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Specifications
November 18, 2004 CITY OF TIGARD OREGON fr Dick Ossey Ossey Development Corporation L 5437 Rosalia Way, Suite 100 Lake Oswego, OR 97035 RE: NEW APARTMENT, BUILDING B Project Information Building Permit: BUP2004 -00462 Occupancy Type: R1 Tenant Name: Oak Tree II Construction Type: V /1HR Address: 16105 SW 108 Avenue Occupant Load: 114 Area: 26,744 Sq Ft Stories: 3 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 1998 edition; and the Tualatin Valley Fire & Rescue Ordinance 99 -01 (TVFR99 -01) 1999 edition. The submitted plans are approved subject to the following conditions. • The deferred submittals listed on sheet A1.0 may be charged a deferred submittal fee based on the valuation of the portion of the work being deferred. The minimum fee shall be $200.00. Special Inspection: Special inspection is required for items listed on sheet S101.1. The special inspection agency of record, shall furnish inspection reports to the Engineer of Record, Conlee Engineers, Inc. the General Contractor, Keyway Corp and the City of Tigard, Building Division, attention Hap Watkins. All discrepancies shall be brought to the immediate attention of the general contractor for correction. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the code. 1701.3 OSSC ,, American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 Certificate of Occupancy: No building or structure shall be used or occupied until the Building Official has issued a certificate of occupancy 109.1 OSSC Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, • n Blalo • , Senior P . Examiner CE) CO N L E E Client FRA54 Sheet 11 ENGINEERS, INC. Project Oak Tree Apartments Date 9/23/04 Subject By DJH RECEIVED CALCULATION INDEX SEP 2 9 2004 CITY OF TIGARD 3 UILDING DIVISION SUBJECT SHEET NUMBERS FOOTINGS F -1 STUD WALLS WS1 & WS2 SHEAR WALLS SW1 & SW2 FLOOR FRAMING FL1 - FLU ROOF FRAMING R1 LATERAL LOADS: FLEXIBLE DIAPHRAGM LLl - LL12 RIGID DIAPHRAGM LJl - LJ18 SNOW DRIFT SN1 BUILDING F LATERAL LOADS I ROOF BEAM BF1 & $F2 P Of s E3 EXPIRES: 12 -31- ‘9.5" 1 Client rocA Sheet F _ CON LEE Ili' U Project Date 02) ENGINEERS INC. !! Subject By ■ Pi* -'It'IGI s d 0 j9p INS LOAP Fv - ry . iql-.649,- rfrtz..-ry \A/).0,- -Tru)55 . vv -,:0-- W ,r,: 9 ) C5) — ,II t i,e 0 14ep ,0 , ,Lt Ix I �1oil 'o'r--- d ., &. w/ 2 - *H 1/a- .. %D I 1. ;.s, 1 IRi I aiz- W/ \r, w i,t, ,Z6(()( ,11 r(4 , O (0'2( � CZ) VS I .�j I W� 2- 4 �-p H I I,Sksi -1 It\l' rozyr #7" Ian ■ pc 71 ii I ) ? I I S« • Client Sheet I CO NLEE U Project Date h ENGINEERS INC. Joy] Subject By KAY W 1 Use . 2xq' e i gA \NA-1.1- .0?)60(z_ , I& .0f,k 9 ZNp 0ti use SIN 4-X4- G ( "a L 41; J WA. � I oV l v wic►i(, . s .5) ,110 U . sx¢& 16 e)011-461 .e IZ OC. t, s) . p& - 5(`Z-4 X 1,5 ) WAW ,0()?6 . ()5. fx4-6 ri4z67) 11.417'1 ";ri"!O 4")a±r.•`11.F.•( ",..aaa; •JlPn ... u y 4 a!• ari-•.. k•.� .- . .. e - r•Mr•- M 1,4 1 - - .. -.. ._. •..• - .tin, 'n....•t.. . •..... 4 . ' 1 eL ... :�. , . r :' = ,, ` �•: 4.00. 4 l ... - ..r..... •. .., • . • M.4•.Yw•r .. 4 .� • J.. • . .. . ... ..A F ]a^a' . ?34*. is - n J-`-.".:',Alit, a at" ,:" Y-' 3' yf)r ,.,.. � "'r � y..1sx�µ)+U :� t 'r.. , .∎ , t m4 'e. i .. . y . t , S t - 1+rt.: it,.-7:•..,:::::,...,?:,..:..:,: . v_ d r .... . :: ° : - I : > • :: <<'; .." • y 4 /10/00: Doug Fir 9' Tall Studs Wood Columns (UBC 2307.2 Combined Wood Columns & Bending (UBC 2308:2) Width Depth Le Fb Fc E Cf Cf Cd Cr Axial Load Moment Fc* FcE FcE/Fc Cp F'c F'b fc fb UNITY ':...,4-;;;::.:, r:.:. Inches Inches Inches PSI PSI KSI Comp Bend - Lbs Ft -Lbs PSI • KSI PSI PSI PSI PSI . : 2X4 STUD 1.5 • 3.5 115:5 675 825 1400 1.15 1.5 1 1.15. 1420 ' 0 949 386 0.407 0.36 270 1164 270 0 1.00 8" -. ,.:1.5 3.5 115.5 675 825: 1400 1.15 . 1.5 1.33 1.15 1298 31 1262 386 0.306 0.28 279 1549 247 121 1.00 • 12" 1.5 3.5 115.5 675 825 • 1400 1.15 1 :5 1.33 1 :15 . 1229. 46.5 1262 386 0.306 0.28 279 1549 234 182 1.00 16" 1.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 1167- 61.8 1262 386 0.306 0.28 279 1549 222 242 1.00 • 3X4 STUD 2.5 3.5 115.5 675 825 1400 1.15 1.5 1 1.15 2360 0 949 386 0.407 0.36 270 1164 270 0 1.00 8" 2:5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2260 31 1262 386 0.306 0.28 279 1549 258 . 73 1.00 12" 2.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2187 46.5 1262 386 0.306 0.28 279 1549 250 109 1.00 • 16" 2.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2117 61.8 1262 386 0.306 0.28 279 1549 242 145 1.00 2X6 STUD 1.5 5.5 115.5 7 675 825 1400 1.1 1.3 1 1.15 4130 0 908 952 1.049 0.71 501 1009 501 0 1.00 . 8" 1.5 5.5 115.5 675 825 1400 1.1 1.3 1.33 1.15 4500 31 1207 952 - 0.789 0.60 569 1342 545 49 1.00 12" 1.5 5.5 115.5 675 825 1400 1.1 . 1.3 1.33 1.15 4403 46.5 1207 952 0.789 0.60 569 1342 534 74 - 1.00 • - 16" 1.5 5.5 115.5 675 825 1400 1.1 1.3 1.33 1.15 4300. 61 :8 1207 952 0.789 0.60 569 1342 521 98 1.00 ' • 2X4 NO 2 1.5 3.5 115.5 875 1300 1600 1.15 1.5 1 1.15 1680 0 1495 441 0.295 0.27 320 1509 320 • 0 1.00 8" 1.5 3.5 115.5 875 1300 1600 1.15 1.5 1.33 1.15 1550 31 1988 441 0.222 0.21 326 2007 295 121 1.00 12" 1.5 3.5 115.5 . 875 1300 • 1600 1.15 1.5 1.33 1.15 1485 46.5 1988 441 0.222 0.21 326 2007 283 182 1.00 16" 1.5 3.5 115.5 875 1300 1600 1.15 1.5 1.33 1.15 1424 61.8 1988 441 0.222 0.21 326 2007 271 242 1.00 3X4 NO 2 2.5 3.5 115.5 875 1300 1600 1.15 1.5 1 .1.15 2800 0 1495 441 0.295 0.27 320 1509 320 0 1.00 8" 2.5 3.5 115.5 875 1300 1600 1.15 1.5 1.33 1.15 2680 31 1988 441 0.222 0.21 326 2007 306 73 1.00 • 12" 2.5 3.5 115.5 875 1300 1600 1.15 1 :5 1.33 1.15 2611 46.5 1988 441 0.222 0.21 326 2007 298 109 1.00 16" 2.5 3.5 115.5 875 1300 1600 1.15 1.5 1.33 1.15 2542 61.8 1988 441 0.222 0.21 326 2007 291 145 1.00 • 2X6 NO 2 1.5 5.5 115.5 875 1300 1600 1.1 1.3 1 1.15 5430 0 1430 1088 0.761 0.59 659 1308 658 0 1.00 8" 1.5 5.5 115.5 875 1300 1600 1.1 1.3 1.33 1.15 5670 : 31 1902 1088 0.572 0.48 716 1740 687 49 1.00 12" • 1.5 5.5 115.5 875 1300 1600 1.1 1.3 1.33 1.15 5578 46.5 1902 1088 0.572 0.48 716' 1740 676 74 1.00 ' 16" 1.5 5.5 115.5 875 1300 1600 1.1 1.3 1.33 1.15' 5476 61.8 1902 1088 0.572 0.48 716 1740 664 98 1.00 • 2X4 LVL 1.5 3.5 115.5 3100 3180 2000 1 1 1 1 - 2170 0 3180 551 0.173 0.17 413 3100 413 0 1.00 8" 1.5 3.5 115.5 3100 3180 2000 1 1 1.33 1 2080 31 4229 551 0.130 0.13 418 4123 396 121 1.00 12" 1.5 3.5 115.5 3100 3180 . 2000 1 1 1.33 1 2029 46.5 4229 551 0.130 0.13 418 4123 386 182 1.00 16" 1.5 3.5 115.5 3100 3180 2000 1 1 1.33 1 1980 61.8 4229 551 0.130 0.13 418 4123 377 242 1.00 PhOMPLiA ti, Pk. . 1 4 01 i 11 -- 4 Client Sheet 7‘il' I _ CON LEE Project Date . _ ENGINEERS INC Subj act By I y_• k w1LL, - 1/z' , w :4 ,42/�i' h" a=le n toY 1.1. - - 6i01.fc q C r�oi4) TT 1 ' - a 1 - 4 101 it v ii i N ,( 1, ( 11, ., , , i. ,.V I 6). ) P.O.(2) I 41L- 3"i4., t V /" tIO mil(- �o ' fg°l > W�( � ' y [iW W - U G - 4 ,.: .. 8 Iz - Pvi-tki.. l.t IL*4 A k _1 4- .. , -- I 'I n 19# 1 - p5o' ( ") , etc.* } � 1.4 . .zr f'••.:'i'i:. '-' • -: 1)s ,A5-6 sA," a..{ -:_;' - -Yi . I, ww: .- W-1 -LY .!, G11�4 472° e F .� i - 40'X s i+ �- �) I a14` , 4. viiii ° 84' ('= ),56 . �, = ��7 � � �� a.. - - IC o : 4Go ) - °t`T-o • UsG , OG n , I t IP \ I ) .t.. 4 i' ' . 11 a Ilf ..,r_ , 4- -, + 40 9-., 40 (.-- .-/?/ 155 4'j &. 14" - 3.% - '•R J.1'L..: .- .. ... I. .1- .v • Client Sheet / 6 1 ' 7 ."'" U CON LEE Project Date ENGINEERS INC. Subject, By -r(f& wm-v wia Kopy..dzYi: M • D 149 fi tY ���- � 8.- '"(! - - +' b0 4 / , ? 0,t4 ( tiv A.,' 6'?:4 Pp- 4m4 66 -1414 12 �Z� : U5>% M., �,� � to 1Yw 9 viALE 1./4 Y Vl ll,s G 2 1 �4,G. 77 .1 / 11 - �3 e � " 06. &Iw - ym," Kph 77, Og-) 115" 4%"K,e • _ O 755 1) 6. vst,t, 670 .‘9o(.): . 44( ►� 44 4 - 9 -* u5 al 1 . #T r IUD t ? 5 76 1 , 1 0, 5 4110A 1-7- 4-5 ‘0 11)5 a 10 • Client X54" Sheet ( 1 C CON LEE Project Date r /� . 7''� ENGINEERS INC. Subject By . 1, iLx10ovi , 44) #4:" . . 111-1 MAx U.►C �t 11 #2-2/4- 060 W -, o41'`! &7 I.7761 -� 1 (1 25) 1. 1. 76-1`711 384 16. - 17' sr F02- F1. -17 Client Sheet q �i CON LEE Pro Date I7'' L.J ENGINEERS INC. Subject B t a w w N ,/ o G /L i Nc- - s5 . (a lAk0 M , 05(01' , '61,) . Z. 1ti1� �,. IN NWV4 1 ‘ /1 1 ,04- 5( g ) 1- :4,-0- 1 6 �C -D q iv (';;. use 4,4‘ M c % 1/27&,0 1211-16r • ' Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002: 4:13:59 PM Project: FRA50 - Location: LONG STRINGER Summary: 5.5 IN x 9.5 IN x 13.83 FT /#1 - Douglas Fir -Larch - Dry Use Section Adequate By: 29.1% Controlling Factor: Moment of Inertia / Depth Required 8.72 In Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD - Center= 0.26 IN = L/634 Total Load: TLD- Center= 0.36 IN = L/465 - Center Span Left End Reactions (Support A): - Live Load: LL- Rxn -A= 1383 LB Dead Load: DL- Rxn -A =. 503 LB Total Load: TL- Rxn -A= 1886 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.55 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1383 LB Dead Load: DL- Rxn -B= 503 LB Total Load: TL- Rxn -B= 1886 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.55 IN Beam Data: Center Span Length: 12= 13.83 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 13.83 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 200 PLF Dead Load: wD -2= 60 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 273 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1350 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 85 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6520 FT -LB 6.915 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 1886 LB 13.83 Ft from Left Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 58.0 N3 S= 82.7 N3 Area (Shear): Areq= 33.3 N2 . A= 52.2 N2 Moment of Inertia (Deflection): Ireq= 304.3 N4 1= 392.9 N4 m. -4 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:14:46 PM Project: FRA50 - Location: SHORT STRINGER Summary: 3.5 IN x 9.25 IN x 7.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 118.7% Controlling Factor: Area / Depth Required 5.3 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.03 IN = U3051 Total Load: TLD- Center= 0.04 IN = L12278 - Center Span Left End Reactions (Support A): - Live Load: LL- Rxn -A= 700 LB Dead Load: DL- Rxn -A= 238 LB Total Load: TL- Rxn -A= 938 LB - Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.43 IN ' Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 700 LB Dead Load: DL- Rxn -B= 238 LB Total Load: TL- Rxn -B= 938 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.43 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2= Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 200 PLF Dead Load: wD -2= 60 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 268 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1200 PSI Adjustment Factors: Cd =1.00 Cf=1.20 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1641 FT -LB 3.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 938 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 16.5 N3 S= 49.9 N3 Area (Shear): Areq= 14.9 N2 . A= 32.3 N2 Moment of Inertia (Deflection): Ireq= 36.5 N4 I= 230.8 N4 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:52:24 PM Project: FRA50 - Location: TYPICAL DECK BM Summary: 5.5 IN x 9.5 IN x 10.25 FT /#1 - Hem -Fir - Dry Use Section Adequate By: 27.7% Controlling Factor: Area / Depth Required 7.81 In Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD - Center= 0.08 IN = U1582 Total Load: TLD- Center= 0.18 IN = U679 - Center Span Left End Reactions (Support A): • Live Load: LL- Rxn -A= 820 LB Dead Load: DL- Rxn -A =. 1090 LB Total Load: TL- Rxn -A= 1910 LB - Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.86 IN - Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 820 LB Dead Load: DL- Rxn -B= 1090 LB Total Load: TL- Rxn -B= 1910 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.86 IN Beam Data: Center Span Length: L2= 10.25 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 160 PLF Dead Load: wD -2= 200 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 373 PLF Properties For: #1- Hem -Fir Bending Stress: Fb= 1050 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1050 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 70 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4895 FT -LB 5.125 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 1910 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 56.0 N3 S= 82.7 N3 Area (Shear): Areq= 41.0 N2 A= 52.2 N2 Moment of Inertia (Deflection): Ireq= 208.4 N4 1= 392.9 N4 - L Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:55:41 PM Project: FRA50 - Location: TYPICAL DECK HEADER Summary: 5.5 IN x 9.5 IN x 6.25 FT /#1 - Douglas Fir -Larch - Dry Use Section Adequate By: 12.7% Controlling Factor: Area / Depth Required 8.43 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD- Center= 0.03 IN = L/2986 Total Load: TLD- Center= 0.05 IN = L/1634 - Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1437 LB Dead Load: DL- Rxn -A =, 1190 LB Total Load: TL- Rxn -A= 2627 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.76 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1437 LB Dead Load: DL- Rxn -B= 1190 LB Total Load: TL- Rxn -B= 2627 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.76 IN Beam Data: Center Span Length: L2= 6.25 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 6.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 460 PLF Dead Load: wD -2= 368 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 841 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1350 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 85 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4105 FT -LB 3.125 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 2627 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 36.5 N3 S= 82.7 N3 Area (Shear): Areq= 46.4 N2 - A= 52.2 N2 Moment of Inertia (Deflection): Ireq= 86.6 N4 1= 392.9 N4 3 • ft -7 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) j Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 5:08:28 PM Project: FRA50 - Location: SPACED CORRIDOR BM Summary: 5.125 IN x 10.5 IN x 8.75 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 70.6% Controlling Factor: Area / Depth Required 8.13 In Center Span Deflections: Dead Load: DLD- Center- 0.05 IN Live Load: LLD - Center= 0.09 IN = L/1181 Total Load: TLD- Center- 0.14 IN = U776 - Camber Required: C= 0.07 IN • Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A =. 2625 LB Dead Load: DL- Rxn -A= 1370 LB • Total Load: TL- Rxn -A= 3995 LB • Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.20 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2625 LB Dead Load: DL- Rxn -B= 1370 LB Total Load: TL- Rxn -B= 3995 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.20 IN Beam Data: Center Span Length: L2= 8.75 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 8.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 600 PLF Dead Load: wD -2= 300 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 913 PLF Properties For: 24F -V8- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 2400 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8738 FT -LB 4.375 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 3995 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 43.7 N3 S= 94.1 N3 Area (Shear): Areq= 31.6 N2 A= 53.8 N2 • Moment of Inertia (Deflection): lreq= 229.4 N4 I= 494.4 N4 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 5:05:53 PM Project: FRA50 - Location: CORRIDOR BM @ EDGE Summary: 5.125 IN x 10.5 IN x 9.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 25.4% Controlling Factor: Area / Depth Required 8.74 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD - Center= 0.12 IN = L1895 Total Load: TLD- Center= 0.17 IN = L/624 ' Camber Required: C= 0.08 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A =, 3813 LB Dead Load: DL- Rxn -A= 1621 LB Total Load: TL- Rxn -A= 5434 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.63 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3053 LB Dead Load: DL- Rxn -B= 1329 LB Total Load: TL- Rxn -B= 4382 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.32 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length -Top of Beam: L`u2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 300 PLF Dead Load: wD -2= 150 PLF Beam Self Weight: BSW= 13 PLF • Total Load: wT -2= 463 PLF Point Load 1 Live Load: PL1 -2= 1383 LB Dead Load: PD1 -2= 503 LB Location (From left end of span): X1 -2= 0.5 FT Point Load 2 Live Load: PL2 -2= 1383 LB Dead Load: PD2 -2= 503 LB Location (From left end of span): X2 -2= 4.0 FT Point Load 3 Live Load: PL3 -2= 700 LB Dead Load: PD3 -2= 238 LB Location (From left end of span): X3 -2= 4.5 FT Point Load 4 Live Load: PL4 -2= 700 LB Dead Load: PD4 -2= 238 LB Location (From left end of span): X4 -2= 8.5 FT Properties For: 24F -V8- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS - Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 2400 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 11420 FT -LB 4.05 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 5434 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 57.2 N3 S= 94.1 N3 Area (Shear): 42.9 N2 1�S A= 53.8 N2 Moment of Inertia (Deflection): 1 Ireq= 285.1 N4 1F---4 1= 494.4 N4 Multi- Loaded Beam( 97 Uniform Building Code (91 NDS) J Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -14 -2002 : 08:28:17 AM Project: FRA50 - Location: UNIT C NEAR ENTRY Summary: 3.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 10.4% Controlling Factor: Area / Depth Required 8.38 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Live Load: LLD - Center= 0.02 IN = L/3353 Total Load: TLD- Center= 0.03 IN = L/2122 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1175 LB Dead Load: DL-Rxn-A=. 682 LB Total Load: TL-Rxn-A= 1857 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.85 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1175 LB Dead Load: DL- Rxn -B= 682 LB Total Load: TL- Rxn -B= 1857 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.85 IN Beam Data: Center Span Length: L2= 5.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 470 PLF Dead Load: wD -2= 265 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 743 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1050 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2321 FT -LB 2.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 1857 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment):, Sreq= 26.6 N3 S= 49.9 N3 Area (Shear): Areq= 29.4 N2 A= 32.3 N2 Moment of Inertia (Deflection): Ireq= 39.2 N4 1= 230.8 N4 .1-- I Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:47:42 PM Project: FRA50 - Location: UNIT C KITCHEN Summary: 5.5 IN x 11.5 IN x 9.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 0.6% Controlling Factor: Area / Depth Required 11.44 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD- Center= 0.08 IN = U1476 Total Load: TLD- Center= 0.12 IN = U925 - Center Span Left End Reactions (Support A): ' Live Load: LL- Rxn -A= 2233 LB Dead Load: DL- Rxn -A= 1332 LB Total Load: TL- Rxn -A= 3564 LB ' Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.04 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2233 LB Dead Load: DL- Rxn -B= 1332 LB Total Load: TL- Rxn -B= 3564 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.04 IN Beam Data: Center Span Length: L2= 9 . 5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 470 PLF Dead Load: wD -2= 265 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT -2= 750 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1350 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 85 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8465 FT -LB 4.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 3564 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 75.3 N3 S= 121.2 N3 Area (Shear): Areq= 62.9 N2 - A= 63.2 N2 Moment of Inertia (Deflection): lreq= 271.4 N4 I= 697.0 N4 . rL I Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 5:16:09 PM Project: FRA50 - Location: TYP HDR AT GARAGE ROOF Summary: 3.5 IN x 11.25 IN x 8.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.8% Controlling Factor: Area / Depth Required 8.78 In Center Span Deflections: Dead Load: DLD- Center= 0.03 IN Live Load: - LLD - Center= 0.05 IN = U2061 Total Load: TLD- Center= 0.08 IN = U1256 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1190 LB Dead Load: DL- Rxn -A =, 763 LB Total Load: • TL- Rxn -A= 1953 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.89 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1190 LB Dead Load: DL- Rxn -B= 763 LB Total Load: TL- Rxn -B= 1953 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.89 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug= Bottom= 8.5 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 280 PLF Dead Load: wD -2= 170 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 460 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1107 PSI Adjustment Factors: Cd =1.15 Cf =1.10 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4150 FT -LB 4.25 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 1953 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 45.0 N3 S= 73.8 N3 Area (Shear): Areq= 26.9 N2 - A= 39.3 N2 Moment of Inertia (Deflection): Ireq= 79.4 N4 1= 415.2 N4 Client rtR A 54- Sheet F- - I Z Li CON LEE Project Date 9 - / ° 4 ENGINEERS INC. Subject gy 1).544 vrtDtN Er C ;7D fL..,/ l'/y1 A. 3 .0%47 VA r7 . I L=q . W ' . o ( t. ,6I ! c + . 04;3 � 0.3► '�, - 3 - . P. . 31 01-2 • 1, 4' 1 ‘ AA' .31 C r / g = 3 . r 1 ` Z i z -2-% . t , r> I. 3 S 6k) � • z,. L - - ci W (Dec(Cl • oq+ .0 e��Iy -} .0.g.m I , r ' �`(� 0 - 1 t1, 4 �c" P! ,a4( 7 -z \\ \ . ,<. z . , ,T 44 3.9s - . lk ► .s s. t M'. 3,1s (=!•,L � 3•as(r t 3rs)Z 0v :13. . c > - 5) 'c 1,.4 (►.r a} a Multi- Loaded Beam] 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 5:13:20 PM Project: FRA50 - Location: TYP DECK BM AT ROOF Summary: 5.5 IN x 7.5 IN x 10.0 FT / #1 - Hem -Fir - Dry Use Section Adequate By: 96.6% Controlling Factor: Section Modulus / Depth Required 5.35 In Center Span Deflections: Dead Load: DLD- Center= 0.07 IN Live Load: LLD - Center= 0.10 IN = U1187 Total Load: TLD- Center= 0.17 IN = L/702 • Center Span Left End Reactions (Support A): • Live Load: LL- Rxn -A= 565 LB Dead Load: DL- Rxn -A= 390 LB Total Load: TL- Rxn -A= 955 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.43 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 565 LB Dead Load: DL- Rxn -B= 390 LB Total Load: TL- Rxn -B= 955 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.43 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 113 PLF Dead Load: wD -2= 68 PLF Beam Self Weight: BSW= 10 PLF . Total Load: wT -2= 191 PLF Properties For: #1- Hem -Fir Bending Stress: Fb= 950 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1093 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 81 PSI Adjustment Factors: Cd =1.15 _ Design Requirements: Controlling Moment: M= 2388 FT -LB 5.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 955 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): _ Sreq= 26.3 N3 S= 51.5 N3 Area (Shear): Areq= 17.8 N2 - A= 41.2 N2 Moment of Inertia (Deflection): Ireq= 66.2 N4 1= 193.3 N4 a Client ! I 'Hdr' Sheet 1/1, I CON LEE Project Date t', ENGINEERS INC. _ JPNI Subject By WA?: 4 er , ► , 6sv 1 Apar lb 11 a riA-47 Z,ota s,96,)(1) .I Dv ' Lrn ? NkL- UN I 'r UK I'r ,a,g017,)i 0664 i 1"rtf cN • Dl �i � = 7� 0124i-rims' , D 1 1918 , 21J9 • 4"z ow , pr� - 2t-v . az(I 9l ) vocti, , abG 12) 0' x1 V Imo) �'IrI 4 , 1 6 1 1 , ) 11,4 '- rti ,01 � � sF �b•o " '1 'AL- - I (M._1 y "tt Client Sheet ?/ IcE CON LEE Project Date •• i l , O r t , ENGINEERS INC. Subject By JDM (mss /4.0 , L17.5f-) 7 Ae - 01-- iq)t 0 - W-- . °Gsao) i7x-f-Froi4 (1+2 Te' I44) Wow f ois6 8 Ox-r W w,O I1� el , of 64.4 14. � N .67) .. 15 b 3 Client Sheet 1 1-L - CO N LE E Project Date G - ( *''0. C E U ENGINEERS INC. Subject By JP� 1997 UBC . UNIT TYPE A EQ 30 -15 EQ 33 -1 Vertical Diaphragm Level I Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips 'Seismic Factors 5th 0 0.0 0.0 0.0 Ca I R 4th 0 0.0 0.0 #DIV /0! 0.36 1.0 5.5 3rd 8 29.1 7.5 7.5 2nd 9 45.0 8.0 9.4 EQ 30 4 L 1st 9 45.0 4.0 _ 7.4 Seismic Multiplier: 0.164 Totals 119.1 19.5 Base Shear, Kips 19.5 UNIT TYPE B EQ 30 -15 EQ 33 -1 Vertical Diaphragm . Level ! Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips 'Seismic Factors 5th 0 0.0 0.0 1 0.0 Ca I ' R 4th 0 0.0 0.0 #DIV /0! 0.36 1.0 5.5 3rd 8 36.4 9.4 9.4 2nd 9 56.9 10.1 11.9 EQ 30 -4 I 1st 9 56.9 5.1 9.3 Seismic Multiplier: 0.164 Totals 150.2 24.6 Base Shear, Kips 24.6 UNIT TYPE C EQ 30 -15 EQ 33 -1 Vertical Diaphragm Level I Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips !Seismic Factors • 5th 0 0.0 0.0 0.0 Ca I R 4th 0 0.0 0.0 #DIV /01 0.36 1.0 5.5 3rd 8 - 33.7 8.7 8.7 2nd 9 53.1 9.5 1 1.1 EQ 30 -4 I 1st 9 53.1 4.7 8.7 Seismic Multiplier: 0.164 Totals 139.8 22.9 Base Shear, Kips 22.9 UNIT TYPE D EQ 30 -15 EQ 33 -1 Vertical Diaphragm Level I •, Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips 'Seismic Factors 5th 0 0.0 0.0 ) 0.0 Ca I R 4th 0 0.0 0.0 #DIV /0! 0.36 1.0 5.5 3rd 8 36.3 9.3 9.3 2nd 9 57.0 10.2 11.9 EQ 30 -4 1st 9 57.0 5.1 9.3 Seismic Multiplier: 0.164 Totals 150.2 24.6 Base Shear, Kips 24.6 Client Sheet L L A- U CON LEE Project Date k It iYL ENGINEERS INC. Subject By. Jr2P, iirga r t 6c • a*/- - 164. P ` -r S (`z-) , `l " 0, ?sf (i 4- 6)6=6 - - Z W) kL' e =- .e 25,5 4) -= 1-6- ° W Z2` = . cj? Zwt7 I Y V fl. r s r V - 43.0# - £ 41- ( 1 ( *' -z) a 91- - 1,161)(4) = . *14— W G ?7.of ef - G)''' ® VT/ w J -+se}- y +41? 6# 7,e f , 142,7-61)4.A. 24- 1,, 2J) ' 1 f-M- OW- A 1 15 ( SI % s V r , w-, b l ` I I .14, 1,6 14 tiz,Az • Client -0 Sheet CON LEE Project Date � U ENGINEERS INC. Subject By m SL) 1Q ✓-IY 1.0172 VMIf A Dv-At -o 1i34‘pC ‘4, IL4(1 w 0 P1 YS 62 51. 1 �- YV /2N w - la e PIDA e - CZ) - ,� = LIA) 1Z le' VA- WO .1 � '` - 1 4 :1 ; ' - - ��k� -CL� � --- z`C(45 - g P ?' ® Client ' Sheet 1-{,--k, U CON LEE Project Date .h ( ENGINEERS INC. subject. B JP-1 1 Y , *o ts .43`CWatz*cx, I 1 . A 1( ii)(t..41-.e- ' IT,' iv) , -t . - l6.6frt' +»(4-) - .P,(2 B Q'' .. 1 . Y w. 161) -{',%) ' 1.6 5 f0 4-4-1-- a5 q.44 .P144- :: [1711 ■2 vV,+e -AZ z.4-''' D" 414 = 17.6 # �.4 - C�5) 1 �,7 - -:F I 11A---1764ix\c-/ V. w..1,1, 4 rtc,] &.ir< 7- 2 .tk tv'jH.- 1 q) 'ZNr> ict44 J2 ' V ` . /,t 1 cASv bz4-‘- 1 - 2,e - af I /MOM+) rt - 14- r W* e ° VI w. 14 +" (.. i' z.V,5) 2,d` : 17' - I1o4 • l..f- 10,2- (2),,4if= 17'64') zo8 *M© w .- Z,4- 4-- (2,0`) U 14. A" A -=- SOO G • 4, 4. IO, ' 1.e - 11 .% 5 ® - 4191" . ''1i. It L n - Vei -- I 04e) C 2 4 . 1 . z..6� � .40 O - Wk € I'71 k A. VI W . Z, .. (.A k Z.6 6 - 3, - , z0.5 • 4.0o .I- 51C,zs7Z (421`- 17'CI, +) - y® .� v i, �� �j 2- 2 � 5 II , 2 ba �t 4P 61.6 4- ; I z.e t°I'1. -tY 40 d� Client -.-174.t "- Sheet 14. -7 U CON LEE Project Date ENGINEERS INC. J' Subject By Slims ID �ti AD S �"D l-P-11 2 r174- V 5 y `LP . C i' CC;t. % �`� �yMIG W+ - 2 *(11 Utz WM,V7 ° V,N, (z) Lae %44CI)) - tong 4-I tai - Pk - V [Or ( 7t w 1 VA # g.e -L ` z-191mm Vim - ‘71-leitiz vim") VA vf,s ‘6H 3 ' Client Sheet C/1. - 0 CON LEE Project Date I/ 1 3 'oz U --1 ENGINEERS INC. Subject By ��t OVERTURNING CALCULATIONS FOR UNIT A alc. Line 1 'Length, ft 25.5 1DL Reduct 0.9 Goveming Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres'K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 0 3rd 8 2,678 132 200 105 21,420 43,215 -868 2nd 8 2,907 132 200 219 66,096 86,430 -810 1st 8 1,428 132 200 275 122,196 129,645 -297 alc. Line 2 'Length, ft 24 IDL Reduct 0.9 IGovemihg Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear. # /ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 0 3rd 8 2,712 150 200 113 21,696 43,200 -911 2nd 8 2,856 150 200 232 66,240 86,400 -854 1st 8 1,440 150 200 292 122,304 129,600 -309 alc. Line A Length, ft 32 }DL Reduct 0.9 'Governing Load: Seismic , Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 0 3rd 8 11,040 424 150 345 88,320 199,699 -3,525 2nd 8 11,104 234 200 692 265,472 313,286 -1,513 • 1st 8 5,696 234 200 870 488,192 426,874 1,940 5 ,, I Client Sheet L L- 1 Ej CON LEE Project Date b -117-02 ENGINEERS INC Subject, By -PV OVERTURNING CALCULATIONS FOR OTHER UNITS Calc. Line 1 _Length, ft. 4 DL Reduct 0.9 'Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Run # • 4th 0 0 0 0 0 0 0 0 3rd 8 396 132 200 99 3,168 1,670 416 1 2nd 8 436 132 200 208 9,824 3,341 1,801 1 1st 8 216 132 200 262 18,208 5,011 3,666 1 Calc. Line 2 Length, ft. 7 DL Reduct 0.9 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Run # 4th 0 0 0 0 0 0 0 0 3rd 8 1,232 150 0 176 9,856 3,308 992 2 2nd 8 1,344 150 0 368 30,464 6,615 3,613 2 1st 8 672 150 0 464 56,448 9,923 7,049 2 • Calc. Line 3 'Length, ft. 26 'DL Reduct 0.9 Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Run # 4th 0 0 0 0 0 0 0 0 3rd 8 1,690 132 200 65 13,520 44,834 -1,223 2nd 8 1,846 132 200 136 41,808 89,669 -1,870 1st 8 1,040 132 200 176 78,416 134,503 -2,191 Calc. Line A Length, ft. 44 'DL Reduct 0.9 'Governing Load: Seismic I Level Height Shear, Lbs DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Run # 4th 0 0 0 0 0 0 0 0 3rd 8 13,420 424 150 305 107,360 375,329 -6,146 2nd 8 14,608 234 200 637 331,584 587,110 -5,861 1st 8 7,260 234 200 802 613,888 798,890 -4,243 Client Sheet /-/— )0 CON LEE Project Date " Z7 -0 U ENGINEERS INC. )(]1 Subject By 141 b,b (1,4)0.' VA, Nalle LVor.,:c (11.%) '74 ' I' 1,7 Eb t Ib J 3I ��I�a o• 24' . 01 , D.41 DI, t.1 �C - I P1't D. I3� � = D. 4 " PlAreel fi Aror 'Ai-417417 S - I: � o HAi A v . - - 1f 4 11 • Client r A 34- Sheet 1 I CON LEE Project Date ENGINEERS INC. J� Subject By �,, ►,,� F-t C [4 -)) V / \ S Wow G — 1 k-I.E.-INo- AY (2 0co a ,) z , � 09.6 iNkx . ,c70(1. +)(10 1 ' Z J 1,4 (31)101., O, 1,0 3 Client PRA 5' Sheet L S U CON LEE Project AsPtN 1-1 t16•34 Date 9- 4 -al Bc S' ENGINEERS INC. Subject L AT ERAL LoAz S By T )24 Lf/4.0 LOADS o S 0 15[3 ( -t 1s (el 8 = 12, I C .J r 40 3 ?AFT , • If 2, )oo5I LL j1 L /5"07 -R,7 rcr , o Z[3( ,5 (t3.6+ 1(s l s = /Z- k )i. BAss7>: war /D i k , ogIto(s r2.o(4. 1 8 = b 4 1 4-s•/ 70t'f \rA44s Z (2.-4.1. 9076 POI 314 4 5th 0 4th 0 0.0 " _ s= 0 1.0 5.5 3rd 8 150.2 ietw , 2nd 9 316.4 p -l•P 1st 9 . x- - - 4.': r:,; 316.4 � R, , Totals 783.0 128.1 Client FR A 5 ¢ , Sheet 2 .-S Z CO N LEE Project Date q' 4'4' Z U E NGINEERS INC. Subject B 1�JFI Fe- ExtgLE Dt• ,411+A6/v■ AhALr5t S I 3s.$ Z 34.s . 5 $ y , , 3 s s S ..- .. ..., ►2.4 . 0 2.41' -4 Z,fd - Z�8—� 1 f `� `'J N +1 t L . 55 1I4 t 6CWExNnork WALL 7'/P£ f2 rr /Fc$x roo.f b1/� -61A VS = 4d.Z. I` FP4r� 5"a? G5 I Ptx SIo1.Z �' 0 SArE Y 40 .Z� -=. i, + 62.t� s Z 2. 3 � A A s Y , = \i, -- 4 0:6 [A] -- 5 , 0 ,1, I, + (f .& -- ).1, 4 /, CD cov-E Y Z _ V 4 [Y4] 40,2 ) 0.1' 1. I.* 0' 473s/ 0 I ik, ® FLEX I3 / Y 1o.I�- I.t(S ; g. fit a /4- Vs : s$.4 y . 4o.Z+ Sg•� ' l t .$ = 1. � (Z4c .L � ss 1F 1 0 SAME � N SAME V = V = S . O f S8� = r 2 )' t ( 41--7 � 1 I S 1 /1 1 ® N SA E I 5 ;Ss "/' q " � Al 2.q 15 . 1,4 (s z 32.1 0 £x a i 2 r ri.R b(4,4t4 vs = 2.9,3 k At 'AE is t+ 2.9,* z lz - I s I.4 Cz_4q = 3161 O 8 A E ti M 17.3+ Z - "A : lb,� = ).4 (4� = 2. 43 ' Q N p E. Y , -v = O sAM� Vt. Vt - 2.4 t " Y4 = 32.1 .. ). +(\t 4 = 20 I / v . 3z.)�= 1. � (ss j 4 � ® rLFx . Client FR A 54 - , 4- Sheet I. U CO N L E E Project Date 9 4- 1 ENGINEERS INC. Subject By 14 x 8laa�� A ' )� _ 9C / to vN,�IwaY r'Aer x. 5 A� b r^Ax C e = 2 - 7. - (D.') 4- vse 1,c Vz J 5.4, (, 21 04 sg .6 Z 0 _e-..2.- . 1., . .0+ (f.,, V5E I,o 2 Nfl ( Z 1. 3 6, \ '^ Z+ r. . o4 29.3 vsf ( J = 1, O A Brbl�R s A Y e - 1, o Cox MaAhs t 1'w( 62 . zo o = Z ` ���, -rws pA£ANS rH-►T A c^ax Wn V�, p.1.4. _ a I. v To PA vi /IA 00 ?f�a�v ��a. ��, � 5ia� Cif S 9�z I o. Z Z = ► co SHEag Ek r T I -� L�R{•� SH /e��� ��SE ��r � -•+ 1s _ `l. 14 SHL,'R log A In,Gs-v.cis +MA z / i-} = a C /d Z Old 9 o Z 1 - Gs vi 14 rEDI- AA,GY 15 I. o Client FR 4 s4 Sheet LS 4 0 1 l CON LEE Project Date 9- 4 '°.1" v ENGINEERS INC. Subject By CM4 IbbANA A04/& 3A' r�o...R DI PS! vwc.Rsi LASE ' '4 t57,o SEt 4 LS I Loot- Q S vsT 2- 1 A,' vr,rs _ S'cE- S,3E LoaoS W. •67.0 ; i, s , w 4` 7 s Y : (z3.s. S.3 it . 1{77 M 41 C 1. 4'\ � Y —� N } 3 /q" 74 (a -NY w / lad Pi/AILS i,.. M e b" d C . tayS .t 0 . 6 ' U Z f )to s No E4.cGk' rT t 1 . �tovipri ? r r Z I- t ) M _ o.35b (z3.s , i. = q$ .3 : Z, o < $Y //dSAtcr)a.' •o;QV£ 3 s.s6.4) t-fti. WA if . Aa10 vATE ?Q AtsliT 7 Ws FOG E F,oNT- BA Lt LOADS 3s .1 tyk \r, \ / 1 . . 44et ‘ sc.t /7- = `6. )31 4 6..f, ./\ r. /).\- ,44c (3$�� T. ., 1` s c pp L -ro.p }t IS ADE OVAlt Client fR A S 4 Sheet LS $ U CON LEE Project Date 9- 4- °Z ENGINEERS INC. Subject By 11 SH C �s4 k s raFY ))RIYI e efr. LEA A?NIA WALI—s A SS � /, � , I" re w = S8 .b = ' 0.31 z M 4 e4-,1 • 11.5 f T . b ,\,../ \ • 3t-L, 3 MI a Z 23.5 'Mr ,is (z3s,,.a►L + 31 } L 0 o,Ote t . i , CJ + ,oZ$ 2 Gs i44 1Is-] s 041 DM PH 1 A ?tt .9t 'Z''''3 A l ALTvR of 2.5 et:costcy At) vc . w,44-1. ' fix vk 7st_rs 4410 D1A- P542A r 3 `813 t 3 of o 1578Y, L .! t 3 /0c0 + I7 { It co 21 t , 0 93 + , O I -: o )°• aS S H£4A wAL L., ,. i, I1 b S -.- 0.4ilt o�?o - d. /6 rx-r. B t AE' ' U v.,Atai,S L a C) , S l e, C. 5,5 % 2. 12 2 '1 , o °'d -5[�a /f} _ "?t g asSG I63o, .7. 4-10A-l/ 4 ILI'`' V 5kr � cr wistr4� Shear Distribution Lz (i 96061.01 9/4{02 ' ------:' - - - - - - -- = Direct hear Torsion Comb DIC _ on MI Fx Fy Fx FY Shear Mil 0.23 0.68 Px � = kips MI 32.5 kips v Start 31.00 7.18 0.00 X 79.723 ft End 32 32.5 ill 0.23 0.68 appked Yvo.d © Start 0.00 7.17 O �( (� 716 32.5 ®, 1.. 31.00 7.18 Y, 36.095 ft ®® 0.23 End 71.6 0.68 Start 71.6 111311 1 31.00 7.18 0.00 a End 102.6 MEI c Start 112.2 24.5 1 31 . 00 7.18 0.00 0.23 0.68 H 9.130 . 1 End we ft 4 24.5 T2.10 ft 0.08 0.25 End 1 0 C Xcg 28 472 ft 5 Start 1 9 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 YEA 56 6 Start 3 1 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 . 101 313123211M1 End 32 26.5 . 0.02 0.06 ycr 28.50 ft v Start 32 29. v 6.00 0.00 0.13 0.00 0.00 0.00 0.13 End ® 35.5 8 Start 32 38.5 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 End 32 � 0-4E1 0.08 0.22 v Start 40.6 1 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 End 40.6 26.5 Start 40.6 29 5 1. 6.00 0.00 .0.13 0.00 0.00 0.00 0.13 0.13 0.02 0.06 10 0.02 R End 40.6 35.5 - 0.03 ft- Start 40.6 38. 1 .. 25, 50 0.00 1.93 0.00 0.06 0.00 1.93 0.08 0.22 End 40.6 64' `- e. disp. 2.768 ft. Start 71'6 1 1 . 55.00 0.00 ' 4.68 0.00 0.00 0.00 4.68 0.09 0.25 I 0 O4�:. e 7.1381 ft. II End 71.6 56 0.08 0.22 13 Start 102.6 7 1:.:: 25.50 0.00 1.93 0.00 0.00 0.00 1.93 74.87 ft. End 102.6 18.5 1=1 35.61 ft . 14 Start 102.6 21.5 • 1:. 6.00 0.00 0.13 0.00 0.00 0.00 0.13 0.13 0.02 0.06 End 102.6 27.5 Start 102.6 30.5 1 26.50 0.00 2.02 0.00 0.00 0.00 2.02 2.02 0.08 0.22 • Drawing Offset 15 End 102.6 57 J' )(offset f1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 U End 112.2 18.5 Y O""` Start 112.2 21.5 17 1 6.00 0.00 0.13 0.00 0.00 0.00 0.13 0.13 0.02 0.06 End 112.2 27.5 Start 112.2 30.5 18 1 26.50 0.00 2.02 0.00 0.00 0.00 2.02 2.02 0.08 0.22 r ,,__ End 112.2 57 0.08 0.25 ' ©: Start 143.2 1 1 47,00 0.00 3.95 0.00 0.00 0.00 3.95 A ?z 19 End 1 48 _■ _ + Start __ 1 .__ 20 End � � 21 Start 1 . ._ End . _ Start 22 End 1 ® End 1 • ■ - 64.1£ag v.5+0,, >4 5/515 R'ZS v` - r Z.../ Air PtA s tir WA L-1- TYPE Page 1 L s7 • 9/4102 Shear Distribution 96061.01 Shear Information Wall Information Direct Shear Torsion Total Shear Px 71 :; kips wall ft X Y Type L,,.n Fx Fy Fx Fy Fx Fy Comb v (if) D/C Py Z?' k1Ps 1 Stan t 32 .: .1 31.00 8.83 0.00 8.82 8.82 0.28 0.43 Xamitel 79.723 ft End 32 32 Y,,,,,,,d 36.095 ft 2 Stan 40.6 32 t 31 00 8.83 0.00 8.82 6.82 0.28 D.43 O -4 O End 71.6 32 . • 3 Start 71.6 24 1 31.00 8.83 0.00 8.83 8.83 0.28 0.43 Building Information End 102.6 24 .. _ H 9.00 ft 4 Start 112.2 24 1 : 31.00 8.83 0.00 8.83 8.83 0.28 0.84 Xcg 72.10 ft End 143.2 24 A Ycg 28.472 ft 5 Start 1 9 ,1 47.00 0.00 9.71 0.00 0.00 0.00 9.70 9.70 0.21 0.61 O � I End 1 56 Center of Rigidity 6 Start 32 1 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 • Xcr 72.12 ft End 32 26.5 Ycr 28.50 ft , 7 Start 32 29.5 1 6.00 0.00 0.32 0.00 0.00 0.00 0.32 0.32 0.05 0,16 End 32 35.5 32 8 End 32 38.5 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 ee---4. e---4. O 9 Start 40.6 1 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 End 40.6 26.5 Eccentriei Start 40.6 29.5 10 1 6.00 0.00 0.32 0.00 0.00 0.00 0.32 0.32 0.05 0.16 e, 0.02 I ft. End 40.6 35.5 e 0.03 ft. 11 Start 40.6 38.5 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 e+5%L - End 40.6 64 • e,disp. 2.768 ft 12 Start 71.6 1 :. Z 55.00 0.00 11.51 0.00 0.00 0.00 11.51 11.51 0.21 0.62 O -4 O e 7.1381 ft. End 71.6 56 ., 13 Start 102.6 7 .1.. 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 CM,- 74.87 ft. End 102.6 18.5: • CM,,,, 35.61 ft. Start 1 102.6 21.5 !. 14 L 1 6,00 0.00 0.32 0.00 0.00 0.00 0.33 0.33 0.05 0.16 End 102.6 27.5:; Start 102.6 30.5 Drawing Offset 15 End 102.6 57 1 26.50 0.00 4.98 0.00 0.00, 0.00 4.98 4.98 0.19 .0.55 O O X,,,,, R 16 Start 112.2 7 4,71:t,-• ; 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 • End 112.2 18.54.. 17 Start 112.2 21.5 _ 600 0.00 0.32 0.00 0.00 0.00 0.33 0.33 0.05 .0.11 End 112.2 27.5;::. 16 Start 112 30.5:: 26.50 0.00 4.98 0.00 0.00 0.00 4.98 4.98 0.19 0.55 End 112.2 57 19 E 143.2 48 . 1 47.00 0.00 9.71 0.00 0.00 0.00 9.71 9.71 021 0.61 O ��` , 20 Start :: 1 End 21 E 32 33 1 31.00 8.83 0.00 8.82 8.82 0.28 0.84 22 End 7 11.6 33 1. 31.00 8.83 0.00 8.82 6.62 0.28 0.84 O (d� Start 71.6 25 23 End 102.6 25 1 . 31.00 8.83 0.00 8.83 8.83 0.28 0.84 24 Start 112.2 25 1 • , 31.00 8.83 0.00 8.83 8.83 0.28 0.84 . End 143.2 25 . start 25 1' End :: 26 Start 1 End 27 Start 1 End 28 Start 1. End 29 Start 1 End 30 Start 1 End 31 Start 1 End 32 Start 1 End Start 3k 1 End Start 1 End J5 Start 1 End 36 Start 1 End Start 37 1 End 38 Start 1 End 39 Start • 1 End Stan 1 End 70.60 70.60 0.00 0.00 70.60 70.60 141.20 4.61 12.27 Page 1 LSe 9/4/02 Shear Distribution 96061.01 a -tea r`, .2' ''., - `t' a- ev ., +. a a r -iw - ate.. i* .� a.. M=4 , V fi r. - ..... - .,. ..,7 ., �:.. �5 � r�� ..._ ...aS `�e`''y�: ' .. v Shear Information Wall Information Direct Shear Torsion Total Shear Px i . .9.Z..ii kips Wall # X Y Type Fx Fy Fx Fy Fx Fy Comb v (klf) D/C Py 92 '; kips Start 1 32 X,�r d 79.723 ft 1 End 32 32 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 YaoVfied 36.095 ft 2 Start 40.6 32 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 End 71.6 32 3 Start 71.6 24 _ 2 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 G-'01 Building Information - End 102.6 24 _. H 900, ft Start 112.2 24 s :: 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.55 Xcg 72.10 ft End 143.2 24'.. Ycg 28.472 ft 5 Start 1 9 , ? :: 47.00 0.00 12.58 0.00 0.00 0.00 12.58 12.58 0.27 0.40 C.)--) 1� End 1 56 J Center of Rigidity 6 Start 32 1 -1 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.36 Xcr 72.12 ft End 32 26.5 Ycr 28.50 ft 7 Start 32 29.5 1 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 0.41 End 32 35.5 32 I 8 End 32 38.5 9 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0,36 (�� 9 Start 40 1 _ 1 25.50 0.00 • 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0 -36 L am, End 40.6 26.5::: Eccentricity Start 40.6 29.5 7 10 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 0.41 e 0.02 ft. End 40.6 35.5 - e 0.03 ft. 11 Start _ 40.6 38.5 1 ' 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.47 e +5 %L End 40.6 64 _ e 2.768 ' ft. Start 71.6 1 12 Z 55.00 0.00 14.91 0.00 0.00 0.00 14.91 14.91 0.27 0.53 O '� e 7.1381 ft. End 71.6 56 13 Start 102.6 7 1 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.47 CM„, 74.87 ft. End 102.6 18.5. CMyd;xp 35.61 ft. 14 Start 102.6 21.5 _ 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 0.14 End 102.6 27.5 Start 102.6 30 Drawing 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0.48 g Offset 1 End 102.6 57 . t �z^ X ft 16 Stag 112 7 + 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0:47 Oft A Y,t ft End 112.2 18.5' 8 5 . Start 112.2 21.5 • • 17 I 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 0.14 End 112.2 27.5 18 Start 112.2 30.5 ':, 1. 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0/2 End 112.2 57 Start 143.2 1 A • f 19 .. 1 47.00 0.00 12.58 0.00 0.00 0.00 12.59 12.59 0.27 0.79 I O -*C End 143.2 48 :: �'„ 20 Start d T. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 End 32 33 j 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 22 End 71 33 2 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 ® . „. -,, 23 S End 102.6 25 7.. 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 Srt 112.2 25 24 End 143.2 25 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 25 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 G Sq M` Roof Level Diaphragm & Shearwall Layout 70 , 60 I _ 50 • • 40 - q EM disp I ■ t3 30 - U C.B. • • 20_ 10 H Y ►p ox 40 60 80 ,oc 120 140 40 -10 T 20i 1 t? e+a • - E6 n cz to a,:: t z. .:«,: -: , , x, *4^ '. nae. 1 . * .a GMr1 far Feet ara far Wotan .ltil Emer imlitOEM. 1 '-. Wa8 # Type X Y Grid Wall X Y X Y 1 1 Start , .. ' - ' 32 21 1 Start 1 9 ;;: End logai 5 End s 2 714 R 2 1 Start ~ 4 41) 8 5 32.5 1 Start 1 s Ta 6 1 End :7i$ 32:5: End : 4 i i432. ' 4. -' 3 1 Start 26 23 1 Start 5 mi ' . j e 1 End :2 6 ,..+'7 r ' Start all 245 End 1 � S ta rt T 4 1 End A43.2: 21#3 . 2 4 1 End ; •.., y 8 11 5 1 Start _ l 8i0 2 1 Start r'.' ' r r L - . 9 3. ; i 5.:: " End :10 56:`0;' End : h 10 6 1 Start ,.32.0 :::1:0*, 26 1 Start c 11 IMINIPMEIME End ',32.0; ':26.5 ; , End 12 7 1 Start •••; 29.5'; 27 1 Start ; 13 End .:32.0!. y . ; ,355 End 14 8 1 Start -: 28 1 Start 15 End - 32.0 :641 End - .. , ,.:; ' . -g 18 9 1 Start ir ¥ .1A;, Start ,• 17 End 4 .40* 29 1 End _ L - : 1 8 • 10 1 Start 4 :40.V. w24: 30 1 Start .1: 19 . End , ;419t ..35:5:: End : ..._ 20 . :' .. 11 1 Start :.JO— T 31 1 Start 21 :' End :40. .. 6{0" End : 22 Start •118: . " 10 3 2 12 1 1 Start ... s 23 End ;;71 560 End 24 13 1 Start 102.6 -7.0 Start 25 • End '1 18 .5. 1 End 28 14 1 Start ,102.6 21.5 9 4 1 'Stan 27 End 102.6: ":27.5: End 28 15 1 Start :102:8 .30.5. 35 1 Start 29 End "102.8, 57.0 . End 30 16 1 Start 112.2 -7.0 1 Start 31 Ends 112.2 18:5 36 End 32 17 1 Start 1.12.2 21.5. 37 1 Start 33 End '112.2 27.5 End 34 18 1 Start 112.2 30.5 38 1 Start 35 End 112.2 57.0 End 38 19 1 Start 143.2 1.0 99 1 Start 37 End 1432' 48.0 End . 38 20 1 Start 40 1 Start 39 End End 40 # E Type t v( kit) 41 1 1700 1/204/10d (6:12) 5.5 . .0.340. 42 2 1700 1/804)10d.(4:12). 5:5 0510 43 3 1700 1204:110d (k12) 54 0.865' Table to the left is used to define wall stiffness types. It 44 • 4 1700 1R C.D 10d (212).. 5:5 '0:670 is not necessary to define the walls Modulus of Elasticit 45 5 or thickness if all wall segments are of the same type (le 46 6 , plywood shearwalls). Define the capcity of the panel so 47 7 as to calculate the relative stiffness in each line 48 . 8 49 9 • 50 , Middle or Lower Level Shearwall & Diaphragm Layout . 70 - - - i 60 - I . . 50 1 • • • 40 . cimi3aleied Load • 30 • • C.8. • 20 1 • 0 .! 10 0 • tY C o )0 20.00 40.00 60.00 80.00 100.CE 120.00 _ 140.00 16-00 -10- - °. X -20 ..:" iir,iii*Wii.iZeiri i'fi-,..:7: ':+.*: Y. %,..!: -1 .,,,,,_ „ , ,,, „ , , , . Enter 1 for Feet or tier Inches , r 1. Enter 1=Ft 0.1n. z . 4 ..i2i- Wall # Type X Y X Y 1 1 Start KEE laell 21 1 Start MEN • 1 : . ..:Ia.....• ,:. .... ..:41,: .•.: End Eartig7:33 End MF:201 2 MirlaNTRICAP 2 .1 Start KO NM • 22 1 Start REILDEEMI 3 /11 1 EWER ' End ihi 7 Kt D32t0i1 End NEERI:i332M 4 131=EZREEM A Start EiErliEna 23 1 Start 171 .1. Ar:: 6E23 5 BEMSNIESES§ 3 I End k"2.1*710 End San 3 25:0 ' 6 MOEN RIVAS 4 1 Start WII' '.:1/77 24 1 Start MEE tall 7 MEEMMIIM- End EEZ:3 EM End ea:M= 8 MEM :., 1.5Biri:P 5 4 Start KU IMO 25 1 Start ESE AMIE 9 1 End BIM C• la End ME MINIE 10 ; OMR 6 1 s" KM BEES 26 1 Start talletrillie ii .1 MIMIC End 3E33 26.5 End NIIIIII MINIM 12 i Milli 7 1 Start T320 ' EMI 27 1 Start NM IMMO 13 ,• End lialiral End MINIS MPS 14 . MISMIR 4 Start : 32.0 38.5 28 Start moisiaffinc 15 : MIME 8 1 End : 32.0 64.0 End 1111111FAININ 16 'IMINE . 9 Start -.416 1.0. 29 1 Start 0111111111.10 17 1 '.. .111MINIE End ICIIIIIIMI End 11111111111=1 18 10 4 Start - - 4 0. 6- EMI 30 1 Start 1111 Sta =MI IIMIN 19 I End , 40.6 EMII End 1111111111.111 2 - Start .40.0 . FM 31 Start Ell.111.11 21 . . 11 1 1 • • End IMO 11:21 End MIIII . 22 • 12 '. Start KU 1.o 32 1 Start 1.1.111.1.1 23 ' End EMI lIall End 111111.1111M 2 Start EMI Mal 33 Start III= =III 28 13 1 1 . - End CB SIDI End 11111. 26 Start 111123 1E101 34 Start 27 14 1 1 End liEnlagi End - MEI 28 Start - .102.1C . 301 39 Start 111= 28 15 1 1 End MEI 57.0 End =MIMI. 30 16 1 Start fililailleEll 36 Start MEM= 31 1 End 1E1E9 KU End MIMI MIME 32 17 i Start Ein3 1E31 37 1 Start MEM Mill 33 I End Will IOU End MIN11111111•1 34 . Start ili1E11 ' 30.5 35 Start . MEI 38 18 1 1 End UM Vial End III.11.1 38 19 1 Start 143.2 1.0 Start • IOW 37 39 1 End gm 48.0 End 11.1.111 38 . Start MIMI. 40 Start MEM 39 20 1 1 End IMO= End EMI 40 Will MEI 101•10:31111 NMI y OM 41 1 L. 1 /2 c4: lad 110M12:13 42 MINE11.111. 2 MOM in :ea) lad k12) !J[ 43 3 NEM 112 iod 1 mainum Table to the left is used to define wall stiffness types. It 44 11.111= 4 KUM 112 C-010d , 1 KEE Ego is not necessary to define the walls Modulus of Elasticit 45 • MIMI .111111111..11 or thickness if all wall segments are of the same type (ie 46 111.11111111111M1 • 1.1111.1 11111111111/11 plywood shearwalls). Define the capcity of the panel so 47 7 MEM MINIM as to calculate the relative stiffness in each line 48 8 _ _ MIll 49 C. Z ( I 1 4- Lower Level Shearwall & Diaphragm Layout 70.00 60.00 ± 5"° T , 1 • 40.00 - ■ • t disp i r * 1 1 . - • 3000 CG I CR • . I 20.00 -- I 10.00 -,.. , , 0.00 20.00 40.00 60.00 80.00 100. 120.00 140.00 16C .0O -10.00 4-1. X - 20.00 ' 7. ''''' ••". ittreiVr" ni .?,•: ,•,. - At.tHEARWALL COORDINATES ' ::.;'-' i;'':A' • :'.i ...0(4s; Enter I ter Feet ore for Inches VtAtVit Enter teR 0•61. ir:J.71.L11; . Wall # Type X Y Grid Wall X Y X Y 1 z Start - 1:01: IlMiri T 21 Z Start ;i:.,"333;.:.:t1,33AM 1 End ;::3208:N ,.32,47.4 End 7 ViOiii ';'.1:3331Ti. 2 iis 7tg6t.:7 ii9::EC:a 2 a Start 404i!;6203 22 z Start ;F410.10 3 End viriarait:132:01 End !1- illeiti 4 2 , Start r:!•2141:: 4244:i Start A31•Leoi aialra::; 5 '.;••:64,litsj:::::': Altili::: 4 ' ' I 23 / End in0246: 424/10ii End 6/05,1t `;‘...h2r4U e 1 :145A:::34;;-.740.1ga 4 7... Start T - .• .112a: 4. .ii.....,..-...... 24 I Start 33904120k 7 1., AO/Ai:. : ::: a.:::-..:Etc ... End eli43.2t ::24X1•: , End 1; 8 ,- • •.:111:i. ":: r .• .16.7...1 .4 • • 5 4 Start ::.:10-:; •: ...........- 25 1 Start .:: -...,. .... 9 .'. ' :. Ili •,,, ;.' .:10': .1 End 10, :36:0 End f . ..... , .t 10 . . . 6 4 Start 7 " : 1.0 26 .,.° 26 1 Start ' -- • . • ......,. - End 11.7 End „. .: ,., ! 12 ::. • . ... :::,.: :,.:. • . '. 7 I Start :. 32.0 29.5 27 1 Start 'i: '.:' .: 13 - . '' ::. ' : . . ., .• ' End 32.0 35.5 End r . 4 , 14 .: . . . .' ,.;.: ••• 1 a i Start : 32.0 384. , 28 1 Start !• .i= :: 13 •: . t . 1 End 32.0 64:0: End : . ...- ..,. 16 9 I Start 40.6 - 1.0 29 1 Start ! :: . . ::; 17 '..:. .. S! • '.i . End 40.6', .,. 26:3:: End L . :: i.:: • 0 18 ,,', .. •,?;: ....,1 10 4 Start ; - OA.: i:29.0*.i Start i• . , :1: • •:: 19 .:: , ....:: ..44 7 ;,...... .:...f • 30 1 End • : 40.6 , ' 38.5 End .:: 5 .. :. 20 '!"- ...: ':. ..] ii ., ...:' - 11 I Start ,• 40:8 - ..56:5:: 1 'start ., • - : 21 End :' itir:: '4=4:fi 31 End 22 . .:, ■ 7 Start 716 10 - Start . 23 . 12 .........;. 32 1 /". End - . 714 58.0.: End , .: 24 , 13 4 Start .102.6 -7.0. 1 Start - 25 : End .1026:. 18:5 33 End . 26 - 14 / Start 1 102.8. 21.5 Start 27 End 1026 27.5 , 34 End 28 • 15 j Start 1 102.6 30.5 Start 29 ---- 35 End 1024 57.0. End 30 18 I Start ' 112.2 -7.0 36 1 Start 31 End 112.2. 18.5 .1 End 32 17 1 S" 112.2 21.5 Start 33 1 . End '112.2 " ,End 34 Start 112.2 30.5 38 Start 35 18 1 1 End 112.2 57.0 End 36 . 19 1 Start 143.2 1.0 Start 37 39 1 End 143.2 48.0 End 38 Start Start 39 20 1 40 1 End End 40 S E Type t v(ktf) 41 ' 1 1700 • 10 C-1310dilk121 5.5 0340 42 2 1700. 1f204:1110d(412) :5:5 0.510. 43 3 - voa lar.4:1104 - 55. 0:6155 Table to the left is used to define wall stiffness types. It 44 4 1700 : 1i2C tbd(2:12) ' SS ' 0.870i is not necessary to define the walls Modulus of Elasticit 45 5 : • . - • • or thickness if all wall segments are of the same type (ie 48 . . . 6 . 1 . , . plywood shearwalls). Define the capcity of the panel so 7 • - ' as to calculate the relative stiffness in each line 48 • 8 : 491 • . 50 , « fa eo> tryivonneet e <:: : : � > <::o:� �> <: >:: :: >> < < > < : : > >> »> ` > :' €> e �.a. Le ■ 4 .......:::: ....... . .........::..::::::.: : ::;: ....:::::: X Y Lengths ref angle A X Yc9 ' Xc ' Yc9 1 • a b c Ang (ft (ft) (ft) (ft (ft 1.00 9.00 (ft) (ft) (ft) 71.60 9.00 70.60 72.16 9.06 1.34 317.70 24.20 6.00 7688.34 1906.20 71.60 1.00 8.00 71.61 72.16 0.11 286.40 47.73 3.33 13670.83 954.67 z 143.20 1.00 71.60 143.20 71.61 0.01 35.80 71.60 0.67 2563.28 23.87 R 143.20 48.00 47.00 151.03 143.20 -0.32 - 3365.20 95.47 16.33 - 321264.43 - 54964.93 71.60 48.00 71.60 86.20 151.03 -0.27 - 1718.40 71.60 32.00 - 123037.44 - 54988.80 ' 71.60 • 56.00 8.00 90.90 86.20 -0.07 - 286.40 47.73 34.67 - 13670.83 - 9928.53 1.00 56.00 70.60 56.01 90.90 -0.89 - 1976.80 24.20 37.33 - 47838.56 - 73800.53 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 P. 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 i.::: • 1.00 9.00 9.06 9.06 0.67 6.00 1.00 - 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 a• 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 =: 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 • 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 P. 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 P.' P 1.00 9.00 9.06 9.06 0.67 6.00 R. 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 it 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ti 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 r? 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 • u. 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 PI 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 It 1.00 9.00 9.06 9.06 0.67 6.00 1 R. .00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 max 152.4659 0.00 -6683.40 -481873.14 - 190288.90 CG= 72.10 28.47 .: X5 / X Y Lengths ref angle A X Y A X A Y il -� a b c Ang (ft (ft) (ft) (ft (ft 1.00 9.00 (ft) (ft) (ft) ii 71.60 9.00 70.60 72.16 9.06 1.34 317.70 24.20 6.00 7688.34 1906.20 • 71.60 1.00 8.00 71.61 72.16 0.11 286.40 47.73 3.33 13670.83 954.67 143.20 1.00 71.60 143.20 71.61 0.01 35.80 71.60 0.67 - 2563.28 23.87 143.20 48.00 47.00 151.03 143.20 -0.32 - 3365.20 95.47 16.33 - 321264.43 - 54964.93 . 71.60 48.00 71.60 86.20 151.03 -0.27 - 1718.40 71.60 32.00 - 123037.44 - 54988.80 71.60 56.00 8.00 90.90 86.20 -0.07 - 286.40 47.73 34.67 - 13670.83 - 9928.53 1.00 56.00 70.60 56.01 90.90 -0.89 - 1976.80 24.20 37.33 - 47838.56 - 73800.53 c 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 : 1.00 9.00 9.06 9.06 0.67 6.00 It 1.00 9.00 9.06 9.06 0.67 6.00 ii 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 - 6.00 1 i .00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 s 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 r 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 4 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ii 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 il NI 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 iz 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ?2 1.00 9.00 9.06 9.06 0.67 6.00 1 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ti 1.00 9.00 _ 9.06 9.06 0.67 6.00 ?` 1.00 9.00 9.06 9.06 0.67 6.00 t' 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ti 1.00 9.00 9.06 9.06 0.67 6.00 • 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ii 1.00 9.00 9.06 9.06 0.67 6.00 ti 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 _ 0.67 6.00 max 152.47 0.00 - 6683.40 -481873.14 - 190288.90 CG= 72.10 28.47 Ls14 • ::.:................... :ate: >: >::;::: >::::;:.;:: X Y Lengths ref angle A xc y A xc8 A Ycg a b c Ang (ft (ft) (ft) (ft (ft 1.00 9.00 (ft) (ft) (ft) 71.60 9.00 70.60 72.16 9.06 1.34 317.70 24.20 6.00 7688.34 1906.20 ¢ 71.60 1.00 8.00 71.61 72.16 0.11 286.40 47.73 3.33 13670.83 954.67 zz 143.20 1.00 71.60 143.20 71.61 0.01 35.80 71.60 0.67 2563.28 23.87 ii 143.20 48.00 47.00 151.03 143.20 -0.32 - 3365.20 95.47 16.33 - 321264.43 - 54964.93 - 71.60 48.00 71.60 86.20 151.03 -0.27 - 1718.40 71.60 32.00 - 123037.44 - 54988.80 ii ' 71.60 56.00 8.00 90.90 86.20 -0.07 - 286.40 47.73 34.67 - 13670.83 - 9928.53 1.00 56.00 70.60 56.01 90.90 -0.89 - 1976.80 24.20 37.33 - 47838.56 - 73800.53 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 1.00 9.00 9.06 9.06 0.67 6.00 s 1.00 9.00 9.06 9.06 0.67 6.00 K 1.00 9.00 9.06 9.06 0.67 6.00 ii 1.00 9.00 9.06 9.06 0.67 _6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 • 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 r 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 . 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 =? 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 s 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 - 9.06 9.06 0.67 6.00 1 il .00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 ` 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 n 1.00 9.00 9.06 9.06 0.67 6.00 1.00 9.00 9.06 9.06 0.67 6.00 li 1.00 9.00 9.06 9.06 0.67 6.00 max 152.47 0.00 - 6683.40 - 481873.14 - 190288.90 ?i CG= 72.10 28.47 L /s 4 E 0 - ▪ ,. . . - 0 - - 0 - - o „ e „ U L= 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 7. 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Sheet U CON LEE pr Date 9- 4 ^aZ ENGINEERS INC. Subject By. AS'N Calc. Line A (Length, ft. 31 IDL Reduct 0.9 (Governing Load: , Seismic l Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 - - 3rd 8 7,192 300 500 232 57,536 143,685 .'. None 2nd 9 1,643 170 300 285 137,051 225,572= None 1st 9 2,604 170 300 369 - 240,002 307,458,, t - None Calc. Line 1 (Length, ft. 47 IDL Reduct 0.9 (Governing Load: Seismic Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0' 0 0 , .,:. _' ;x 3rd 8 3,760 150 300 80 30,080 161,798 agg8 . None 2nd 9 6,110 140 300 210 118,910 313,655 ; * ; 5,4a v; None 1st 9 2,820 140 300 270 233,120 465,512 None Calc. Line 2 (Length, ft. 6 (DL Reduct 0.9 (Governing Load: Seismic Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 3rd 8 378 200 400 63 3,024 5,400 z1 None 2nd 9 552 140 1,200 155 11,394 14,148 V,0s None 1st 9 276 140 1,200 201 22,248 22,896 .j1 None Calc. Line 3 (Length, ft. 55 DL Reduct 0.9 (Governing Load: Seismic Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #/ft Mot K -ft Mres K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 3rd 8 7,205 150 300 131 57,640 219,038 . =rat None 2nd 8 10,450 200 400 321 198,880 511,088 -, None 1st 8 5,280 200 400 417 382,360 803,138 i,5 None • SYE i } : k _ - z: y. } ' le f Client Sheet -� h •l U � CON LEE Project Date -u-�/ /� ENGINEERS INC. INC. r2r Subject By P (UPPER) 1 �j a SLIDING SURCHARGE . z) _ - Q - IAN I L Ih 1 0, C % DRIFT SURCHARGE • 1 t Qr h 1.4 / ROOF SNOW hr — I :`. ... I P� (LOWER) viv ; ..... ............................... t Wb 144 Wd -H FIGURE A- 16- 6-- ADDITIONAL SURCHARGE DUE TO SLIDING SNOW • .4 ar -Ir 1141 , 24 tis, 4- Iv -1. 2I D- 04 4- l4:0,I2 r WA 4 -6 -.,) , ► o U14 -1 E1 , 41) . 1 . 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