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Specifications November 18, 2004 CITY OF TIGARD OREGON Dick Ossey Ossey Development Corporation 5437 Rosalia Way, Suite 100 Lake Oswego, OR 97035 RE: NEW CLUBHOUSE @ APARTMENT COMPLEX Project Information Building Permit: BUP2004 -00466 Occupancy Type: A3 Tenant Name: Oak Tree II Construction Type: VN Address: 16055 SW Durham Road Occupant Load: 75 Area: 2,545 Sq Ft Stories: 1 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 Blab), , Senior P . Examiner 4- r E 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 ut DING DIVISION SUBJECT SHEET NUMBERS FOOTINGS F -1 STUD WALLS WS1 & WS2 SHEAR WALLS SW1 & SW2 FLOOR FRAMING FL1 - FL12 ROOF FRAMING R1 LATERAL LOADS: FLEXIBLE DIAPHRAGM LL1 - LL12 RIGID DIAPHRAGM LJ1 - LJ18 SNOW DRIFT SN1 BUILDING F LATERAL LOADS / ROOF BEAM BF1 & 8F2 A P O ' �� p/ 42 4 7N 8 VI 'li CO ' I EXPIRES: 12 -31- m5' 1 Client S" ' Sheet ' C LEE p roject I4 -ov U Date E NGINEERS INC. S ubject B JPM LORDS F or — - ~ - r y r Ir r # - r i M/, a+.-- T W . w= r- .M-�) 9. w� � ) C "5) — . , . 'e 0 025 ,0(o(13)(2) - 14 u VI A'1: k 4* .,z, w/ Z —* - [ ..,. D 1.- I _ 1.5v.si 1 Ortiz-10E— Wie4,1 . wick ,0284( ,I1 r , A0(2 ,4,0 CZ) y 1- 4 - ,-77 IJ. w wi Ga -1 . �, w/ 2- 41+ 1..7 I.SI te it\ri: rozir , t s 10,* I,r 7 us ',4 is" Client Sheet_ Vi; it CON LEE Project Date h U ENGINEERS INC. I; Subject g J� 1 t _t)ei-i *A, f:ITP ,69A6e,/,a 1 0 cr9t.syA- el I I'V0�1. 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N ' .r• ''-∎ `.4/10/00 Doug Fir 9' Tall Studs Wood Columns (UBC 2307.2 Combined Wood Columns & Bending (UBC 23082) 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 `'` ": t Inches Inches Inches PSI PSI KSI Comp Bend - Lbs:' Ft -Lbs PSI ' KSI PSI PSI PSI • PSI . .e-•••.rw••;::.= 2X4 STUD 1.5 : 3.5 11515 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 0.305 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 - 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 71e 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 0:17.3 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 1 [1/ l t 4 , t, X11 ' l 4 l Client Sheet fV• 1 %'- CON LEE Project. ' � Date ` ENGINEERS INC. Subject By S ILK I . I - '__. 1' ' . k WALL, 1 51, L . ' : ' % ` 1 'x2% , .6 M .3e loYi rte, - �OL �, noi.) . 11.1; ti - .. L II 4 r(i , • j a 4 i 41r: • (8,4 1,,? ' I I A' , II 1 :t .‘ :i . .. . .. , rle,"0.-10 6.01( eEfr ,-.1h0).. r:7 -. / .WIL...-- = 72 i tile ea 0 - - - Pvi-ikl-H , *4 lits-A 4 -4% , Cc .. -'4- . . :41.i ' .. ' :- a l`ecf 9" - 19(1.0) bte > 106-- f ,i ; , , ,,i , . : .. :,.. . . .. .. • i 1) A K..f . ..' : `J' �� ' 1 ... : . r a . 4 "IjeCIT >,- ii - b4 6---r- Jr t5tviti'a; 4'177Y - -kiiKlie i 4.` a.. ) 't-o l ' • . i u$2 IV:4) •#. v)a6. i ..':'.:. - := - . %", s io trif ic -7/1,9. .t- "Tigi ii, - D f4,04): > L,I4 - g + 4 5'r > ` (4 5 ;7 Usti /4 :‘ I4"A' ,I -: F l a °-` = 47. ^' ' a firr!' -. , + `v }' : 1 J LL Client Sheet / f . V'Z I. (E.) CON LEE Project Date v ENGINEERS INC. Subject By (4 WMA / vi a v 00 2 t/A-" W(4r 0,t4 1 15 afrise ( LI- lt.- - 6 'Zd Ii0. d, . 1' 6 ) [i III A\ ke*C IM ore Pl *'I 6 ,14 • 'W 4" 44P Oa): 1 M•, g I ?i1.G. * � S 9 - -1s/ 4 VI.ii,s 6 zroe. , ,, 4- D )-7 8.q-/ 1,-ftv4- - /S � X � ►� L IMP � 77? j; - I 1 � 6 gi M O ( 6 01-11 ` 1 , ( % 7e5 Use ' g. 4 ° WU/- 6704 . - 49) 4 us r a iiluelo krf 6 1- k5 �GBOG. �►�� 1 57 I� , 1011 1 "" 7ry .1111 V•6 Ctlivn , 1 09 -r A Wt 1115 1;g4. . Client f X54" Sheet K1.- Fi CON LEE Project Date r / ' ENGINEERS INC. Subject B , q~(1. 1 2 7 , 1 46) , oes(,1.- , 4 1. I� 970 t791 X3 ,7' ►� �� - MAX :I-1 I5 I 1 1214 060 '?)4 jot* e I? L 1 G, W- .o4 0_19_1 I.77C -� , .x(1. 1 ' ,. 1.N °A' 7s � C> 17- - eel it MAx 1 I 364 i l6_ o 17' crAi4 rI- Client Sheet CONLEE Pro Date U ENGINEERS INC. Subject, By • -17cr 16IN P 1 1-ta q_ X ( 44,i4 6 V #22_4thr): . ( 7 )/ ,011.1 -Tz - uc5' 601-10120 V4 tAkO .1241.1" b' SAN G:' (.. 1117 1,1 vd.g x.45 11 / 2 7 _x �►��- 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 = L1634 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: L2= . 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 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 = L/2278 - 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 1= 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 = L/1582 Total Load: TLD-Center= 0.18 IN = L1679 - 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: L/ 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 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: L/ 360 Total Load Deflect. Criteria: L/ 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): lreq= 86.6 N4 1= 392.9 N4 3 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 I Depth Required 8.13 In Center Span Deflections: Dead Load: DLD- Center- 0.05 IN Live Load: LLD - Center= 0.09 IN = U1181 Total Load: TLD- Center= 0.14 IN = L/776 - 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: L -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 1= 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 = L/895 Total Load: TLD- Center- 0.17 IN = U624 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: Lug -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): Area= 42.9 N2 f�`� i� A= 53.8 N2 Moment of Inertia (Deflection): I 1 I Ireq= 285.1 N4 4 Y 1= 494.4 N4 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] 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 = U3353 Total Load: TLD- Center- 0.03 IN = U2122 - 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: Lug -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: U 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 = L/1476 Total Load: TLD- Center- 0.12 IN = L/925 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. 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: L/ 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): Ireq= 271.4 N4 1= 697.0 N4 . ri.-11 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: Lu2 -Top= 0.0 FT Center Span Unbraced Length - Bottom of Beam: Lu2: Bottom= 8.5 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= 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 I= 415.2 N4 Client FR A 5 4- Sheet ft — I Z U CON LEE Project Date 9.4— ° 4 ENGINEERS INC. Subject g Ds H vrLD rN i• c __ _L_/ l/N 17 A 3 O v17 1/N rr L . I L = - w'- , o"t ( t ,al / c4 + . 0-63 = 0.31 - I 1 7'. . 3 ! ( 9).2, - I, �r '` '. . 31 C -+ � '/ g = 3 . i I` I /17., zg . 1 1r' 3 i . 3 X1 K w' .oAt(fflat oqt .0k3("?-1,Nyl .aSCL p' ,a4(c -,IZ ?`a Z \\ \ . i zJ $ ' 2 •' 1l I s S. 1 , M'. 3.1s (z. !,,yi, t 3.as(,r t 3tl =V3.\ s 2_-4 (I.1 of , _ )a . '..1 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 = L/1187 Total Load: TLD- Center= 0.17 IN = U702 - 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): lreq= 66.2 N4 1= 193.3 N4 a • Client r141 Sheet IA,'" I U - LEE Project Date fli ENGINEERS INC. Subject By - 1PV1 ' tk - rer--A 1/,A • UP C l'47 , WtP-i7: ,e0 t1-94, 7 .0gtig-e 13 _ 4 r-9( 1M = li4c i''f (;414.9 e- 11:i 4 1 1, 1 - ,-- v.tsitc, ! zA.a i r D 5N Leki7z--, if 4i,ict,l, UNI.1 13Y Ukilr 4 VN I I - P ‹ i I 0 if , #________ _1 goer- ,sollioii.-) - - - r ,P( (me 2 -1 0.1..t, ,aue, ■17,,i .12 1 , . • %X *L-1. 0 6 64 - 0 1 ) 17, ' e g-f r tl i) ' - n , oi(ii.r.). = . rPlati-nvisi ,()16191,6), gi /1.1.17 vi■-vt. ,CO3612)0' 7-e 1A-1-na4 ,01614) ' Ilie iNa-rifiou ,iitd 4 H-f.L4--- ---=%-et -Fork_ lict.v- • Client Sheet •• 71 CON LEE Project Date ENGINEERS INC. Subject By JyM ,U14"11' ,4 /4.5' , vqm, .%)e 0- 0 W -L -P (w) 11- ftha fi . ai ( 7a ft-47 - , a1-6%7 .1 Wow 036 - Ib x-r , � Ire' 8 - # � 4DI CI )1 i�. -� r�N ,D 15 �. 15b �- -t' - ►�.� t ai- = As ��- Client Sheet 1 -1. - '3 - CON LEE Project Date 6" ( *�Z ENGINEERS INC. S u bj l ect B J1 1997 UBC , UNIT TYPE A EQ 30 -15 EQ 33-1 Vertical Diaphragm Level I Ht, Ft. 1 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 -2r - I____^ 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 I Ht, Ft. I Wt, Kips I Shear, Kips Shear, KipslSeismic 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 36.4 9.4 9.4 2nd 9 56.9 10.1 11.9 EQ 30-4 1______ 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 /0! 0.36 1.0 5.5 3rd 8 33.7 8.7 8.7 2nd 9 53.1 9.5 11.1 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 1 R 4th 0 0.0 0.0 #DIV /01 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 J Client Sheet / ,/ I, - CON LEE Proje Date !'� It -0 Z F ct ENGINEERS INC. Subject By _PM T L-Dl 0-4 I / 1 - 'Ibb ?sf- (1'4 6')(4� - A' W,vL'5g ze r ,� ,,► w �,M7.5) +.���Z - 2.2? -l.�,y ,t 4. 32 — 117,1(11)() o a�- 1'.1()(44) _ v i2►412 {/ ° ? et - 6> "� ��. f % �5 a �.�- 19 V ® 1-2,41-(1)4/z_ - - m-z (i) WA Lt-4 6 1 .1,54- (I 0 = -r k,P ;" 1 t) `, w.�, !fig% 1,6 .4) (6) Clieat Sheet // �'� ( CON LEE Project Date Y 0' ENGINEERS INC. Subject By sl '{D s lims 1.0 . VuI� r o ath -ro 1.11.b pt reei ti 14 1 1 620, z , ih,t(60 t)Nd) t irO - P1 ate 112,1(i)(91-\ ,�- w� /zNi? w- 10144? %' I e"()-0`- % 'CIA) O2 *1 It leyr VA- wo-10. 4-4` = 1 4!` Cu. + Sheet -4/ CON LEE Projec Date kJ -. 1 1 1; U ENGINEERS INC. Subject B l By '131-1 r I . 6q 4.e. . l st, 64 1.6(4 4- , s .6b,'- g y _ Y w6- 6 a-, F,6 ii Z 14 r, t g +.-1- ' � � q O [ i 7 1 i e w,ise -z- D 4 =1V y - 'l.e -. C.S) E',7- 4 i'' 11.41-1761® Y3 VI'# f , 1 ` 4 ['a ;] s. Ai l ik 1/40'] 1 ! Sir Z _17 • V o /,e" I oFsc G44v Ark o 1' .i(1) ('4 . 1-e" . at -• 1 IM( If *#- VI w- 14Y 4- ( .5 �' t. (,5) Z,b 17` %-- '(�� y '1. .1- 102 415 1 - 20 * 1© w - Z , At-ic-. +- (2. ) . , .o y 1 - zoo C 4,7 4- 1 --- - 11 , -.c IL , 2�1 Ct .4') - i 3,6 "' A ., r,o 41\N - q 1 6,f t - Vel -- .1 1 `(Vlfo1 Ck) v (...24.1.1. Itl 6�2) � Z.b .,. ktz, Wks t 1v1' k A. , =I, V w 1 (' 4 WA . , - 5 1` � 171 . Zoe y 41 4.4i 4 y 1(,zs) = (.# 17'(1, +)= ') 4 AJ- 4 61 5.1 0.-- lz.4 n 4 7 ® Client 't Sheet i/I-7 F CON LEE Project Date (� 1 0 ENGINEERS INC. J Su B l Sit 1 5.1M AD S k. f 1'0 UNA 0 014.47 g Vat 44 " VAS # ��•� �- [ .'Cv) � '.z 44' CIA) &37'x© 4. 7' 1 W4 U� Client Sheet Lit. — 0 U C CON LEE Project Date L7 ' DZ ENGINEERS INC. I� Subject By L� 1 OVERTURNING CALCULATIONS FOR UNIT A - talc. Line 1 'Length, ft 25.5 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 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 Calc. Line 2 'Length, ft 24 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 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 Calc. Line A (Length, ft 32 IDL Reduct 0.9 'Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear #/ff 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 J • Client Sheet L j .-- 1 CON LEE Project Date b-i�'a2 U ENGINEERS INC. Subject By _• 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 IDL Reduct 0.9 (Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear 4t/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 IDL 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 LL 10 U 0 CON LEE Project Date —Z� 7 — ENGINEERS INC. Jet Subject By 6 171 .M1' 1∎Oki W- S, a'`y 24-'' L .4)O' ,WY, bIA141' Cyvbi, Gk%) • t Z ] I-704119.51 Ib 91 heet:,] � 0 -?✓ E 241 016 a, p( 1 a- o1, -1- , 1 4.1 Dv c i' iNrr . ► V 11 ( 2 .) = 0 3 fi VNVPb ImITt A 1A- > ANk IU r um PSI. rOuNr) UNP1Z N tai-e— 4 Li k i r �'v NlAMi-i'1Aita !g -"ifiY. Client Q 54 Sheet LI it U r— CON LEE Project Date ���� t7t- ENGINEERS INC. J� Subject By I X P1 -Ys,& Y(k 4� V# s 2 0co 0 a /09 6 , 7 0 6,0(10) s c_ 1,4 j�s� 1,0 • Client PRA 54 Sheet L S I ' 4- CON LEE Project A Fit 4k PS Date 1 -4-o2 U ENGINEERS INC. 1" 'Z Subject L +17 £1-,4 L. LOADS g M4 bfAZ Lo ,mos ?o o•F ; . 0 1 5 1 . 3 6 ( 2 - 4 - i 1% (ge l $ = 12_1 EiT W II A L4S ,uce, [41 • •- 2'F Z, 40. 3 ?atT , • 1[21 )006[Si k J /g0 Z -XD F�F , 0 Zr31,5 63.6+ 4Cs1 o = /Z33/ k 1L. BRtt2E FAr /Dt /kS , o5 t2o(4 % = b 4 I,. xl �n • ALLs Z (Za,1. 4S . Z 5th 0 0.0 - -- - — - - — _ 4th 0 0.0 0.36 1.0 5.5 3rd 8 150.2 2nd 9 316.4 1st 9 316.4 ,._ � .�_.... Totals 783.0 128.1 - a Client FR A 54 Sheet 1=1 Z CON LEE Project Date 9' ,�'oZ FE-1 ENGINEERS INC. Subject By 1�JH FLt xtgC.E baAPHA6M AhslcrS, S I 3s.g Z 34.45 ' 3 3s.g� 4, 35%, S ..., , .i. 114 -- . )FD 0 N, Z4$ Z" St f� Z 48 --� 1 M L � `f S 5 its t1 610VER /ON k WAu. Ty>°£ /�c�X ,re,j DIA- Vi = 40.2_ fH'vr• 5 GS I Pt, 901.2 O SAtmE A 4 401 -.-. 1, 1 61...k 4-z 44 / _ 4 o. Z /% - 5 . 0 = I , + (1 - ) = , 4 ® S q M e • �� " V; _ a SAME \17- _ V 1 = 10.1 - ,. ).+ (► 433 i O 4 = 4o.z � C 4' 13 1 Fc.Ex 3 ?.° hie al4-11 y : 5%0 y : 40.1+ 5S•4► : lt.t = 1. 4(1.4c . Zss +I Q 5qr =1/ = s . o t G$% = 1. , (--' ' I S 44 /1 + ti SA fri £ . N( V 10 t " = a.4.)c 1.9-(11Az 1SS ' ® 3ZIr ® f 4x \f,. 2 1s . (,4(ss z 1 a k ® S gME ° 1$ � ' m fzg .1 1.4 (7._4-q , - 3-6,1 � V - tZ� 17.3+ Z9. S/a . Ib , a = I.4 (¢-) - 2 43 + ' / i ® SAPIE V I/4:Z4. ");t2.97= 32.1 = ).♦614: 2 *A a I �Fx SA ms V 32.) ). (ssN - 7 1 Y 41 ® f 3 Client FR A 5 4- Sheet 411 Project Date 9- 4-' U CO N L E E ENGINEERS INC. Su By (6.1'\ L ' SO VNQAAre-r r rax. s A �= SIao��' 2: 9° A c+ItAX L1n 1 d• 2 32 (1.4 1 vof __ ,f = 0. .015 e = 2 _ 2 - ° -A — 0.1 +. VISE ) , o 3 '' �,$ ( - 4 415 .6 e -.... 2 - 1.-- - 1. 6 . .a VASE 1, o 2 Nfl ( .r. Z9. (i., ` Z 4S = , o 4 29.1 VS£ = ►. O NOTE= Bibl�R SAY 1, o Cr.,Ax MCA/Y5 $ 6 . zo a SnrA Z = I, U 7o N/!v1cR� IS aN ��a, C1‘) s a x of 610A 1 0-z, _ H I— c o S�Sa R 11.4 ' T o.2Z ` "' a " \,,, - t L,+R 7 S H 104 Z�.3 �-- c^SE s��r w�u.s 14 � smug iog A14 6 , 4.5 = �1. 14 (5+11 1t ♦ 17 *A w�a)4+1 IN c -Y-DS‘ Fir .4R = c�•`PdZ c:::,.. 9oZ + I - �- / vtL4 ?£Dvf,./p..2 tier ►S I. o f oR At.r. " 'A -LS Client rR.4 54 Sheet LS 4 CCON LEE Project, Date 9 4-" ENGINEERS INC. Subject By, C bo/A piit A O.^. 3A' rGo�,e Di Afil vwRST LAS y a c7,ok _ Sze S 4 ,4 trT LS I C0 a S vST 2- 'A' vrrs S1 5 /of LoaoS w: 4n.0 ;1• 't 4 O.356 v,/ t 4`? k - ` Y I. - (11,c11 S - It 71 M - " I 34 .s 6.+\ V —÷. t V 3 /4 'I".4.(,, fly w /'al /Y• /2-6 �„' M _ B 4'1' c CI y5 IZ" a c- Z N _ N f►to l , No Ec.0ck' (T �EGtv1R$) 14 r T r M = 0.356 (23.5, b • q$,3 ?, 6, < $Y I/4sptcr10,' TotovE 3516.4) ;stxp Wei 1-1.5 AXE . A at Q vATE ?c, XIS 157 7" 'r o X C E F70N7 LA et LoA 35 :6 PA r r . ..,... . 44 36 . Va. \ It- dIbb ‘ 9 z rri 11 /1 \ / 1 47 11 i, " - Z. l/`' ,44G(341( _�5k -I k / +I 6. 4,. p3 -rte it Is Aaf vvA pQR GEiogD Yii Client f' S 4 Sheet LS 5 U CO N LEE Project Date 9.. 4." ° z ENGINEERS INC. Subject By. n1N C �t� S7aFy DRIFT a LEAR 'MIA Wi►.I.s AO }i=A1. 3F' co��. W '0. Z 4 L 31. 1 3tz 3 31Z "' \ os z 23.S L Z Z3 _ ,i5 (235,0011, + 3►, eo t 1. ") E b is.sGsyZ] 3 i o 43,01 1- • \ 1 E t 0018 o o, 44 l2 ,$] = �. l ' a 4 1 � 01.08 A PA ?t;Gor'" ''-'3C A J� 1 ACrdR or 2 S enoraccvti t; v L, '5 '14 &Air WstvL ' F /? V/.t 7S so D IA-0440A 6" S 141 14l o ,s($ 171$1 t 3 l00o t {3.c6s- )13i.s. it o on ¥ ,093 t .0 ` t O ) 615 oS /aUA WIL �- 1 I; Z> 0.41►t .) OS o.516 S Zx1. BtkemuL WAr�, it s Ca g.s = 2.° l _ - 2 Zo A 1 A aZS ��" l � / � } — bit AT 3TR asst /410.'0.S 4Td-1 b i t / Vt w � / 9606, 01 Shear Distribution L f� - , , tea ‹. "te : , :vagi� `` "'- ;; 5y'K °.�^ `"" " *. .w a s L ..I , Z 1 ,s . . 4 a r_ -K`s .,. Y,: Total -� - � _? - w _r Direct hear Torsion R - , "�° Wall Information Fx Fy ® Comb v DIC Shear In • Minion L Fx FY Px � wps 1 32.5 7.17 0.23 0.68 Start 31.00 7.18 0.00 Py 29 kips End Yrro. ft 36 ® ., 7.17 11/ 0.23 0.68 O �� igi Y, 36.095 ft 2 Start 40.6 1. 31.00 7.18 0.00 A End 71.6 32.5 0, Building Information 23 0.68 Start 71.6 1 31.00 7.18 0.00 7.18 111 End ' 102.6 0.00 7.18 0.23 0.68 Start 112.2 24.5 1 31.00 7.18 O H glop; ft 4 End OM 24.5 E Xoy 72.10 ft 0.08 0.25 Ycg 28 472 ft 5 Start 1 9 47.00 0.00 3.95 0.00 0.00 0.00 3.95 End ��� 0.08 0.22 Start 32 1 1 25.50 0.00 1.93 0.00 0.00 0.00 1. Center of Rigidity 6 Ea 32 26. 5 Y 28.50 ft 7 Start 32 1 6.00 0.00 0.13 0.00 0.00 0.00 0.13 0.02 0.06 End 32 35.5 0.08 0.22 - Start 32 38.5 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 8 End 32 64 40.6 0.08 022 III Start 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 e 0.02 ft End 40.6 35.5 . 0.08 0.22 e +5 e, 0.03 ft. 11 Start 40.6 38 �..' 25.50 0.00 1.93 0.00 0.09 0.00 1.93 (gip %L End 40.6 64 O� Start 71.6 1 0.09 0.25 , e 2.768 ft . 12 1 55.00 0.00 4.68 0.00 0.00 0.00 4.68 e 7.1381 ft. End 71.6 56 Start 102.6 .7 .1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 13 End 102.6 18.5 " ... CMz-disp 74.87 ft. CM sp 35.61 ft. 14 Start 102'6 21.5 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 7.5 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 ( /'� , } , ) Start 112.2 -7 0.08 0.22 `J"3`- 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 • Yw fte ft 16 185 Yom�i ft End 112.2 18.5 17 Start 112.2 21.5 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 18 Start 112.2 30.5 1 26.50 0.00 2.02 0.00 0.00 0.00 2.02 2.02 0.08 0.22 End ® 57 End 14 (} Start 143.2 1 0.08 0.25 ' 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 i ‘',',.,'• 2 19 0 start 3.2 48 : ■ 20 �� r '; . End ■ 21 End == 1 Ed ._ 22 Start _� i End _� ■_ 23 Start =� 1 ri (7 A AL ys iS ?Esv` lJ PfR 1.; L Z "Z- ,. s� r wAL'- Trn Page 1 L 7 ' 9/4/02 Shear Distribution 96061.01 Shear Information Wall Information Direct Shear Torsion Total Shear Px .: _ - • .: kips Wall # X Y Type L.. Fx Fy Fx Fy Fx Fy Comb i t D/c Py krps 1 Start 1 : 1 31.00 8.83 0.00 8.82 8.82 0.28 0.43 X,.....i 79.723 ft End 32 32 : Y, 36.095 ft Start 40.6 32 •i' :- 3100 8.83 0.00 8.82 8.82 0.28 0.43 C)--> C)--> O 2 End 71.6 32e 1 3 Start 71.6 24 e , 31.00 8.83 0.00 8.83 8.83 0.28 0.43 Building Information End 102.6 24 .. H 9.00;'r H Start 112.2 24 • q - <q , 31.00 8.63 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 I ' I - 1 End 1 56. LJ ^ Center of Rigidity 6 Start 32 1 is .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 8 Start 32 38.5 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 End 32 64 O -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 Eccentricity 10 Start 40.6 29.5 1 6.00 0.00 0.32 0.00 0.00 0.00 0.32 0.32 0.05 0:16 e, 0.02 R End 40.6 35.5 e 0.03 ft. 11 Stag 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 R 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 . Start 102.6 -7 13 I 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 e CM 35.61 ft. 14 Star. 102.6 21.5 .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 91 ' 26.50 0.00 4.98 0.00 0.00 0.00 4.98 4.98 0.19 0.55 End 102.6 57 O -4' 0 X,� R 16 Start 112.2 7 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 • • T. .r F'."' _ ft. End 112.2 18.5,... 17 Start 112.2 21.5 1 6.00 0.00 0.32 0.00 0.00 0.00 0.33 0.33 0.05 .0.11 End 112.2 27.5;:.. Start 112.2 30.5 `:, 1 18 26.50 0.00 4.98 0.00 0.00 0.00 4.98 4.98 0.19 0.55 End 112.2 57 �� 1 r 19 E 143 2 qg ':'1. 47.00 0.00 9.71 0.00 0.00 0.00 9.71 9.71 021 0.61 O \J Start 20 ^..1 End 21 Start 1 33r_:..i.... 31.00 8.83 0.00 8.82 8.82 0.28 0.84 End 32 33 Start 40.6 33 22 End 71.6 33 1. 31.00 8.83 0.00 8.82 8.82 0.28 0.84 O Start 71.6 25 ' 23 End 102.6 P5 1 31.00 8.83 0.00 8.83 8.83 0.28 0.84 24 Start 112.2 25 End 143.2 25 1 31.00 8.83 0.00 8.83 8.83 0.28 0.84 25 Start • 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 3k Start 1 End Start 1 End JS Start 1 End 36 Start 1 _ End Start 37 1 End 38 Start 1 End J9 Start 1 End Start 1 End 70.60 70.60 0.00 0.00 70.60 70.60 141.20 4.61 12.27 Page 1 LSD ,, 9/4/02 Shear Distribution 96061.01 ^i` , -, d� T may.. W .,.. -. .. , e .r.:_ „:. ,. ..4 `� .15 ,. fi r':? Shear Information � Wall Information Direct Shear Torsion Total Shear Px 92 .. kips Wall # X Y Type Fx Fy Fx Fy Fx Fy Comb v (kif) 0/C py 92 kips 1 Start 1 32 ? 31.00 1144 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 XaPCr 79.723 ft End 32 32 Y :oohad 36.095 ft 2 Start 40.6 32 2. 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 c)-4® Building Information End 102.6 24 H _.9OO: ft Start 112.2 24 4 Z. 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.55 i. Xcg 72.10 ft End 143.2 24 -; .. ,.. Ycg 28.472 ft 5 . 1 56 Start 1 9 , �.: 47.00 0.00 12.58 0.00 0.00 0.00 12.58 12.58 0.27 0.40 © (./ End _ Center of Rigidity 6 Start 32 1 -I 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 i 8 Start 32 38.5 g4 9 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0,36 (�1 9 Start • 40.6 1 1 25.50 0.00 ' 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.36 �� End 40.6 26.5 Eccentric' Start 40.6 29.5 10 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 OA 1 e, 0.02 ft. e 0.03 ft. 11 Start 40.6 End 40.fi 35.5 38.5 " 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 0 - e 7.1381 ft. End 71.6 56 CM, - 74.87 ft 13 End 102.6 18.5 1 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 , 0.47 CMyai 35.61 ft. 14 Start 102.6 21.5.. 1 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 . ` Drawing Offset 15 Start 102 30 - . • 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0.48 End 102.6 57 Xois.e ft 16 Start 112.2 7 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 024 0:,47 --�{ A Y ., ' ft- End 112.2 18.5 •• - Start 112.2 21.5 ` • • 17 7 .. 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 i; . 1 • 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 052 End 112.2 57 i? c '. 7 " a { , r 19 End 143.2 48 1 47.00 0.00 12.58 0.00 0.00 0.00 12.59 12.59 0.27 0.79 O --+ 2iit pl , - 20 Ed 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 End 32 33 Z 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 O 1 - 23 S End 102.6 25 Z . 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 Start 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 Start 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 L Sq • • • • Roof Level Diaphragm & Shearwall Layout 70 � 60 - 50 - • ' 40 - A disp • el 30 ' C.B. . . 20 10 - 0' - I ,= 20. 40 60 80 10C 120 14 1 40 T • Enter 1 for Feet or afar IncMe t �" fit::, Enter 1aFt Oakt. fi '�::..R: Wall # Type X Y Grid Wall X Y X Y 1 1 Start 1 21 1 Start 1 4, End 324 32:5- End :4 2 71143 2 1 Start 49.6 • 32.5 1 Start 3 731,1! End 71.6 32.5 End .'' 4 MEM; MBE 3 1 Start 71.6 24.5 1 Start e- 5 143.'1.; :' 23 End 1 .102.6 24.5 End 8 7S, 4 1 Start ,F112.2 24.5,, 24 1 Start ? 7 7 6 - 1 5 .,' - 1 ; End - 11 . 4.1. .: 24.5 . End b 8 Start ,13) .. : 5 1 25 , 1 Start 9 --9 ; End „'1 ■550:1: End 10 6 1 Stag 32:0;' : 1b'. 28 1 Start ; 11 ISM End 32.0 26:5 End 12 t 32 7 1 Start 0 29:5 : 27 1 Stag 1 End 52.0 35.5 ; End IIIIIIIIIII 8 1 Star 32.0 385 28 1 Start � . - 15 End ; 49.. $!4 ; End 16 Mill 9 1 Stag .� 4a0 �; 2 9 1 Start 17 End 33 416:5: End ANNE ''-...".::-...'1.14 18 NOME MIME 10 1 Start ?- 411,1j : :28.:5' - . 30 1 Start ;t. :1 19 End ill1045, r 4555 ". End 20 MEI 11 1 Stag 40• 53;; 31 1 '' Start a . :. 21 End ;•404 840 End 22 12 1 Start :.7f 8 1.0 3 2 1 Start • 23 End i. 71:8' 580: End 24 13 1 Start 102 : -7:0 1 Start • 25 33 End . 102.4... 18:5. End 26 14 1 Start 102.6 ' 21.5 34 1 Start 27 End 102.8: ':27.5. End 28 15 1 Start 102:6 .30.5 3 5 1 Start 29 End 1 57.0 End 30 Start 112.2 31 -- 16 1 13 - 38 1 Stag 31 End 112.2 2.5 End 32 � - 17 1 Start 112.2 2115 37 1 Start 33 End '1122 27.5 End 34 18 1 Start 112.2 "30 38 1 Start 35 End 113.2 57.0 End 36 19 1 Start 143.2 14 39 1 Start 37 End 1433' 48.0 End 38 -� 20 1 Start 40 1 Start 39 End End 4 1 # E Type t v(ftlf) 41 1 1700 1/20- 019d(6:12) 5.5. . 0.340 42 -® 2 1700 12C- 0 1Od(4:12) - 5:5 :0.510, 43 NM= 3 1700 02C0:101 (3:12) 51.5 ( 0.885: Table to the left is used to define wall stiffness types. It 44 4 1700 1/2 c43aOd (112).. 53 0.870: is not necessary to define the walls Modulus of Elasticit 45 ®® 5 - ' or thickness if all wall segments are of the same type (ie 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 -® .. 1 . Middle or Lower Level Shearwall & Diaphragm Layout . 1 70 - 60 - 1. • 50 40 • cil4wiled Load 0 i 30 . CAI 20- 10 -, . . 0 s 11 0. )0 20.00 40.00 60.00 80.00 100.“ 120.00 _ 140.00 1811.00 -10- -20 - ;. , ''''. ,, i , '.'''' ---7- -7 • 7 WArk'ttibRDihikiES"''' Entor1 for Foot or 0 for Inches Enter 1=Ft 0=in. Wall # Type X Y Grid Wall X Y X Y 1 . I Start L MK, l'!;32:04, 21 1 Start Is..40::::: - 362Iliii 1 .a.---..-. End ::3241%,43140P End is -02411::.: :,;:;33:11t 2 :' 7IM ii:,;;;090! ' 2 .1 Start 4. '• I ' ' ' 22 1 Start 1'4031 i4 l' 3 • :Mkt ?4,074'..:11:74 a.i.-.....goa: End i:.7111•:: : *zza: End i:1214.E . .C.::334ig: 4 !:: - 143b2k.'16.TILU.ii .. Start •: 71.6 24 23 1 .0 Start '' t48.0 3 I End , :102.6 :: End :V.$026i402640 6 Mi6 :J:1 - "!.. ! !:::gfteil% 4 1 S" `.:112.2:".9.28201: ,..,-,0'..■".E--,. 24 1 Start RI121225. Fq!401-,. 7 iKi68P.P.:' ::!trth6CA End ..ii1432; :1:248: End , •:1431225.01.1 8 :L. *. e:: 46E2 . 5 1 "d 1,0f. 4 A.Lor '.:1" • 1'0 25 1 Start End :' i40.0,; End s,.. -• :‘,::-..... : 1; 10 Z4: 6 .1 Start 1 .121X '.41ar 4-.....;: 26 1 Start .. / . f e : Ng 4;• - 11- .... ''''c •'' f End il.32M .2631 End ■: ...! a • . . ..: 12 ;.: 7 1 "rt 2240 : 1:293.:. 27 1 Start - ' ..;, 13 •!: • 4. -- 4• End : 32.0 35.5! End 8 1 S" --.- 32:0 -. :1.384:: 28 1 Start .,.. .........4-:: End -:'32.0-::, !.18.0! End :: . : . 2 16 . . 9 .1 Start . ..vie:, ..to ..-......- 29 1 Start ,,.. . .: :, 17 1 End .40.8. 26.5 End . . .: 18 10 4 Start 0 40.6 29.5 30 t Start . . .., 19 "..,, I End . 40.6 35.5 End ... ' 20 .i ..::. 11 1 Start 40.6 38.5 31 Start . 21 ' 1 End 40.6 64.0 End 22 12 32 1 vj Start 71.6 1.0 Start 23 End 71.6 56.0 End 24 Start 102.6 -7.0 Start 25 . 13 1 33 1 . - End 102.6 18.5 End 28 . . 14 1 34 1 Start 102.6 21.5 Start 27 End 1016 27.5 End 28 • Start .1024 .303: 'Start 29 15 1 35 1 Ere! 1024, 57:0 End 30 : 16 1 Start '112.2 -7.0 Start ' 31 . 1 38 1 End 112.2 18:5 : End 32 . 17 1 S" :1122 .21.5 37 1 Start 33 End .112.2. 27.5 End • 34 18 1 1 Start 112.2 • 30.5. Start • 35 38 End 1122; 57.0 End 38 19 Start . 143.2 1.0 Start ' 37 1 1 End 143.2 48.0 39 End 38 20 1 Start . 40 1 Start . 39 I End End 40 . , I E Type t V (kto 41 1 : 1700. ta 0010c1(612) SA 0340 42 2 17130; 1/2:C4310d (4:12) 5:5 0410 43 3 1700 I/2:C43.10d(3.12) - 5.5 0.885 Table to the left is used to define wall stiffness types. It 44 4 1700. - I/2 C4:110d gra) 5.5 0.870 is not necessary to define the walls Modulus of Elasticit 45 a or thickness if all wall segments are of the same type (ie 46 . 6 plywood shearwalls). Define the capcity of the panel so 47 7 as to calculate the relative stiffness in each line 48 .. a 49 . __ , LS ti r • Lower Level Shearwall & Diaphragm Layout 70.00 1 80.00 ' • 5900 40.00 gg C disp • 30.0 I CG 1 CR r 20.00 10.00 0.00 I , Y o. 20.00 40.00 60.00 80.00 100.0 120.00 140.00 11(.00 + . -10.00 ! X • a -20.00 • Enter for Feet or for Inches PAN f �. N 5 ,� .: Enter 1eft 0•dt I >4 . Wail # Type X Y Grid Wall X Y X Y 1 2 Start 1 132-0 :i 21 2. Start 0;0 33 0 1 1 9 End ; 32.0 F 3$.0,: End ':.'2'0 33.0 • 2 Td$ , 9 ' ; 2 a Start 4b,8 '32:0 7_ Start .I(t8 k ' '33.0 ! 3 $ 1 End i 7191$,.:320 End F. 331:1i:V43.0 4 :i.i.14312 1 3 Z Start 77r8 1.24:0. L :€ 23 Start ii6716.. , ;115.0 - 5 1- 48 End _'111'28. (, End x `25.0'> 8 r 7I.r8 ,. 48 4 Z Start 112.2.:`: .. 2.4 24 Z Start ;112.2 '25.0 :_ 7 a 70.;: 56' . End : :143.2.t:240' End : 143.2 25.0 s • 8 I:i. - y, • : - 56 5 1 Start 1.0 ;9.0 25 1 Start 9 rt . '9 End 1.0 .56.0 End 10 + ' 6 4 Start 32.0 1.0 28 1 Start 11 End . 32.0 26.5 End 12 :: 7 4 Start 32.0 29.5. 27 1 Start 13 End 32.0 35.5 End 14 8 4 Start • 32.0.. 38.5 28 1 Start _ ; 15 . End 32.0 . 64.0: End , 18 : 9 9 Start ' 40.8: 1.0 29 1 Start : 17 i. End , 40.1 ;: 26.5 End ::: 18 . 10 I Start 4 01 : : 2 1 Start 19 i End - 40.1 :355:. End 20 11 . Start 408: ,'843851 31 1 Start 21 End :406 .0: ,End . 22 - 12 Start 71.8: .. ' `1 Start 23 .. Z End :71'.8:' .58;0.: 3 2 1 End .: 24 13 1 Start ;.102.6 '.7.0 3 1 Start 25 End 102.8 18.5 End . 26 - 14 4 Start 102.8: .21.5 1 Start 27 End - 102:6 27.5 34 End 28 15 .1 Start 102.6 30.5 1 Start 29 35 End 102:8 57:0 . End 30 16 1 Start 112.2 -7.111 1 Start 31 End 112.2. 18.5' End 32 17 ' Start . 1122. 21.5 37 1 Start I 33 End 1 _ 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 1 Start 37 39 End 143.2 48.0 End 38 20 1 Start 40 1 Start 39 End 40 • E Type t v (ktf) 41 1 1700 -120-91aa(8:12): 5.5 0.349 42 2 1700, 112 C:p10e (4112 .5:5 0.510. 43 3 : 12C- 418d'(3:121.. 5'S. .0:685 Table to the left is used to define wall stiffness types. It 44 4 1700 140. 0104(2:/2 5.5. - 0:870: is not necessary to define the walls Modulus of Elasticit 45 9 . or thickness if all wall segments are of the same type fie 48 6 .. plywood sheanvalls). Define the capcity of the panel so 47 7 - as to calculate the relative stiffness in each line 43 • 8 49 9 . _ _ 50 . :: t»ntot „; >::: n : > X Y Lengths angle A Xc, Ycg - A -- y..; AYi re g • a b c Ang (ft (ft) (ft) (ft3) (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 ti 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 k: 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 1 71.60 56.00 8.00 90.90 86.20 -0.07 - 286.40 47.73 34.67 - 13670.83 - 9928.53 1 1.00 56.00 70.60 56.01 90.90 -0.89 - 1976.80 24.20 37.33 - 47838.56 - 73800.53 e 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 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 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 s 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 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 k. • 1.00 9.00 9.06 9.06 0.67 6.00 ;; 1.00 9.00 9.06 9.06 0.67 6.00 E. 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 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 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 a. 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 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 a. 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 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 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 max 152.4659 0.00 - 6683.40 -481873.14 - 190288.90 CG= 72.10 28.47 ....- :aae.- a.::: ...., a . .. ......... ...c u:.:uu x<a:. :.a. rn ucu a:c::..cu:.r:. c m: a <u..0 .:a u ..N:a.:i..Ni.�: ii: i ;..........'. \`::::::;:\ :i`::i:: „•:: :`. C C. ::.................a....•.....•.............. Si............•... Si.. S............ 2........". ......... 2:: N..........................£i:: LS /3 .:::.....; ..:. .. . .. ...... :`; - .:.. ..:.....:....::;;;; ;:...... X Y Lengths ref angle A xcg Ycg A x A y a b c Ang (ft (ft) (ft) (ft3) (ft3) ii 1.00 9.00 (ft) (ft) (ft) it 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 tt tt 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 g 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 i 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 0. 1.00 9.00 9.06 9.06 0.67 6.00 tt tt 1.00 9.00 9.06 9.06 0.67 6.00 1.00 . 9.00 9.06 9.06 0.67 6.00 gg 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 it 1.00 9.00 9.06 9.06 0.67 6.00 e; 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 t. 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 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 g. 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 tt 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 n'' 1.00 9.00 9.06 9.06 0.67 6.00 Zit 1.00 9.00 9.06 9.06 0.67 6.00 tt 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 g 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 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 :z 10 a� 72' 28.47 LS14- X Y Lengths ref angle A X cy ycg X y ' y zZ a b c Ang (ft2) (ft) (ft) (ft (ft 1.00 9.00 (ft) (ft) (ft) It 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 -21264.43 - 54964.93 u - 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 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 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 Zt 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 ei 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 it .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 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 3 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 max 152.47 0.00 - 6683.40 -481873.14 - 190288.90 $ CG= 72.10 28.47 `t" L - sis r 4 U - 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 LL O O O O O O O O O G - X= 8 8 8 8 8$ 8 8 8 8 8 8 8 8 8 8 8 8 8 8 O O O O O O C O O O O O O O O G O P. .-'11 8 _ O _ O 8 8 O ry _ O 8 8 , it G p. „= 8 8. 8 8 8 8 8 8 8 8 8 8 8 8 8 '511 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 m o 0 0 0 0 . 0 0 0 0 8 8 S a :. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 z I a i i' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ii i. c 8 8 r 8 8 p 8 R 8 8 8 8 8 _ 8 8 8 z 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 i o 0 0 0 0 0 0 z 9 8 S S 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 . i g 0 0 0 0 0 0 0 0 0 0 0 0 8 s° • . -- R 3 0 R z 8 8 8. 8. 8 8 8 8 8 8 8 8 8 8 8 g X o0 0 0006e Oo "re m i g 2 X - w i a' �� g � 8 0 ii 8 8 8$ 8 R $ 8 $ 5; . 8888 _ 8 8 _ 883 h 7. .- 8. n a" 8 9 e 8 8 8 8 8 8 8 $ $ 8 8 R R R 8 ° R x _ - „ 8 5 z 8 8 8 8 8 8 8 8 8 8 8 . 8 8 8 8 8 o o a o a o 0 0 n c Y r. n i o $ n n 0 v"3 0 $ 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 e ¢ : 8 8 8 O � Y g o C O a O G O o a o o O o 1 9 g s c L 9 8 H $i _ 8 8 8 8 8 $ 8 "8 8 8 $ 8 R 8 8 8 8 8 8 ., 8 e 8 8 - 8 8 8 . 8 8 - 8. r x l 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 -t. 111111M111111E111/ _ 888888888888888 8 88853888888888888888888 8- 88883- 88888 -8'85 98 $6 -. � X _ 8888 $$ RRRR ' gggg ...SS.,r.000000 nn "rn '"" I, . . .- n..., e m 0 ^ n n. 0. r e 0 R A r ry r R n ry R R 8 8„ 8 8 8 8 R 0 88888 Y ) 8 8 _ 8 8 8 4 8 8 . 8 8- 8 m ,,<. u.,, w_ o t 3 i 888888 8212182!8 88858888888988888888882?Jg8888. - . xi u 484 a8u__ 2 984;8 99222 8 uuu2uuuu 88888888 8 888 888 8 8888 9 8 8 8 8 8 8 8 8 8 8 8_ 8 8 8 8 8 8 8 8 8 8 8 8 :; I t :.,. :I.e. . 8 8 8 8 8 ti N N ; . v N 8$ 8$ 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 - ' $ u . . . t 4 V N y y¢� ur uu u u a On u u u 4 to in to yy yg' 1 1 L b g u k' '� b D .0 E $ 8 8 ., 8 t 8 8 8 m m 1 . m m t m„ 8 8 8 N .g. 1111 8g N E. 8 2 N 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 2 8 x 8 - 9 x b § 88 $- o. m 8 8 8 8 8„ 3 N g o 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 • - - - $ 9 9 8 8 8 8 8 8 8 - 8 8 _ x E S 4 o 8 0 8 88888888888888 8 _ ' c . }& 5N44 2 - < 8 8 8 8 8 8 N 8 8 .8 8 8 8 8 8 N 8 8 N 8 8 8 8 8 z 8 88 1 8$ 8 8 m 8 t 8 6 i 6 x S 8 g 9 8 8 8 z v W . 8 m _ - 4 C) x - 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 'z o g u w 0 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 m 6 a 8 8 9 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 x 8 _ - 8 8 8 8 8 8 8 8 b o _ .n u _ - .. 8 8 9 9 8 8 8 8 8 8 8 N 6 8 w u H 6 N 8 8 8 8 8 8 8 8 8 8 8 d 8 8 p 68 8 N 8 8 U 8 8 8 98 8= `- 4 g ; $ r V {may g - g H m S v 2t $ g 8 S P 8 z . 8 0 o H W o 8 e S g s 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 88 s 89 8 8 8 8 8 8 8 8 8 8 8 8 8 z CI 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 6 4 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 a , 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 T .c _ n N 8 8 8 8 8 8 9 9 8 a 9 ' 2 1 4 , 9 4 . 4 4 4 6 4 8 8 8 8 c i I I - ■ • 11 z7 ° 8 8 2 8 8. 8 2 2 8 8 8 2 8 8. N- 8 m o m.. u N- o m 0 0 N . _ f p - .. 8 8 8 8 8 8 8° 8 8 8 8 8 8 8 8 888888 8 888g8g88888888 888 -x, o 8 $ 8 $ 8 $ $ $ $ 8 $ $ $ $ I8 8 �uNCCWC m1 3��' �98��m� }6- ESIu8 � k &2 8m�:::N - $88$88$8 8888$ SSiS88 i5ni gs88881Sf588�SAZEI88$ ' iii ii a 888883888 8888888888888888888888883888838 N 8 N 8N N 8 0 8 8 • 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8" r 8 w f H 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 9 gl E ., N ' m m u u' 8 0 8 0 F 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 4 il 4 8 8_ 8 8. 8 m - m m- m 2 2 r, 7= _ - v . � -, � N m m m m 3 gg 8g 8g ° ° 1 `6 6 8° o R B 8 c N 8 8 8 8 8 8 8 8 8 8 8 8 8 8$ $ N N 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8: a . _ 3 0 0 0 8 G 8 o o 9 b S ° 88 8888 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 V 8∎ 8 f 8 ' m . m- m. m v 8 8 8 8 e 8 • 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 A 3 o 8 8 8 0 8 8 0 8 8 0 0 0 0 8 8 0 8 N o 8- 8- -- " 82 2 " 3 3 3 8 9 8$ 8'_ r PA Y 8 8 8 8 8 8 8 E 8 8 8 8 8 8 8 8 ° o ° 8 _ .:.,x 7.1 _ < 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 3 3 3 8 3 8 8 3 3 8 8 8 8 3 8 8 8 8 z 8 8 8 , g v G 8 X - 88 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 3 8 o N S 8 s g N s u 8 4 8 8 8 8 z n x - 8 • 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 4 a 8 8 8 8 8 8 8 8 8 8 8 8 - 9 a 8 8 8 m m 8 3 2 2 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 6 z N 8 8 a' 8 a 8 V S S S 8 8 8 h _ o S 8'' N N N N N N N N N N N N N 2 0 3 8 9 6 6 4 3 8 8 8 8 9 9 9 N N N N 8 8 8 N _ m ti N a N N N a u a 8 8 8 8$ 8 8 8 8 8 3 8 3 !S 88 8 8 8 3 8 3 i 8 8 8 N 8 u 8 8 m m 8 8 8 8 k N_ - N -, s 8 - V V -g r m . ,i o 5 U ■ 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 ' 8 8 8 € 9 8 3 9 8 8 _ N _% 8228 ° 8 8 8 x a " 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 3 8 " 8 9 9 2 2 - o 5 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8_ 8 8- 8 8 .° 8,928 8 N 8 N 8? 228 v -- 8 88T • 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 t, - - 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 o = 8 8 8 8 8 8 8 8 8 8 8 , 8 8 8 8 8 8 8 8 8 g; 8 : N . m N - - . : . . : . 8 8 8 8 8 : 8 • 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 88 t m m - - 8 8 m N. - . N. .87:a ... It g I r Client TA S `- Sheet L- S I $ Cj CON LEE Project Date 9- 4 -d4 ENGINEERS INC. Su By PSH Calc. Line A Length, ft. 31 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 MEM 3rd 8 7,192 300 500 232 57,536 143,685 94; None 2nd 9 1,643 170 300 285 137,051 225,572 - None 1st 9 2,604 170 300 369 - 240,002 307,458 .;?s' =` None Calc. Line 1 'Length, ft. 47 DL Reduct 0.9 'Governing Load: Seismic 1 _ 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 3,760 150 300 80 30,080 161,798 1111 None 2nd 9 6,110 140 300 210 118,910 313,655 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 None 2nd 9 552 140 1,200 155 11,394 14,148 '. None 1st 9 276 140 1,200 201 22,248 22,896 ..- None Calc. Line 3 'Length, ft. 55 1DL 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 i'4 .,s5 None 2nd 8 10,450 200 400 321 198,880 511 ,088 None 1st 8 5,280 200 400 417 382,360 803,138 :-. z y x None ' ,z q M Y r Client Sheet J R ( - C CON LE E Project Date f '�'�/ ENGINEERS INC. Subject By P (UPPER) a SLIDING SURCHARGE X �j 1 GZ IAN I �' `� C DRIFT SURCHARGE Q1 hr 1 .4 ;hd hr — I Ind . / ROOF SNOW ... h Pf (LOWER) T 1 Wb ►N Wd FIGURE A- 16- 6— ADDITIONAL SURCHARGE DUE TO SLIDING SNOW • of p r i m - hi - a -4, fs, 4+- Iv - I. - ? -51 D - Or (-2-5 a- 14o , 12 3 .r WA 4-6-.)=- 10 mil - 111 LAP _ 11., 1' • il IA) I7.; h , -r- -x-- 0. 176 101 ■ ■ 4 Client � /�A S Sheet $f r U CO N LE E Project0A TrE Date 9- 22.0 4 ENGINEERS INC. Subject g .I S ✓'i-O tkbN F Lier &izAc. Lop Ds 1 D5 - 7 4 0 /--C C T ASF '. t 0 (ZIA } r o(1.1 t - 2 la etl)j =, 4 r t` . w44.15 • 00`)51. 31¢11 34k 6,45t: 5745A e 4' , v el. , N 6 1 \' '' S. 3 Q BrF' 16.4(4sY3111+ i 1 T. v.ZVs V, ' IW 1N1=61 q' Ib A 1.%16t41 = 0•I46- O O O 1. 21 1 v w .1 {d I¢°�zi = 2,qk i s,� = 344 0 VA 2).31.13 `tj i = •s8 I 4e */, G 4 Vs,,,,' ,1 "b [40/i. I, A- IC[� /1i = s.gk zq = to „” �, v • 8.3f 616 j.'13i t . r . : S o = 1.4(29, . I zi.v 0 i F' L z V ,Zl5l -0/ a : z.1}� 4s 1- C - /t V 1 i s,; i -b t zi _ Z.I�s I,tCl I °b+" /, F._—_,T ® I .— !I O Yz ti , . = 4.1. =. Z� = 231'/1/, ® m � Y3,s' ai ;f - '6]+ , /t] = 3,S 1 q,r = 341-4+,, V .144[r2/Z 8j = 2.o h4 9 1 ,s = 2 - qO !v el-Tye N l /v 6d a L "-a. 3 -- 't -3b +11- 3 .3 Pi -2- r • , Client 4 '\ Sheet ZF Z SC CON LEE Project Date `T--771— ENGINEERS INC. Subject B DZ k rt1.DINb` Z 1 L .Z� wt .0i- IV MS .k4 'ft :1,0 fit. .c4( /, 1.4 Z7�� k. t le:,