2 1,427.3 446.7 815.6 1,050.1 1,649.2 2,752.5 Center Total Defl in -0.064 -0.087 -0.236 -0.106 -0.119 -0.064 -0.021 Location ft 2.750 3.250 2.750 2.250 3.250 2.750 1.500 UDefl Ratio 1,030.7 892.1 279.2 509.7 656.3 1,030.7 1,720.3 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:Floor Framing (c)1983-2003 ENERCALC Engineering Software Description 3410AC 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 6x12 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 5.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 11.500 7.250 7.250 14.000 Le: eLength ft DouglaOs Fir- Hem Fir,No.00 .2 0.00 2 Hem Fir, o..2 Douglas 0.00r- Hem Fir, oo..22 Hem Fir, oo..22 Level,LSL 1.55E Timber Grade e larch No.2 Lards,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 50.0 900.0 00.0 850 0 850.0 50.0 2 325.0 5.0 Fv-Basic Allow psi 180.0 150.0 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 S wn Manuf/PNO Repetitive Status No No No No No[Center Span Data Span ft 5.25 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 165.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 440.00 40.00 40.00 440.00 Dead Load #/ft 400.00 400.00 415.00 415.00 175.00 175.00 Live Load #/ft 500.00 500.00 525.00 525.00 125.00 125.00 Start ft End ft Results Ratio= 0.9671 0.8643 0.7007 0.7804 0.5225 0.1555 0.6691 Mmax @ Center in-k 59.95 26.64 21.60 97.91 16.11 4.79 177.87 @ X= ft 2.62 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 1,201.1 1,013.8 821.9 807.7 612.9 182.4 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,035.0 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 125.6 114.8 99.3 84.8 52.8 22.0 108.9 Fv:Allowable pi 207.0 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 @ Right End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.015 -0.009 -0.021 -0.032 -0.003 -0.115 UDefl Ratio 2,475.1 2,801.2 4,111.7 3,734.5 2,089.6 12,876.3 1,461.3 Center fl Deo in ,512 6 1,7.0211.8 2,434.3 2,244.6 2,406.2 14,827.2 548.0 -0.015 -0.035 -0.027 -0.002 -0.307 UDefl Ratio Center Total Defl in -0.067 -0.040 -0.024 -0.056 -0.059 .-0.005 -0.422 Location ft 2.625 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 938.8 1,062.5 1,529.1 1,402.0 1,118.4 6,891.5 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 8.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x9.250 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x16.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 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 Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No enter Span DataII Span ft 4.50 9.00 9.00 3.50 5.50 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 3,815.00 2,658.00 2,016.00 LL lbs 5,233.00 3,688.00 2,614.00 @ X ft 1.750 2.750 9.000 Cantilever Spanil Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,658.00 LL lbs 3,688.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.4364 0.8709 0.1573 0.8424 0.9075 Mmax @ Center in-k 15.04 80.19 2.70 101.07 24.05 128.76 362.33 @ X= ft 2.25 4.50 2.02 1.75 2.75 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -66.70 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 1,166.7 2,024.9 420.7 2,252.3 2,426.3 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 224.6 51.4 245.7 135.7 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 303.75 810.00 -137.67 2,065.00 687.50 2,016.50 2,313.07 LL lbs 810.00 2,160.00 360.00 3,036.50 770.00 2,614.00 2,217.73 Max.DL+LL lbs 1,113.75 2,970.00 222.33 5,101.50 1,457.50 4,630.50 4,530.79 @ Right End DL lbs 303.75 810.00 3,815.67 2,065.00 687.50 2,016.50 2,680.43 LL lbs 810.00 2,160.00 5,232.89 3,036.50 770.00 2,614.00 2,946.27 Max.DL+LL lbs 1,113.75 2,970.00 9,048.55 5,101.50 1,457.50 4,630.50 5,626.70 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.029 -0.017 -0.008 -0.034 -0.336 UDefl Ratio 5,369.5 2,521.1 3,770.6 2,426.9 7,953.4 1,943.2 590.1 Center LL Defl in -0.027 -0.114 0.027 -0.025 -0.009 -0.045 -0.362 UDefl Ratio 2,013.6 945.4 4,023.1 1,690.9 7,101.3 1,469.7 546.6 Center Total Defl in -0.037 -0.157 0.055 -0.042 -0.018 -0.079 -0.698 Location ft 2.250 4.500 5.544 1.750 2.750 2.750 8.448 UDefl Ratio 1,464.4 687.6 1,949.4 996.6 3,751.6 836.8 283.8 Cantilever DL Defl in -0.064 Cantilever LL Defl in -0.069 Total Cant.Defl in -0.133 UDefl Ratio 543.2 111111 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 3 OF 3 [timber Member Information B.15 B.17 B.18 B.19null 1 Timber Section Prllm:7.0x18.0 2-2x8 2-2x8 4x10 Beam Width in 7.000 3.000 3.000 3.500 Beam Depth in 18.000 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fr- Douglas Fr- 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No [Center Span Data Span ft 20.00 3.50 2.00 12.00 1 Dead Load #/ft 150.00 415.00 60.00 105.00 Live Load #/ft 400.00 525.00 100.00 175.00 Dead Load #/ft 400.00 Live Load #/ft 500.00 Start ft End ft 10.500 Point#1 DL lbs 2,016.00 LL lbs 2,614.00 @ X ft 10.500 I Results Ratio= 0.6827 0.5603 0.0338 0.9756 Mmax @ Center in-k 890.34 17.27 0.96 60.48 @ X= ft 10.08 1.75 1.00 6.00 fb:Actual psi 2,355.4 657.2 36.5 1,211.7 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 149.8 74.4 4.4 67.9 Fv:Allowable psi 345.0 172.5 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions hi @ Left End DL lbs 5,555.10 726.25 60.00 630.00 LL lbs 9,113.52 918.75 100.00 1,050.00 Max.DL+LL lbs 14668.62 1,645.00 160.00 1,680.00 @ Right End DL lbs 3,660.90 726.25 60.00 630.00 LL lbs 6,750.47 918.75 100.00 1,050.00 Max.DL+LL lbs 10411.37 1,645.00 160.00 1,680.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.254 -0.011 -0.000 -0.133 UDefl Ratio 946.7 3,712.4 169,372.5 1,085.7 Center LL Defl in -0.423 -0.014 -0.000 -0.221 UDefl Ratio 567.9 2,934.6 101,623.5 651.4 Center Total Defl in -0.676 -0.026 -0.000 -0.354 Location ft 9.760 1.750 1.000 6.000 UDefl Ratio 355.0 1,639.0 63,514.7 407.1 .11111111111, Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 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 _(01983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 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 Rr- 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 5.00 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 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS - - (_ I _1_ Code Code j_ Code Suggest Suggest Suggest LpickI_Lpick Lpick Lpick Joist b d Spa., LL DL M max V max: El L fb Liv L TL2401 L LL3601 L max TL dell. 1 LL deft. L TL360 L LL480 L max TL deft[TL dell.LL dell.LL dell. size8 rade )width(in.) depth(in.) (in.) 1 (psi) (psi) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) 1 (ft.) (in.) 1 (in.) 1 (ft.) (ft.) (ft.) (in.) ratio (in.) ratio I 9.6'TJI 110] 1.75 9.51 19.21 40 151 2380 1220 1.40E+08 14.71 27.73 15 231 14,80 14.71: 0.66 0.48 13.31 13.45 13.31 0.441 360 0.32 495 - 9.5"TJI 1101 1.751 9.51 161 40 151 2380 1220, 1.40E+0 16.11 33.27 16.191 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110 1.751 9.51 12 40 151 2380 1220 1.40E+08 18.611 44.36 17.82. 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.521 360 0.38 495 9.5"TJI 1101 1.75 9.51 9.61 40 15 23s0 1220 i._1.40E+08 20.801_ 55.45 19.191__18.64 18.64 0.85 0.62 1637 16.94 16.77 0.564 360 0.41 495 I I 1 9.5"TJI 110i 135 9.51 19.2 40 10 2500 1220; 1.57E+08 15.811 30.50 16.34 15.37 15.37 0.64 0.51 14.27 13.97 1197 0.441 384 0.35 480 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 1484 0.46 384 0.37 `480 9.5"TJI 110 1.751__ 9.5� 121 40 10 2500 12201 1.57E+08 20.00 48 80 19.111_ 17.98 17.981 035 0.60 16.69 16.34 16.34 0.511 384 0.41t 480 9.5"TJI 110 1.751 9.5 9.61 40 10 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0 551 384 0.441 480 9.5"TJI 210 2.06251 9.51 19.21 40 101 3000 1330 1.87E+08 17.32 33.25 17.321 16.30 16.301 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 15.74 0.49 384 0.39_ _480 9 5 TJI 2101 2 06251 9 51 121 40 10 3000 13301 1.87E+08 21.911 53.20 20.26: 19.06 19.06: 0 79 0.641 I 17.70 17.32 17.32 0.541 384 0.43 480 9.5"TJI 2101 2.0625[ 9.51 9.6 40 10[ 3000 1330, 1.87E+08 24.491 66.50 21.827 20.53 20.53 0.861 0.68 19.06 18.66 18.66' 0.581, 384 0.47 480 I . ....... 9.5"TJ1230, 2.3125! 9.51 19.2 40 101 3330 1330 0 2.06E+08 18.25. 33.25 17.89, 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 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.92, 19.69 19.691 0.821 0.661 I 18.28 17.89 17.89 0.561 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.711 19.69 19.27 19.27 0.601 384 0.48 480 tI , 11.875"TJI 110] 1.75 11,875 19.21 40 10 3160 1560 2.67E+08 17.78 39.00 19.50, 18.35 17.78, 0.67 0.54t 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 17.72 i 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 10 3160 15601 2.67E+08 22.491 62.40 22.811 21.46 21.461 0.891 0.721 19.93 19.50 19.50 0.611 384 0.491 480 11.875 TJI 110 1.751 11.875 9.61 40 10 3160 15601 2.67E+08 25.14 78.00 24.571 23.12 23.1210.96 0.77 21.46 21.01 21.01 0.661 384 0.53 480 , 1 1 1 11.875 TJI2101 2.06251 11.8751 19.21 40 101 3795 1655 3.15E+08 19A81 41.38 20.61, 19.391 19.39 0.811 0.65 18.00 17.62 17.62 0.551 384 0.44] 480 11.875"TJt 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 19.72 0.59 384 0.47 480 11.875 TJI 2101. 2.0625[ 11.875 12 40 101 3795 1655,_3.15E+08 24.64 66.20 24.10_L__22.651 22.681. 0.951 0.761 21.05 20.61 20.61 0.64 384 0 521 480 11.875"TJI 2101 2.06251 11.875 9.6' 40 10 3795 16551 3.15E+08 27.55 82.75 25.96: 24.431 24.43: 1.021 0.811 22.68 22.20 22.20 0.69 384 0.551 480 1 1 , 1 11.875"TJI 2301 2.3125] 11.875119.2) 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.031 20.031 0.831 0.671 18.59 18.20 18.20' 0.57 384 0.451 480 11.875 TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 : 21.28 0.89 ' 0.71 19.76 18.34'„1 19.34 0.60 384 0.48 480 11.875"TJI 230 2.3125j 11.8751 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.891_ 23.42 23.421 0.98 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875 TJI 230 2.31251 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 I 11.875"RFPI 4001 2.0625 11.8751 19.21 40 10 4315 14801 3.30E+08 20.77 37.00 20.93; 19.69 19.691 0.821 0.66 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 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 4001 2.0625 11.8751 121 40 10 4315 14801 3.30E+08 26.281 59.20 24.481 23.03 23.031 0.961 0.771 21.38 20.93 20.93 0.651 384 0 52 480 11.875"RFPI 4001 2.0625 11.8751 9.61 401 101 4315 14801 3.30E+08 29.381 74.001 26.371 24.81 24.811 1.03, 0.831 23.031 22.54 22.54': 0.701 384 0.56} 480 Page 1 D+L*S CTA 14189-Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+1-+S c 0.80(Constant)> Section 3.7.1.5 __._........_._ ._..._...- Cr_.__ KcE 0.30(Constant)> Section 3.7.1.5 Cf(F b) Cf(Fc) 1997 NDS Cb (Vedas) > Section 2.3.10 Bendig 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 Width Depth Sparing Height Le/d Vert.Load Nor.Load o=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb ib/ in. in. in. ft. ptf psf plf (Fb) (Fc) __p_ei psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce)_ H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.8947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 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 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 3986.7 1.00 1.15 1.1 1_05 1.15 875 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 .-_..-__ SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00_ 1.15 1.1 1.05 1.15 875 425 725 1,2200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 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 -___.._._..._..._1......_-__ ._. __., ._.. -_....__._...._._..__ .._....._...._.._.__._._. SPF Stud 1.5 3.5 B ' 8.25 28.3 3050 0.9957 4183.66 1.000 1.1155 1.1 1.05 1.15 675 425 725 1,220000,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.161 0.49 0.00 0.000 1i-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 948.77 506.18 0 _,. 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 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 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 �. Cr _-._. KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Com_p_Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u 1.0 Load e Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c tb tb/ In. in. In. ft. plf psf pif _(Fb),(Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 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 2857.8 1.60 1.00 1.1 115 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 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 1,366 506 840 449.95 384.87271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200000 1,388 508 840 449.95 384.87 299.05 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 1.15675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425725 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 1,200,000 1,366 531 761.25 449.95 378.35 243.81 0.65 361.37 0.577 SPF Stud1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 0 .......___,._..._. 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 7251,200.000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3,1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1,60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 M##### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 244.40 233.80 106.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor DOL+W+312 c 0.80(Constant)> Section 3.7.1.5Cr _.. KcE 0.30(Constant)> Section (Pb) Cf c) 1997 NDS on 3.7.1.5 Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duratiocfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load p Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc* Fce Pc fc fc/F'c lb fb/ in. in. in. ft. plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fcee H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 378.09 340.90 194.29 0.57 447.52 0.674 -1-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 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 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875,438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 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 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37_ 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.380.70271_03 0.503 2360 _..._- __._.5...1..._ 5_.......- .1...__._.. __ SPF Stud 1.5 3.5 8 8.25 28.3 6.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1,5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438, 144.26 139.02 17.78 0.13 a* l## 0.979 I�'i SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9914 3287.1 1.60 1_15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 TINT Nj NNN 2 2 2 %11,1%1V-41 ST S 212 2 n Q T TTT T T T T T T it T T ft ft #T T) y�yT yT y�y�� T T T T T T rim NIN_N n NN N NNN NNN NINN NNN Qml n ��a nIn nl a s alnln n m I o NNN NNN NNN N,�(NUNNf INNNN= n g O O= 0 2�am� NN N NNN NNN NNwwww NNNN INNN�N��=N m1, 88 81 81818 888 4.NNW Id°'N NN881100 CI VVVSN J 2 N NiN T J tP m m ;J.& g a1g a 88 V N m W N.2 N N t 1 N m m W N N tN!8 m m 9 + gggg N N +m! m 0 n m N m O W Wm A n 8" C 0 c? 0 N+ — G NW N V V NV N N o m to V N 2 N N+W A N W O O O N O N m O N W tt x m A A A A pA A A P q r N N W m W 4Ni NNN R E N w N m NN W(NJ m^ 6 2 0 0 0 0 0 0 o O O O o N N Q ss s A ----ss m220 i IV O N m O O A m A+ m n N O O V tmp O O W W N -1 + O N N ICa N N N W�1 NNN SN m m m N fmp N-Q,p m V J _ A WI +++ PAA W (a N(b tb PCeA A Ty n nim 00 O OION'+ 00 gOm Omm 00000 e— T I O OT2, I o g,40' +I �,i,l, to �I 1a�1IbnI I 2 � n'+1 ,1,1 I NNN NNN NNNNNN N N N.1T„.t�nl g > WW ,I . . . . . . � WWW WWW T()SIH tolo1 m� 000 O O O NNNNNN NmI NODN(O1O N��,-m ZO ^ N D �N` n m A i N N N N NNN N N NIN N N N NNNNNN I I � � T m NNN N O N N NNN (O O NO' NNN N N N N N N N Q I N NNN NNO NNPNP -w NN N N N NNiNN NNNNNN-b I ++ NIN O O OO N oo� NNNNNN 00000 o�- N m o of o ololo o o 0 g§§ 00 o oN n o o o � '�ot. z coon i 00 0 00o oo 0100000 00000000 NNN jam++++ (W W mmmW.i+� T�n WW m ERE Im9W mllmmmmm mme vsl n Q I 00 EF! 1T2 gmm 0000 000000N V ++ APIA 8+ + r V V V V V 6�I p A y AAA IN NN ONNNP ro m O m m m 222222 • vT sT + 11.W A N O tittc.v.42 m it m m >A, N ONm oNW ��NmmN 000000 I + m'ml oN WN at- o m °° W� WmmNa + �o� + A N gat 142 W W W V V N 000000 +N mem 1IIH c2AMPFP O m w NtN.+ em m 418222'4 ±82222 oa o0 IOo 0000 oaoo �_ AA V mIN N tN.t m� m m+V m tJJ V m O+V V N�� W mI W(O m J O CJi O U m l tNJ m m w m yl V17 7422 ANW 2Nm P mN e' 0 1 mmm a Nl I .0Im 80 N>AIS" ajol m� mjN J .22 V A N N,BIN 4i28"91-821,-.. D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load 0.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ In. in. in. ft. Of psf plf (Fb) (Fc)._ psi psi pi psi psi psi psi psi psi psi ___.psl_ Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001,386 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.83 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 986 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 OFF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 ___..._ SPF Stud 1.5 3.5 8 8.25 26.3 2670 3.57 0.98687 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 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 1 180 Nickerson St, _ Suite 302 / y r - Seattle,WA / 98109 z . f P.coject: -- - -- ..a a►,•• ,% 7 r. _._ Date: (206)255-4512 MX: Client: Page Number: (206}285-0618 ' sal a 11 Anta par 1U ( I 50r) V'''. tik4C) O"y C' g) X12 ,, i ) w 3 JO OA (4(3115) = _ lipip PT t 2000-)0 jbr = . ' ' • = ziWitlio4-15)-00434r-;- 17f> I . -40 1 . - . -k 4 e Of C., • • Thsre 6.- i p..., (1 Vie - , 92#s 4 1-k 1. -' z. v s q31----1- - � . Structural Engineers SuNickerson.St. 11133 E N G i N 1= E R I N G Suite 302 i N G. Seattle,WA I J Q,��{ 98205 Project: t i t 1 -�+ Date: (206)285-4522 Client: > L Page Number: (206)285-0618 ki C. , ? cam. w .. 10 1 /00 :nom ` X1,44, Wit- c 3 ? .z., , � ' - ice, PtF -rit) 1k, 05\ . .-- ,.� ..�. . t { - D - I . 63tr, .. z lei_'"_ t i , ., .2.r5P„ . - 4- ' K _,. 30" 5Q (Z_,,) 2.141 -- tz,s 4 ., tom SLY -=' 'P = Cil =- .. ,-= - 3 ._ .. 3 e' t3 /- ' Z33 : ? 1.i Structural Engineers • 180 Nickerson St. C T ENGINEERING Suite 302 ' Seattle,WA 98109 Project: 1 �n ' WLL ) :-- I M t• ®" C- Date: f 02�. og• (206)285-4512 • Client: b"1t4r2072 / �9-008 ✓i)PVv U WS Page Number: (206)285-0618 t r 57 ..V-P� . , _ ) � � � 4 14- `t � `. - ___.;___.i,s� . 4- _ _ 3� _.� tt M.( -,t -- - - _ z _ • t • ti �. ' 25 ....„ , — - , , . . , , w,4,....• t . .,,. , , . . . . . , : ';.)6-t.b. i : , : . . . . 21D � _ :d _ j ,Zu. :-- r , l : i- .5/65 A., ,v�-T ,,( 7` 90 211,40 . , {. _ E 3t�- � . X69 0 X = #-i - _... ; . _ r �. ;-12 t?asv . _ , . _ . :- . 7 i4)6)0,..- IF, T , r Structural Engineers / SDNC, 4-,3.6,4; 5?�3 _ ! ' ) C: J Design Maps Summary Report Page 1 of 1 Design Maps Summary Report EMS User—Specified Input Building Cade Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III • .,,,,,,,_,,,,,,,„,,6„;,;77.--7, ,,,:,..-,,,..,,,,„,. ...:7 aver ion ,?�� `!" , k/ i a s n� t cl � t g q t �< e "� � i '4.. g £ _.Fs� * a ' ke OswegY3..� 3� .'...Y.. A "1 T ,,a,,,.. ..-'::,,,„..,,,. a USGS—Provided Output S. = 0.972 g SMS = 1.080 g SDs = 0.720 g S, = 0.4239 S„1 = 0.6679 SD1 = 0.445 g For information on how the SS and Si values above have been. calculated from probabilistic(risk targeted)and deterministic ground motions in the direction of maximum horzontal response, please return to the application and cut select the"2009 NEHRP"building code reference document. mCER Response Spear UM Design Rest'''.nce Spectrum o-se 1.1 010 0.7 0,000.S4 ia. G_S4 110` 0,04 G.til 0.32 0,24 d, 0.10 0 22 @.1 i 0.00 0,00 0. 3 0 0440 0 U. ffi9 1.001'24i.« 1.c0 1.�i 100 fl. 0,200,40 0.> 0•*G LMT . 1. 1.40 1.S a 1. 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 3410 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 Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude=Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usgs.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3"SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3"SM1 Sal= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor ft = 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 3410 SDs= 0.78 h„ = 18.00(ft) SDI= 0.50 x = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 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) TL= 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/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TL)/(T2*(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 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *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 12.101.1 (EQ 12.10-1) Design Fpx = DIAPHR. F; E F; w; E w; Fpx = EF, "we, 0.4*SDs*IE*wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fpx Max. Fpx Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3410 N-S 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= 34.0 43.0 ft. V uB. Wind Speed 3 Sec.Gast= 120 120,mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust 98 ...._ mph (EQ 16-33) Exposure= B B iw=1 1.0 1.0s N/A N/A Roof Type= Gable Gable PS30A= 28.8 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6;psf Figure 28.6-1 Ps3oc= 20.7 20.7,psf Figure 28.6-1 PS30 o= 4.7 4.7.psf Figure 28.6-1 = 1.00 1.00u Figure 28.6-1 Krt= 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*Poo= (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 o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) Ps s and D average= 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 1.00J 0.89' 0.89 16 psf min. 16 psf min. width factor 2nd-> 1:00 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA A8 AC AD AA AB AC AD per28.4.4 per28.4.4 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 0 163.2 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 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0:00 0.00 0.00' 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(ns)= 0.00 V(e-w)= 0.00 V(ns). 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) 0.6*N/ 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(ns)= 13.60 V(e-w)= 16.08 V(ns)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3410 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065` 495 P3 980 456 1370' 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W. Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify > G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL ex. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Line Unum OTM Rano tine Unon, Usu. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 1 730 33.5 :36.0 1.00' 0.15 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 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 i 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 ':39.5 40.0 0.90' 0.15 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 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. 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 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EVW;nd 5.22 EVEQ 3.58 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#14252:Plan 3410 Diaph.Level: 2nd Panel Height r 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 N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Veum OTM RoTM Unet Usum U.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 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 1.001 0.00' 0.00 0.00 0.00 0.00 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. right1*" 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 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. 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 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1460 88.5 80.0=L eff. 2.94 5.22 2.53 3.58 1.00 EVw,nd 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 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 klps Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Pt Unet Senn, OTM ROTM Unet Usum Us= HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front 8R2* 320 6.5 11.5 1.00 0.15' 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR3*' 410 '' 8.3 14,8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft*, 0 2,8 Z 8 1.00' 0,15,' 0.00 0.00 0.00 0.00 1.00 0.61 0--- --- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - 0 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 Rear MSTR* 730 21.8 27.8 1.00' 0.15' 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EV.nd 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 3410 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 l= 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 Ueum OTM RoIM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11.3 1.00 0.15" 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 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 Gar ABWP 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0-- -- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int DIN 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 rr' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1074 14.0 16.0 1.00 0.00' 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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* 252 9.5 14.5 1.00 0.30 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 - - 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EV wind 9.64 EVEQ 6.11 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 3410 SHEARWALL'WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0 pounds V1 w= 650.0 pounds V3 w= 650.0 pounds ► v hdr eq= 67.8 plf > •H head= A v hdr w= 113.0 plf 1.083 '-y Fdragl eq= 170 F2 eq= 170 • Fdragl w= =3 F2 -283 H pier= vi eq= 120.0 p/f v3 eq= 120.0 plf P6TN E.Q. 4.0 v1 w= 200.0 plf v3 w= 200.0 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= • F4 e.- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN 4.0 EQ Wind v sill w= 113.0 p/f P6TN feet OTM 7085 11808 R OTM 4872 5951 • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.79 4 Hpier/L1= 1.23 Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w di= 150 pff 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 1. v hdr eq= 68.5 Of A H head= A v hdr w= 92.9 pff 1.083 v Fdragf eq= 223 F2 eq= 223 • Fdragl w= . F2 -302 H pier= vl eq= 122.4 pff v3 eq= 122.4 pff P6TN E.Q. 5.0 v1 w= 166.1 pff v3 w= 166.1 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= F4 e•- 223 feet A Fdrag3 w=302 F4 W=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 pff P6TN 3.0 EQ Wind v sill w= 92.9 p/f P6TN feet OTM 9174 12444 R OTM 8015 9790 v • UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 4 0 4 04 0 Hpier/L1= 1.21 0 Hpier/L3= 1.21 L total= 14.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds —_1. v hdr eq= 0.0 plf •H head= T v hdr w= 0.0 Of 1.083 ,'W Fdragl eq= 0 F2 eq= 0 • Fdragl w= • F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 p/f — E.Q. 2.5 v1 w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 p/f — 5.5 EQ Wind v sill w= 0.0 p/f — feet OTM 0 0 R OTM 2213 2703 UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 0 10 4 0 Hpier/L1= 1.82 41 0 Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 183,0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0', pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds v hdr eq= 6.7 Of A H head= A v hdr w= 140.1 p/f 1.083 ''v Fdrag1 eq= 34 F2 eq= 6 A Fdragl w= •0 F2 - 131 H pier= v1 eq= 8.6 pff v3 eq= 8.6 p/f P6TN E.Q. 40 v1 w= 179.6 pff v3 w= 179.6 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e•- 6 feet • Fdrag3 w=710 F4 W= 131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 p/f P6TN feet OTM 1662 34788 R OTM 27515 33612 • UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.3 Htotal/L= 0.33 4 110, II ►A Hpier/L1= 0.22 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV` Roof Level w dl= 150 plf 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 v hdr eq= 50.0 plf A H head= A v hdr w= 80.0 plf 2.083 ',v Fdragl eq= 300 F2 eq= 300 • Fdrag1 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= =' F4 e•- 300 feet AL Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf 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 r 0 4 0 0 0 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 plf V eq 1610.0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0', pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds ► v hdr eq= 111.0 plf ► •H head= A v hdr w= 136.6 Of 2.083 V Fdragl eq= 321 F2 eq= 234 • Fdragl w= .5 F2 -287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 plf P6 E.Q. 5.0 v1 w= 208.4 plf v3 w= 208.4 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 p/f P6TN feet OTM 16234 19964 R OTM 7745 9461 • • UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 , , , 0. 4 I. Hpier/L1= 0.91 P. 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) ShearPo(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingta'b,`,al (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 F 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening i_.t � opposite side of sheathing Pony -- 1 7 wall height 1 / M d • Fasten top plate to header -� �.._..... �' ._.. non hy,. . - „ sinker nails at 3 0.d typ with two rows of 16 Fasten sheathing to header with 8d common or N • 12' w�galvanized box nails at 3"grid pattern as shown j Min.3/8"wood structural max panel sheathing total L Header to jack stud strop per wind design. 1 wall Min 1000 lbf on both sides of opening opposite '• height side of sheathing. If needed,panel splice edges shall occur over and be 10' '^'. Min.double 2x4 framing covered with min 3/8" nailed to common blocking max • thick wood structural panel sheathing with /'• within middle 24"of portal height r rr. 8d common or galvanized box nails at 3"o.c. 0 height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each \ . P anel edge. k . Min length of panel per table 1 Typical portal frame N Ilk 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 –et"- jack studs per IRC tables top and bottom of footing.Lap bars 15"min. 1 R502.5(1)&(2). ze t t., 1z. A go '1' ',, •,'N ' 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 (1)5/8"diameter anchor bolt installedper IRC R403.1.6– concrete and noiled Min into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA–The Engineered Wood Association I J2 MAIN 10-27-15 Roseburg 3:21pm Forest Products Company 1 of 1 CS Beam 4.21.0.1 lcmBeamEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 " if �: .. .., ,II !,0 t', .a ..t e, ,: .. 1 't 4,.".°4. . ' xi Y. / 12 7 0 O 12 7 0 m Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL 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.'# 28204 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 RAMI L HENDERSON EWP MANAGER StrongTfe Copyright(C)2015 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 tar approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 10-27-15 J3 MAIN 3:22pm th. Roseburg 1 of 1 \Purest Products Company CS Beam 4.21 0.1 ImrBeamEngine 4.13.8.1 Materials Database 1534 Member Data Application: Floor Description: Member Type:Joist Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Building Code: IBC/IRC Standard Load: Moisture Condition: Dry Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 vA g / 13 3 0 1060 1030 3400 Bearings and Reactions Input Min Gravity Gravity Material Length Required Reaction Uplift 1Location Type DFL Plate(625psi) 3.500" 1.750" 387# -- 2 0' 0.00" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 3 13' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 23' 9.000" Wall 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1f) 169#(126p1f) 4 250#(187plf) 66#(49plf) Design spans 10' 0.375" 13' 0.375" 10' 6.000" 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 ActualAllowable Capacity Location pgn Loadin Positive Moment 1078.'# 2820.'# 3 6. ' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% Adjacent 1 D+L Shear 387.# 1151.# 33/°1220.# 44% 13.24' Adjacent 1 D+L 541.# ° 0' Odd Spans D+L End Reaction1775.# 55% 13.25' Adjacent 1 D+L Tt.Reaction cttio 991.#0 L/971 6.08' Odd Spans D+L TL Deflection 0.1609" 0.6516" Odd Spans L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Control: Max Int.React. DOLs: Live=l00% Snow=115% Roof=125% Wind=160% KAMI L HENDERSON SIMPSON All product names are trademarks of their respective owners EWP MANAGER PACIFIC &TRUSS Strong-Tie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACT IC LUMBER,OREGON ® BEAVERTON must be ris defined as eviewed by a qualifithe ed desgneerrorldesign professional as requiredirfor approval.Th s design applicable es product installation according to henmanufacturer'sr'specifcationshis sheet.The design