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Specifications
diu op'IIP0 'I November 18, 2004 CITY OF TIGARD OREGON Dick Ossey Ossey Development Corporation 5437 Rosalia Way, Suite 100 Lake Oswego, OR 97035 RE: NEW APARTMENT, BUILDING E Project Information Building Permit: BUP2004 -00465 Occupancy Type: R1 Tenant Name: Oak Tree II Construction Type: V -1HR Address: 10932 SW Durham Road Occupant Load: 114 Area: 26,913 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, 'an Blalo• . , Senior P . Examiner 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 TIGARLD ''I' ftNG 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 & BF2 PAF C I N 42# la Oc 4 8 N 4 EXPIRES: 12-31-41 I Client Sheet r' I CON LEE Project Date I � 0ti U ENGINEERS INC Subject g y ) Rps rv . ) Cs) 1 1 1 . ��7C I ;) C �) - 144" '' w ►_► ���. YJ 1,atzr 1.5 �SI =�0 'CYO' r w. wow ,AB(?)C .II ,a02(/A0, CZ) • 6 Use ZD w a .f-r Imo': ,r t" r, V-41 7 11.5 ' / f i E vn Client Sheet Vy C ONLEE � Date h U U Pro'ect ENGINEERS INC. By Subject V V1 1 fh`1 si I ,l.• 67 � f i _ lu 4 e i G M .4 �kVl. D 8`)�� (0,r2_ �x4 I6'' Sia & -) �tzC�j . o l29.9 9 ,g (41p 1,0tv usc /1 -x+ ei I& , Db2 I �t G Al wirt4. ,n9g(0 � .5) ,Li, 2X4 ibua6 1, s) . D C` ��1.5 � j. blz S�NCI' - t? 7.) 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V .. . . .. w .r . 1r {2 � j F - 1• KFi )"'. ` • ' 4d. ! f •3s Cldz r Fv C•t 1lti11 -,t ,. •. .. it 4. • s . .. ..„. �( f r<7�.� y+i ;:! j a ++'}�,+�'. r f. iv . cz - we / ` 1 • ) ( ! r: 1 •r• • • •, : : • 4/10/00 Doug Fir 9' Tall Studs Wood Columns (UBC 2307.2 Combined Wood Columns & Bending (UBC 2308 • Width Depth Le Fb Fc E Cf Cf Cd Cr Axial Load Moment Fc' FcE FcE/Fc Cp F'c Fb fc fb uNir' ■ Inches Inches Inches PSI PSI ' KSI Comp Be ' 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 t5 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. t3 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 0 (,,, 4 1 1 • 1 tt i . qr� . 5 Client Sheet 711' I '' _ CON LEE Project Date U ENGINEERS INC Subject By 1 ..lWV I . _ . k Ylik i,i, i5// L , ' % I' ' l 2 7, 2 , ' .6 f - to - a 14 ► / 1 .X10 12' t VI 11413 Y. 11 8 " -C; r d•G, CR >. d 3 - 1►,1 Sty I. -, 8 . Iz .40 1°P i q: Ili - 14k4-0,1 le - , 0 4 izti-4 41,t-c4..'r . (- 1:' , . . - a Ike‘i ,.,y , 19 -, (i.T-' t72,0 > ,-- zo I . . lj AWG 24" a, :: • R - . 'r`�l . ?j . WA. V 4' Y ! al " Z/2° E F .1 t 4i % 1-E S �- , • l'i-, 7 .--17- - a 4 )4 Vit," 0 WC- -fr ) r5( . , - 1 - 75F - c, 477Y -kiiKIL-e 4' a ‘,.. �� � J P5N1� V 4�� G fm d� .;: - a I i " ,r %g 3 / - + d , 5 > 40 (i. , 5 ;7 - !- 1 u5 A -ice 14 "a.6. I .. , +_ i 3 �, 1 Client Sheet thlk)'Z CON LEE Project Date • • �J E NGINEERS INC. Subject By, -1 tc \Via • OP )4 tia.6. 0- 46 11, V5� Q,HBF' ►, 0G' 1 1 - ILL / - s v "D. G, 1 4:°* use �� 711. to -r( p. W� �� - 19 /4 k Wi NA..s 6 2o,G, t - 770• / • PI*( .\ 4.- 5a/ 14 ) 3- a o�. !KO 77d I S - I I e 19' D. G. M o m, () • f(rfw - 370 /, ! '. 4 +45) * ' U5 aI 1 +6 ?y� [14 ?' 57 -- I015 4 " a l "?-G. Client f X54'" Sheet ( rt� — 1 Date Fi C ON LEE Pro �' / `"(� °� ENGINEERS INC. Jl Subject By I � -x d� `""`IL 1 - 4 t- � i (a`G{z W - , o, (1. 2 , 4 4 ) ), b (A'",)1,7,4 ? l � MAX Ut-1 15.711 X14- e 6 12 ) 6 10 ji4 eft' D,G. 7,1.77(►,.) ' 1. , 5(e) 25) 1. .I - Deb t 5(,(6 ) 6,11021-- MAX I� - 16. 17' s r r FL-17. Client Sheet rL CO N LEE Project Date �/ 1 % ° U ENGINEERS IN Subject By -17. I O W X I NCB L f- X 6 7,, e # .170-1(0 11, ,Tz (.044)7 b l 594.12 4 .1(.) 5 C 1/ tvA, 1) #otiwakt- t /1.45 (- °`l)1 ��, o Q Use licv.1/27&4 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:13:59 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: 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: L/ 360 Total Load Deflect. Criteria: L/ 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: FcjDerp= 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): lreq= 304.3 N4 1= 392.9 N4 t- 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 = 113051 Total Load: TLD- Center— 0.04 IN = U2278 - 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: Fcjerp= 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): lreq= 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 = U1582 Total Load: TLD- Center= 0.18 IN = L/679 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: U 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 e 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 = L12986 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: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug- Bottom= 6.25 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= 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 Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] 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 = 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: 1_2= 8.75 FT Center Span Unbraced Length -Top of Beam: L12 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug- Bottom= 8.75 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= 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): Ireq= 229.4 N4 1= 494.4 N4 3 1L-S 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 = 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 42.9 N2 Area (Shear): r }� i b Are A= 53.8 N2 fir Moment of Inertia (Deflection): Ireq= 285.1 N4 4 .� 1� 1= 494.4 N4 ' I 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 = 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: 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 I= 230.8 N4 H L Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:47:42 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 = 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= 9.5 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: U 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: Fcperp= 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 1= 697.0 N4 . tL - II 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 = L/2061 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: 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: Fcjerp= 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 t A 5 4- Sheet F. - I Z it CON LEE 9- 4 -0 C Project Date ENGINEERS INC. Subject By b H - (i "(.D1F (7 C ?f rLvJ/ VN1I A - dyS7 (,/NR L� ` I L = : w '. . off- ( fi .6► C4 } . 0 4,3 = 0 .Dif-1, . 31 0 I. ,I' I` M '. • 3 / &1, 1 ) % ° 3. /I i � - 2. - IS In 1.3 4 Xi K L% ( I w , . c O a k (tl-t., * • oq i• . 03-3 (a1,y� ... 0. m � �r ■ 07) t 1 1 4, 4 1' ,o 4( 56 r-7- \ )IZ ' ?•O Z \\ \ • ` �C �3' .4. ZC �'��� a�(l1, i 4 4 t79� 4' Z'.1 1l. Fes = or e •s 5, 1 M'. 3.1s ( t 3.1c(,r,1. 3z(.$)z .11,\ 0 . t 6 z� - 3 �, '7 4 , � ¢ Co L , 6 3 /¢X 9 S't > s-) 2-4 (1.'= of 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 7.51N 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 = 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. 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: L/ 240 Total Load Deflect. Criteria: L/ 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 Client Sheet 1 4 , " 17 CON LEE Project Date ?"I! • OV ENGINEERS INC. J"VI Subject By \ eIt N t 1 4 14 I s $ P . % I 1 (44A 41,‹ : zA_a v, s,6 DP Loki2 UN I r- ,a 1 -°)1°-) - , . fir, ,o1� (.191b ) , G? 112) w 06 , - 111117N oi rNarfrnva ,a1 1 8 , 21Jv t .//z 6W 12 r) , �} f`' 1 {. , a7-61 9180 Vito) wpm. ,ccearogi VV)-1 - t - wI , D I (I I) I L 4 1-11 , O I Client Sheet (, •' ?/ C CON LEE Project Date 2 ' 1 I -Pt- ENGINEERS INC. subject B jDM OXr .a %) e) aDi3(I &o) . al (I4), , 7•z -'f" . 2N19 , tf57 'C WP-t- ,040654 - Ib ox v✓i-w,aJ I(0” ' , al (14-,C)1 14. 53 56 . 1 z� 3 Client Sheet L L. - 9 U CON LEE Project Date D ,1�, ' t? . ENGINEERS INC. Subject By J- 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 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 36.4 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 /0! 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 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 j 0.0 Ca I 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 I 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 L 1- E CON LEE Project Date h- lZ —02 U ENGINEERS INC. Subject By foN1'Gk -1.o Vt� IT 41. 16.6 P5FCi` - S' , t ' 1� 6 Fsf- (1 a- 6') 61-. I W ,kws g k_seir 6 . X6 1` ;: °'; [451 G. 4 2 2,5 7-= 10 5X 4) tf l 1 1 61.4 t 1 � ® ZNt7 IkY -v fl ( 1/4 -.e,o*` . I -el (i')(4) _ 4.0t air ,1, 1(00(4) . WA- G /to s �- 83� ' ). % VT/ W'2 '24= 14-41? , # 7,e : z46 — -6.-4- 41_ 14.7,1)4/z. A -- .4ft Yt vs' 15 4- (.,,e (,) 4- I Si itZ AI/ � � 1.6 : 24'61.4 -LT/x(6) Clieat .4- Sheet 1■1_,'% CONLEE h — 1 - � Project Date ENGINEERS INC. Subject By Sl 'ID S11 1•D L) 11r A- 0 ,44 1 1,114E pt 1 k.- (sz) z `bb/ uN I1- 7. . ``(z) , 10" 0 &52, 1 w /2 N9 10.9 CIA) 12 0 Vttz J7/ tr ✓y = �-,° G - iti,c ) ( -) . ✓- 1 4V44.11 ` +4 1 1 3 Client 1- Sheet /v-V� .(v CON LEE Project Date IV -f3 -c2 U ENGINEERS INC. subject _ By Jvti I I 2 $, d‘-t - I6.6 4+ , ,� 4', • 1 . Y Y/6 4-,M t I .i,' i-04-4-1-- 0 (- 9#01,0 - (1 , 5)e .iti-- :: [ Piet i l ' i ■2 vl( +8 -y Z - z.�'` r1' 4-I4 =126 � - 1.-(�) 44., - 4 I ' 1 17 7t 0 - vi.. Lill` 4 rte'] i . �-- 2 , t". tliv1 E. l i 2ND 12 • V I•& . , 6A6V bZ4 ‘- 1 -2 0- f? . at 1 "(1 1 )( 4 0 7*. .11- q1Mr 0 g Z412 VI w 14• J it.;(,5) ... s,b : 17' lio*e -'. - t - 10ZP-6 5 -- 4:15'`= 17'6/0 s°°t4 \ k w- Z,4- ic -C20 -e- 47 A ' 7 {- la - I.'t % 11 ,% 5.0® . \6 V &.19 V ' ,, ,r, ,c) y- q-19 -- 14 - '11. I3b i Cal It' ,f nikilr x/41 1 (1/4[112e.t cam) &.,`13,264) y , I. 3 V I w 1,. 4 .. W.3)) ! � . - 5 1 `% . 17' ,.0. ,•, ' ‘ 4. 4- .1C . ,Z1 (7 '(1, +) = ` ® Vk 4 y.1-0- Iz.4 "; rib.. X47 0 Client � Sheet 14, -7 CO N LEE Project, Date F7 ENGINEERS INC. J' Subject By 11 S117f/ G •LM LD S - fir Q0 '-D 1-11-WA 1, (q' a- k')C� - �.� (& I I(. Wr15 P( 1N1 ' * Wk ° q p x 1 41 W4''4 \7 VAs # '14.4) WV® �` 1 191 411' Vk; c714eitic VA , , '�- 5 1 z) - 41,4: LI.41-) botlfo 3 ' Client Sheet — 0 CON LEE Project Date l',-1—"Z• U ENGINEERS INC. Subject By LJPr I OVERTURNING CALCULATIONS FOR UNIT A 'talc. Line 1 'Length, ft 25.5 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. 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 IGoveming Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear.#/ft Mot K -ff 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 # /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 d Client Sheet L IL- 1 U CON LEE Project Date b-1�-a2 ENGINEERS INC. Subject By. `� OVERTURNING CALCULATIONS FOR OTHER UNITS Calc. Line 1 Length, ft. 4 DL Reduct 0.9 Governing Load: Seismic I Level Height Shear Lbs. DDL #/ff 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 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. 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 # /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 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 Sh G U Date eet -0'i ENGINEE RS INC. Project, Subject, By J G .fit -APW .Gulf 4f-) 1 Lvroe.z(A4 #14 • - ), t- (. E Ib 5 1 31 hetOd 4 0,75 [1.41 o m, D. DID -I' D, D`i3 , a2q p 1 / 57 11 � I- �G'I"lot.► �i rf' �• ►37 = a. 34" N A Nk- 174 12 A MY-IAA- rOuN0 lL✓ Lfr4Poz N ia-OfArt L k 1 r viiki Air 1 -ul w luf r• Client 54- Sheet CON LEE Project Date ' - 07 - U ENGINEERS INC. JJ? Subject By • I I-tx (bl.r PIA ' -''‘ i& PC I Cizer \ i � zepr- *12gioit ' 4? Vo.c e s' Wow 064. -- l 2 i_.19) 101.6 109.6 riNk ..70 (I.49CI0 Z J I, C ( I ,o Client FRA 54 - Sheet LS j C ON LEE ) z U Project 45 "" Hr4444 -A DS Date 9 4 -a ENGINEERS INC Subject 11 " ' S L ADS By � 4 L �T £ x� L DfrA0 Lolns Q' L. W ,oI�'j366_4 , Isc l = 12_1 i J Ex7 ALIS ,00 S 1 2. Z CLJ I `1s4 __ 4 0. 3 ?AP" , • I [ j oo Cs ls 0, 2 -xD ri-F , 0 . i[ ∎,,5 (2.3. + 4 (s1 o = / 13, b k - 3xtt2E v r /Dreks , o5 jto(s t2o��� 8 = 4 , i.i \,..., II L .. 2. (a 4 , 7.\• - 4 >S Z 80. 6 iPAxr 3 /4 41< N-- rLR 34 _ g - Z - 5th 0 0.01g . 4th 0 0.0 �r,_ 0.36 1.0 5.5 3rd 8 150.2 1-- a z .' 2nd 9 316.4 1= -. MVO -* 1st 9 316.4 -; °), 4 * "' = ,_.. . Totals 783.0 128.1 c Client FR A 5 4 Sheet 1:1 ( CON LEE Project Date 1 4 ' ENGINEERS INC. Subject By .1YJ H Ftt xr &LE lorAt pnat-rS, s I 3s.s Z 34 $ 3 35 3 s .% 0 _. ,..., I M IZ4 .v. N Q 241: -4 j Sr 't.., N 4/ 1■ t m1 L SS Nt }1 WAS 7yP I D� > e,J D iionk VS = 4 k Fg�M f ar LS I PEx Sio1.Z , F« A - s ,0 = I,f(t-), - - it */i ® Sq/"E Y Y3 - 4o [A] Y I, _ *� A SAmE . .I .. + (114 •b3 / O Z - V 4 = 402 [>] = Io � t�, 0 FLEX 13 / Y to I�` 1.4(ss, 3 hit Dr4 -P4 \/ s = 5 fig.$ ) . 4(1.4s = ?/c / i O SgME. v I - ... V = S .0 t "'4 = / ".: I' t ( 4 " --7 . I /1 C.) r t:.'. SAtAe . y v,,.: 1o fi ssX - a4.)s 1.9-( )ss * /` O L 3Z1/ ® gx V 24 (.4(6s- z ZPD PLR b(4,414 v = ?AS 4 S gME V = -is .$ + 2,..i, .i, z tz�s. I 1.4 (z4ti, = 34,1 ® V -V 17.3+ �a = I� •d I. (4 - SANS .. V - 2.4'1; t 29Y = 32.1 - ). = 2o I #/, V _ 32.? 1.�(ss = T 3 Client FR A 5 4_ Sheet L S 3 CON LEE Project Date �� 4-'471. U ENGINEERS INC. S u b ject By 44 z c iis 5 i4t.aig. L),,, ,4 d .Z �1 . � ` )lo Hof (" _ C AA - 4-0 •Z = 0.41 I e = 2 - -.6- - 0 ..`") 4.- ,orsl (90� vsi ) ,a 3 ". 5$.C, 615.6 P - Z _ ? °, : -3. . .D 145 1, 0 2 N ( z9.3 6\ m 415, ax Z _ . 0 4 z9.1 v sf e =I,0 SAY e I, `max r`tAArs tilla Z o ° 2 ( (,v� - � - �,)1 /ATANS TH . T A c�Ax wnv�, '4.1.4 a s} AZ Ve-A � 24)/ = I, U 7o Ns�VE 00 1$ A' � �Ax 1�] s+41a x 90z�I of 5-roAY 0.72- = 1. c � SMEAR 11-, c i• �(`'+A x v,,o1EsT - r - 41 LARi sr S H R /i4 6•¢s (54-1.14 ¢I'1 MA \,,A)48 }Ma z = a. 9a z oA 90 Z I . �- Gi v L,5 , /� tpi.,vDA J 5 I. o Client T 54 Sheet LS 4 ECON LEE Project L Date 1 - 4 - ENGINEERS INC. Subject By, C4 4 AM p+IF A(T _ 3' r�o.-R D1 ! vwRST LAST' V _ 0,0 Zt S4+ttT !.S I to a S vST 2- 'At vrnr5 • S1oi - Sinf L-OAos ' W = 4, O 1 t • s 4 0.356 /I ..,/ 4c? N Y_ . .3s 4( 13.;sS3'7 . )b7 71 3/4'' 1 4 1, r1Y w/ )od /Y.4 S , / M u _ e b" a t. rays 4 l" o c- / ■ _ f ito� No Ekock t 'Fft":11./1/t8, r r.r Z k i . M T. O.35b (Z3.s Z r- q8.3 : z, b < $Y iNSAtLr TotovE 35.s(1.4 pExp V v A LA.5 AA!. FxoNT- rsA LOA ' 35 -t . W - 3.5.-6 _ o .fib$ --- . .4k4 ( .E /7. I- Z111. 9 s in 4 / \\ // z / M_ ,446 ` - �5 k-I k p31, y0, It Is Aat vvA A Gli o,r it. YtE Client fR S g' Sheet LS CO N LE E Project Date 9" U 4 ' 8171 ENGINEERS INC. Subject By ASH C +�ta 4 S TaF• Df1ft e ey.r. FB'R►Ntl, WM i .s 1" �IA ?H�J �. lk rtca.P . W SS = .t1 4 e4''\ 31.5 1 W a 31z ^' �� 7 23.5 17.— j - Ls- + ,`15 (735,04)16 31� 1, -E61 6 31,5 L I) a .o ► e } . \ > + ,o ZS o.144 [..s.] = o.4l I = a s APA rrGa/'v" :`'3S A �1 CfvR of as CCc - saye)ve. 55 -ge.+2 fix V'14 794..o4400 D/A-01-1 .0A tot" S l co 1 VVitt, .l t 3/000 ` [3.c6s-)1 31.5 q It _ .00 1 ¥ , 0 t ,a I = C )0$ �5 SHt4>' WALL 0.411 t 0.1o% - (5.5/e) by A L11,- ( ogl C:)\ 2,o M �xt p...0.1tiU O. 02- 411 12/f rr A1"I .1x )k -?t asSG /63o 4 ?oPY AR 5x1 3.����N� wit4L; Shear Distribution / 96061 01 bution l� 9!4402 e. } ' kr7 :, gs, <°,a •,; „, s` r � _,:x e Direct hear Torsion Fx of Fy Comb v MC In -_. - 29 ion L-. u Fx Fy INEMIZI 29 ; kips 7.17 1/1 0.23 0.68 Px lo v Start 1 ® 31.00 7.18 0.00 Py XaPPIieE ft End 32 azi Yapped n © 36 ft © Start 40.6 ® 31.00 7.18 0.00 7.17 23 0.68 0. End 71.6 ® 0.23 0.68 O � Start 71.6 1 31.00 7.18 0.00 MIN End 102.6 ass 0.23 0.68 Xcg 7 Start 112.2 1 31.00 7.18 0.00 7.18 H 2 , ft 10 ft 4 End 143.2 O 72. 5 Start 1 0 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 0.08 0.25 Ycg ft 5 End 1 MED 0.08 0.22 Center of Rigidity 6 Start 32 OE 1 25.50 0.00 1.93 0.00 0.00 0.00 1.9 End 32 26.5 Ycr 28.50 ft 7 Start 32 am 1 6.00 0.00 0.13 0.00 0.00 0.00 0.13 0.13 0.02 0.06 End 32 ® a O� L Etna 32v 25.50 0,00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 mil v Start 40.6 1111111 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0 .22 End 40.6 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 IIIIIIMEMC e 0.02 ft. 10 End 40.6 ®. 0.08 0.22 e+5%1_ 1 0 e 0.03 ft. 11 Start 40.6 1, . 25.50 0.00 1.93 0.00 0.09 0.00 1.93 q End 40.6 64 0.09 0.25 I O•} e,disp. 2.768 ® 12 Start 1 55.00 0.00 4.68 0.00 0.00 0.00 4.68 e MEI ft. End 71.6 an Start 102.6 0.08 0.22 ` _. 2 0.00 1.93 0.00 0.00 0.00 1.93 CM gm ft. 511 End 102.6 am CM 35.61 ft. 1 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 15 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 End 102 57 � )(of. MU ft. Start ®� 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 L 41" ft m End 112.2 18.5 � EOM Y o 1n " 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 End 112.2 57 0.08 025 ' Start 143.2 1 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 t 19 End 143.2 4 ■ _ Start I� 1 . '_ 20 End __ ■ _ 21 Start 1 End :. Start __ : '1 . :■ 22 End 23 start _� : 1 ■ End - +i£ag \" Li.- � �s v`-rs lJA P � Ti ►D A A� YSiS LZ sti T,,Ar w,tLi_ TY>ae Page 1 L S ` 914102 Shear Distribution 96061.01 - Shear - Information Wall Information ar u_._. • roe Sheer ore lion -otal _. W Sheer Px '..'f"t,,... kips Wall # X Y Type 1-,..ii Fx Fy Fx Fy Fx Fy Comb V( ) D/C Py kiln Start Start 1 .1 31.00 8.83 0.00 8.82 8.82 0.28 0.43 ;pow 79.123 ft End 32 32 Y. 36.095 ft 2 Start 40.6 3 2 _ • � . 31.00 8.83 0.00 8.82 8.82 0.28 0.43 AO -4 O End 71.6 32 ... 3 Start 71. 24' . _ 31.00 8.83 0.00 8.83 8.83 0.28 0.43 Building Information End 102.6 24 .. H 9.00 d ; ft 4 Start 112 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 8 .t 47.00 0.00 9.71 0.00 0 .00 0.00 9.70 9.70 0.21 0.61 O -. 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 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 (z_ 1 �. 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 0.05 016 e, 0.02 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 R 72 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 C31--- 4 O e 7.1381 ft. End 71.6 56 . 13 Start 102.6 ':: .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. 14 Star. 102.6 21 .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 Drawing Offset 15 Start 102 305 - 1 ' 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 - X,rte ' R 16 Start 112.2 73 " . - y t 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 . 0.55 Y.rt..a ._,,. ft. End 112.2 18.5 -- 17 Start 112.2 21 = " 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 .t: . 18 Start 112 30.5 : 1 26.50 0.00 4.98 0.00 0.00 0.00 4.98 4.98 0.19 0.55 End 112.2 57 ii. =i 19 Start 143.2 1 47.00 0.00 9.71 0.00 0.00 0.00 9.71 9.71 0.21 0.61 (!) --4k O End 143.2 48:. _.. _ 20 Start • I. End 21 Start 1 33:;' ;.1. 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 ' '• 31.00 8.83 0.00 8.82 8.82 0.28 0.84 O O 23 End 102.6 25 1 31.00 8.83 0.00 8.83 8.83 0.28 0.84 Start 112.2 25 24 1 31.00 8.83 0,00 8.83 8.83 0.28 0.84 . End 143.2 25 25 Start 1 End 26 Start 1 End Start 27 1 End 28 Start 1 End Start 29 1 End 30 Start 1 End . 31 Start 1 End 32 Start 1 End Start 31 1 End Start 1 34 End 35 Start 1 End 36 Start 1 End Start 37 End I 1 38 Start 1 End 39 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 4. 9/4/02 Shear Distribution 96061.01 ?h s °' vG -,,,,.' . *aa� ,,, k , ,Ewa , 4' .. -& ... `�' .,. ". s ,` r , ., s^ x`' e., 7.r,;; .Ya - ..r ' , t , g .;;z: 3- _.. -- - ,7 5.; 2 _ - ..; " 471,..." , 1e. r. "YS Shear Information Wall Information Direct Shear Torsion Total Shear Px 92 kips Wall # X Y Type Fx Fy Fx Fy Fx Fy Comb v (klf) DIC py 92 kips 1 Start 1 32 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 X ° ,,,,;;,j 79.723 ft End 32 32 Yapplied 36.095 ft 2 Start 40.6 32 , 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 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 C-)1-CD _ Building Information End 102.6 24 H 9.00 ft 4 Start 112.2 24 r • 2 ' 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 ? • T . 47.00 0.00 12.58 0.00 0.00 0.00 12.58 12.58 0.27 0.40 O- End 1 56 • 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 32 8 End 32 38.5 64 1 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0 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 O -4*-- End 40.6 26.5 Eccentricity Start 40.6 29.5 1 10 6.00 0.00 0.42 0.00 0.00 0.00 0.42 0.42 0.07 0.11 e 0.02 ft. End 40.6 35.5 : e 0.03 ft. 11 Start 40.6 38.5 g +5 °/ L End 40.6 64 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.47 e 2.768 ft. Start 71.6 1 12 a 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 5 6 13 E 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 CM„, 74.87 ft. CM - 0;xp 35.61 ft. 14 Start 102.6 21 _ 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 1 5 Start 102.6 30.5 ; . f:: 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0.48 End 102.6 57 ; Xoff,°e ft. Start 112.2 7 y , O A Yoxue r ft 16 End 112.2 18.5 i 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0:,47 17 Start 112.2 21 ' 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 ;? f 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 I (j 1 ( /k -4 t,r' «i 20 Start d 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 Stag 1 33 Z ._ 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 End 32 33 22 E 71.6 33 2 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 nd O _ 23 S End 102.6 2 tart 71.6 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 24 E 143.2 25 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 j 25 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 Start 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 Start 2 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 Z. Z • • • 1 Roof Level Diaphragm & Shearwall Layout 70 • 80 - 1 . ° 50 - - A disp . 40 30- I I • t3 20- 10- 40 60 80 10C 120 140 10 40 I ' I [ 20 I im,,,r,i,,iii Enter 1 ferFacit or Oferkiehes _.:. &OK ion 0 !!!!•::1:, •••::6....8: Wall # Type X Y Grid Wall X Y X Y Start . 1 Start . ... ..... ..: ...; i_ii, f „.. .,,:q I 1 1 . - - - - 21 1 End 7 End v;."2:.'•;.::.‘tiT, :•:::3, 2 6:...211M. 7;11 • Start i: ,:: 32.:5! 22 Start f:' 3 0: 2320= it. .JI, 2 1 1 End 3-7143.24:'i End t:-...".i.is. :::: 7::•3 4 L::04141:E. I 3 1 Start ; En irk 2 23 4d5i Start tt:. -;..,' - -:!:-::: , :11 5 Iri::::!1 .-'1. 1 End :•2192161 TOM End t ...:; 8 start Start 1 ,.,- .: :11. 7 tit 4 1 W,.......:$;.....4:::. .443' " 24 1 End 444.4 i'i20.45!.. End 'i : ' 'rL.? '. 4 8 ;F: , '.5i , ?, - . 4:4: , i . ...' 0 55 0 1 . 5 1 Start :: 'too .:!:40.-: Start t''.' ' ..::-:".:.;:1":,2'.. ::::. 9 !i;•:::: N.;:':::.1.1:,:: ;1•' ';'.•".' 25 1 End l'. IA.:, ,f,56:07. End i - ''' ..:'.:: 10 ''::' ' '':... :1::' -:'''' :::: Start . :324).. :1:4. 26 Start 8 1 St 1 S :: • :". .. . 11 End ',320.: . 26:5 . End f. - : '. 12 :. - .:::-• i 7 1 Start ' i 27 1 310 ..29:5. Start _ . ■ ..... .. End -32,.. End 14 Start 8 1 :,3.2i0 -.: 28 1 Start 15 ,.• • .,,i: End '.:324.1 :AIM End r.. , : . : 3 18 3:: , ....:,;::;- • ..: . . ..... 4 9 Start 0#1.4tittA.4;;■ 29 Start 1 1 1 1: 1' • ' . ""::: End 549$M,N4 End . 10 1 Start .1:6f$4428.48:: 30 Start 4,.. :. - - 4 19 i :::, • ..; :Y. -: '7 , .. _ .. . • End :4*6 •/!:8 End 11 Start r:-410X1;1.:311:8, 31 Start :'. • . :il - 7.17,: 21 ,',.• ,:: : , ;:., 1 „. ...;-.6:.......... 1 End ' •,-44:6::, !-94;0 - End ' .. -;:. ''..i 22 12 1 Start ', - ::, : 23 71.6 . •1:0 32 Start : :. . . r 1 End i; 744 56.0 End , .: 24 , • ' . :. ::: 13 1 Start .102.0 - 7:0 Start , 25 3.3 1 '• '''' *•. End 40203 ' 183 End .. 28 14 1 Start .102.0 21.5 Start - : 27 34 1 End , 102.8 27.5. End . 28 15 1 Start 102.0 . 30.5 33 Start r ' 1 . End - 102.6 57.0 End . 30 16 1 Start 112.2 -7.0 - Start . 31 36 1 End, 1122 18.5 End 32 , 17 1 37 Start 412.2 21.5 Start 33 . 1 End '112.2 27.5 End 34 18 1 Start 112.2 30.5 Start 35 End 112.2 57.0 End 36 ' Start 1432 1.0 Start 37 19 1 39 1 End 143.2 48.0 End 38 Start Start 39 20 1 40 1 End End 40 # E Type t v(klf) 41 1 1700 112o (6:12) - 5.5. 0.340, 42 2 1700 1/2.C4310d (4:12) 5:5 alio. 43 ' . •i 3 1700 uar.o.iod (3:12) 5.5 0.665 Table to the left is used to define wall stiffness types. It 44 4 . 4700 1/2C4310d (212) 5.5 0.870 is not necessary to define the walls Modulus of Elasticit 45 or thickness if all wall segments are of the same type fie 46 . . : . ..-4.-..-. • *wood shearwalls). Define the capcity of the panel so 47 7 •:.: .: as to calculate the relative stiffness in each fine 48 1 . 8 ---•----: :: " 49 i 50 .._ ii........;... . . , •• Middle or Lower Level Shearwall & Diaphragm Layout . 70 ) - 60 - o • 50 . . . 40- • pi azOied Load • 30 r . • C-Et. a 20 - 10 -,.. 0 • i 1 , 0 , . . _ . )0 20.00 40.00 60.00 80.00 100.C3 120.00 ,.. 140.00 16(.00 -10 -- X -20 --- ''Stikikikii*IS:PboR . 1•10LTES .;• -.':-:-.:' :'-' .; ;.:-::, "...,',.;.';'"..;:(..: -:;:,,',:.:,---,:,,;,,. '41‘ i:.1■ -.; . ' Enter 1 for Feet or 0 for Inches Enter 1=Ft 0•411.k.; 1; .,.• Wall # Type X Y Odd Wall X Y X r 1 1 Start !: 1ZOKI 1431.0i 21 Start ....•'.30 SILIt d 1 1 End li End ;A2494.: . ...$8tttr:'': 2 l'!::'114.!: :41:. 2 1 Start 46 32 " n Start l'.;.:40:81.4434:1!? 3 !!: init !:.ii 1 End -621914i i=e31E End lialtelt.-IMSig: 4 Y.t.'143t2ili L.=::: .• --„,,r,-,-.-,-,... • . ,-,-, Start ]#7grr: Start it 5 !i:,.::41 1:4Y ai liAiiilli "..... 3 1 End End !1:.11: 6 NIttC014...g.:Att:ilti 4 I Start .... i42•if ri: .■?..,... 24 1 Start RM . ' .rit 7 End ,144•2,1248: End (4.14601:125X1E 8 ;:; •1501:1,ii:q . 5 I Start _....00i ,. ,.....,.,-. &,., 1 Start ii..':. : . ...iii; 9 t.::.‘ • i•Iff •:„.,i1...:::.:: bi0F5id I End T4 i.Ifto:ii End ',..:. : • . :: .:14 10 1 ;1g.: -.:- j; ;-(r3:11:1, 6 i Start 4 .:;12:05h . .:13:r.: 26 1 Start ::. . . .11 .. .. 4111 * ' ..:„:;'.11 r End :' 26.5.1 End ,:.... . "...:::: • -: 12 "fi- - : 7.,. ...4' -.. • • ,:::1 7 4 Start F.32.0 ::' :29:5: . 27 1 Start - i . . I End :. 32.0: 3515: End :-.. .'. 14 ' 8 4 Start i:32.0 f.384::: 28 1 Start c.' - *i . ' = 15 ;:,-. End :'12.0...- !.14.0..: End ...,-. . , . 9 1 Start ..'40:8:: ::1.11. " 29 1 Start ;.. , - ', 17 . . . End . ..40.8: 28.5. End . . ; 18 10 4 Start , : .40.6. 29.5.. 30 1 Start • , ,, 19 •: . I End c 40. (T73 5.5 End ... - ' 20 Start ..40.8 . 38/ Start . 21 11 1 31 1 . • End 40.8 84.0 End 22 12 , Start 71.8 • 1:0 32 1 Start 23 ' End 71.8 56.0 End 24 Start 102.8. -7.0 Start 25 13 1 33 1 ' - End :102.8 18.5 End 28 14 1 Start '102:8 21.5 Start 27 1 End 10211' 27.5' 34 End , 28 15 Start :102.8, .30.5: Start 29 1 35 1 End .10211, . 57.0 End 30 : 16 1 Start '112.2 -7.0 Start r 31 End 112.2 18.5 End 32 . 112.2 21.5 17 1 Start 37 1 Start 33 End 112.2. 27.5 , End 34 18 Start '112.2 - 30.5 Start 35 1 38 1 End :112.2; 57.0 . End 36 19 1 Start 143.2 1.0 Start 37 1 , End 143.2. 48.0 39 End 38 Start 20 1 . 40 1 Start 39 End End 40 # E Typo t y(kit) 41 1 : 17011. 112 C-1310dier12) 5.5 0.340 42 2 1700'; 1/2441.10d (4:12) 5.5 0.515: 43 3 1700 112,0.0 (3.12) 5.5 0.665 Table to the left is used to define wall stiffness types. It 44 4 1700. • in C.-0 .10d (312) 5.5 0.870 is not necessary to define the walls Modulus of Elasticit 45 5 . or thickness it 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 • 49 1 , ,._. Lower Level Shearwall & Diaphragm Layout 70.00 ao.00 ± I • I I 1 1 50.00 - I r , • • * 40.00 t • t disp i 30.00 - $ I • CG I CR • 20.00 -- 10.00 7 . ! i 0.00 4 v a' • 0.00 20.00 40.00 60.00 80.00 100. 120.00 140.00 16C -10.00 + . n A. ■ -20.00 1 . t iAsi.4.6kb . • i'....:.--S-7.-.--7-..,.,,..,5t.w':'"A:F.V..--,,,,-;','?..-.,';'.4:0v.3, ,,,,,,,:''' >' ":,- • e.• :,,:-; I;;;?,,, ,.,; 0,7: e ' 'A '' - ';t . "-',.':' ,7 .f.4. - 40:04.S7a"; - ..-...:1,. , ?':,: . . - . Enter 1 for Feet or 0 for Inches Enter 1=Ft 0=in.Dratt.;=-14.4 . Wall # Type X Y Grid Wall X Y X Y 1 2 Start ::: 1.0 :: ::;3210:ii 21 Z Start End :- 32.0 32.011 End i.:32,10.g A;it '; iOi 2 7741:r7 2 z.. Start :40.6 3Z�:i 22 2 Start :F 3 Ce, 1711:01:11 '.:: :OVA End 1::71.-6, 32,01 End ' 4 P r:::::ii , Start 71.5 23 Start Start 1.2711..6:Fiili425.7.1N 5 3 C. End ,- tio2.6 . ,. :445011 End 4:;10201 8 :4 ,I1:40;i:1;N 4 . Start 24 • F1122 I Start ',i'.:112Z: ,,',,,,.:: 7 li. ::,71131:,::;1,54:::::4141i.;. J, .". End ::143.2' •r24311:' End . .,',14S2 7 .J '.! :'-''' .:,.: 8 1. • .0;:. fir: 5 I Start :. 1.0 9.0 ': 25 1 Start . i' ' - : 4..i! End : 1.0 56.0 End .! . . ... .: . rt 10 :, . ,!:': ',.';':: .'' ;:',...,i 6 4 Start ;: 32.0 1.0 •• 26 1 . Start ii.. ,,11. . . , ::,. :.,i:..: • End .32.0 26.5 -: End L.,. : ',' 4 . 12 7 I Start :. 32.0 . MI5 27 1 Start ': : : 7 . 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 I Stan .: 40.6. 1.0 29 1 Start ! , , ::: 17 ,'::. .! • . End 40.6 ...26.8 . End ): . .,,: 18 :. •:;! _ : ].1 . _ 10 4 Start ,, 40:8... :29.5 .! 30 1 Start .. ... . Y . .1', , - .: 19 ii:: ; :. .41;ji ... ..,;::. '. a • 1 End - .240:6 ' 35.5 -. End Start :: 40:6 38.5 . 31 1 Start .,1 End - 40.6 64.0': End : 22 ::‘' ... . - 12 7 Start 71.6 1:0 •: 32 Start ' . 23 .. • 1 , 6 " . End . 71.6. :56.0: End . . 24 13 4 Start 102.6 .7.0. 1 Start 25 End , 102:6": 18:5 33 End . 26 . . 14 4 Start 102.8, 21.5 1 Start 27 End 1018 27.5 34 End 28 15 1 Start 102.11 30.5 =---,--- 35 1 Start . 29 End 102.6 57.0. End 30 16 1 Stad '112.2 - 7A) 36 1 Start 31 End 112.2. 18.5. End 32 17 1 Start 112.2 21.5 I Start 33 End .112.2. .. 27.5 37 End 34 18 1 Start 112.2 30.5 - 38 1 Start 35 -- End '112.2 57:0 End 38 19 Start 1432 1.0 39 1 Start 37 1 End 1432 48.0 End 38 Start Start 39 20 1 40 1 End End 40 • 6 Type t v (Id1) 41 1 1700 - '92 C.410d Min 5.5 0:340 42 2 1700, •. in C4)10d (4:12) :54 0.510. 43 3 :.• 1700. 1/MD1Od WM.. 5:5 02185. Table to the left is used to define wall stiffness types. It 44 . 4 • 1:700 • . 1/20.0 1ktkt12) ' 5.5 11870i is not necessary to define the walls Modulus of Elasticit 45 . -,-, 5 . - : . • - or thickness if all wall segments are of the same type fie 46 . • . -.....,- • • . "- : . . ' plywood shearwalls). Define the capcity of the panel so 47 7 - as to calculate the relative stiffness in each line 48 • -- it ' ,--- 49: • . 50 L 12 ..... . ................... ...... $ U G o iiett ,r_,..:.. ... X Y Lengths ref angle A cg Ycg ' Xcg ' Yc ' • a b c Ang (ft (ft) (ft) (ft (ft Z. 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 is 143.20 1.00 71.60 143.20 71.61 0.01 35.80 71.60 0.67 2563.28 23.87 il 143.20 48.00 47.00 151.03 143.20 -0.32 - 3365.20 95.47 16.33 - 321264.43 - 54964.93 ii . 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 r 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 ii 1.00 9.00 9.06 9.06 0.67 6.00 is 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 R. 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 z' 1.00 9.00 9.06 9.06 0.67 6.00 Y 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 Zi 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 zit 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 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 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 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 152.4659 0.00 - 6683.40 -481873.14 - 190288.90 g CG= 72.10 28.47 ti 'aaaaa aaia, -.;. " ii \<::: < ft a-aaiiaaiiiwaii, W <ii ri :::: iiiiK<iiii iiiitw iiiiii ................... nmst \ii m:::: Uitiiii, L s X Y Lengths ref angle A x Y A x A Y s zx I a b c Ang (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 13670.83 954.67 143.20 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 1.00 9.00 47.00 9.06 56.01 0.09 23.50 0.67 21.67 15.67 509.17 zi 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 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 ii 1.00 9,00 9.06 9.06 0.67 6.00 z 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 ii 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 is 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 ii .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 2 ' 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 H • 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 =' 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 ii 1.00 9.00 9.06 9.06 _ 0.67 6.00 max 152.47 0.00 - 6683.40 - 481873.14 - 190288.90 Y a... .... ..............w.....,...,...... .>. CG- -,,.._.. 72.10 28.47 L s ) 4 1111111161111 Lengths ref angle A Xc9 Yc9 Xc9 ' Yc9 a b c Ang (ft (ft) (ft) (ft (ft 3) 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 13670.83 954.67 143.20 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 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 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 • x 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 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 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 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 max 152.47 0.00 - 6683.40 - 481873.14 - 190288.90 : CG= 72.10 28.47 a... . . a...,....,..... :: :: :: :: : : ; ;;;:p. .>:. a :.:.:::::. .:::.a:.:.:::::::::.;::x:.a:::a aw xam:: >..:::.c:zwi: romni..::a..:: >:x::. :- :;...,......... „....... o e 2 ., 8 8 _ 2 2 9 8 2 8 2 8 8N W2_g m a , s._ 0 N_ o m o , m W ,. w- - �a +ss2 -- gggggggg8888888888S888888888 $88 x' a8" - .8299 8 M 8 8888888ESS_ g 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 " ^' 8 8.8 d = r - 8 S 8 S S 8 8 8 S 8 S Se 8 8 8 8 8 8 8 N-, P 4 8_ 9 8+ 8 - 8 2 9 0 I 8„ 9 9 8 w S 0 0 o 0 0000000000 8 8 8 8 7 i 8 8 8 8 8 8 8 9 8 8 8 8 8 9 8 8 8 8 8 z ii o ., 9 + 9 9 + m + m m m 2 2 ., 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 r 8$ - - 0 3 0 S S S 8 e e - 8 x ; 5 8 8 8 8 8 8 9 8 8 8 8 8 8 8 8 o S 9 S = 8 999899989988888988 8 g 8 i i 8 § - x W S o V $ 8 w B 8 d V r <k x 000 o 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 a II! + o c r, 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 a 9 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 1 8 S I3 8 8.9t 6 G_ a 8 8 8 8 9 8 5 9 9 9 9 : . 3 Z $ 8 8 9 8 8 8 8 p d 8 8 8 q u 8 � 3 , $ 2 8 8 8 8 8 8 g 8 o S' 2 o 9 8 c 0 0 0 0 0 0 0 P r P z 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 t t3 8 .-1 8 2 8 8 " x 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 =? 0 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8; 9 9 =' 0 8 9 z.1232 $ 8 8 8 $ 8 9 2 9 8 S 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8= x c e > 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 0 S 8 9 $ 8 8 $ $ 9 8 8 It 8 z; El 8 m o " .$ • " 9 S 7 , , ■ SI Lsib • , E 2 SI 2 2 A 2 2 P. 2 2 2 2 2 R 8 R 8 8 8 O 0 0 0 o o . o . . o . _ ■o o . o 0 0 o a U LL 8 8 8 8 8 8 .8 8 8 8 8 8 8 8 8 8 ci P. 7. ~• 8 8 8 88 8 8 8. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 LL o 0 0 0 o a o 0 0 0 0 ° o a o 0 o ° o . . a . . o is . ° 8 LL o . o m 8 ,, 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 r 8 8 8 8 8 8 ' 0 8 8 8 8 8 8 8 8 8 8 o ° o 0 0 0 0 0 0 ° 8 8 8 8 4° G e 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 S 8 8 8 g 1. 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N g . ; S 8 3 8 8 8 b b o S g - I o a ; • N , , N u „ N N N ti „ N N w 8 3 9 8 N 3 8 2 2 2 3 5 2 N 0 9 8. ti 8 8 N N - 99 g a N N N g g a g N,g g 8 a ti N 1 g 8 8888888888 8 8 8 s 8 8 8 8 8 3 8 8 8 N 9 s u 8 8 s a, d 8 8 8 s 8 8— 1' 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 '8 8 8 U N n g, 8 Y 8 8 8 8 8 o - ,. ' 2, ✓ 0 0 4 2 E o = 0 555§ 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 ? 2 8' 8' 2 . : 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8- 8 8- 8 e N 8E5. 8 8 8 43 8 8 -- 8 8 8 s T0.00000000000000====o 000000.00000000=:: 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 t t 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 - = 4 b _ $ 8 8 8 8 98888 8 8 8 8 8 8 8 8 8 8 8 g ,. .. ...,. .. .. ,. . g 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 0 _ g 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 ., n E. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 1 t .. 8 m . : N. -..... g.... 3 1 .1.1•7 r Client 1 .' 1 A S ` �-_ L. 3 le + Sheet U CON LEE Project Date 9- 4 -c'l ENGINEERS INC. Subject By A3'N 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 3rd 8 7,192 300 500 232 57,536 143,685 None 2nd 9 1,643 170 300 285 137,051 225,572 :mfr - :r None 1st 9 2,604 170 300 369 - 240,002 307,458 .V4 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 t 3rd 8 3,760 150 300 80 30,080 161,798 =MR None 2nd 9 6,110 140 300 210 118,910 313,655 r t 5 :- None 1st 9 2,820 140 300 270 233,120 465,512 5: None Caic. Line 2 Length, ft. 6 DL Reduct 0.9 'Governing Load: Seismic 1 Level Height Shear Lbs. DDL #Ift 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 #Ift 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 z =a= None 2nd 8 10,450 200 400 321 198,880 511,088 -_- None 1st 8 5,280 200 400 417 382,360 803,138 g tl None _ :. Client Sheet J H U CON LEE Project Date f -u.P ENGINEERS INC. Subject g jrk Pr (UPPER) 1.0Wii4C 1 a SUDING SURCHARGE. GZ.= C SAN( DRIFT SURCHARGE • h 1.4 x hd / ROOF SNOW hr- r :hd � P� (LOWER) • • Wb I+ Wd —11] FIGURE A- 16- 6— ADDITIONAL SURCHARGE DUE TO SUDING SNOW 61'+I ar Prir h D 45 4 t 1, - - 2.51 D- 0.1" 625 4 1+.0 17. r 1.6 11111111 i+, 1 , 1 7, t7C. 10 ♦ • Client FAA 4- 4 Sheet Bf U o CON LEE Project T tir Date 9 � ZZ q ENGINEERS INC. Subject g �si•1 g v /KIT F LATiL4(. l oA,as 0g 1,4-CZ3t t 4 7. I �` w,445 . a o1S 31¢11 T - 2o. - ) Z. (.11. el. et Q ' fb.at'bsY31111 i j = Q.2'3 7, WINO Q : II, .4C1.C 1. %16ig = 0-141,17, , 0 A 1 'l 0 2 � V A,„; 1 {d j = 2'`e = 344 Y ® V 2). j.13q] i = .sg s I, f� i 4e+/, V , 4 Rw! .146 [4/iJ = loo "i■ Vg 5 8.3 . :4 1 L 1.'131 t . I l; : 5 0:1.4- (29, % I l i*V1 0 L v ,ZISI � a , 2.91 4 1 : cs IV% V .214 ��Z : 7z�`= 14= /.5-1-44A , v 0 S ! � 5 r' fb 1P I, ? /.0 /, { 'Z = 2.s �14,� L ] 1 .215 �i r '� -' O Y 1 { t �z 1 ; 4 .ti -. z ' = Z �/ ® ' —' MI M Y .Z rg 2- ] + . = 3,s 1 7,_ = 341 V w , .144 yZ el ' 2.o k = 9.S 1 = 2 qO �QV E.iT✓IZ NIA; 't1 a A.-1r 3 – -34 4-191 3. 3 4 `— PAD-2.• • • Client f � Sheet ZF CON LEE U Project Date '1-77-04 ENGINEERS INC. Subject B p5H Z 1 G :L� •,r: so } (3.�� = c3.� 4 �l n..t