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Specifications
/�u�urili�p, November 18, 2004 ''s. -m- CITY OF TIGARD OREGON Dick Ossey Ossey Development Corporation 5437 Rosalia Way, Suite 100 Lake Oswego, OR 97035 RE: NEW APARTMENT, BUILDING D and 3 ATTACHED GARAGES Project Information Building Permit: BUP2004 -00464 Occupancy Type: Rl /U l Tenant Name: Oak Tree II Construction Type: V/1 HR Address: 16215 SW 108 Avenue Occupant Load: 93 Area: 23,755 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 fmal 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, hearing 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. 106.44 QSSC 13125 SW Hail 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 DJ H RECEIVED CALCULATION INDEX SEP 29 2004 CITY OF TIGARD 9 UILDING DIVISION SUBJECT SHEET NUMBERS FOOTINGS F -1 STUD WALLS WS1 & WS2 SHEAR WALLS SW1 & SW2 FLOOR FRAMING FL1 - FL12 FRAMING ROOF MI G R1 LATERAL LOADS: FLEXIBLE DIAPHRAGM LL1 - LL12 RIGID DIAPHRAGM LJ1 - LJ18 SNOW DRIFT SN1 BUILDING F LATERAL LOADS / ROOF BEAM BF1 & SF2 ac 4 • 41 7H S V •TA LES cO' EXPIRES: 12 -31 -'9 Client It ' �4 Sheet '` U -" CON LEE Project Date 1 4 . °2) ENGINEERS INC. Subject g -J 1* -1 fJ d PO fN L D AP 5 F v(t— 1 Nf iev t) CI) ► i ooi.s ,o(v'(i3)(z) vt" vitre D w lock, ,0064(.17) ,I1 , i2to i(41,0, cs) y 1'40 GN , - 11 Id I wm Ga I .R, I W1 'L - 4 G-�►�' I.5 Iii 'rte iv.r rosy 17= . 1,c 7 U5 1 )4 A// f.7.- � W Client Sheet S� c E CON LEE Project Date r /V- ENGINEERS INC. I ;;� Subject B . Jul t -t )101j 51-1/4.. I M.v D 8`��z• = , �(� ( 7X4 &. 1k," �i�G � I , ' C ev ) O 7( ) •9 9 ,gC . 41-( .0k.)(1.i) 01, #'70 1 7. 0 .41 1 � Ic ou L-v W C S 5) 'lip Ib G '4112 14W1/ :34541RltIl `VOW40701 ...s}V..:w+.r.r 41.. ,c3 /10.,r<...4 ; s ^aqi t__•iT. .1 7' ..F� - •. ' � - �^' .. _.. _ ._' ' .. -- ^--ter- 1 "' •. :!'r • • •t- ;`,`:; . � _ .1 ... ... p i� Y e.�q} p L �� �^ . yI 'f� i�Xld'C.t K o �) Y+.'t L 4 . k -t ...+1 a ti �a. . . � ' t ` _.2�. '.yt •y 7G are ' •:i ' .:a ffeww R • . , x - . N � Z� N: n r-). , ::;',4;; ;' • • 4/10/00 Doug Fir 9' Tall Studs Wood Columns (UBC 2307.2 Combined Wood Columns & Bending (UBC 2308 :2) ' Width Depth Le Fb Fc E Cf Cf Cd Cr Axial Load Moment Fc' FcE FcEJFc Cp Fc F'b fc fb UNITY Inches Inches Inches PSI PSI Comp KSI C Bend - Lbs :' Ft -Lbs PSI • KSI PSI PSI PSI • PSI . 2X4 S ...• TUD 1.5 : 3.5 115 :5 675 825 1400 1.15 1.5 1 1.15. 1420 • 0 949 386 0.407 0.36 270 1164 270 0 1.00 8" :1.5 3.5 115.5 675 825 1400 1.15 . 1.5 1.33 1.15 1298 31 1262 386 0.306 0.28 279 1549 247 121 1.00 12" 1.5 3.5 115.5 675 . 825 ' 1400 1.15 1 :5 1.33 1 :15 . 1229. 46.5 1262 386 0.306 0.28 279 1549 234 182 1.00 16" 1.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 1167- 61.8 1262 386 0.306 0.28 279 1549 222 242 1.00 • 3X4 STUD 2.5 3.5 115.5 675 825 1400 1.15 1.5 1 1.15 2360 0 949 386 0.407 0.36 270 1164 270 0 1.00 8" 2:5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2260 31 1262 386 0.306 0.28 279 1549 258 . 73 1.00 . 12" 2.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2187 46.5 1262 386 0.306 0.28 279 1549 250 109 1.00 16" 2.5 3.5 115.5 675 825 1400 1.15 1.5 1.33 1.15 2117 61.8 1262 386 0.306 0.28 279 1549 242 145 1.00 2X6 STUD 1.5 5.5 115.5 675 825 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 71d 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 1)5.5 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 • Ph ' (.ISM P t t 4 1 11 . ' . - . 9 r4 . . , .: ' Client Sheet w' 1 4.` ± CON LEE Project Date r • U ENGINEERS INC. ; Subject By 714 -!- Wk - I 4 . 1' . k W Li, i /vi' w 1. ►- o Iii ;4 z% " g h " ed e, . 0Y, 1 � u a :�' � , 1 6) 148 3 1 ), i - Io - ei _lr 4r( Irv" ¢ Toler • > n ' . f - g7 111-)V"ae 4-6. 8 � P ,.� l' -4 ►� ems ' - "`:' _ .Ike4'4, - 19' , bte }SID # )&z.c.e t r ' -r;1.'2 ' A ' r -' -. .I, witu, e Al f `.12 .- e t - 4k 1-[ a V V4- " oe�,4 C — 4e ¢ C -477Y 'HI L,e: 4 a. .1 1 ..' : - / 1 01' -4 3° .: .Me : : i 4bO ) ' • I U 1"0 •#. V IP a6. .M t- : 'rD +IAN 1, ? 5 G r►tif a1z 34 1 .1 !: ' 1 , : 17 i- 14ibt,i_v/4, og LA) 4. .4.4r 55 >: 2 10 (- ) 5;7 y - �. .. tt ■ 7 3'Ay, ' Client Sheet LEE Project Date U ENGINEERS INC. Subject By -rv(f& vhd-fr )4201;1={ wiaiP,OPy-'012 014s 1 litg" ge(77. -F/40(72 (4 &Cc • ( L1, tii - 6 'ZD" . A 0 1T - I1 .* 110 1115 1611 21ta • 01 -P C 6144 , W G V C a . �02� V SE �� g g l� - ( 9- viAI, Y 0 11,5 e 2 1l O,G. 770 I� o 143'1 + e o� (-TP4- �/200, 14 • �3 a � oc. • v /IUD �i S' x 12 'L I I4 7W ( - 1 I C ' 11c. 6 19 a . _ FY 19(ri) :6 I vsw — 670 . - '� ( h t �►�� 114'4 ?' 576 14" A F: *11 C (14-)1015ir �� 03 r +0 1 ti V5 A�5 a .a' z Client f/ 4" Sheet (( �� CON LEE Project Date 1 / "1'`7°bL U ENGINEERS INC. Subject g Ax Ack,d11 Ili 6*Gtz 46) 1., 1 b X70 �'s1 �... X ,7'4 17-15 ! 14 N1Ax L t-/ 15.X1 #2- 214- .06 'Z ) j#14 V ' , P6 �5 ; 1 .771 , I. 77�1z� �.���s I.I 1. 715111 5(66;)1+11:5 to eGhtfr MAY 1 ar* ' 16.� 1 7 1 sr r F1. - 12 Client Sheet C CON LEE Project Date & iO ENGINEERS INC. Subject By 1 171611\1 I 1( � QLGl1 /N(s— _ow/ # .046,f2 .170-1 (FT)/ 114 _ 7 ,0 0.1 - 60101 Ake9 S SAN 60-4 t. Itf (-°7) 11:7 16g 5 1' a us>✓ 4 6etlhO is .7 , y27b,D 17>e. Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) J 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: 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): lreq= 304.3 N4 1= 392.9 N4 1, Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) j 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 = L/3051 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: 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= 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 = 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: L/ 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 • L�� Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 4:55:41 PM Project: FRA50 - Location: TYPICAL DECK HEADER Summary: 5.5 IN x 9.5 IN x 6.25 FT /#1 - Douglas Fir -Larch - Dry Use Section Adequate By: 12.7% Controlling Factor: Area / Depth Required 8.43 In Center Span Deflections: Dead Load: DLD- Center= 0.02 IN Live Load: LLD- Center= 0.03 IN = L/2986 Total Load: TLD- Center= 0.05 IN = U1634 - 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: 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): 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 = U776 - Camber Required: C= 0.07 IN - Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A =, 2625 LB Dead Load: DL- Rxn -A= 1370 LB • Total Load: TL- Rxn -A= 3995 LB ' Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.20 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2625 LB Dead Load: DL- Rxn -B= 1370 LB Total Load: TL- Rxn -B= 3995 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.20 IN Beam Data: Center Span Length: L2= 8.75 FT Center Span Unbraced Length -Top of Beam: L'u2 -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): Ireq= 229.4 N4 I= 494.4 N4 3 'EL-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 = L/895 Total Load: TLD- Center= 0.17 IN = L/624 Camber Required: C= 0.08 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A =, 3813 LB Dead Load: DL- Rxn -A= 1621 LB ' Total Load: TL- Rxn -A= 5434 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.63 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3053 LB Dead Load: DL- Rxn -B= 1329 LB Total Load: TL- Rxn -B= 4382 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.32 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length -Top of Beam: L -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: L/ 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 300 PLF Dead Load: wD -2= 150 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 463 PLF Point Load 1 Live Load: PL1 -2= 1383 LB Dead Load: PD1 -2= 503 LB Location (From left end of span): X1 -2= 0.5 FT Point Load 2 Live Load: PL2 -2= 1383 LB Dead Load: PD2 -2= 503 LB Location (From left end of span): X2 -2= 4.0 FT Point Load 3 Live Load: PL3 -2= 700 LB Dead Load: PD3 -2= 238 LB Location (From left end of span): X3 -2= 4.5 FT Point Load 4 Live Load: PL4 -2= 700 LB Dead Load: PD4 -2= 238 LB Location (From left end of span): X4 -2= 8.5 FT Properties For: 24F -V8- Visually Graded Western Species Bending Stress: _ Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS - Ey= 1600000 PS Stress Perpendicular to Grain: Fc _perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 2400 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 11420 FT -LB 4.05 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 5434 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 57.2 N3 S= 94.1 N3 Area (Shear): 42.9 N2 1 A= 53.8 N2 Moment of Inertia (Deflection): I Ireq= 285.1 N4 4 .) V 1= 494.4 N4 t 1 • �� • 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: 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: 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= 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 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= 9.5 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: 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 . tL - Multi- Loaded Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: James D. Meese , Conlee Engineers Inc. on: 06 -13 -2002 : 5:16:09 PM Project: FRA50 - Location: TYP HDR AT GARAGE ROOF Summary: 3.5 IN x 11.25 IN x 8.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.8% Controlling Factor: Area / Depth Required 8.78 In Center Span Deflections: Dead Load: DLD- Center— 0.03 IN Live Load: LLD- Center 0.05 IN = U2061 Total Load: TLD- Center= 0.08 IN = U1256 - Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1190 LB Dead Load: DL- Rxn -A =, 763 LB Total Load: • TL- Rxn -A= 1953 LB - - Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.89 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1190 LB Dead Load: DL- Rxn -B= 763 LB Total Load: TL- Rxn -B= 1953 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.89 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug= Bottom= 8.5 FT Live Load Duration Factor: Cd= 1.15 Live Load Deflect. Criteria: 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 1= 415.2 N4 Client FR A S 4" Sheet ft. 1Z. CON LEE Project Date -4— ° U `j ENGINEERS INC. Subject gy b.+1 If/IG0/N C ?fL f4.vr. VN1r A -3 OvS7 VA rr . 1 L.:.... : w "- • .=. ( i- , i 6: .1- , 04)1 7.; 0. -./, V. . 31 ( _ 1. ii i'A'. .3/&1,')% = 3.1 Z1-2, Z8 .1 1 1.35 0 K w. .0k(clo., t . oqt . 0k 3 (9v.-t .0.g -m i 4, •• 4j 1 1 • '. o71 ?- , , 1. ( iZ = z °'r- $' \ \ I .s 5.1 M'. 3.1s Cr ! t Idic C.s t "iz(s) .13.1 S'r 13.1 < , Z - 3 4 ; � 4- ‘+ /- 16 -x q Z -4 ((.'r 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 7.5 IN x 10.0 FT / #1 - Hem -Fir - Dry Use Section Adequate By: 96.6% Controlling Factor: Section Modulus / Depth Required 5.35 In Center Span Deflections: Dead Load: DLD- Center= 0.07 IN Live Load: LLD - Center= 0.10 IN = U1187 Total Load: TLD- Center= 0.17 IN = L/702 - Center Span Left End Reactions (Support A): ' Live Load: LL- Rxn -A= 565 LB Dead Load: DL- Rxn -A= 390 LB Total Load: TL- Rxn -A= 955 LB - Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.43 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 565 LB Dead Load: DL- Rxn -B= 390 LB Total Load: TL- Rxn -B= 955 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.43 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length -Top of Beam: Lug -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: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 113 PLF Dead Load: wD -2= 68 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 191 PLF Properties For: #1- Hem -Fir Bending Stress: Fb= 950 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1093 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 81 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2388 FT -LB 5.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 955 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): - Sreq= 26.3 N3 S= 51.5 N3 Area (Shear): Areq= 17.8 N2 - A= 41.2 N2 Moment of Inertia (Deflection): Ireq= 66.2 N4 1= 193.3 N4 Client f - ti + Sheet V1/" I CON LEE Project Date t'II U ENGINEERS INC. Subject By ---2Pt eKL 1/As UPC I' ?7 ` WIPP: 4& h144, xp6s11 $ . 4fAccr v , 1am3c7. f r ( ' I .M ( b5) ?j 1 r 4 1—(1.9(,14 1,..7,1=r- { � �'Mtt : zD 0 V 2, %6 (1 ) .I 5 D5N2 L___s * Nkujj vN►-r .13Y Uk►T S UN c 1 i 04 if _- r- ,DID (iri.-oit.-) - 11,e . ► g , ,Old (1918 ' 2<-‹ \v, L ,cog 1i2 / ; �.e - %x-1 *LA, 0 - •o►(li ). =- - -1-nva ,a169*, ,, , '.o ii-kiv fi.r- • (yzoyzoi, 1.4,.,e-- f,ii7h.i___ ,o&a z' , x1' VV , J l2) e % 7•S t- x1' Wes- , G�$ I' ) 6.1& 4 i iri - DICiimss) II04 5F ,D - SAL- - [1le --f-it-A,L I Client Sheet L '7/ U CO N LE E Project Date ENGINEERS INC. t)M Subject B , 121 w ,ol(► %. ) 6 1 -1. ,old CL 7 ) 1 UV�w� � � �' o � �: WL-r- - 00i3 ) 11- � .01(14% ), 0161q. -- %., 2 - - a I4.) 287 ft- , b`i-( 57 . I 5x-r Wow , (I - 1b ox � , � Its' 8 qr. ,01 CI )1 (4. .k- r rnobi „ 1557 - 154 -�o� -� — l� tar�� =150. ��- 3 Client Sheet 1-L /I D CON LEE Project Date - 1 3 �Z C E U ENGINEERS INC. Subject By J1 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 /01 0.36 1.0 5.5 3rd 8 29.1 7.5 7.5 2nd 9 45.0 8.0 9.4 EQ 30 -21" 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, Kips 'Seismic Factors 5th 0 0.0 0.0 l 0.0 Ca I R 4th 0 0.0 0.0 #DIV /01 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 Shear, Kips Shear, Kips 'Seismic Factors 5th 0 0.0 0.0 0.0 Ca I R 4th 0 0.0 0.0 #DIV /0! 0.36 1.0 5.5 3rd 8 36.3 9.3 9.3 2nd 9 57.0 10.2 1 1.9 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 Client Sheet L1,-1- CON LEE project Date U ENGINEERS INC. Subject By l i r- g° 14 r-Vi S6 #*5f Q - 16,6 A (oz- — L.I )14 Utz 1/ g - w wrc.5) . ); Z,2t [20] etc,t A e- 25,5 W \k/ W /,41- 24-IC 191 V - g.0* 117 -1(1 V .= 4, 0 I (q)(4) •* w/ : � y 14 -4 1,,,m (1) ,,z () Y X1,5 4- (��(y��- .�) -�.� - ���` - 101 6,-� • �,�'`- 2�,�Ci.�� - 27,' i' w �-, b �` �} I `fig % 1$ % 2 6,4') 2-c/ Client Sheet / ' ^ I) CON LEE Project Date h ENGINEERS INC. Subject By jPil , reoi ti 1/ 71 ib,(11-1-tys?,) _ W I r UN s - 7.. ( - ir = 3 3 ® G , 6 1 -41' w /2 '1z 0 ye w, -I47' V A - W.-10,g+ 4' 3► '� A 3°I 4 422 I 0/0 g7D Client Sheet V' b U CON LEE Project Date . - f -� ENGINEERS INC. Sub'ect B I ► � "1 By + C (,L - V N+.r s .,, G, ae-. a ^ 0 � ©��� 0 r P14 t(s 4 t. `Cwa 1 ' ,, , . 6 1(.1', i)(t),eir.e 1,1 vs, d• - 16.6(4+t)6 -e. B A' . . y, w (‘1.-.k, 4- ,%), t 1.4,' t 0-4} -- 41. ® 4.dt(15)e ' ftl'- :: r 17 ii vi, a4i A / - z-44- Ti' + z1 =126 y- .41.4 -(,) 4 -j I61' 11.41--176 /. vi.1,e tf-C] &?'47/1 . it r _IV V4 tok 6 0 6 v)___ A/1-- x'0(1)(11).. z.a" A - I I.t(I')(4 -) - '14- t- WA @ O VI w� 1.,1 1.. Q(4 t,b : 17 -.= •W � - '1•4--f-19,e(,/1;41-151" = 17 4) - 2o t4 \k w- 2,4-x-- (2.6 ,e.y1q' =zoo7; C yG 4,7' }- 10,20 - I.0' % ►i,'CI4) ® _ . v , ,b� zb q f 0 4,19-, 14 i t pL - y -- V_. i j` (.worms 614C : Wiz. - Iti q L �2) e.. z4 '-- •., Zi- '. 1 2 O C4) . k- ' OP 10 t Ifr J.- 3 VI W 7i, 1 W' .. . .51`" 17 , 200 4 7# 4.0 + y .l(.ZS)Z G.1)�- 17'(1,4)= VL Y`® V.,,, 6 6 1. b - 5.1 -0- IZ.e"; ►i'1.- 4 - 4 I ® Client " Ii Sheet L' - C CON LEE Project Date U ENGINEERS INC. Jv Su B ' 912f' -j r0 1/44'Ae, N r*-6?-0 -ro t-414‘A- 275or .170-4 V (cli C( % P(11.1 , ( la = AirC14) �LNt� �fk V rfr IO. W 100 VAS # (0.1.6) '.& 44 -.W .0 ` > WO- Vfr; VA 5 - Vf.S SI 41.E : 1 6.69 ` t3015<0 3 ' Client Sheet 14- — v Ej 1 CON LEE Project DatP 1/, --02 ENGINEERS INC. Subject By ■11:7"1 OVERTURNING CALCULATIONS FOR UNIT A ti Line 1 ' Length, ft 25.5 I DL Reduct 0.9 'Governing Load: Seismic Level Height Shear Lbs. DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres'K -ft Ten. Lbs. Holdown 4th 0 0 0 0 0 0 0 0 3rd 8 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 Cato. 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 talc. Line A 'Length, ft 32 IDL 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 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 Client Sheet L L' 1 U � CON LEE Project Date, b -I.Q2 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 # /ft PDL Lbs. Shear # /ft Mot K -ft Mres -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 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 1,232 150 0 176 9,856 3,308 992 2 2nd 8 1,344 150 0 368 30,464 6,615 3,613 2 1st 8 672 150 0 464 56,448 9,923 7,049 2 Calc. Line 3 (Length, ft. 26 (DL Reduct 0.9 'Governing Load: Seismic 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 1,690 132 200 65 13,520 44,834 -1,223 • 2nd 8 1,846 132 200 136 41,808 89,669 -1,870 1st 8 1,040 132 200 176 78,416 134,503 -2,191 Calc. Line A (Length, ft. 44 (DL Reduct 0.9 (Governing Load: Seismic I Level Height Shear, Lbs DDL # /ft PDL Lbs. Shear # /ft Mot K -ft Mres K -ft Ten. Lbs. Run # 4th 0 0 0 0 0 0 0 0 . 3rd 8 13,420 424 150 305 107,360 375,329 -6,146 2nd 8 14,608 234 200 637 331,584 587,110 -5,861 1st 8 7,260 234 200 802 613,888 798,890 -4,243 d Client Sheet GL )O _ U CO N LEE Project Date $'7-0 ENGINEERS INC. l^ Su By J1 7 I vit.,12}y (A) I ,; • i z 2 ] 511 , I, Eb 1b 5 31 O' ' am D.O( 0.061 — , .1/57" t rL rr 24 blurt' �. ► 37 � i C Z • 5 � = 0. 31- VNMP bite, A N 41--t A4 r16 �i o !S UN1� A-1-4 Liklr Client f,A 34 Sheet L L I I U CON LEE Project Date 3 ENGINEERS INC. By Subject - I CE plAkot V � 41i 0 311 4 l V ' w egvp,1 do , Wolv4 G * , {' 1 1,0v, L AN 12 aCO a2) I 1, 0?6 (31)1o1.&, JV 1,0 Client FAA 54- Sheet L S I 7 1 CON LEE Project As r>:N 1-ii co. k4-.4Nrfs Date 9 - °Z ENGINEERS INC. Bc-o �S' Subject L +4T £R,�t, L ans By ; Df, LoAos 00 1 E xT WA I-15 , out [4:i `-I b I z* Z. r 40 3 ?AtT ,• i f i] I oo 5 l LL E L 15 , 2 a Z[11 .5 (23 -+ 4Cs1 °o = /Z.3,I, $ALt7E wA // Drek5 , 05 {ko(s� 4 . ' ] 8 = 4 k 'X'T V.. A 445 Z 44.1. 1 4 ' $o. 6 4' At1 3 14 4 K . ? Na r R 3 1-b + 5th 0 0 .0 t - _ ; ! 4th 0 0.0 aW 4 r:MM. 0.36 1.0 5.5 3rd 8 150.2 -; e LW` .,t 2nd 9 316.4 �,_�)J g I*�L � . 1st 9 316.4 kv �'q1 7i —% Totals 783.0 128.1 - „; CI Client FR A 5 4_ Sheet L'S Z CON LEE Project 9' 4-'4'2, . C"..) Date ENGINEERS INC. Subject g �H Y FLtxts.cr btAilHA6 A AivAILK 5 O 3.5,s • 0 34 Sf 3 3S.3, O, 3 5 .g, s _` ` 4 — I ?Al Z Sr 0 Z'�8 -� I ,M N LI .L____ s s Ili- t WAS TY �, 61 D/ ,rooT b/APO VS 7-' 40.Z, k fx,r' Sor LS 1 �R SIo1.Z Fez;( Y i` 40 1 I, + (/�+� 4 Z 3Z � SA /'' E A y, = YS 1. J A `SAME NI Z- - V : 40.2 C/4] _ ' t+� O FLEX L 13 y 10 1 1.4 fr'\ 3 fI-R 11l -4, Vs : 5$ •4 Y A - 461+ s $1.4 -: l 't I- k(? -4t : ?Sc "I ® 54 $ �� s 2 . =. I. t (¢�, ' I Ll I/1 ® c SAME v = � 5 _ S . o t � � - ISS *�' Q � SAM£ Yt'v� - 4 l0•1 1• �� - Z4.)�= 1.4(1 32.1 ® fLfx = Z4 •15 . 1,4(ss. ? t , D rc b(A 414 v = 2_9,3 k S pME V it -iB.$ + Z•i' % 17-S•1 . s 1.4 (Z4e' - 34,` ® , �` : ¢ 7 = 243 *'/ O N SAME Y - = 17.3 + L9, Aa = � e �• (4 , i A SA ms I � O I. Vz° V4 % Z4.1; t 2-.27 = 3?.) ..1.. I.4 (\ 1 4- = 2 o I * p � x Y . 32.1 S �. �- (s = 4i7 "I . Client FRA5 Sheet i..11 ' CON LEE Project Date 9 4-'01. U ENGINEERS INC. Subject By lha H L ��2 / 2 sOv ND AhGy r.4crax5 /��; S lar��� � 9C PvoT = O . d t (' 1 c^Ax _ 4-0 •Z Zo _ o, ,0Fs1 (90 vsi J,d 2A4 sS .6 e _..... 2 - =. -1. s . .a VSE 1, o '''c'x 2 . 4 $ 7.-- . 04 29.3 vsf e 1,0 Man: B1bI4 %R . SAY e,.. 1, o cox ('ntAn, ) (,c 6 . - ac:› 1'44A v.44 4 `rp Vc:-, 14.4.4 Z = I. U ro NA ,A4at IS C ( G 52+ 9 o Z y/i al 5 ?OP Y _ TT ( O i , • o .21 — 1.k SNEa lH I MAx �,,olS1 � L-Axi s- SH R��4 Z13 .e-- G SSE st7axr w�l L4,4 ) S SHnAR dog A � ,n,G� �iS 6•¢s . z . - 1. 14 + J 4 1 /I h ,�l c +� �r .A� . = a. qa z cg. lo Z I 1 - / v t,� S /� o rtpl.,,DANGY 15 1. rag _ wA L LS .. Client TR. Sheet LS 4 C CON LEE Project Date 9 4'oL ENGINEERS INC. Subject By CiAt4. bhApmF / & S P - z ji,ia.rR IN/ Afil ' $ s LAST' V I. 67,0 clL SMtuT i.s I Zoo a S "sr 2- tAt vrif S _ 5 /0f -S,or Lo4os w = b 0 3l•5 4 0.3 S 6 '/ I 'IL W t Y_ .3s4(23z =s31 . ib j 7 / � N 33 .S 6.4., Y —) 3 /q" 7� !, -PlY N `"/ ho d P1.02- '- M r _ e G" 0 6. t. y s 4 IZ " 0 N Pti. 3 ■►o Et,cGk . r Tfc�v ►Rl= z T z , t M 0.356 (Z3s i, = 9'g,3 ; ?, 6 < by //.S ?tLTlaA/ Tarav£ ;$. IS 6.+ ptFt' vvA c,L5 "LEE . kat Q VATS IQ XIS 1ST DAIS foXC E FtoNT- BALL' LoAD5 35 -. 6y4 1 .r _ W = _ . 444 ‘3"/v %- t. 4 & rel k/i \ / z f � IS T. a 4' ci f,23/, 7o-P Pe IS An ovA po GHoges 7/E Client fA A S 4 Sheet LS S U CON LEE Project Date, 9'4- °t ENGINEERS INC. Subject By DSH '+1t44 STOFY DP ITT (J; Ell*. LEA AINfi WADS A b /A�}l1:A / ►� , I rco��. W = 5 .b ='10.11Z M - 4 C 4 `,, � 31.5 '1 'N w - 3IZ, 3 ■ � •. $ 23.5 { Z.;,s C Z i + ,'15 (21.5,0016 � 1.7Eb1s.SGs.2 .]3►,S 31, } `' o .01 $ t • 11 E3 + ,oZS 2 o i4'4 [t s] = 4 ! o. l'' = a 5 aMPH 1 A PA ?t '''3 A /ACrdR of 2 ,S eCcorScC✓t.t)vc.. bS4lt,ae W+rvL fix '1/'t 6k1' D1A-04 AA (0 3 ` 3j3411 14/1211 0 . )6 18 x,.3,141' t 31 ono + 1:1Eb 1.s6.s-)131.5 L �� . , (D0ri t , o93 i. .a 1 = 6 0 , � $ as SH;ar w,41... ,. 14 I I b S : 0.4-ut0.1o$ a d.$ /$ rx1. B t 4 A' Ir v., A r.+L S it M ;Yr. R t. t. 12 =. 7') ) Z,O � AR1�`i A 1 +t GSSG /410,to•Z 41o�Y ,c�!N v 5x .6' 6 � & 9606 01 Shear Distribution f�! bution P is •°�.�+�, 9/4402 d a e �F a � e ro tk i� > r a M ' x s w. :� � ,c�y,f� *�"'��..'� � -, - �,� �T ., ._ DveCt hear Torsion , 6 ex ' Total Walllnforrrfation ® F Fy Comb V DIC mown Shear In ormation L,,,," Px 1 32.5 0.00 7.17 0.23 0.68 v Start 1 .. _ 31.00 7.18 Py _. - 32.5 End 32 0.23 0.68 Yappred 36.095 40.6 ® 0. 00 7.17 O -�( f� Start 71.6 23 Y, a 36.095 © Start 31.00 7., 8 F �! p°" End 71.6 32.5 3 1 31.00 7.18 0.00 7.18 0. 0.68 End 102.6 0.23 0.68 131/1 H 1.80 ft v 1 31.00 7.18 Start 112.2 24.5 0.00 7.18 OM , 72.10 ft End 143.2 24.5 0.08 0.25 O C Xcg 28 472 ft 5 Start 1 9 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 YcA End 1 56 0.08 0.22 Center of Rigidity 6 Start 32 1 1 25.50 0.00 1.93 0.00 0.00 0.00 1.9 End 32 26.5 28.50 ft 7 Start 32 29.5 1 6.00 0.00 0.13 0.00 0.00 0.00 0.13 0.13 0.02 0.06 Yu End 32 35.5 MI 0-> 8 Start 3 am 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 End 32 11111:1 0.08 0.22 9 Start 40.6 1 ® 25.50 0.00 1.93 0.00 0.00 0.00 1.93 . End 40.6 26.5 INIEMENOMIll 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 e 0.03 ft. Start 40.6 38.5 25.50 0.00 1.93 0.00 0.06 0.00 1.93 II 0.08 0.22 e +5%L End 40.6 64 e 2.768 ft 0.09 0.25 ' (- .0 Start 71.6 1 12 55.00 0.00 4.68 0.00 0.00 0.00 4.68 . . e 7.1381 f . End 71.6 56 Start 102.6 -7 0.08 0.22 13 1,.. 25.50 0.00 1.93 0.00 0.00 0.00 1.93 CM, -d,P 74.87 ft. End 102.6 18.5 ' ` CM d 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 Start 102.6 30.5 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 16 m Yoet Start 112.2 7 1 25.50 0.00 1.93 0.00 0.00 0.00 1.93 0.08 0.22 0"3` X,r mt ® ft ft. 16 End 112.2 18.5 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 112.2 57 f} End 143.2 Start 143.2 1 0.08 0.25 ' 1 47.00 0.00 3.95 0.00 0.00 0.00 3.95 C 19 48 " ■_ Start 20 1 End __ - -__ ill Start 1.. ■ End �� Start 22 1' ._ End _� III 23 1 End +1£4g W1i _ Ti (7111, A , yA ; YS � 5 ��s t�4- - r5 Lave �X 1 ` L'S 1 - .. Stir %AmuL TYPe . Page 1 L 9/4/02 Shear Distribution 96061.01 - .a �. ... .. s�i=kr.s�,. _ ,:; L +a ; ate , ^e;t = °€1`� �+ ,""r Shear lntomtation Wall Information Direct Shear Torsion Total Shear Px ':.M.',::::: kips Wall 8 X Y Type 1-.0 Fx Fy Fx Fy Fx Fy Comb V lid) D/C Py M._,; kips i "Stan 1 32 • .1 31.00 8.83 0.00 8.82 8.82 0.28 0.43 X,,, . 79.723 ft End 32 32 ; Y, 36.095 ft 2 1 Start 40.6 32 ', . ',` 31.00 8.83 0.00 8.82 8.82 0.28 0.43 O -- O End 71.6 32 .. ! 3 Start 71.6 24 " 31.00 8.83 0.00 8.83 8.83 0.28 0.43 i• A 'Building Information End 102.6 24 �H 9.00 ft Start 112.2 24 4 - 1 31.00 8.83 0.00 8.83 8.83 0.28 0.84 Xcg 72.10 ft End 143.2 24 •• A Ycg 28.472 ft 5 Start 1 9 1 47.00 0.00 9.71 0.00 0.00 0.00 9.70 9.70 0.21 0.61 O �! 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 O 4 A 9 E 40.6 26.5 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 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 ft. End 40.6 35.5 e 0.03 ft. 11 Start 40.6 38.5 1 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 e+5%L ' End 40.6 64 e,disp. 2.768 ft. 12 Start 71.6 1 Z.: 55.00 0.00 11.51 0.00 0.00 0.00 11.51 11.51 0.21 0.62 0 _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 .5 CM,.. 35.61 ft. Stan I 102.6 21.5 a .. . . 14 l - 1; .,: 6.00 0.00 0.32 0.00 0.00 0.00 0.33 0.33 0.05 0.16 End 102.6 27.5:; Drawing Offset 15 Start 102.6 30 5 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 ---4' `! Xomn ft 16 Start 112.2 7 l 25.50 0.00 4.74 0.00 0.00 0.00 4.74 4.74 0.19 0.55 • Yom i :i ft End 112.2 18.5 5 , • 17 Start 112.2 21.5.: 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 'i: 1. Start 112.2 30.5r 18 7 --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 _ 19 Start 143.2 1 , . 1 47.00 0.00 9.71 0.00 0.00 0.00 9.71 9.71 0.21 0.61 O ----4' O End 143.2 48. 20 Start •.;; 1 End ,, 21 Start ',.1. - . 31.00 8.83 0.00 8.82 8.82 0.28 0.84 End 32 33 • . 40.6 • 22 E .6 33 1 :.' 31.00 8.83 0.00 8.82 8.82 0.28 0.84 O -. v `` ) 23 End 102.6 25 I 31.00 8.83 0.00 8.83 8.83 0.28 0.84 24 Start 112.2 25 1 ? 31.00 8.83 0.00 8.83 8.83 0.28 0.84 End 143.2 25 25 Start End 26 Start End 27 Start 1 End 28 Start 1. End 29 Start 1 End 30 Start 1 End 31 Start 1 End 32 Start 1 End Start 33 1 End _ Start 1 End 35 Start 1 End 36 Stan 1 End Start - 37 1 End 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 LSe 9/4/02 Shear Distribution 96061.01 ',g5'-VA ' , •.,' .":f4v r., Wit ® '1 6 iTa ' 3. ,N' -�- 'z .�- s' - '' •`t* .W4.04',',,,, 1" ? Shear Information Wall Information Direct Shear Tors Total Shear Px 92:.. kips Wall # X Y Type Fx Fy Fx Fy Fx Fy Comb v DIC - Py 92 kips 1 Start 1 32 - 2_ 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 X ° ooree 79.723 ft End 32 32 Yaooii°d 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 _ 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 0.42 .04® _ 'Building Information End 102.6 24 _. H 9.00 ft 4 Start 112.2 24 Z 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 , 1 47.00 0.00 12.58 0.00 0.00 0.00 12.58 12.58 0.27 0.40 (-.)-4 u End 1 56 . -I. Center of Rigidity 6 Start 32 1 1 25,50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0,36 • cr 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 End 3322 38.5 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.,36 (�� 9 Stag 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� �--� End 40.6 26.5:. Eccentric' Iti Start 40.6 29.5 ;; 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. e 0.03 ft. 11 End 40.6 35.5 Start 40.6 38.5 1 25.50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0.47 e +5 °/ L End 40.6 64 e 2.768 ft. Start 71.6 1 12 Z 0 55.00 0.00 14.91 0.00 0.00 0.00 14.91 14.91 0.27 0.53 `" e 7.1381 ft. End 71.6 56 102.6 -7 CMxeiso 74.87 ft 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 y - 0;xo 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 15 Start 102.6 30 r 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0.48 g End 102.6 57 .. ft Start 112.2 -7 4 --fit` A X O°` 16 1 ' 50 0.00 6.14 0.00 0.00 0.00 6.14 6.14 0.24 0..47 O Y°erxt ft. End 112.2 18.5 Start 112.2 21.5 '. ' 17 � 1. ; 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 !s 1 . 26.50 0.00 6.45 0.00 0.00 0.00 6.45 6.45 0.24 0'72 End 112.2 57:` 7 7-7-77 . -- 7 -1 ;' , ..: . r Start 143.2 1 19 End 143.2 48 1 47.00 0.00 12.58 0.00 0.00 0.00 12.59 12.59 0.27 0.79 110 -->t A S idi t t 20 End 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 Start 40.6 33 22 2 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 l End 71.6 33 O 71 6 25 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 45 Z 31.00 11.44 0.00 0.00 0.00 11.44 0.00 11.44 0.37 1.09 25 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 End 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 L • Roof Level • Diaphragm & Shearwall Layout 70 Q0 - I r 50 - ` • 40 - k ey disc • El 30 � � Ir C.B. • I ' 20 - 10 . , 0 Ay � j - • -h-20v 40 60 80 10c 120 140 1 # 0 I I µ,�a > i "J �`^ . . J a z snag �+ Enter l for Feet or O for Inches 1: ; . ; Enter 1 =Ft 0■hr. 'itit a'- Wall # Type X �� Grid Will X Y X Y 1 1 Start . 1. _ i S2i � I 21 1 Start _ 1 rt r . End '420;i1,424.1 End 2 71 84 3 ;! . 2 1 Start ,'4'3 32.5a 22 1 Start ' • ... a;y 3 . ,;.7:14i:::.15 ry ' ..._ End 6.325 i End # IyF 4 1432) 41 • 3 1 Start 21t•f 245 !:. 29 1 Start . , 5 '. 9h 1 • End t14421 End 1 6 i8". 4 1 Start #1244V'12,401 r. 24 1 Start l . r 7 L iZat , a . " :1 End F143. 2495 . End i - "'-.. 8 4 148 ;l 5 1 Start 'r :1+D .:'..910..1, 25 1 Start rk 9 1 8 End 1O 56.0 End 3 10 6 1 Start : ::32.0" 1. 28 1 Start 11 End '•,32.0 26.5 End 12 ' 7 1 Start :'32.0 29.5_: 1 Start End -, 32..0 35.51 End - - . 14 • 8 t Start 32.0 :;38' 28 1 Start ' . - 15 , :.. End 325410 ; End 16 9 1 Stag f4OE6 . i . 2 1 Start 17 End _40` �lat.1..1 En . ' :: 18 10 1 Start .4.0.0 _: ;29.5'a 3 ' 1 Start ; ; 19 End r:4184t, End ? 20 Start 406 38 11 1 5'- 31 1 r 27 Start w End `.•40.6 64.07 End _ 22 12 1 Start 71 1.0 32 1 Start - 5' 23 End ;. 71.8 56.0 End ' 24 13 1 Start 102 - 7.0 1 Start 25 33 End 102.8.., 18.5. End 26 • 14 1 Start 102.6 .21.5 . 21.5 1 Start 27 34 End 102.6: :27.5: End 28 15 1 Start 102.8- . 30.5 1 Start 29 End 102.6 57.0 End 30 16 1 Start 1122 7 . 0 • 1 Start 31 , 38 Endk 112.2 18:5 End 32 17 1 Start 1:12.2 21 37 1 Start 33 End '112.2 27.5 End 34 18 1 Start 112.2 30.5 1 Start 35 38 End 112.2 57.0 End 36 19 1 Start 143.2 1:0 39 1 Start 37 End 1432 48.0 End 38 20 1 Start 40 1 Start 39 End End 40 # E Type t v(ki) 41 1 1700 1/20-010d (8:12) 5.5. . 0.340 : 42 2 1700 12C-0104 {4412} 5:5 :0.510: 43 3 1700 1l2:GD toil (3:12)' . 5:55 .0.885; Table to the left is used to define wall stiffness types. It 44 4 1700 12 6D ltd (M12).. 5.5 - 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 ., .. Middle or Lower Level Shearwail & Diaphragm Layout . 1 70 1 60 - U - 0 50 . 0 40 • cm &flied Load • 30 . • ca I , , 20 10 Y * O 1, . 0 0. )0 20.00 40.00 60.00 80.00 100.0 120.00 ... 140.00 16( .00 -10- -20 - gt.iiiiiiikAtilt30ttblititrt3 -- :(,' ,. .:::''. - .-'. --, -..- ... -.- --.: - ',. '':,,,', ';'" '-' . Enter 1 for Feet or 0 for Inches .,-'i -,- .. Enter 1=Ft 0440. 1, it 4' :'-,; ..4 Wall # Type I X Y Grid Wall X Y x v 1 1 s" .:',.. .. .rigw0m2.94 ••:-....i...--. 21 1 Start t:'lgii:F 1 t:': V :41 ,.: • . . .. • End 1:3:40;1.iiii82.0i1 End i:7;82.04.iyii.38.0!' 2 F.' . 771A ' •::: , ' 9 2 1 Start 44O632° 22 1 :Vi ' Start i::.i4041ie900ki 371.6 ....--,........... End iilgeg 'E32i End i,41.513E :1:43i0g 4 14;143.2 - Start iataii: rii2441: 23 Start ".;;;i7A33:::299iiii. 5143.2 48 ,•': 3 1 1 End NW= End ' ; : .:$02;03i: :''' 25.6:" 6 .71.6 48 ... 4 1 "II 4i22efii24201, it.ci...-... i-. 24 1 Start R14212::: : .25.0; „ 7 ;:i.71.6: .„ . , 56 End - 1 1 ,1432 . -:.;*43Z End Pit4432 8 ,,:i:...... .'. :, •458Ef..i ' 5 1 "n ' • 25 1 Start iii...::::•::' End '1gri:K4 i14,0; End -,. . ,:!ii 10 li,ii:::, iZ;:. ii;I:i.:::;1:,..::::: 6 i Start i:i32Iri! . .11.0.ii.i. 26 1 Start i'. - ••:i if .. .::0, 11 p ' ,! ' • ' - •ril End ::: 32.0 . 28.5.4 End !: . . i.ii ii' ' '.'. 12 7 Start 1:32.0 29.5 27 1 Start ..el.:4.....ii..i 1 End : 32.0, 35.5 End 14 . . .., 8 4 Start 1.32.0 . 38.5 28 1 Start :.•' . 1 • -; 15 4..............--- End 1 :32.0 64.0 End :: . . ::: 18 _...: - . 9 1 Start 40. 1 0 -, 29 1 Start ;-. 4 ; 17 ■•■■■■ I End 40.6 26.5. End 10 4 Start - . 40.6 .. 29.5.: 30 1 Start • , 19 i End - 40.6 35.5 End ... •• 20 . Start 40.8 38.5 Start .. : 21 31 1 - End 40.6 64.0 End 22 . 12 32 I Start 71.6 1.0 Start 23 1 r " End 71.6 56.0 End 24 ' 13 1 33 Start 102.6 -7.0 Start 25 1 , End .102.6 18.5 End 28 Start 102.6 21.5 Start 27 14 1 34 1 End 10218 27.5 End 28 Start :102.8 .30.5: 35 Start 29 • 15 1 1 Ent :i102:8; 57OI End 30 , 16 1 Start '112.2 -7.0 36 1 Start 31 , -1 End 1122 - 18.5 End 32 17 1 Start 1i2.2 21.5 37 1 Start 33 End :112.2. 27.5 End 34 Start 112.2 - 30.5 - Start • . 35 18 1 38 1 End 112.2: 57.0 End 38 19 1 Start .143.2 1.0 Start ' 37 39 1 End :1432. 48.0 End ----.'. 38 . Start . .39 20 1 • 40 1 End End 40 0 E Typo t Y (ktt) 41 1 : 1700 la 0-6 iodart2) . 5:5 0.340 42 2 1700 1/200,10d (412) 5.5 0:510' 43 3 1.700 1/2:043.10d (3.12) . 5.5 0.665 Table to the left is used to define wall stiffness types. It 44 4 1700. 1/2 C41310d(t12) 5.5 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 5 plywood shearwalls). Define the capcity of the panel so 47 7 as to calculate the relative stiffness in each line 48 • -..- 49 L S (1 1 tfr Lower Level Shearwall & Diaphragm Layout 70.00 1 60.00± w • 50.00 1 ' 40.00 y Ag G disp r 30.00 • CG 1 CR t 20.00 I • I 10.00 0.004 I ■ • 0.60 20.00 40.00 60.00 80.00 100.0 120.00 140.00 18(.00 . - 10.00. , 1 X A. -20.00 '' .. , 5' . i� , a. ,,.. , r,';:,,,:,. :: _ . z i - ,E , ry - PLAN O :'� u se H. ;a _ .,. -: - .,a .ea- c ., Enter 1 for Feet or 0 for Inches -f'; �' ? ■ Enter 1 " ; 7 : a r-:.'�c::! =Ft Own. ��.'�.��� ' Wall # Type X Y Grid Wall X Y X Y 1 z Start t 10 ;::32.0 21 2 Start J� .- 1 t! _ End 32.0 32.0: End r 323)`,a N !`11: 2 4 1.0.; .116.. 2 Z Start :_ •40.6 '32.0 22 7 _ Start r �(, 8 33,0: 3 4 $1; Ill 1 ;: . End 71.6 32.0 End " 'T1 6 -3ff,0ty 4 1 e . 3 , Start 1 . : 71.6 24.0 23 Z Start 6 , 71 ;250 5 14131 .2: 46 ; 4 End ;:102.6 ,'24:0 End €51- ,...28+0':€ 8 1400-.• 4a; i • 4 Z Start 112.2 :240:; 24 . ::-t12 2 7 :;47111:0:.. 56:; End :143.3 :: Start 'c ,End ;; ,15614; 8 1114, 56 5 1 Start 13) 9.0 23 1 Start 9 i:' •.: .t.ti. . 9 End r:: .1�0, 36:0!:. End 10 6 ,) Start i 320 1.0- 26 1 Start y. 11 End = '28:5; End .,. . - 12 7 4 Start :.32.0 29.5' 27 1 Start .,. 13 '. . End 32.0 35.5 End 14 :: 6 1 Start ... 32.0.:. 38.5 28 1 'Start 15 <: End 32.0. '64.0 End 16 , 9 1 Start 40.6 1.0 Start 17 End 40.8 • 28.5 29 1 End f 18 �' .. 10 . , Start 408., ::29.5 30 1 Start i 19 Y.. -.... .. End • C 40.6 35.5. End 20 Start :40.6 38.5:: Start :. 21 11 7 0 31 1 ' End 409 :;8�c0 End 22 - 12 Start `'71.6: '.'1:0 - Start 23 .. .. . ' End :71'.6: 58.0.: 1 End 24 13 4 Start .102:8 - 7.0 33 1 Start 25 E • nd 102:6' 18.5 End 26 14 4 Start 102.8 '.215 34 1 Start 27 End - 102.8 27.5 End 28 15 1 Start 102.6 30.5 35 1 Start 29 End 1025 •57.0 - End 30 18 1 Start 112.2 - 7.0 38 1 Start 31 1 End 1 18.5.' End 32 17 ' Start 112.2 2t5 37 1 Start 33 End 1 ..27.5 End 34 18 1 Start 112.2 30.5 38 1 Start 35 End 112.2 57:0 End 36 19 1 Start 143.2 1.0 39 1 Start 37 End 143.2 48.0 End 38 20 1 Start 40 1 Start 39 , End 40 # E Type t v (klf) 41 1 1700 • 12 C-0104(6:12) 5.5 0.340. 42 2 1700. 12•F) 100(4:12) .5.5 0.510. 43 3 .. 1700 1l2 c D 1od X 12)'... 5:5. .0:885 Table to the left is used to define wall stiffness types. It 44 4 1700 :...12CD 100b12)' - 5.5 0:870: Is not necessary to define the walls Modulus of Elasticit 45 6 ' or thickness if all wall segments are of the same type (ie 46 a . •. . . • plywood shearwalls). Define the capcity of the panel so 47 . 7 - as to calculate the relative stiffness in each line 48 i 49 • 9 50 , 4 e e ;= ee edtot to Roo X Y Lengths ref angle A Xcg Ycg Xcg ` Ycg • a b c Ang (ft2) (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 2i 143.20 48.00 47.00 151.03 143.20 -0.32 - 3365.20 95.47 16.33 - 321264.43 - 54964.93 ?a . 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 is 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 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 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 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 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 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 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 1.00 9.00 9.06 9.06 0.67 6.00 z iir 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 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 la 1 it .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 xx 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 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 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 '? CG= 72.10 28.47 .;;;:<.� ., a- Mac i:: «:.; w - m,;:; « «<:;; «; «;c ti a .;:;;: «:::::ua:<;„... „- ;;:::::: - .:<a«: «m u;:;:«:;«;: .... «::a::;::aua: «;:;.:;c :c ;;: ..::;.:.. “... < -:: c L5/3 ''''''''::::. ::::::*: " . � : X Y Lengths ref angle A X c.9 Ycg A X A y I a b c Ang (ft2) (ft) (ft) (ft (ft F. 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 ii • 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 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 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 F. 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 F. til 1.00 9.00 9.06 9.06 0.67 6.00 F. 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 et 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 iii 1.00 9.00 9.06 9.06 0.67 6.00 F. 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 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 =` 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 F. .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 • 1.00 9.00 9.06 9.06 0.67 6.00 F. 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 R. 1.00 9.00 9.06 9.06 0.67 6.00 1 F. .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 1 . CG= 72.10 28.47 Ls I4 vAif : G fitiiiii < Co : ti - it " ::> :`:rs Len :: <. : ::::<:> < >' ' > > :: = ' »> < > < = > > > : ..........:: : .... . :.... . gth .. .................. • Lengths ref angle A xcg y cg c Yc9 Zz a b c Ang (ft (ft) (ft) (ft (ft ii 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 ii 71.60 48.00 71.60 86.20 151.03 -0.27 - 1718.40 71.60 32.00 - 123037.44 - 54988.80 ut ' 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 iil 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 1.00 9.00 9.06 9.06 0.67 6.00 1 kat .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 ki 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 itt 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 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 ki .00 9.00 9.06 9.06 0.67 6.00 max 152.47 0.00 - 6683.40 - 481873.14 - 190288.90 e CG= 72.10 28.47 L E 8 8 2 8 8 2 2 8 2 2 8 2 2 8 8 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 O - u. _ 8 8 8 8 $ 8 8 $ S. 8 8 8 8 8 8 8 8 8 8 8 O O O O O O G O O O O O G O O O 0 • V' L 6 O e, O 4 4 O ry O • ei g il O 4 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 O O O O O O O O a O O O O O ft K. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 c 0 0 0 0 0 0 0 0 O O 0 O s s 8 a:, S 8 8 8 8 8 8 8 8 8 8 8 S 8 8 8 8 8 8 ,e ` i Z a s o 0 o 0 o 0 o o 0 0 0 0 0 0 0 $ 8 y 3 0 R 8 8 c= 8 8 8 8 8 8 8 8 p 8 8 2 8 R 8 8 8 8 8 8 8 z 8 0 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 O do 0 0 0 O . y A Ai A R o 8 8 8 8 8 8 8 8 8 8 8 o 8 8 O 0 8 8 8 ��� 0 0 O O 0 0 0 0 O $§ 1 x 8 8 8 8 8 8 S 8 0 0 0 S 8 8 8 8 0 8 8 g O 0 0 0 0 O 0 O O 0 O O 0 X 8 8 8 8$ 8 i 8 8 8 8 8 8 r n n n ry O N n O ry n . h . .0 ry n 3 ° _ 8 ° 2 2 g 8 8 8 8 8 8 $ 8 8 8 R R R R 0 § X` - s 8_- 8 8 8 4 S S 8 9 8 _ __ 8 R z 8 8 S 8 S 8 8 8 8 8 8 8 8 8 8 8 0 O O O o O Odd d O ci 0 ry x n 0 e E c s 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 s x 8 8 8 8 0 0 0 O 0 0 0 0 0 0 0 0 0 0 8 F. - s y _ 8 8 8 8 8 8 g '8 8 8 8 8 8 8 8 8 g 8 8 . ., ., . 2 8. r 8 R R R 8 8 ii � _$$$$$$$$ 88I8$$8$a8$$288 .8888 0000""0 ;mp -ggp,p 3- ggp,pg- 8 ^" ;Fi.;Rn . _,,,..8e_. � _ 888$$ B R R gg88888888 888888$$$$$$RRR .t ___ -22 �. ..:3.�r n 00000 rnnn0" I . a - h n N m n. m 0 - r° o n 0 m R 8 n n 8 R r 8 8 8 5 8 8 3 8 8 5 R • Ls • E 8 8 Z. 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N... 8 8 8 8 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 :I s" T i ° 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 < I g 8 8 8 8 8 8 8 S 88 88 8 8 8 8. 1 2 2 8 g. N.,. N.-. N.. N. 8 2 . 2 . 3 P . 4. • 6s7 t. ` Client T S - 4" Sheet L S le U CON LEE Project Date 9- 4'c'Z ENGINEERS INC. Subject By As 64 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 143685 i None 2nd 9 1,643 170 300 285 137,051 225,572 .44.1 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 Level Height Shear Lbs. DDL #/ft PDL Lbs. Shear #Ift Mot K -ft Mres K -ft Ten. Lbs. Hoedown 4th 0 0 0 0 0 0 0 .., ,...g_ 3rd 8 3,760 150 300 80 30,080 161,798 . � 7 - None 2nd 9 6,110 140 300 210 118,910 313,655 .F r° :r , µ' 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 I 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 w a1 None 1st 9 276 140 1,200 201 22,248 22,896 - `"n � .a } '' None Calc. Line 3 (Length, ft. 55 (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 7,205 150 300 131 57,640 219,038 . None 2nd 8 10,450 200 400 321 198,880 511 ,088 t- L% ¢_ None 1st 8 5,280 200 400 417 382,360 803,138 . ; ; , _ None I. • Client Sheet J t ( U CON LEE Project Date ENGINEERS INC. JPr Su B Pr (UPPER) MI iok1 - ��,T a \ SUDING SURCHARGE. .{ & . I -AN 1 C "" DRIFT SURCHARGE hr a1 1.4xh h ROOF SNOW • I r d P; (LOWER) 14 Wb Wd FIGURE A- 16- 6.-ADDITIONAL SURCHARGE DUE TO SUDING SNOW I sfr D, 0.1 625 4- 14:0,173 , r tx ( 1, 17;11 rc‘ IP' ♦ • Client FAA 4 Sheet $F f U CONLEE Projecta4 T ?� Date 9-72 oI ENGINEERS INC. Subject By 31 tzps -Czs t a wAUS oo'�s3i41l a3.4 g 1 Z, s 3 6 01 \k • . 3 r ' Q a ,{. � Ib.AC‘sY ; i, = 0.23 7, (W1NDI Q' Ib 4�,�3� = O•1464/ 0 A 1 1 0 21 V 14b I + ° /z' = 2 1 ,S = 344 ® As'. 4 V r411-1 I. .l = Ci - =21 = tou ' /1g5 I $.3 r ; 61 b j.lsj t ' ►� _ �. o =. 1. t( = I Z1 1L. 1 ar 0 Vis! s r'4b 'zia 2.l �s.l,t� ►4,_ 1.b+"/, ® O .Zi3 ('z4/2l + . �� b = 3,S 1 9.s = 3� f /, ( V 4 w , '144 [ 1 2 / 7 . - V L a i l = 2.0 ' 4 9.5 2 K' *' /, q0 1 o' gZTv,'NI/Vle1l 4 G��� 3 . 3 1 - 1 9 1 3 3 4 ` - � z • .� Client Sheet Z SC CON LEE Project Date �Jz 04 ENGINEERS INC. Subject B ps H w: O.14 E` /r 1,ok ��. ( =1.4 z7 c, • � toxi