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16701 51st Ave_025213_2026
COPART SALVAGE AUTO AUCTIONS 4075857 Lm DATE DESCRIPTION AMOUNT DEDUCTION NET AMOUNT 07/18/02 PO#292888 Building Plan Check fee $2, 900 . 27 CHECK DATE CONTROL NUMBER I TOTALS $2, 900 . 27 07/24/02 405857 i 11 ,t e man C S S1 C� C uD FJj , (3,iv- (D\n lg `tee f- S W r� op � � 4 co O INSPECTION REPORT y5 N G j' Permit No.N&a�/3 Lot#: 4 i Q Address 0 � 57— Z Contractor: ys �O Owner: �i N O Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ,a-CORRECTION REQUESTED corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. ^,L .�i/ iv l S i ,V t T'K G Inspector: ;T( Date: 1 - /�-®3 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical D Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in �F,inal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT �0�3 )' ;io Permit No.:y��/3 Lot#: Address: L� TContractor:Owner: r� ` , Date: to APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: C ..ZT-- Date: (e? TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing as Piping ❑ Footing ❑ Drywall, Nailing Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT iio Permit No.: �5�13 LotAddress: 110701 5 / 57- Contractor: Owner: Date: 'S ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED N, (,Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. 14 CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. 1:�%5;�►'i.`- tee,,,-� �,.�����ds2S i I At '9 Li /A: F-h4 L, VI �4S v,L - OI'f- 0 A4441ry L""L'X- L C?CvtG� Inspector: 15 Date: —6 - ^3 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in al ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT -�, 1;4 O Permit No.: a,f-= Lot#: Address: !t,7 cContractor: �O Owner: Date: i y z o ❑ APPROVAL RTIAL APPROVAL ❑ VIOLATION ORRECTION REQUESTED orrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: , f Date: - TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation Other: 6ir40 m INSPECTION REPORT S.' N Gr Permit No.: °��� 3 Lot#: Address: I/_07 01 57 =1 i Contractor: l i n ys, O Owner: 12paAXI- IN O Date: Is- /7;- 3 v f PPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. ' Inspector: Date: - /21 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing �as Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Struct. Slab ❑ Wood Stove =ough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: �n INSPECTION REPORT -- ,. & 7`7-/mK lY` i;4 rOPermit No.: 3 Lot#: Address: �f 0 70 / Sl5 T fie, OContractor: //{{A 11/�1?" L> Owner: 4!a 1�&yy—, Date: �1- 30 - d 3 ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. eix c Y' Inspector: Date: Y _/_ 03 YPE OF INS ECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ FootingDrywall, Nailing ❑ Consultation ❑ Foundation J Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 1A� INSPECTION REPORT /7`�'4�`" YV� ¢ti1N Gr() Permit No.: &a/3 Lot#: Q" Address: /4a 7D1S, T z Contractor: lC> ea O Owner: 9s�j N O� Date: oZ3 D 3 ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. i19-169 Inspector: S_ Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 4y1N G?'O Permit No.: 02 6Z1 3 Lot#: Q' Address: z &7 ,el 51 AY46 � z Contractor: 1q4_i_i eyOwn �NO,SO Dateer: � . ei+i+-r. 03 ❑ APPROVAL ;'PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. AA 4, 1 A# 1>KL-Tr 0A_ Inspector: Date: 4/— zl —o? TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ;6 Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ji ?' Permit No.: Q G z1 3 Lot #: Address: (ol o ) 5Contractor: A�—���Owner: A-i art-- P�1c- c P�TO Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: �� — Date: Y-17'03 TYPE OF INSPECTION REQUESTED ❑ Under-floor JK Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: A INSPECTION REPORT T z ii 0Permit No.: Lot#: Address: �� L�Contractor:O Owner: �lG Date: ❑ APPROVAL ,PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. P2-V 12-c� . S NTj2 o&q "j N e'S A-a P(icy/Gb e'RLc�� 0,114-9-4o n t-A S i .i ys A ju�i�US yZYy r L7FGIGc /�� r�KS nJVc Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove >ough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT r tiIN G T Permit No.: -�� / Lot#: O _ Q' Address: r(l171 I T I-4v-Z_ • • Contractor: 77 �O Owner: 711z)OZItIC IN Date: — /;-- C� APPROVAL 11 PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. �! 17 Inspector: Date: a ? �� "TYPE OF Ik4PECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing X_ _ roundwork ❑ Mechanical ❑ Grid Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ,,DPermit No.: .>�/ 3 Lot #: Address: /IP'7 01 5i sr /4-✓�Contractor: A i-Lli c�` Owner: _At/i-,°w-•=.►� iNu �✓ c� Date: _ 2-0- 03 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. A 'rtro e-L.c�SE- f 7 L.0 Inspector: S 4-o 7T_ Date: to o TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ';-Jk�Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: i � ti ` +�. r I i t � ., I 1 C I T Y OF A R L I N S T ON CONSTRUCTION PE R M I T P E R M I T N O_ = Oa—Sala Owner: AIRPARK INDUSTRIES PO BOX 270 WOODINVILLE 98072 Value of Work: $704, 295.00 Tax ID: 310527-002-066-00 Phone: 425 483 1212 Describe Mork: CONSTRUCT NEW OFFICE CAR STORAGE BUILDING Proposed Use: WHOLESALE DISTRIBUTION OF INOPERATIVE VEHICLES Legal Description: Job Address: 16701 51ST AVE HE Contractor's Name Type Address License# ALLIED CONSTRUCTION GEN 2326 E GRAND AVE ALLIECA042B2 P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge --------------------------------------- ------ ----- ------------ PLUMBING FIXTURES 25 $10.00 $250.00 AIR HANDLING UNIT 2 $27.00 $54.00 AIR HANDLING UNIT 3 $37.00 $111.00 S U B T 0 T A L.. . . . . 0415.08 TOTALS Fee Permit Fee $4,406.40 Equipment $165.00 Fixture $250.00 Mech Permit $24.00 Plan Fee $2,864. 16 Plumb Permit $25.00 State fee 84.00 �� Traffic !litigation $1$,684.00 SIGNATURE: ° TOTAL FEE................. 026,423.06 JNE Y CERTI Y THAT I HAVE ( EAD MINED THIS APPLICATION AND PAYMENTS.................. $2,900.21 E SAKE TO BE TRUE A D COR- L PRO SIGNS F LAW AND TOTAL DUE................. $23,522.85 CES G ERNIH THIS PE OF LL B AMPLI MIT HETHER ED H T OT. DATE RECEIPTG UFO I I L VI U I V)14 t -J ill Fa =i C) Y r 1 T I: MF4-- Icl I401 r7USIT'Ll00J _C)M T I M"-Acl :,VrgbEl ?JJIVN1f1clo,4 S XD8 '19 �.,J15IT:UCIH1 HHAgg1A : :9nM0 xe" ]o qutsV :AlUJIi+9 30AAI-17i. NA.. R'1990 43V i'JUAT2N0--4 :A-ioW ediz0e9(l ;-"iJJIH3V 3VI"i A93qt?N1 A10 69uITUHILATc.IP] :iJA23JDHW :9sU b9sog0iq :nQi�giz�89a l6�9.1 JVA 1" '0 i'Z'c•)i :ee9zbbA doL 1van���i.J uayzbbA 9gYT gosh 4z" saJasz.tno3 9 ¢C;AJuI.,lJA 140!T')UA7010110,-:1 t131SIA 9pi&da IsInT e99 -c9douN a9tuJxi3 bns tn9mgiup3 23HUTXI'I DKIRMU,11 1130 TIKU dKIJaKAH HIA ' Jl9 .LlI� �9(917E D TIMU OII ICKAH AIA —v_; . .J A T 0 T 8 U 2 2JATOT �9A .3�1P Iz� e99 Iimie9 60 .6310 fngmgiup3 (90.0c.7e 97UJX19 .[Ss�. ..tl11T9�i d�9M a! .P36 nst9 • _ fJl' .i�8 9'�i 9fF tG �;. :39UTAKWE aA3H 3VAH I TAH'I VII7933 Y8393H I d9.C&P,ase . . . . . . . . . . . . . . . . .33-I JATOT 43MA NOITAD1.199A EIHT 0301MAX3 QHA AC?1 (1NA 3URT 3e 07 3W-l' 3H T WONA IS.Ow.Sc . .. . . . . . . . . . . . . . . .2TM3MYAI UMA 8WAJ iQ GNrtI%I V0A%i JJA T*, :3E 90 39YT 21HT C1HIM93VO6 833NANIORO es.SS2 .ES2 . . . . . . . . . . . . . . . . .3Ua JAIM 93HT3HW HTIW t]3IJ91103 30 JJIW )i31C)W .TOM: A0 NI3R;3H 03I113391� ' iI ;lTAU ' JAI�I'T'�0 w�MIa.IIUH F DEVELOPER OBLIGATIONS ------------------------------------ - _ SNOHOMISH COUNTY ATION OF IMPACTS TO THE COUNTY PLANNING&DEVELOPMENT SERVICES DAD SYSTEM [26b.55.125(1)(c)] (425)388-3311 REG-RECEIPT:2382-30492 AR GTON CASHIER ID : scdalr )er Jan 15 2003 _ Date Printed: 01/15/2003 11:08:53 AIRPARK INDUSTRIES/MJ 00-051 5602-Arlington Inter $11,175.60 ------------------------------ is the property legally described in the subject case SubTotal $11,175.60 Sales Tax $0.00 NC-Sales Tax $0.00 l in 1979 a Snohomish County Code (SCC) Title 26B, TOTAL DUE $11,175.60 ------------------------------ RECEIVED FROM: y Amended Ordinance No. 95-039, effective July 13, Copan`Salvage Auto Auctions affective July 24, 1995, and by Amended Ordinance No. CHECK $11,175.60 -------------- at the impact of a developing property upon its road TOTAL TENDERED $11,175.60 '; and, ------------------------------* CHANGE DUE $0.00 is located in Transportation Services Area (TSA) A lent is based upon fulfillment of the following condition Road System Capacity Requirements, Road System Impact Fee: [26B.55.010] All developments shall mitigate their impact upon the future capacity of the road system by paying a road system impa Type of Development: COMM Size of Development 114,800 SQ FT Number of Trips: ° Impact Fee $11,175.60 PDS Transaction Code: 5602 Right-of-Way Requirements: [26B.55.060] N/A I WSDOT Requirements: [25B.55.707] $0.00 PDS Tran Code: N/A Transportation Demand Management Payment: [26B.55.030(7) $0.00 I Fund No. N/A Payment of the above shall be paid prior to recording and shall be administered in accordance with Section 26B.55.110 SCC. Land Development Analyst, Assoc. for Peter E. Hahn, Director of Public Works �, I i N (1-211 cv z C\7 Q a L-- CIO N C\3 O 69 0 Qz � W o o a to > F of coo ' ,xz LU Q o p � z w n n w V Q a O ('n Z O W 0 H Q w Z ~ O O O Z Z W Q Q U 3 U O z w " O a O O F w Z u w N N Z d W Q w p R / w � 0 7� S c � m 1 CL- � U Q Z < , .. 0 Z~ Q CL J . ou3 o w n, `L d V 7 0 w S ^ w p Q Q oc ` ti , t. J � CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish.WA 98074 (425)836-2833 FAX:(425)836-3707 E-Mail:chuck.maCverizon.net November 19, 2002 Copart—#02-5213 Car Auction 1997 Uniform Building Codes Type of Construction: II-N Occupancy—B/S3 Stories: 1 Area: Actual 16,475 sf/Allowable 24,000 sf Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C David W. Anderson RECEIVE C) Building Official City of Arlington IYOV 21 2002 238 N. Olympic Avenue Arlington, WA 98223 CITY OFARLII G4u Dear Mr. Anderson: We have completed our review of the Copart Car Auction building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 2000 Washington State Nonresidential Energy Code and 2000 Washington State Accessibility Requirements. For questions regarding this review contact CWA Consultants. Please provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The actual occupancy of each area should be indicated. The office area should be a B occupancy. The other areas should be classified as an S3 occupancy. 2. The construction joints at the top of walls that require protected openings (occupancy separation) should be listed construction joint assemblies. The listing number (UL, ICBO, etc.) along with construction details should be provided on the plans. The construction joints should be capable of accommodating the required deflection of the adjacent structural members. A detail should be provided where the wall is beneath the metal floor decking (both perpendicular and parallel to flutes) and roof/floor beams. City of Arlington - #02-5213 November 19, 2002 Page 2 of 3 3. Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive occupancy separation walls. Section 710. These should be listed assemblies with listing number provided. 4. It is not clear if any columns and beams will be within the occupancy separation. If so, details must be provided for the fire protection of the affects on structural members. 5. A floor drain must be provided for the Drive Thru and Car Storage areas. The drain must be connected to an approved oil separator in accordance with the Plumbing Code. 6. Details for lateral restraint of the suspended ceiling system must be provided including the requirements for compression struts. 7. The facing of the insulation that is exposed to the interior should have a maximum flame spread rating of 25. MECHANICAL 1. The duct penetration of the one-hour occupancy separation near the toilet rooms must be a combination fire/smoke damper. Section 713.10 2001 WASHINGTON STATE ENERGY CODE (WAC 51) 1. The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 2. The component performance building envelope option is not correct as submitted. The target UA from Table 13-1 must be used. Each component area and U-factor should be identified in the equation. 3. A vapor retarder should be shown on the warm side of the insulation. 4. The slab-on-grade insulation should be installed between the edge of the slab and the stem wall, to create a thermal break. The designer may choose to eliminate the prescriptive slab insulation by using the component performance option from Section 1330 to demonstrate compliance with the building envelope thermal performance requirements. Calculations would be required to be submitted. 5. The total heating input into the storage and drive thru areas exceeds 8 BTUH/SF and, therefore, must be considered as a heated space. Envelope calculations must be provided. l City of Arlington - #02-5213 November 19, 2002 Page 3 of 3 2001 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. The international symbol of access should be displayed at the accessible building entrances and all areas of evacuation assistance. Section 1103.2.3 & 4 2. Signs for the visually impaired should be provided to identify public toilet rooms, stairs, and elevators. Where other signs are provided, they should also comply. Section 1103.2.4, 1106.16. 3. All doors in the building that have a latch set or lock set should have lever-type operating hardware. Section 1106.3.1 4. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Anchor bolts (Table 19-F) Structural steel welding High strength bolting 2. The foundation plan is acceptable as submitted. In my opinion, a separate foundation permit may be provided. 3. Structural calculations must be provided for the metal building. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants cc: Parkinson Architects 2812 Colby Avenue Everett,WA 98201 FAX: (425)742-8130 MAYES Everett Office TESTING ENGINEERS, INC. 917-134th Street SW Suite A-1 Everett,WA 98204 ph 425.742.9360 fax 425.745.1737 MTE NO.: E3088 Tacoma Office Project: COPART AUTO AUTION 10029 S.Tacoma Way Address: 51"Avenue NE, Arlington, WA Suite coma WA 98499 Permit#: 02-5213 (City of Arlington) ph 253.584.3720 R F fax 253.584.3707 Owner: Airpark Industries Portland Office Architect: Gary Parkinson 7911 NE 33rd Drive suite 190 Engineer: TBT Portland,OR 97211 Contractor: Allied Construction Associates ph 503.281.7515 Page 1 fax 503.281.7579 Date: 3/26/03 Weather: Cloudy Inspection: High Strength Bolting Upon arrival, found that turn-of-the-nut method of tightening was required per specifications for pre-engineered steel frame. This will require calibrating bolts using Skidmore. Will reschedule inspection for Friday with correct equipment for project. Preliminary Inspection INSPECTOR: Lisa Pyper Date: 3/28/03 Weather: Clear Inspection: High Strength Bolting By using Skidmore, (3) 2x3/" A325 and (3) 2%x3/"A325 high-strength bolts were calibrated. Turn-of-the-nut is required for tightening method of entire pre-engineered steel building. Test results are as follows: 2" x 3/a" A325 2%2" x 3/4" A325 1) 35,000 30,500 2) 29,000 29,500 3) 34,000 30,000 Minimum requirement is 28,000. All bolts met requirement. Proceeded to observe turn-of-the-nut method used on entire structure. All bolts were tightened with impact gun, marked, then turned one-third with wrench. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Lisa Pyper REVIEWED BY: Ma1=k A. Galusha, P.E. cc:Bldg Dept-City of Arlington, Greg Martin-Allied Construction FEB-06-2003 14:15 P.01 I THE PURIFY CONSULTANTS DESIGN CONSULTANTS 14850 Montfort Drive OFFICE COPY Suite 250,LB 32 Dallas, TX 75254 J! Tel: 972/386-6836 I! Fax: 972/3 W6837 i i j MiMORANDUM ii ITO: Mr. Dave Anderson VIA FAX ONLY \47 i FROM: J. Laurence Purdy 119 DATE: February 6,2003 RE: Copan,Inc.—Arlington,WA Oil Interceptor Installation Per our telephone conversation, we politely provide the following information regarding the oil interceptor installation for the subject project: • In accordance with the UPC the proposed a Size I p posed oil interceptor to be installed as 600, 7,1186 as manufactured by turn (cut sheet attached). This device is rated for 25 GPM of flow. Three (3) plumbing fixtures are piped through this device; two (2) floor drains and one (1) service sink. The only water source to the floor drains would be a standard "garden hose" extended from the building exterior. Typical flow of this I type of hose is approximately 5 GPM. The service sink has a 3 GPM water faucet. i Thus, with all fixtures flowing, we have a total of 13 GPM of flow (5 GPM + 5 GPM + 3 GPM). Hence, the proposed interceptor significantly exceeds the hall flow requirements. We believe that with the above information and the attached cut sheet, the proposed installation issues regarding this item should be properly resolved. I If you have any questions, please do not hesitate to contact us. Otherwise, we will proceed accordingly. Thank you for your attention and cooperation in this matter. �i I iI i I� ���'` �, �� ,r, ; �f 'w 1. �. FEB-06-2003 14:16 P.02 F/CE COp";,1186 SPECIFICATION SHEET OIL, INTERCEPTOR TAG j I Dimensional Data(Inches and[mm])are Subject to Manufacturing T f: olerance&and Change Vlfithout Notice 1 H 2[51] I VENT CONNCL'IIUN I f — C --- --------- �J - I i ISLIP NUT E1HA55 f�' CONNECIION It TUQC I NIPPL �N�'i C O UI DI BI Ii o h 8 STEEL r /� NT EI_dow_' AP VELA li I � Y i 1 1/2[38]UNLESS PPROVEDO D i 0, Aft T BUILDI G INSPECT( THE CONNCC IN - ------------ rey- . I I INI.FT G=WIDTri OF BUOY OUT1 FT Inlet/ Flow Water Approx- 1 Size Outlet Rafe Cap. Wt,Lbs. Dimensions In Inches j j Size— GPM[L] Gal.[L] [kg] C WE p G H K M I 300 2 [50] 10 (38j 7 (261 56 [25J 13&a [346] 81/8 [206J 25 119 (8381 14 [356j 11 5/8 [295] 10 518 12701 4 5/16 Clio] i 4 W 2 [501 15 (57J 9 j34) 77 [351 14 [3561 8 1/4 10 12 1 25 1/4 [6411 14118 [359] 11 5/8 [295J 11 [2791 4.7/16 [113] 1 500 3 (75] 20 6] 10 [38) 106 [48 15 1/2 394] 9 3/8 [23e1 27 1la (889] 16 3+4 [425] 13 1/a I 1 12 1/2 [316] 5 9- [141 j ,LZI j 3 (WSJ 25 [94) 6 [60] 116 (53j 1$1/4 (464J 11 3f4 [298] 30 [782] 17114 [438] 16 [406] 15 1/4 [387] 6114 [15g TO Is 175j 35 ]132] 21 [79] 140 t34 ] {! [ 1 19 3/4 15021 12 1/2 P181 32 114 (8191 19 7/8 15051 16 318 (4161 1634 (425J --- - C164] 800 3 (75] 50 (189J 30 11131 171 1781 24 1/4 (6161 141/4 [3821 34 1B [867] 22 12 [5721 17 7/4 (4381 21 1/4 [540] $y16 [208 1 1 i I ble dou3dNGble SPECIFICATION:Z�RN Z inati Arad R05;stant Coated inbedv and exterior(gbdoged ytel oil interceptor,bronze cleanout plug and �LIe double wall trap 49a�1,rom0eable Cdrnbinatian gre55urp pqugkpng/Agw 1 I and vent Conrlecsons either side,maned gasketed non-skid cover,corn baffle and sediment bucket,horizontalbaftfe,adjustable oil drawotf {{ Position. Mete with flow con(rul filling, RegulaO furnished with inlet and outlet in high 1� j I Up-l"ONS (ChOWSPep{y appropriate options) 1 Z- Acid Resistant Coated Fabricated Sir 1 s •E Acid Resistant Coated Interior and exterior fabricated steel extension secrion. (Specify'C' Dim.required)for recessed installation, L •K Anchor flange 1 314(44)down from top and 2[51]wide.A 3[761 minimum extension height is requir is specified. (Specify'C'Dim.height required.) ed when anchor flange¢IQ option -KC Anchor flange 1 3/4[441 down from top and 2[511 wide with clamp collar. IInlet and outlet sizes shown indicate standard operating sires snd now COrrtrpl Setting,I rEdpCed to 2[51] rndard.Sinn tt7C0 and#gpp wc71 have A(100]connectipna flldupid L0 �and400 oral have 3[76]pgnne�arw It I N as standard. 1 I REV. H DATE:10/26/99 C.N.NO. M12 I '1TEGULAR1-Y FURNISHED UNLESS OTHERWISE SPECIFIED DWG.NO. $8916 PRODUCT NO. Z 1ISO 2URN BIDUSTRIES,WC.a SPECIF►CA110N DRAIMA(�E OPERAT1011�t8�f Ptm Phone:814145&ml ♦ Fax 8141454.7929 ♦ burgh Ava ",PA ISS14 In Canada:ZURN INouSTR1ES LWM.3s44 Nashua D*_ . world rude wetx wwwstlm.com i �ea�augi,Onlarb L4WL2 i Phorta 9861405-Un Far:909140&1110 I TOTAL P.02 ; �v zSiUU.�.. 1V31RiFI;C n�' lip OV P� av ©0 J n '4;041 - I W SpacIFICATION SHECT TAG 01LINTERCEPTOR 01mmrialonei Data(Irwhat and I r"M 1)ON 1406t 10 Monufacturimi;Talaromm*nd chailoo Wilhoull Metm EXTEN110N As SPECIQ0 Fr Initiv Fiow WOW APPMX. almenowna in inches RiZo Gullet Rate Cap, M.Lbs. DIE F a H K Sher" GPM(W Gal (LI [kg! 0 $00 2 ISM 10 130; 7 [201, Sa M_13 Ej.2E. 8 1/8'12001 15 1 1-091 14 (3561 M#!-2Qa5 10 910 0 01 400 ; taq is 1671 9 1641 77' 11161 14 [36!1 61/4 t2101 251/4 10411 14118 13601 1161312651 11 12191 4 7116(1131 coo z ITM 20 1791 10 1301 I05 148 in jig $Ml a Btj (230) V Ito 1,68211 16314 14251 1 a 114 WIN 13 102 t31d1 5 0110 11411 400 9 1751 26 1041 10 (001 119 (631. 151/4 IA641 ill 314 Elgi 30 1?021 171/4 14381 10 RWI 10 114 [eel) 5114 11W 700 3 17SI 35 [7a7,] 21 1791 140 [041 19314 15M) 12112 13161 32 114 lei in 19715 IMB] 10 M 14141 10 014 11961-4 711a 11,04] 1-800 1 3 1751-ISO (169 30 11131 15101 141/4 13W] 34111 15411, 221,2 IMM 111/4 14M 21 ill-IMIcylem ENDINHAINOSPECIFICATION.ZURNZ-1 186-EAcid ResirtantCanteu Interior and exterior foiXicatiod steel oil interceptor, Witheirrol4f by-Pass,OrOnZO cl*91`10-tPlug and visible doub"ewslitrap well,removable combination p(8611ureaqUalizirg/flow rMusing boffle end sediment bucket,hoflzontsl baffle.adjaWable oil drawolf sildvantconra,clonselthersIdIa,e0oursO gooksted n oil-*kid cover,fob 0 cated stee I extAn I%JOq.OnchOr Wit corn plate with Ilow controi fitting Regularly fUmlall ed with Inlet arcj outlet in high posltlun OPTIONS (chaowapet:Ay oppreprisle ortlara) PROFIX111115 I., b Aold Realrptant Coated Fabricated Meal* SUFFIXES X Ar,,cmor Unge 1-3/4(441 down'ram to and 2 1511wide, A 3 176';Minu rnuM extension height Is required whom nrnchorfwnge(-K)OPtic3n!s&PeCA00 (9ps0h'V:)In).h@igNVequIr6d) 40 Anchor flange 1.3/4(441 down fror I top and 2[611 wido MA alaMp Collor, 410 Inlet and outlet sIzas o"lQvYn Irdicsto fitanoord operatino sizes and now control setting, 8490300and #400 will move 3(761 conneu!,ons reduced to 2[511 as stamdard Slzv 0700 And#800 wllI have 411021 ccrinscOns reduced to 3 11431 es standard. RSV,A DATE: 10126/11119 C.N.NO. I8414 'ROO V�M LY FU AWMED MILOS$OTHEMkiiii IPWIFIE L) DWO.NO. 0300 PRODUCT NO.Z-1106.9 ZU11111FIrCulme,1IRWt.111111116MUK M- 9 150MAOR 0111111IM110111-o'[W 111111110twev)i= 0 1111100,FAMPfaaaaaaaaaa Phons:04/46114111 & Fixi 11110"WIN a WWId Me Ww4i www4unsam III canadiml ZYWILM iWUSTrIlls LIM1140 4 Jim rinhul PHYD 4 11111011110W9R.ORIA60 L4V16A# Phe"t 111IM400492 Pui$06AM-101112 ZC Z018 ZTGV L99 092 IN03 :3 SdW-ld aNVI0N3 M3N WV ZV: 80 200Z—V0—a33 o December 17, 2003 (j4'� City Adam Clark Of Gary Parkinson Architects 2812 Colby Ave Arlington Everett, WA 98201 Development Re: Co-Part Facility. Services Dear Adam: N. n, WA 98zZ3 c Ave. Arlington, Based on our conversation on Dec 12, 2002, and a further conversation with lingtoli, WA Fred Deming of Copart, the requirement for the drain and'oil water separator in the drive through area and the warehouse are required. I discussed this with Fred Deming and asked that he would provide photos of an existing facility to determine if these drains should be required. Administration My findings are based on the photos he emailed and the proposed use of the 360.403.3500 facility. It is my opinion that the drains shall be required per Section 311.2.3.1 of the Uniform Building Code. The use of the building requires vehicles to be in Building these facilities; therefore the above mention section applies. Please submit 360,403.3431 revised drawings showing these requirements. In addition, the following requirements that were part of the land use permit Engineering need to be addressed before the permit can be issued. 360.403.3500 1. The developer must pay the following estimated City of Arlington Planning impact fees (based on one 16.475 square foot building); Traffic mitigation at$1,038 per p.m. peak-hour trip, which is 18, for a total of 360.435.3434 $18,684.00. 2. The developer must pay the traffic mitigation fees to the Washington Utilities State Department of Transportation(WSDOT), and the developers shall 360.403,3500 provide the City of Arlington with documentation of compliance. 3. The developer must pay the traffic mitigation fees to Snohomish County Department of Planning and Development Services (PDS), and the developers shall provide the City of Arlington with documentation of compliance. 4. The developer must provide-the City of Arlington with documentation that the required 12 feet right-of-way along the entire property's frontage on 5 1"Avenue NE has been dedicated and recorded. 5. The developers must provide the City of Arlington with documentation that the required Critical Area Protection Easement (CAPE)has been dedicated and recorded over and along the entire length of Edgecomb Creek and its 150 foot buffers (measured from the Ordinary High Water l is /0041) Mark(OHWM)) as well as over the wetlands and their 25-foot buffers (measured from the edge of the wetlands). (NOTE: If a master Restoration Plan is prepared in the future,for the restoration of Edgecomb Creek,the CABE will be removed to allow such restoration.) If you have any questions on the five issues stated above please give Yvonne Pa e, Senior Planner a call at 360.403.3436. Si cerely; avid W. Anderson Building Official 360.403.3432 danderson@ci.arlington.wa.us • City of Arlington Planning and Community Development Notice of Application and Mitigated Determination of Nonsignificance (MDNS) April 18, 2001 Airpark Industries MJ-00-051 PROJECT NAME AND FILE NO.: Airpark Industries (MJ-00-051) DESCRIPTION OF PROPOSAL: Development of a 14,800 square foot building/office and auto storage pool yard on approximately 40 acres. The facility will be used as an auto storage pool, where vehicles that are considered "totaled" by auto insurance companies are stored and sold to auto recyclers. The proposed development will include one building, parking, fences, gravel, wetlands and their protection areas, road improvements, and stormwater management system facilities. To support the facility, utilities will be extended from the south on 51st Avenue NE and will extend to the property. APPLICANTS: Airpark Industries, LLC, Don Fitzpatrick, Jr., PO Box 270, Woodinville, WA 98072 CONTACT PERSON: Higa Burkholder Associates, LLC, John Burkholder, 1721 Hewitt Avenue, Suite 401, Everett, WA 98201 LOCATION OF PROPOSAL: The site is located off of 51st Avenue NE, in Section 27, Township 31, Range 05, W.M., (Tax ID Nos. 310527-002-006-00, 310527-002-012-00, 310527-002-019- 00 & 3150527-002-009-00) DATES: The application(s) was filed on October 2, 2000, and was determined to be technically complete for purposes of processing on October 24, 2000; this Notice of Application and MDNS was issued on April 18, 2001 APPLICATION PROCESS: Major Development Permit - the Planning Commission holds a public hearing and makes a recommendation to the City Council; the Council makes the decision, which is appealable to Superior Court PERMITS REQUIRED: Major Development Permit, Construction Plan approval, and Building Permit. LEAD AGENCY: City of Arlington The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21 C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. However, we have identified impacts of the projects that require mitigation. In addition to the requirement that the development must comply with all City APPEAL H:wirpark Industries\Airpark NOA and MDNS.doc EXHIBIT 3 5 pages of Arlington zoning and development regulations, the following conditions of approval of the permit decision apply: 1. Best Management Practices will be developed for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington planning area. 2. This development will add approximately 239 vehicular trips, which includes 239 average daily vehicular trips and which includes 18 p.m.-peak-hour trips, per day to the street system. a. To mitigate the development's traffic impact, the developers may be obligated to pay their proportionate share for certain state projects for those average daily trips from this development. Traffic mitigation fees, if any, shall be paid to the Washington State Department of Transportation (WSDOT), and the developers shall provide the City of Arlington with documentation of compliance with this state requirement prior to issuance of the Building Permit. b. Consistent with the terms of the Snohomish County Interlocal Agreement with the City of Arlington, the developers shall mitigate impacts on the capacity of the County road system by making a proportionate share mitigation payment. Traffic mitigation shall be paid to the Snohomish County Department of Planning and Development Services (PDS), and the developers shall provide the City of Arlington with documentation of compliance prior to issuance of the Building Permit. (Note: Additionally there are City traffic impact fees. However, these are GMA based and are not addressed in this SEPA threshold determination.) 3. The area in which the plat is being proposed is within the Airport's Traffic Pattern Zone. Because of the site's location with the Traffic Pattern Zone, the applicant needs to be aware that aircraft will be flying over the area frequently. Therefore, a notice shall be included on the face of the plat that reads: a. "This land is within the influence of the Arlington Municipal Airport, on which aeronautical activities as defined in RCW Chapter 14.08 and Arlington Municipal Code Title 14 are and may be conducted, including over flight activities creating noise impacts on the property." b. "Since aircraft will be flying over the proposed area, any outdoor lighting shall be downshielded as to reduce any type of glare which could interfere with flight operations." c. "No use may be made of the premises which can or does interfere with use of the airport by aircraft by reason of electrical, electronic, or smoke emanations, lighting conditions, height of any structure or appurtenance, or any use which may attract birds." 4. A Critical Area Protection Easement (CAPE) shall be dedicated and recorded over the wetlands and their 25-foot buffers (measured from the edge of the wetlands). Additionally, a fence or earthen berm shall be constructed around the perimeter of the wetland buffers. The following language shall be recorded with the CAPE: "Native Growth Protection Easement: This open space tract is intended to protect wetlands and shall preclude: grading or any recontouring of the land; placement of structures, wells, leach fields, utility lines and/or easements, and any other thing; vehicle activity; grazing; dumping; and the addition or removal of vegetation, except that HAirpark Industries\Airpark NOA and MDNS.doc vegetation may be selectively removed upon written order of the City's Fire Chief for the express purpose of reducing an identified fire hazard, or the Director of Public Works for the express purpose of reducing an identified hazard; and except that underground utility lines may be placed in the buffer areas in locations approved by the Director of Planning and Community Development. In addition, stream restoration activities may occur per a restoration plan approved by the Director of Planning and Community Development." 5. A Critical Area Protection Easement (CAPE) shall be dedicated and recorded over and along the entire length of Edgecomb Creek and its 150-foot buffers (measured from the Ordinary High Water Mark (OHWM)). (NOTE: If a Master Restoration Plan is prepared in the future for the restoration of Edgecomb Creek, the CAPE will be removed to allow such restoration.) "Critical Area Protection Easement: This open space tract is intended to protect Edgecomb Creek, potential habitat for bull trout, an endangered species, and shall preclude: grading or any recontouring of the land; placement of structures, wells, leach fields, utility lines and/or easements, and any other thing; vehicle activity; grazing; dumping; and the addition or removal of vegetation, except that vegetation may be selectively removed upon written order of the City's Fire Chief for the express purpose of reducing an identified fire hazard, or the Director of Public Works for the express purpose of reducing an identified hazard; and except that underground utility lines may be placed in the buffer areas in locations approved by the Director of Planning and Community Development. In addition, stream restoration activities may occur per a restoration plan approved by the Director of Planning and Community Development." DISCLAIMER: The determination that an environmental impact statement does not have to be filed does not mean there will be no adverse environmental impacts. The City of Arlington codes governing noise control, land use performance standards, construction and improvements of roads, off site road improvement obligations, drainage control, traffic, school, park, stormwater, and utility mitigations, fire protection; and building practices will provide substantial mitigation of the aforementioned impacts. The issuance of this MDNS should not be interpreted as acceptance or approval of this proposal as presented. The City of Arlington reserves the right to deny or approve said proposal subject to conditions if it is determined to be in the best interest of the city and/or necessary for the general health, safety and welfare of the public to do so. There is a 15-day comment period on the Application and MDNS, followed by a 10-day appeal period on the MDNS. Responsible Official: Cliff Strong Position/Title: Planning Manager Address: City of Arlington Department of Planning and Community Development 238 North Olympic Avenue Arlington, WA 98223 Date: April 18. 2001 Signature: Mailed to: APPLICANT PROPERTY OWNER PROPERTY OWNERS AND RESIDENTS WITHIN 500 FEET HAAirpark Industries\Airpark NOA and MDNS.doc r City of Arlington BuildingDepartment p rtment �E�EIV�r� ON REQUEST FOR REVIEW FORM : PROJECT NAME: A Wr j XtP-p f41, PROJECT ADDRESS: -1 1 D S 157- + jA0_ BP #: �.1, - 5Z13 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: [ O - l $-C) RETURN THIS FORM BY: -- TYPE OF PROPOSAL: PROJECT SUMMARY: RESPONDING DEPARTMENTS: IJ TOM C., FIRE JIM T., GALE & GALE IJ TERRY C., KAREN L., UTILITIES Q PLANNING DEPARTMENT R ' IJ SHARREE L., GENERAL SERVICES N�vr;� 2 2002 GREGG E., ENGINEERING l R�1NB'TO� SUBMITTAL INFORMATION IS ATTACHED. Please review the information an t rn this form and your corments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. IJ MORE TIME REQUESTED, WILL SUBMIT ON IJ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING IJ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT REVIEWED BY DATE i/�B�o Z 0 0 U Y O4 City of Arlington Development Services Planning Division �lING't0 MEMO TO: Building Division CC: Gregg Eaton, Engineering Division FROM: Yvonne Page, Senior Planner DATE: November 8, 2002 RE: Airpark Industries/Copart (BP#02-5213) The following conditions must be met prior to issuance of the building permit: • The construction must conform to the approved site civil drawings. ��) S The developer must pay the following estimated City of Arlington impact fees (based on one 14,800 square foot building): Traffic at $1,038.00 per p.m.-peak-hour trip, which is 18, for a �1 total of$18,684.00. • The developer must pay the traffic mitigation fees to the Washington State Department of Transportation (WSDOT), and the developers shall provide the City of Arlington with documentation of compliance. • The developer must pay the traffic mitigation fees to the Snohomish County Department of Planning and Development Services (PDS), and the developers shall provide the City of Arlington with documentation of compliance. , �.n 7 • The developers must provide the City of Arlington with documentation that the required 12 W s feet of right-of-way along the entire property's frontage on 51st Avenue NE has been fiQ�l dx dedicated and recorded. II 7 • The developers must provide the City of Arlington with documentation that the required WL,o Critical Area Protection Easement (CAPE) has been dedicated and recorded over and along 'o,q(,14S the entire length of Edgecomb Creek and its 150-foot buffers (measured from the Ordinary High Water Mark (OHWM)) as well as over the wetlands and their 25-foot buffers (measured from the edge of the wetlands). (NOTE: If a Master Restoration Plan is prepared in the future for the restoration of Edgecomb Creek, the CAPE will be removed to allow such restoration.) In addition, all of the conditions of the Airpark Industries Major Development Permit(File MJ-00-051) shall apply to the development of the property. ,'11'11 -nor• C. - Yv n'ne Page *-• `� : t •.. r � s ` �• ! � a 1"� ih t,� � � j v q—• 1'. ...,�-y�,,� 0 • City of Arlington • Building Department REQUEST FOR REVIEW FORM PROJECT NAME: f_o pay± PROJECT ADDRESS: l L2'i ( 5 / >7— BP #: Oct• S 2-13 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: I 0 ` I RETURN THIS FORM BY: TYPE OF PROPOSAL: Lh 4- C� W QI�,e hw-P PROJECT SUMMARY: RESPONDING DEPARTMENTS: IJ TOM C., FIRE JIM T., GALE & GALE IJ TERRY C., KAREN L., UTILITIES V PLANNING DEPARTMENT IJ SHARREE L., GENERAL SERVICES IJ GREGG E., ENGINEERING i SUBMITTAL INFORMATION IS ATTACHED. Please review the information and r, rn this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments"box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. I-J MORE TIME REQUESTED, WILL SUBMIT ON r- COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING IJ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO IJ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT REVIEWED Bykic DATE nolonihA la 03 injeffd, O onibRuS mmo;i vatm, Rol TasucMa' • ow _ - - -- - _ r-- -- __-_ - may ro-a I -0.1 .%Orr 301010 BTAQ M- A %)&in - :x=Gt ;-io - - :YAM r:T'V lMT37Ag3(). I�IICIVICCI 1T-11 I , := IvILl� 6JAD a J�AQ , T Mn 13 i M3MTRA ()M4MNU9 CT lb rum" - .alro.l�smslrn�19 .0�t'(.:NrrA$ � r�4v�Ma d -LlPtoplt3-ff*d`nkmr mv:] t4r all MM,�� OM"TIN1gn.muA1 l�'T h45 .:� r�i�11�3►I r]N n ,'fi!AO 0 011: AX:i i i l+- AR;,4 Q IIII Nth TIM9UO JAW j(WeSUOSA SWT 3MrMA z7 jO lMaATTA M W3 $err A" STKMKOD' , n !19,r T .WWM ,9 M. -Za 4 BT44AII yaaffIeRf I . City of Arlington cP • Building Department REQUEST FOR REVIEW FORM PROJECT NAME: C-D pig l A(2 powic T/Q PROJECT ADDRESS: I t0-70 1 S 1 S7" v+VC- BP #: PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: RETURN THIS FORM BY: TYPE OF PROPOSAL: c.c WcCA&o-),LS e. PROJECT SUMMARY: RESPONDING DEPARTMENTS: IJ TOM C., FIRE 13 JIM T., GALE & GALE IJ TERRY C., KAREN L., UTILITIES PLANNING DEPARTMENT SHARREE L., GENERAL SERVICES IJ GREGG E., ENGINEERING SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments"box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. IJ MORE TIME REQUESTED, WILL SUBMIT ON IJ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING IJ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ' J NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT .��e REVIEWED BY / DATE C/ 0 a Cityof Arlington co g �� • Building Department REQUEST FOR REVIEW FORM PROJECT NAME: C—Dpq-RT l A(2 park -I/Qj PROJECT ADDRESS: I"`1O l S 1 sr v4-�e BP #: ve-,S2/3 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: RETURN THIS FORM BY: TYPE OF PROPOSAL: C11— Lljja k�A, C.C- PROJECT SUMMARY.- RESPONDING DEPARTMENTS: TOM C., FIRE (J JIM T., GALE & GALE IJ TERRY C., KAREN L., UTILITIES IJ PLANNING DEPARTMENT C SHARREE L., GENERAL SERVICES IJ GREGG E., ENGINEERING SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. F MORE TIME REQUESTED, WILL SUBMIT ON IJ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING 13 COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT REVIEWED BY DATE Linda Friddle From: Scott Adams [scotta@ci.marysville.wa.us] Sent: Wednesday, October 30, 2002 9:53 AM To: Ifriddle@email.ci.arlington.wa.us Subject: Copart Thanks for the architectual drawings. I needed to know the building usage and square footage. I have no comments to send you. Do you need a copy of their water and sewer plans? City of Arli- ton C►�L44C OO C UEZrs H!MUVULr1L Development Services 0 238 N. Olympic • Arlington, WA 98223 DATE 3 __ 1 Jos N94 �t ❑Administration bliuilcling ❑Engineering ATTENPON TO ❑planning ❑Utilities RE: Ult WE ARE SENDING YOU 12`�ttached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications I ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ A�s�Attested ❑ Returned for corrections ❑ Return corrected prints ��'For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS r r COPY TO SIGNED: !f enclosures are not as noted,kindly notify s af nce. C City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# � SC3 1 DATE LEGAL 3 10,15 C}7 . 004 -C L-CDc , Plat Lot Tax ID# NAME ri it fZT �.i-k --T7/U ADDRESS 0I I is VG /V BUILDING USE Fr 16 C- �VQe h12 52- #of BUILDING UNITS Existing Required Signature Date Water Meter �'r/ Fire Hydrant Side Sewer Permitti Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received — r Date Yellow returned /0 Date Pink returned A r ■ ■ .1 irm MENEM ■ No MEN ME ■ MM ■ PINE . ME 0_ 44 ■ Cow ■ m ■ LA ■ ■ MM ■ MM T 7 ME NO m% ■ � ■ !p ■ MEN , I ■ ■ ma ' ■ - IM%-VM - - !1111111111�J h ` ■ r r , , - ■ ti - - - - - - - - Ell JON mm M ■ - I 7 I � i I ■ .■ ■ ME E I ' ■ ■ ■ ME I ■ - ■ R �,• . - ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 1 ■ ■ ■ ■ rNm � 7 0J lElEIIII7 ■ 1NE, ■ II ■ �{• ■ City of Arlington Building Dept PUBLIC WORKS CHECKLIST LJ� -�7 PERMIT # � � DATE � r a LEGAL � `�C�`7 • t` °�.;ol - '�C�`C.n" �L Plat Lot Tax ID# NAME s �; �. t � C % ADDRESS b' _l C 71 BUILDING USE OF L Q Iwo& "a�e_ # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit /Q— /g— a r Monitoring Manhole Cross-Connection Control Sewer: Off site On site r Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned Date Pink returned l g City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# - DATE l� LEGAL J �na'7-7 -0 Plat Lot Tax ID# NAME P A- a -k ADDRESS La-1 ©1 1 I sr AL/G IV E BUILDING USE L( /1A)6a&VZe_ # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned Date Pink returned City of Arlington Building Dept, FIRE DEPARTMENT CHECKLIST PERMIT # � 1 � '�2— �J DATE: i NAME: L�� 1-1 1�~` l'� I !� Ia0 r��_ ADDRESS: L� I D� rj T A U 6 LEGAL: BUILDING USE: 1 E -,) C OCCUPANCY CLASSIFICATION: A B E F H 1 2 12.1131 4 1 2 3 1 2 1 1 2 1 3 1 4 1 5 1 6 1 7 I M R S —1 U 1.1 1 1.2 1 2 3 1 1 3 1 1 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed .�` Signature &Date: Site Plan: Approved 61 Denied Access Requirements: - I F D Fled' Required: _ 3 , s a�✓ �,��f Fire lane: (`,-� E s Sprinkler system: C`� Oy r.. /00— Alarm system: y Knox Box: ES Fire extinquishers: ,� Hydrant: # of hydrants required: 7 L Location of Hydrant: 1.A•!�4 Location of Knox Box: �,t�t•'�ir✓ �•v�i�•vtr Tif;�— Location of Fire Extinquxshers: �y-rJ Fire Flow requirements: o)Ocra 6 b*l Location of address on building: FIRE DEPT: Date: � 3igna e Build\form\fdchecklist r I I I J 11111 1 1 1 1 I IJ I_ Al I I .» 71 1 -r• J _ - I ;�� 1 - 11 I 1 I IT I r Tl F , I I I , I I III 1 II I FLLI LILT—L —v I i 1 I 1\i i _ I us or - V 1 -r / r _ _ I Z711 ■VU`/1 w l City of Arlington Building Dept FIRE DEPARTMENT CHECKLI5'1' PERMIT # -rJL D DATE: NAME: W PPt9�F A-l R par 7,r_ :�M'6 ADDRESS: /070 1 Av e- LEGAL: 3IDd-?' J OOP --1)0&z6)- BUILDING USE: 64 l OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1131 4 1 1 2 1 3 1 2 1 1 2 1 3 1 4 5 6 7 I M R. S U 1.1 1 1.2 F2 1 3 1 1 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. J ONE-HOUR I N ONE-HOUR I N H.T. ONE-HOUR N Item inspected&completed Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinguishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Build\form\fdchecklist FROM :CITY OF RRLINGTON FAX NO. :3604353906 y. 30 2003 08:05RM P1 S12 Flo 3 LANDSCAPING ZNSP ,CTzON REPORT Address/Lot No:iL(� - Date: ` o -r11T CY'� Contractor;__ ' Owner: a Approval Correction Re u• _ � uzd 9� Corrections listed 6elotiv MUST'M MADE bellliiiiiiiillllllllllllillj llllllllllI Please Contact inspector fore work lllclll111a1111n11111 1Iiibiiiiieiii approved C/ Was not able to perform inspection G �� Ca11360,435.0674 for re-inspection—24 hour notice required r-1A Co ------------- �Da 0 TYPE OF XN'SPECTIoN REQII,S Silt Few �f .AL�s lcheck L /b e ' n_ _ 0T Inlet Pta Soil t` Temp.s )Utter Fertilizer -DI PP. Sheeting � / , / 0 t(s) P Straw /� Seeding Trees r.n.al eW Raot Barriers ,halt Play Equipment Final • S . t z r FROM CITY_CF_RPLINGTON FAX NO. 360 435 3906 Jul. 16 2002 38:59RM P1 ONWG"'o Gary Paekinson 2912 Colby Ave Everett,WA 1)820i Ciry I Re: Valuation fol Co-Part facility Of Gary, Arlington. Based on our conversation on July 15,2402 at !:35 ptn the following Developmen.r estimated valuations have been determined for the abovo-mentioned project. These numbers are only an estimate and the actual valuation will be Services I determined at the time the permit application is submitted. 238 N. Q!vrnpc A:- . Based on an office area of 8,174 square feet at a cost per square foot of$68.10 Ar[itzgtan !,t/A 98223 for a II-N building is$539,950. Based an a warehouse area of 6.161 square feet at a cost of$27.50 per square foot for a II-N building is$16.4,345. The total estimated valuation for this project based on the square footage you n�minisrration gave rt?e is$704,295. 3G0.403.3500 I With these estimated figures your plan check fee would be$2,900.27. Bu,iIdin�; 360.403.3431 If you have any questions please give me a call or emali ine. 360.403.3500 ely, I Flannif��; 360.403.3434 David W. Anderson Building Official tJ.til ibex 360,403.3432 3G0.=l13.350ii dandersonOvei.arlington.wa.us t �, I W F LLI U O W 0 w 2 Q 0 F- LLI LLJ() ~ F-V) pQ p O F-�O OO Of F=-Q ON L,0 (n (n �z Q WW LLJ L(nLLw�' 21� J '�� '� 04 OQ 5 JZ O oW30H- Fz o JZ o� O 00 zwNFZQ � F- O m COL� (n � O_J J� 2U QN mZ N Wm W .. 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U) r — o z � z d z z C) t. - t • gip; t r n N it d C n � a o o 3 ! I > d Cd 4 sir O U) r; r f o �+► , z � n x `✓ � v. y r C� > � L `♦ -� W0.Y•. C(Ui -1: v,l.a n.. .:...: ....:. ...,..,ua- a•; 'u 4•hwki. xhA i��ui t •e.w..',��i.awru. -•.v.4J tiivU'U1Y4H . '>/N%liAkwfh\ , ,pWi1J.tiNZU .. l `��. `�::'•h^ttm^•.!tiT'��/ rf r � `.' "�'�i^tnmr_a...a4E' ��ri ��ef :� m�tnm^'� f , ��'� ✓�I i ./ � •••r Win:5___maa,�4, �v:.�I .,. `��rJ, !!;!!�� �.• l�Zi, '. t. �'90� _nstrucijon ,_-.ornrnenced uniii holder INSPECTION I ORD SHALL or h;s, has posted this ;rspection Record Cam in a REMAIN A �013 SITE conspicuous place on the premises. OWNER: M&z)� 7 CONTRACTOR: 44�4 b1b ,JOB ADDRESS: LOT NUMBER TYPE ih7rl TYPE GROUP NATURE of WORK: USE of BUILDING: PERMIT No: DATEISSUED: INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE INSPECTOR'S SIGNATURE FOOTING C;7 BUILDING FOUNDATION (360)435-0674 UNDERFLOOR Press#1 SHEARWALL PLUMBING(groundwork) GAS PIPING(groundwork) ROUGH PLUMBING 21- 0,3 ROUGH GAS PIPING 3 ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD STORM DRAINAGE ENGINEERING GRADING (360)435-0674 TEMPORARY TECSP Press#2 ASBUILTS APPROVED MAINTENANCE BOND GENERAL SERVICES PAVING,SIGNAGE&MARKINGS -/:2-0 (360)435-0674 STORM DRAINAGE SYSTEM Press#3 PARKS LANDSCAPING Press#4 IRRIGATION 6 0-3 NATURAL RESOURCES ENVIRONMENTAL ONSITE UTILITIES WATER ONSITE UTILITIES SEWER UTILITIES OFFSITE UTILITIES WATER (360)435-0674 OFFSITE UTILITIES SEWER Sewer Press#5 SEWER PRETREATMENT Water Press#6 CROSS CONNECTION CONTROL SIDE SEWER INSPECTION WATER SERVICE INSTALLATION FIRE DEPARTMENT AUTOMATIC SPRINKLER Inspection Lines FIRE ALARM (425)485-8082 HOOD SUPPRESSION SYSTEM 00 00 (360)435-3818 FINAL FIRE WALK-THROUGH (360)435-0674 FINAL INSPECTION Press#1 ALL SIGNATURES BLOCKS MUST BE COMPLETE JUN-19-2003 THU 09:00 AM F' FIC ROAD AND BRIDGE FAX NO. 403 0120 P. 02 06/19/2003 T)RT 07:59 FAX 360 U51 5099 L0U()Zroux Community Development Department City of Marysville 11YCURrUnnI PEI 1101 June 19,2003 capart,Inc. A►ttn� Loran Kelley 4665 Business Center Dr. Fairfield,CA 94534 RE, Copart,Inc. 16621 51"Ava.NE Water and Sanitary Sewer Systems L Initial Acceptance Dear Mr. Kelley, All components of the water and sanitary sewer systems have been installed,inspecteA? .9ppro'ved and accepted by the City of Marysville for the Copart project a.t 16621 51`�,\i c V� NE. All If you have any questions or desire additional information,please conw t this 43 (360)651-3100. Sincerely, Rick Rerzog Construction Inspector cc: Gloria Hirashima, Community Development Director Larry Larson,Public Works Superintendent Tom Laughlin, Construction Inspection Supervisor Louie Wilson, Utility Construction Coordinator Scott Adams,Land Development Technician Pacific Road and Bridge Project File #WS 632-02 80 Columbia Ave, ♦ Marysville,Washington ♦08270 ♦ (360) 651-5100 ♦ FAX(360) 6! 1.1109C � J 16 �, JUN-19-2003 THU 09:00 AN PAS SIC ROAD AND BRIDGE FAX N0, 3F�03 0120 P. C1 PACIFIC ROAD & BRIDCE CO. _..... - ...-..,-. ��.w. ..wow w,.... P.O. BOX 3393 + ARLINGTON, WASHINGTON 98223 • (360) 403-7565 + FAX (360] A C 3-012] y 03 3Y3 1 FAX TRANSMITTAL ATTN: Z- DATE: G `r-0 :3 COMPANY-_ ' ! r F . /t-�.t n f�ryf.! FAX#: 1/3 S- 3`?c 6, FROM. CHINS GANG1_E @ EXT. 227 NUMBER OF PAGES TRANSMITTED INCLUDING COVER SHEET, 2- `IF YOU QO No"r RECEIVE ALL OF THE PAGES, PLEASE CALL 360.403.7565`* ps~� MESSAGE: QED C/n,�-��T AN EQUAL OPPORTUNITY EMPLOYER 1 ] �.. � �. 24 -0.02 0.00 0.36 25 -0.02 0.00 0.36 26 -0.02 0.00 0.36 27 0.03 0.00 -0.56 28 0.03 0.00 -0.57 29 0.03 0.00 -0.51 30 0.03 0.00 -0.51 31 0.12 0.00 -2.08 32 0.12 0.00 -2.07 33 0.12 0.00 -2.08 34 0.12 0.00 -2.07 35 0.12 0.00 -2.06 36 0.12 0.00 -2.06 37 0.16 0.00 -2.76 38 0.03 0.00 -0.57 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ------ --------- 20 897 99999 206 21 10610 99999 2090 22 7773 99999 1989 23 10610 99999 2090 24 7773 99999 1989 25 7466 99999 1975 26 7466 99999 1975 27 5557 99999 1276 28 5354 99999 1268 29 6175 99999 1418 30 5925 99999 1407 31 1481 99999 346 32 1540 99999 348 33 1481 99999 346 34 1540 99999 348 35 1549 99999 348 36 1549 99999 348 37 1135 99999 260 38 5402 99999 1270 Max Live Vertical = -2.93, Span/Deflection = 246. (Limit= 180.) Max Horizontal Drift= 0.20, Eave Height/Drift= 897. (Limit= 60.) P-DELTA CHECK: -------------- ---------Design-Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ---- ------ ------ ------- ---- ----- Left Column: 1 12.79 3.37 0.199 4.00 0.016 0.100 21293 Rigid Frame Clearances 9 19 02 7:34am VERTICAL CLEARANCE: -------------------- Left Col 13107-04" (X= 1103-15", Y= 13'07-04") Right Side 15108-15" (X= 60100-0011, Y= 15108-159) Midspan 14102-09" (X= 50101-0711, Y= 14102-0911) HORIZONTAL CLEARANCE: -------------------- Left Col - Right Side 58108-01" (X1= 1103-15", X2= 60'00-00") - 168 - i r_ i Line Id= 2 3 MEMBERS: Mem Segj Flange lWeb_Depthl Plate-Thickness Max_UCV Max_UCO I Max UCI Id Id I Len WidjStrt Endl Web O-flg I-flg Id Ld Ucv Id Ld UcojId Ld Uci --- --- ------ --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 14.9 5.3 7.5 7.5 0.230 0.330 0.330 1 2 0.05 1 1 0.15 4 1 0.26 2 2 8.8 5.0 15.5 29.5 0.188 0.250 0.250 7 1 0.46 7 1 0.62 7 1 0.58 3 3 20.0 6.0 29.5 29.5 0.188 0.313 0.250 8 1 0.46 12 1 0.95 12 1 0.98 3 4 20.0 6.0 29.5 29.5 0.188 0.313 0.250 17 1 0.44 13 1 0.95 13 1 0.98 4 5 10.0 5.0 29.5 15.5 0.188 0.250 0.250 18 1 0.44 18 1 0.68 18 1 0.64 HOT ROLLED MEMBERS: Surf Member Member Id Id Size 1 1 WBX18 LOAD COMBINATIONS: 1 - DL+CO+LL 2 - DL+WL1 WEIGHTS: Member 1 2 3 4 Weight (lb) 262 201 1212 228 Total Weight (lb) : Frame Members = 1904 Interior Col. = 0 Conn. Plates = 170 Base Plates = 7 Trans Stiff = 0 2081 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) --- - ---- -- ------- ------- ------- ------ ------- ------- ------- 1 0.24 13.04 0.00 0.00 -0.24 12.27 0.00 0.00 2 -1.22 -2.10 0.00 0.00 -1.05 -2.35 0.00 0.00 3 0.69 -2.18 0.00 0.00 1.25 -2.27 0.00 0.00 4 -1.22 -2.10 0.00 0.00 -1.05 -2.35 0.00 0.00 5 0.69 -2.18 0.00 0.00 1.25 -2.27 0.00 0.00 6 0.99 -2.20 0.00 0.00 1.61 -2.26 3.45 0.00 7 0.99 -2.20 0.00 0.00 1.61 -2.26 3.45 0.00 8 0.04 2.32 0.00 0.00 -0.04 1.98 2.86 0.00 9 0.04 2.34 0.00 0.00 -0.68 1.97 0.00 0.00 10 0.03 2.09 0.00 0.00 -0.03 1.78 2.86 0.00 11 0.03 2.10 0.00 0.00 -0.68 1.77 0.00 0.00 12 -0.76 7.04 0.00 0.00 -0.95 6.45 0.00 0.00 13 0.68 6.98 0.00 0.00 0.78 6.51 0.00 0.00 14 -0.76 7.04 0.00 0.00 -0.95 6.45 0.00 0.00 15 0.68 6.98 0.00 0.00 0.78 6.51 0.00 0.00 16 0.90 6.97 0.00 0.00 :L.05 6.52 2.59 0.00 17 0.90 6.97 0.00 0.00 1.05 6.52 2.59 0.00 18 0.19 10.36 0.00 0.00 -0.19 9.70 2.16 0.00 19 0.04 2.33 0.00 0.00 -0.53 1.97 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right Q Midspan ---- ---- ----- --------- 20 0.20 0.00 -3.49 21 -0.02 0.00 0.34 22 -0.02 0.00 0.36 23 -0.02 0.00 0.34 - 167 - i Southern Structures, Inc. P.O. Box 520.05 Lafayette, LA. 70505 STRUCTURAL DESIGN CALCULATIONS FOR TBT INDUSTRIES INC 444 WOODDALE BLVD. BATON ROUGE, LA 70806 COPART AUTO SALVAGE 5500 EAST 2ND ST. 2ND FLOOR BENICIA, CA 94510 21001 BUILDING #1 BUILDING DATA Width (ft) - 80.0 Length (ft) - 80.0 Eave Height (ft) = 18.0/ 18.0 Roof Slope (rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 0.0 Snow Load (psf ) = 17.5 Wind Speed(mph ) = 80.0 Wind Code = UBC 97 Closed/Open C Exposure = B Importance - Wind = 1*00 Importance - Seismic = 1.00 Seismic Coeff = 0.36 Seismic Zone = 3 - ------------------------------------------------------- 21001 Design Loads For Each Building Component 6/05/02 10:57am FRONT SIDEWALL: ------------- LOADING Wind Wind Press Suct 9.8 -9.8 Girt/Header 13.1 -13.1 Panel 9.8 -9.8 Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 9.8 -9.8 Girt/Header 13.1 -13.1 Panel 9.8 -9.8 Jamb LEFT ENDWALL: --------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 17.5 0.0 10.9 0.75 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.8 -9.8 Column 9.8 -9.8 Girt/Header - 1 I I 11 1.00 1.00 0.88 0.00 0.00 0.00 0.00 3 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter-Wind-2 I Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb -- Aux Id Combs Add-Id Coeff 3 1 SNOW1 1 4 1.00 2 SNOW2 1 10 1.00 3 SNOW3 1 16 1.00 ADDITIONAL LOADS: No. Add Surf Load P V M Dx Add Id, Id Type W1 W2 Co Dxl Dx2 - Unif. 18 1 2 I 0.00 -0.40 0.00 0.00 13.00 2 2 I 0.00 -1.76 0.00 0.00 13.00 3 2 I 0.00 -4.00 0.00 0.00 13.00 4 2 I 0.00 -9.56 0.00 0.00 13.00 5 2 I 0.00 2.00 0.00 0.00 13.00 6 2 I 0.00 2.00 0.00 0.00 13.00 7 3 I 0.00 -0.36 0.00 0.00 13.00 8 3 I 0.00 -1.66 0.00 0.00 13.00 9 3 I 0.00 -3.60 0.00 0.00 13.00 10 3 I 0.00 -8.60 0.00 0.00 13.00 11 3 I 0.00 1.80 0.00 0.00 13.00 12 3 I 0.00 1.80 0.00 0.00 13.00 13 4 I 0.00 -0.40 0.00 0.00 13.00 14 4 I 0.00 -1.76 0.00 0.00 13.00 15 4 I 0.00 -4.00 0.00 0.00 13.00 16 4 I 0.00 -9.56 0.00 0.00 13.00 17 4 I 0.00 2.00 0.00 0.00 13.00 18 4 I 0.00 2.00 0.00 0.00 13.00 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.0 20.0 17.5 0.0 10.9 0.75 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct R 0.0 -10.9 Purlins 0.0 -14.2 Panels 8.7 -5.5 -7.6 Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 3 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 - 3 - 4 1.00 1.00 0.00 0.00 0.00 0 3 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 RIGID FRAME #1: BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 0.0 10.9 0.75 0.6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load-Coefficients------------- -- ---- No._Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 0.0 10.9 0.75 1.1 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load_Coefficients----------- -----. -- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 4 - I I .� 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 RIGID FRAME #3: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 0.0 10.9 0.75 1.1 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load Coefficients------------------- No._Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 RIGID FRAME #4: --------------- BASIC LOADS: Basic Defl Seis Weak Axis React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 0.0 10.9 0:75 1.1 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load Coefficients------------------- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id - 5 i 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 ADDITIONAL LOADS: No. Add Surf Load j P V M Dx Dy - Concentrated Add Id Id Type j Wpl Wp2 Cc D11 D12 - Distributed 4 1 1 C 0.00 -1.31 0.00 1.50 12.00 2 1 C 0.00 -5.26 0.00 1.50 12.00 3 4 C 0.00 -1.31 0.00 -1.50 -6.00 4 4 C 0.00 -5.26 0.00 -1.50 -6.00 ------------------------------------------------- 21001 Reactions, Anchor Bolts, & Base Plates 6/05/02 10:57am ---- ----- ---- Foundation Loads (k) ---- --------- ------- ---- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick 1 D 6 1.83 0.19 7 -1.83 0.19 4 0.750 6.00 8.00 0.375 8 0.00 0.19 1 C 6 1.81 0.20 7 -1.81 0.20 4 0.750 6.00 8.00 0.375 8 0.00 0.20 1 B 6 1.83 0.19 7 -1.83 0.19 4 0.750 6.00 8.00 0.375 8 0.00 0.19 5 B 6 1.83 0.74 7 -1.83 0.74 4 0.750 6.00 8.25 0.375 10 0.00 15.58 5 C 6 1.81 0.73 7 -1.81 0.73 4 0.750 6.00 8.25 0.375 11 0.00 14.16 5 D 6 1.83 0.74 7 -1.83 0.74 4 0.750 6.00 8.25 0.375 9 0.00 15.58 1 E 1 6.21 8.82 2 -2.67 -1.71 4 0.750 6.00 10.50 0.500 1 A 3 2.67 -1.71 1 -6.21 8.82 4 0.750 6.00 10.50 0.500 1 -6.21 8.82 4 2.67 -1.71 2 E 1 12.71 17.06 5 -5.80 -3.99 4 0.750 6.00 10.75 0.500 1 12.71 17.06 2 -5.80 -3.99 2 A 3 5.80 -3.99 1-12.71 17.06 4 0.750 6.00 10.75 0.500 1-12.71 17.06 3 5.80 -3.99 *3 E 1 12.16 29.17 5 -5.47 -7.45 4 0.750 6.00 10.75 0.500 *3 A 4 5.67 -3.89 1-12.16 16.62 4 0.750 6.00 10.75 0.500 1-12.16 16.62 4 5.67 -3.89 5 E 1 12.13 35.57 5 -5.22 -8.52 4 0.750 6.00 10.75 0.500 1 12.13 35.57 2 -5.22 -8.52 5 A 4 5.53 -3.82 1-12.13 23.11 4 0.750 6.00 10.75 0.500 1-12.13 23.11 4 5.53 -3.82 *3 Frame Lines : 3 4 6 F, 1 Load Load Id Combination 1 DL+CO+LL 2 DL+WL2 3 DL+WR2 4 DL+WR1 5 DL+WL1 6 DL+WRI+WS 7 DL+WP 8 DL+CO 9 DL+CO+0.88LL+SNOW3 10 DL+CO+0.88LL+SNOW1 11 DL+CO+0.88LL+SNOW2 BRACING/PANEL SHEAR REACTIONS: ---------------- -------Bracing(k ) --- ---- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Id Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ----- ------- L_EW 1 Rigid Frame At Endwall F SW A Wind Column In Wall R EW 5 Rigid Frame At Endwall B SW E Wind Column In Wall WIND COLUMNS: ------------- ---Wall-- Col Reaction(k ,f-k ) Loc Line Id Load Id Horiz Moment F_SW A 3 Wind 5.6 91.2 Seismic 4.0 64.6 B_SW E 3 Wind 2.8 45.6 Seismic 2.0 32.7 B_SW E 2 Wind 2.8 45.6 Seismic 2.0 32.7 21001 Additional Reactions Report 6/05/02 10:57am ------------- ------- ---- ------------------------- Rigid Frame Column Reactions ..--------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind_L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 E 1.03 1.70 0.00 0.00 5.17 7.12 2.59 1.74 -3.70 -3.41 1 A -1.03 1.70 0.00 0.00 -5.17 7.12 -2.59 5.38 1.10 -2.81 2 E 1.83 2.83 0.00 0.00 10.88 14.23 5.44 3.48 -7.63 -6.82 2 A -1.83 2.83 0.00 0.00 -10.88 14.23 -5.44 10.75 2.43 -5.61 *3 E 1.77 4.07 0.00 0.00 10.39 25.10 5.35 3.42 -7.25-11.52 *3 A -1.77 2.78 0.00 0.00 -10.39 13.84 -5.35 10.58 2.33 -5.49 5 E 1.76 3.95 0.03 1.31 10.34 30.32 5.35 3.42 -6.98-12.47 5 A -1.76 2.78 -0.03 1.31 -10.34 19.02 -5.35 10.58 2.19 -5.42 Frame Col -Wind_R1-- -Wind_L2-- -Wind_R2-- Seismic_L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 E -1.10 -2.81 -3.70 -3.41 -1.10 -2.81 -0.60 -0.25 0.60 0.25 1 A 3.70 -3.41 1.10 -2.81 3.70 -3.41 -0.60 0.25 0.60 -0.25 2 E -2.43 -5.61 -7.63 -6.82 -2.43 -5.61 -1.10 -0.45 1.10 0.45 2 A 7.63 -6.82 2.43 -5.61 7.63 -6.82 -1.10 0.45 1.10 -0.45 *3 E -2.14-10.33 -7.25-11.52 -2.14-10.33 -1.10 -0.45 1.10 0.45 7 - *3 A 7.44 -6.67 2.33 -5.49 7.44 -6.67 -1.10 0.45 1.10 -0.45 5 E -1.87-11.29 -6.98-12.47 -1.87-11.29 -1.10 -0.45 1.10 0.45 5 A 7.30 -6.60 2.19 -5.42 7.30 -6.60 -1.10 0.45 1.10 -0.45 *3 Frame Lines : 3 4 Endwall Column Reactions ------------------------- -Out Of Plane- Frame Col Dead Collat Live -Brc Wind L- -Brc Wind R- Wind P Wind_S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 D 0.19 0.00 0.00 0.00 0.00 0.00 0.00 -1.83 1.83 1 C 0.20 0.00 0.00 0.00 0.00 0.00 0.00 -1.81 1.81 1 B 0.19 0.00 0.00 0.00 0.00 0.00 0.00 -1.83 1.83 5 B 0.74 1.76 4.00 0.00 -2.00 0.00 -2.00 -1.83 1.83 5 C 0.73 1.66 3.60 0.00 -1.80 0.00 -1.80 -1.81 1.81 5 D 0.74 1.76 4.00 0.00 -2.00 0.00 -2.00 -1.83 1.83 ------------------------ ----------------------------------- ------------------------ Endwall Column Reactions ---------------------- --- Frame Col -Raf_Wind L- -Raf Wind_R- --Seismic L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 1 D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.02 5 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.56 5 D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.58 Frame Col --Aux_ I— --Aux_ 2-- --Aux 3-- Line Line Horiz Vert Horiz Vert Horiz Vert ----- ---- ----- ----- ----- ----- ----- ----- 5 2 0.00 9.56 0.00 0.00 0.00 0.00 5 3 0.00 0.00 0.00 8.60 0.00 0.00 5 4 0.00 0.00 0.00 0.00 0.00 9.56 -------------------------------------- Bottom Sidewall 21001 Girt Design Report 6/05/02 10:57am ------------------- GIRT # 1 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z16 19.17 1.06 7.3333 0 54.7 2 8Z16 20.00 1.06 1.06 7.3333 0 59.8 3 8Z16 19.67 1.06 1.06 7.3333 0 58.9 4 8Z16 19.67 1.06 7.3333 0 56.0 229.4 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(1c ) .._.. . - -- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - e i 1 0.41 -0.59 -0.65 0.00 -1.55 7.46 1.60 2.26 2 0.59 0.53 -0.46 -0.52 2.26 1.66 -0.86 10.60 1.07 1.59 3 0.51 0.45 -0.52 -0.58 1.60 1.08 -0.76 9.20 1.70 2.29 4 0.66 0.60 -0.43 2.29 1.61 -1.66 11.93 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.59 2.81 0.21 RL 1.60 5.65 0.28 RL 0.12 -0.29 2.56 2 LL 0.53 2.81 0.19 LL 1.66 5.65 0.29 LL 0.12 -0.12 2.67 3 RL -0.52 2.81 0.19 RL 1.70 5.65 0.30 RL 0.13 -0.09 2.62 4 LL 0.60 2.81 0.22 MS -1.66 5.65 0.29 LL 0.13 -0.34 2.62 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- --_. - ----- 1 -0.41 0.59 0.65 0.00 1.55 7.46 -1.60 -2.26 2 -0.59 -0.53 0.46 0.52 -2.26 -1.66 0.86 10.60 -1.07 -1.59 3 -0.51 -0.45 0.52 0.58 -1.60 -1.08 0.76 9.20 -1.70 -2.29 4 -0.66 -0.60 0.43 -2.29 -1.61 1.66 11.93 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.59 2.81 0.21 MS 1.55 3.95 0.39 RL 0.12 0.29 2.56 2 LL -0.53 2.81 0.19 LL -1.66 5.65 0.29 LL 0.12 0.12 2.67 3 RL 0.52 2.81 0.19 RL -1.70 5.65 0.30 RL 0.13 0.09 2.62 4 LL -0.60 2.81 0.22 MS 1.66 3.95 0.42 LL 0.13 0.34 2.62 21001 Girt Design Report 6/05/02 10:57am ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z16 19.17 1.06 11.3333 0 54.7 2 8Z16 20.00 1.06 1.06 11.3333 0 59.8 3 8Z16 19.67 1.06 1.06 11.3333 0 58.9 4 8Z16 19.67 1.06 11.3333 0 56.0 229.4 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.29 -0.42 -0.46 0.00 -1.09 7.46 1.13 1.59 2 0.42 0.37 -0.33 -0.37 1.59 1.18 -0.61 10.60 0.76 1.13 3 0.36 0.32 -0.37 -0.41 1.13 0.76 -0.53 9.20 1.20 1.61 9 i 4 0.47 0.43 -0.30 1.61 1.14 -1.17 11.93 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.42 2.81 0.15 RL 1.13 5.65 0.20 RL 0.06 -0.21 2.56 2 LL 0.37 2.81 0.13 LL 1.18 5.65 0.21 LL 0.06 -0.09 2.67 3 RL -0.37 2.81 0.13 RL 1.20 5.65 0.21 RL 0.06 -0.06 2.62 4 LL 0.43 2.81 0.15 MS -1.17 5.65 0.21 LL 0.06 -0.24 2.62 WIND SUCTION : ------------------ GIRT ANALYSIS: ---------SHEAR(k )-------- --- - ---MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.29 0.42 0.46 0.00 1.09 7.46 -1.13 -1.59 2 -0.42 -0.37 0.33 0.37 -1.59 -1.18 0.61 10.60 -0.76 -1.13 3 -0.36 -0.32 0.37 0.41 -1.13 -0.76 0.53 9.20 -1.20 -1.61 4 -0.47 -0.43 0.30 -1.61 -1.14 1.17 11.93 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.42 2.81 0.15 MS 1.09 3.95 0.28 RL 0.06 0.21 2.56 2 LL -0.37 2.81 0.13 LL -1.18 5.65 0.21 LL 0.06 0.09 2.67 3 RL 0.37 2.81 0.13 RL -1.20 5.65 0.21 RL 0.06 0.06 2.62 4 LL -0.43 2.81 0.15 MS 1.17 3.95 0.30 LL 0.06 0.24 2.62 21001 Girt Design Report 6/05/02 10:57am ------------------- GIRT #k 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- --- ---- ----- -------- ----- ------ 1 8Z16 19.17 1.06 15.3333 0 54.7 2 8Z16 20.00 1.06 1.06 15.3333 0 59.8 3 8Z16 19.67 1.06 1.06 15.3333 0 58.9 4 8Z16 19.67 1.06 15.3333 0 56.0 229.4 WIND PRESSURE ------ - -- ----- -- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.22 -0.31 -0.34 0.00 -0.82 7.46 0.85 1.20 2 0.31 0.28 -0.25 -0.28 1.20 0.88 -0.46 10.60 0.57 0.84 3 0.27 0.24 -0.28 -0.31 0.84 0.57 -0.40 9.20 0.90 1.21 4 0.35 0.32 -0.23 1.21 0.85 -0.88 11.93 0.00 STRESS/DEFLECTION: - 10 - Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.31 2.81 0.11 RL 0.85 5.65 0.15 RL 0.03 -0.15 2.56 2 LL 0.28 2.81 0.10 LL 0.88 5.65 0.16 LL 0.03 -0.07 2.67 3 RL -0.28 2.81 0.10 RL 0.90 5.65 0.16 RL 0.04 -0.05 2.62 4 LL 0.32 2.81 0.11 MS -0.88 5.65 0.16 LL 0.04 -0.18 2.62 WIND SUCTION : ----------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- --- ----- ----.. 1 -0.22 0.31 0.34 0.00 0.82 7.46 -0.85 -1.20 2 -0.31 -0.28 0.25 0.28 -1.20 -0.88 0.46 10.60 -0.57 -0.84 3 -0.27 -0.24 0.28 0.31 -0.84 -0.57 0.40 9.20 -0.90 -1.21 4 -0.35 -0.32 0.23 -1.21 -0.85 0.88 11.93 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.31 2.81 0.11 MS 0.82 3.95 0.21 RL 0.03 0.15 2.56 2 LL -0.28 2.81 0.10 LL -0.88 5.65 0.16 LL 0.03 0.07 2.67 3 RL 0.28 2.81 0.10 RL -0.90 5.65 0.16 RL 0.04 0.05 2-62 4 LL -0.32 2.81 0.11 MS 0.88 3.95 0.22 LL 0.04 0.18 2.62 ---------------------------------- Top Sidewall 21001 Girt Design Report 6/05/02 10:57am --------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- --------- ----- ------ 1 8Z16 19.67 1.06 7.3333 0 56.0 2 8Z16 19.67 1.06 1.06 7.3333 0 58.9 3 8Z16 20.00 1.06 1.06 7.3333 0 59.8 4 8Z16 19.17 1.06 7.3333 0 54.7 229.4 WIND PRESSURE ----------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.43 -0.60 -0.66 0.00 -1.66 7.74 1.61 2.29 2 0.58 0.52 -0.45 -0.51 2.29 1.70 -0.76 10.47 1.08 1.59 3 0.52 0.46 -0.53 -0.59 1.60 1.07 -0.86 9.40 1.66 2.26 4 0.65 0.59 -0.41 2.26 1.60 -1.55 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - 11 - 1 RL -0.60 2.81 0.22 MS -1.66 5.65 0.29 RL 0.13 -0.34 2.62 2 LL 0.52 2.81 0.19 LL 1.70 5.65 0.30 LL 0.13 -0.09 2.62 3 RL -0.53 2.81 0.19 RL 1.66 5.65 0.29 RL 0.12 -0.12 2.67 4 LL 0.59 2.81 0.21 LL 1.60 5.65 0.28 LL 0.12 -0.29 2.56 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.43 0.60 0.66 0.00 1.66 7.74 -1.61 -2.29 2 -0.58 -0.52 0.45 0.51 -2.29 -1.70 0.76 10.47 -1.08 -1.59 3 -0.52 -0.46 0.53 0.59 -1.60 -1.07 0.86 9.40 -1.66 -2.26 4 -0.65 -0.59 0.41 -2.26 -1.60 1.55 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.60 2.81 0.22 MS 1.66 3.95 0.42 RL 0.13 0.34 2.62 2 LL -0.52 2.81 0.19 LL -1.70 5.65 0.30 LL 0.13 0.09 2.62 3 RL 0.53 2.81 0.19 RL -1.66 5.65 0.29 RL 0.12 0.12 2.67 4 LL -0.59 2.81 0.21 MS 1.55 3.95 0.39 LL 0.12 0.29 2.56 ------------------------------------------------------- 21001 Girt Design Report 6/05/02 10:57am ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- ---- ----- ---- ----- -------- ----- ------ 1 8Z16 19.67 1.06 11.3333 0 56.0 2 8Z16 19.67 1.06 1.06 11.3333 0 58.9 3 8Z16 20.00 1.06 1.06 11.3333 0 59.8 4 BZ16 19.17 1.06 11.3333 0 54.7 229.4 WIND PRESSURE : ------------------ GIRT ANALYSIS: ---------SHEAR(k ) -_-..---- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.30 -0.43 -0.47 0.00 -1.17 7.74 1.14 1.61 2 0.41 0.37 -0.32 -0.36 1.61 1.20 -0.53 10.47 0.76 1.13 3 0.37 0.33 -0.37 -0.42 1.13 0.76 -0.61 9.40 1.18 1.59 4 0.46 0.42 -0.29 1.59 1.13 -1.09 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.43 2.81 0.15 MS -1.17 5.65 0.21 RL 0.06 -0.24 2.62 2 LL 0.37 2.81 0.13 LL 1.20 5.65 0.21 LL 0.06 -0.06 2.62 - 12 - i 3 RL -0.37 2.81 0.13 RL 1.18 5.65 0.21 RL 0.06 -0.09 2.67 4 LL 0.42 2.81 0.15 LL 1.13 5.65 0.20 LL 0.06 -0.21 2.56 WIND SUCTION --------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- ------------- -MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.30 0.43 0.47 0.00 1.17 7.74 -1.14 -1.61 2 -0.41 -0.37 0.32 0.36 -1.61 -1.20 0.53 10.47 -0.76 -1.13 3 -0.37 -0.33 0.37 0.42 -1.13 -0.76 0.61 9.40 -1.18 -1.59 4 -0.46 -0.42 0.29 -1.59 -1.13 1.09 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.43 2.81 0.15 MS 1.17 3.95 0.30 RL 0.06 0.24 2.62 2 LL -0.37 2.81 0.13 LL -1.20 5.65 0.21 LL 0.06 0.06 2.62 3 RL 0.37 2.81 0.13 RL -1.18 5.65 0.21 RL 0.06 0.09 2.67 4 LL -0.42 2.81 0.15 MS 1.09 3.95 0.28 LL 0.06 0.21 2.56 21001 Girt Design Report 6 05 02 10.57am -------------------- GIRT # 3 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ------ ---- ----- -------- ----- ------ 1 8Z16 19.67 1.06 15.3333 0 56.0 2 8Z16 19.67 1.06 1.06 15.3333 0 58.9 3 8Z16 20.00 1.06 1.06 15.3333 0 59.8 4 8Z16 19.17 1.06 15.3333 0 54.7 229.4 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.23 -0.32 -0.35 0.00 -0.88 7.74 0.85 1.21 2 0.31 0.28 -0.24 -0.27 1.21 0.90 -0.40 10.47 0.57 0-84 3 0.28 0.25 -0.28 -0.31 0.84 0.57 -0.46 9.40 0.88 1-20 4 0.34 0.31 -0.22 1.20 0.85 -0.82 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.32 2.81 0.11 MS -0.88 5.65 0.16 RL 0.04 -0.18 2.62 2 LL 0.28 2.81 0.10 LL 0.90 5.65 0.16 LL 0.04 -0.05 2.62 3 RL -0.28 2.81 0.10 RL 0.88 5.65 0.16 RL 0.03 -0.07 2.67 4 LL 0.31 2.81 0.11 LL 0.85 5.65 0.15 LL 0.03 -0.15 2.56 WIND SUCTION - 13 - 1 4 -------------- ---- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ------ ----- ----- ----- ----- ----- --_-- ---- - --- 1 -0.23 0.32 0.35 0.00 0.88 7.74 -0.85 -1.21 2 -0.31 -0.28 0.24 0.27 -1.21 -0.90 0.40 10.47 -0.57 -0.84 3 -0.28 -0.25 0.28 0.31 -0.84 -0.57 0.46 9.40 -0.88 -1.20 4 -0.34 -0.31 0.22 -1.20 -0.85 0.82 11.71 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc CalC Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.32 2.81 0.11 MS 0.88 3.95 0.22 RL 0.04 0.18 2.62 2 LL -0.28 2.81 0.10 LL -0.90 5.65 0.16 LL 0.04 0.05 2.62 3 RL 0.28 2.81 0.10 RL -0.88 5.65 0.16 RL 0.03 0.07 2.67 4 LL -0.31 2.81 0.11 MS 0.82 3.95 0.21 LL 0.03 0.15 2.56 ----------------------------------------------------------- 21001 Sidewall Jamb/Header Summary 6/05/02 10:57am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight 3 Jamb-L 8C16 6.00 16.8 3 Jamb-R 8C16 6.00 16.8 3 Sill 8C16 3.00 8.4 STRESS/DEFLECTION: Bay Member Ld ----Shear(k ) ---- ---Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 3 Jamb-L WP -0.04 2.81 0.02 -0.07 5.88 0.01 0.00 0.80 0.00 WS 0.04 2.81 0.02 0.07 4.82 0.01 0.00 0.80 0.00 Jamb-R WP -0.04 2.81 0.02 -0.07 5.88 0.01 0.00 0.80 0.00 WS 0.04 2.81 0.02 0.07 4.82 0.01 0.00 0.80 0.00 Sill WP -0.10 2.81 0.04 -0.08 5.88 0.01 0.00 0.40 0.00 WS 0.10 2.81 0.04 0.08 5.88 0.01 0.00 0.40 0.00 ------------------------------------------ Left Endwall 21001 Column & Rafter Design 6/ 5/02 10:57am MEMBER SIZES: Member Member Member ---Web Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ---- ------ ------ Col-2 22.0 W8X10 7.48 0.170 3.94 0.205 19.0 190.0 Col-3 40.0 W8X10 7.48 0.170 3.94 0.205 20.5 205.0 Col-4 58.0 W8X10 7.48 0.170 3.94 0.205 19.0 190.0 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi ) ----- Shear (k ,ksi ) ---Moment (f-k ,ksi ) - Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col-2 1 0.19 0.06 12.38 0.00 0.00 14.40 0.00 0.00 17.31 Col-2 2 0.19 0.06 16.51 1.83 1.44 19.20 8.69 -13.36 23.07 Col-2 3 0.19 0.06 16.51 1.83 1.44 19.20 8.69 -13.36 23.07 - 14 - .., I Col-2 4 0.19 0.06 16.51 -1.83 1.44 19.20 -8.69 -13.36 23.07 Col-2 5 0.19 0.06 16.51 1.83 1.44 19.20 8.69 -13.36 23.07 Col-2 6 0.19 0.06 16.51 1.83 1.44 19.20 8.69 -13.36 23.07 Col-2 7 0.19 0.06 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-2 8 0.19 0.06 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-3 1 0.20 0.07 12.38 0.00 0.00 14.40 0.00 0.00 17.31 Col-3 2 0.20 0.07 16.51 1.81 1.42 19.20 9.26 -14.23 23.07 Col-3 3 0.20 0.07 16.51 1.81 1.42 19.20 9.26 -14.23 23.07 Col-3 4 0.20 0.07 16.51 -1.81 1.42 19.20 -9.26 -14.23 23.07 Col-3 5 0.20 0.07 16.51 1.81 1.42 19.20 9.26 -14.23 23.07 Col-3 6 0.20 0.07 16.51 1.81 1.42 19.20 9.26 -14.23 23.07 Col-3 7 0.20 0.07 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-3 8 0.20 0.07 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-4 1 0.19 0.06 12.38 0.00 0.00 14.40 0.00 0.00 17.31 Col-4 2 0.19 0.06 16.51 -1.83 1.44 19.20 8.69 -13.36 23.07 Col-4 3 0.19 0.06 16.51 -1.83 1.44 19.20 8.69 -13.36 23.07 Col-4 4 0.19 0.06 16.51 1.83 1.44 19.20 -8.69 -13.36 23.07 Col-4 5 0.19 0.06 16.51 -1.83 1.44 19.20 8.69 -13.36 23.07 Col-4 6 0.19 0.06 16.51 -1.83 1.44 19.20 8.69 -13.36 23.07 Col-4 7 0.19 0.06 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-4 8 0.19 0.06 16.51 0.00 0.00 19.20 0.00 0.00 23.07 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- ---- ----- ----- ------ ----- - ------- Col-2 1 0.01 0.00 0.00 0.01 Col-2 2 0.00 0.08 0.58 0.58 Col-2 3 0.00 0.08 0.58 0.58 Col-2 4 0.00 0.08 0.58 0.58 Col-2 5 0.00 0.08 0.58 0.58 Col-2 6 0.00 0.08 0.58 0.58 Col-2 7 0.00 0.00 0.00 0.00 Col-2 8 0.00 0.00 0.00 0.00 Col-3 1 0.01 0.00 0.00 0.01 Col-3 2 0.00 0.07 0.62 0.62 Col-3 3 0.00 0.07 0.62 0.62 Col-3 4 0.00 0.07 0.62 0.62 Col-3 5 0.00 0.07 0.62 0.62 Col-3 6 0.00 0.07 0.62 0.62 Col-3 7 0.00 0.00 0.00 0.00 Col-3 8 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) ----- ---- ------- ------ ------- ----- ------- Col-2 1 0.00 1.90 0.00 0.19 0.00 Col-2 2 0.47 1.90 1.83 0.19 0.00 Col-2 3 0.47 1.90 1.83 0.19 0.00 Col-2 4 -0.47 1.90 -1.83 0.19 0.00 Col-2 5 0.47 1.90 1.83 0.19 0.00 Col-2 6 0.47 1.90 1.83 0.19 0.00 Col-2 7 0.00 1.90 0.00 0.19 0.00 Col-2 8 0.00 1.90 0.00 0.19 0.00 Col-3 1 0.00 2.05 0.00 0.20 0.00 Col-3 2 0.59 2.05 1.81 0.20 0.00 Col-3 3 0.59 2.05 1.81 0.20 0.00 Col-3 4 -0.59 2.05 -1.81 0.20 0.00 Col-3 5 0.59 2.05 1.81 0.20 0.00 Col-3 6 0.59 2.05 1.81 0.20 0.00 Col-3 7 0.00 2.05 0.00 0.20 0.00 Col-3 8 0.00 2.05 0.00 0.20 0.00 21001 Bypass Girt Design Report 6/ 5/02 10.57am ------------------- - 15 - GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- ----- ----- ---- ----- -------- ------ 1 8Z16 6.29 7.3333 17.0 17.0 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.17 -0.17 0.00 -0.27 3.15 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.17 2.81 0.06 MS -0.27 5.65 0.05 LS 0.00 -0.01 0.84 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k ) - -- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.17 0.17 0.00 0.27 3.15 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- -- -- --- ---- ------ ----- 1 LS -0.17 2.81 0.06 MS 0.27 4.93 0.06 LS 0.00 0.01 0.84 21001 Bypass Girt Design Report 6 5 02 10:57am ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- - -------- ----- ---- ----- -------- ------ 1 8Z16 2.96 7.3333 8.0 2 8Z16 2.29 7.3333 6.2 14.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) ---- - ------- Bay Left Left Right Right Left Left Mid-Span Right Right - 16 - i Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.07 -0.10 0.00 -0.04 1.17 0.05 2 0.09 -0.04 0.05 -0.02 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.10 2.81 0.04 RS 0.05 5.65 0.01 RS 0.00 0.00 0.39 2 LS 0.09 2.81 0.03 LS 0.05 5.65 0.01 LS 0.00 0.00 0.31 WIND SUCTION : ------------- --- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------- ------ Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.07 0.10 0.00 0.04 1.17 -0.05 2 -0.09 0.04 -0.05 0.02 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- - --- ------ ----- 1 RS 0.10 2.81 0.04 RS -0.05 5.65 0.01 RS 0.00 0.00 0.39 2 LS -0.09 2.81 0.03 LS -0.05 5.65 0.01 LS 0.00 0.00 0.31 ---------------------------------------------------- 21001 Bypass Girt Design Report 6/ 5/02 10:57am ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- -------- ----- ---- -- ------ ------ 2 8Z16 2.96 7.3333 8.0 3 8Z16 2.29 7.3333 6.2 14.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )------ ... --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.07 -0.10 0.00 -0.04 1.17 0.05 3 0.09 -0.04 0.05 -0.02 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.10 2.81 0.04 RS 0.05 5.65 0.01 RS 0.00 0.00 0.39 3 LS 0.09 2.81 0.03 LS 0.05 5.65 0.01 LS 0.00 0.00 0.31 WIND SUCTION - 17 - I GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.07 0.10 0.00 0.04 1.17 -0.05 3 -0.09 0.04 -0.05 0.02 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------- ----- 2 RS 0.10 2.81 0.04 RS -0.05 5.65 0.01 RS 0.00 0.00 0.39 3 LS -0.09 2.81 0.03 LS -0.05 5.65 0.01 LS 0.00 0.00 0.31 21001 Bypass Girt Design Report 6 5 02 10:57am ------------------- GIRT # 1 ; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 3 8Z16 2.96 1.06 7.3333 10.9 4 8Z16 21.33 1.06 7.3333 60.5 71.4 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.86 -0.98 -1.02 0.00 1.33 1.48 2.04 2.78 4 0.72 0.66 -0.46 2.78 2.05 -1.92 13.01 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 RL -0.98 2.81 0.35 RL 2.04 5.65 0.36 RL 0.25 0.00 0.39 4 LL 0.66 2.81 0.24 LL 2.05 5.65 0.36 LL 0.19 -0.45 2.84 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.86 0.98 1.02 0.00 -1.33 1.48 -2.04 -2.78 4 -0.72 -0.66 0.46 -2.78 -2.05 1.92 13.01 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) - 18 - Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 RL 0.98 2.81 0.35 RL -2.04 5.65 0.36 RL 0.25 0.00 0.39 4 LL -0.66 2.81 0.24 MS 1.92 3.95 0.49 LL 0.19 0.45 2.84 21001 Bypass Girt Design Report 6 5 02 10:57am ------------------- GIRT # 2 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8Z16 6.29 11.3333 17.0 17.0 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) --------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.12 -0.12 0.00 -0.19 3.15 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.12 2.81 0.04 MS -0.19 5.65 0.03 LS 0.00 -0.01 0.84 WIND SUCTION : ----------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ---- ----- ----- ---- ----- ----- 1 -0.12 0.12 0.00 0.19 3.15 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.12 2.81 0.04 MS 0.19 4.93 0.04 LS 0.00 0.01 0.84 21001 Bypass Girt Design Report 6 5 02 10.57am ------------------- GIRT # 2 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight - -- -------- ----- ---- ----- -------- ------ 1 8Z16 2.96 11.3333 8.0 19 - 2 8Z16 2.29 11.3333 6.2 14.2 WIND PRESSURE ----------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.05 -0.07 0.00 -0.03 1.17 0.04 2 0.06 -0.03 0.04 -0.01 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.07 2.81 0.02 RS 0.04 5.65 0.01 RS 0.00 0.00 0.39 2 LS 0.06 2.81 0.02 LS 0.04 5.65 0.01 LS 0.00 0.00 0.31 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- 1 -0.05 0.07 0.00 0.03 1.17 -0.04 2 -0.06 0.03 -0.04 0.01 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 2.81 0.02 RS -0.04 5.65 0.01 RS 0.00 0.00 0.39 2 LS -0.06 2.81 0.02 LS -0.04 5.65 0.01 LS 0.00 0.00 0.31 21001 Bypass Girt Design Report 6 5 02 10.57am ------------------- GIRT # 2 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 2 8Z16 2.96 11.3333 8.0 3 8Z16 2.29 11.3333 6.2 14.2 WIND PRESSURE GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.05 -0.07 0.00 -0.03 1.17 0.04 3 0.06 -0.03 0.04 -0.01 1.54 0.00 - 20 - STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.07 2.81 0.02 RS 0.04 5.65 0.01 RS 0.00 0.00 0.39 3 LS 0.06 2.81 0.02 LS 0.04 5.65 0.01 LS 0.00 0.00 0.31 WIND SUCTION GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ---- ----- - --- ----- ----- ----- ----- ----- 2 -0.05 0.07 0.00 0.03 1.17 -0.04 3 -0.06 0.03 -0.04 0.01 1.54 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS 0.07 2.81 0.02 RS -0.04 5.65 0.01 RS 0.00 0.00 0.39 3 LS -0.06 2.81 0.02 LS -0.04 5.65 0.01 LS 0.00 0.00 0.31 21001 Bypass Girt Design Report 61 5 02 10:57am ------------------- GIRT # 2 ; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 3 8Z16 2.96 1.06 11.3333 10.9 4 8Z16 21.33 1.06 11.3333 60.5 71.4 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- 3 -0.61 -0.69 -0.72 0.00 0.94 1.48 1.44 1.96 4 0.51 0.47 -0.33 1.96 1.44 -1.36 13.01 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 RL -0.69 2.81 0.25 RL 1.44 5.65 0.26 RL 0.13 0.00 0.39 4 LL 0.47 2.81 0.17 LL 1.44 5.65 0.26 LL 0.09 -0.32 2.84 WIND SUCTION GIRT ANALYSIS: - 21 - ---------SHEAR(k ) -- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.61 0.69 0.72 0.00 -0.94 1.48 -1.44 -1.96 4 -0.51 -0.47 0.33 -1.96 -1.44 1.36 13.01 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 RL 0.69 2.81 0.25 RL -1.44 5.65 0.26 RL 0.13 0.00 0.39 4 LL -0.47 2.81 0.17 MS 1.36 3.95 0.34 LL 0.09 0.32 2.84 21001 Bypass Girt Design Report 6/ 5/02 10:57am ----------- -------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 SZ16 21.33 1.06 15.3333 60.5 2 8Z16 18.00 1.06 1.06 15.3333 54.4 3 8Z16 18.00 1.06 1.06 15.3333 54.4 4 8Z16 21.33 1.06 15.3333 60.5 229.9 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.43 -0.65 -0.70 0.00 -1.91 8.09 1.71 2.43 2 0.63 0.57 -0.44 -0.49 2.43 1.79 -0.52 10.09 0.80 1.29 3 0.52 0.47 -0.55 -0.60 1.29 0.77 -0.66 8.35 1.49 2.10 4 0.54 0.50 -0.35 2.10 1.54 -1.43 13.03 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.65 2.81 0.23 MS -1.91 5.65 0.34 RL 0.15 -0.46 2.84 2 LL 0.57 2.81 0.20 LL 1.79 5.65 0.32 LL 0.14 -0.03 2.40 3 RL -0.55 2.81 0.19 RL 1.49 5.65 0.26 RL 0.11 -0.08 2.40 4 LL 0.50 2.81 0.18 LL 1.54 5.65 0.27 LL 0.11 -0.34 2.84 WIND SUCTION : --------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.43 0.65 0.70 0.00 1.70 10.67 -1.71 -2.43 2 -0.63 -0.57 0.44 0.49 -2.43 -1.79 0.48 9.00 -0.80 -1.29 3 -0.52 -0.47 0.55 0.60 -1.29 -0.77 0.64 9.00 -1.49 -2.10 4 -0.54 -0.50 0.35 -2.10 -1.54 1.43 13.03 0.00 - 22 - i STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.65 2.81 0.23 MS 1.70 3.95 0.43 RL 0.15 0.46 2.84 2 LL -0.57 2.81 0.20 LL -1.79 5.65 0.32 LL 0.14 0.03 2.40 3 RL 0.55 2.81 0.19 RL -1.49 5.65 0.26 RL 0.11 0.08 2.40 4 LL -0.50 2.81 0.18 MS 1.43 3.95 0.36 LL 0.11 0.34 2.84 21001 Door Jamb & Header Summary 61 5 02 10:57am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ -------- ------ ------ 1 Jamb-L 8C16 15.33 42.9 Jamb-R 8C16 15.33 42.9 Header 8C16 12.00 33.6 2 Jamb-L 8C16 15.33 42.9 Jamb-R 8C16 15.33 42.9 Header 8C16 12.00 33.6 3 Jamb-L 8C16 15.33 42.9 Jamb-R 8C16 15.33 42.9 Header SC16 12.00 33.6 STRESS/DEFLECTION: Bay Member Ld ----Shear(k ) ---- ---Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ------ -- ----- ------ ---- ----- ------ --- ----- ----- ---- 1 Jamb-L WP -0.70 2.81 0.25 -2.69 5.88 0.46 -0.39 2.04 0.19 WS 0.70 2.81 0.25 2.69 4.82 0.56 0.39 2.04 0.19 Jamb-R WP 0.58 2.81 0.21 -2.21 5.88 0.38 -0.32 2.04 0.16 WS -0.58 2.81 0.21 2.21 4.82 0.46 0.32 2.04 0.16 Header WP 0.04 2.81 0.01 -0.12 5.88 0.02 -0.01 1.60 0.01 WS -0.04 2.81 0.01 0.12 2.35 0.05 0.01 1.60 0.01 2 Jamb-L WP -0.55 2.81 0.20 -2.11 5.88 0.36 -0.31 2.04 0.15 WS 0.55 2.81 0.20 2.11 4.82 0.44 0.31 2.04 0.15 Jamb-R WP 0.58 2.81 0.21 -2.21 5.88 0.38 -0.32 2.04 0.16 WS -0.58 2.81 0.21 2.21 4.82 0.46 0.32 2.04 0.16 Header WP 0.04 2.81 0.01 -0.12 5.88 0.02 -0.01 1.60 0.01 WS -0.04 2.81 0.01 0.12 2.35 0.05 0.01 1.60 0.01 3 Jamb-L WP -0.55 2.81 0.20 -2.11 5.88 0.36 -0.31 2.04 0.15 WS 0.55 2.81 0.20 2.11 4.82 0.44 0.31 2.04 0.15 Jamb-R WP 0.58 2.81 0.21 -2.21 5.88 0.38 -0.32 2.04 0.16 WS -0.58 2.81 0.21 2.21 4.82 0.46 0.32 2.04 0.16 Header WP 0.04 2.81 0.01 -0.12 5.88 0.02 -0.01 1.60 0.01 WS -0.04 2.81 0.01 0.12 2.35 0.05 0.01 1.60 0.01 --------------------------------------------- Right Endwall 21001 Column & Rafter Design 6/ 5/02 10:57am MEMBER SIZES: Member Member Member ---Web-Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight --- ----- - ---- ------ ------ Col-2 22.0 W8X18 7.48 0.230 5.25 0.330 19.0 341.9 Col-3 40.0 W8X18 7.48 0.230 5.25 0.330 20.5 368.9 Col-4 58.0 W8X18 7.48 0.230 5.25 0.330 19.0 341.9 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k ,ksi )---Moment (f-k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress - 23 - -- ------ ------- --- --- ------ ----- Col-2 1 6.50 1.24 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-2 2 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-2 3 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-2 4 0.74 0.14 5.80 -1.83 1.06 19.20 -8.69 -6.86 14.93 Col-2 5 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-2 6 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-2 7 2.50 0.48 5.80 0.00 0.00 19.20 0.00 0.00 14.93 Col-2 8 2.50 0.48 5.80 0.00 0.00 19.20 0.00 0.00 14.93 Col-2 9 15.58 2.96 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-2 10 6.02 1.14 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-2 11 6.02 1.14 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-3 1 5.99 1.14 3.73 0.00 0.00 14.40 0.00 0.00 10.38 Col-3 2 0.73 0.14 4.98 1.81 1.05 19.20 9.26 -7.31 13.84 Col-3 3 0.73 0.14 4.98 1.81 1.05 19.20 9.26 -7.31 13.84 Col-3 4 0.73 0.14 4.98 -1.81 1.05 19.20 -9.26 -7.31 13.84 Col-3 5 0.73 0.14 4.98 1.81 1.05 19.20 9.26 -7.31 13.84 Col-3 6 0.73 0.14 4.98 1.81 1.05 19.20 9.26 -7.31 13.84 Col-3 7 2.39 0.45 4.98 0.00 0.00 19.20 0.00 0.00 13.84 Col-3 8 2.39 0.45 4.98 0.00 0.00 19.20 0.00 0.00 13.84 Col-3 9 5.56 1.06 3.73 0.00 0.00 14.40 0.00 0.00 10.38 Col-3 10 14.16 2.69 3.73 0.00 0.00 14.40 0.00 0.00 10.38 Col-3 11 5.56 1.06 3.73 0.00 0.00 14.40 0.00 0.00 10.38 Col-4 1 6.50 1.24 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-4 2 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-4 3 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-4 4 0.74 0.14 5.80 -1.83 1.06 19.20 -8.69 -6.86 14.93 Col-4 5 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-4 6 0.74 0.14 5.80 1.83 1.06 19.20 8.69 -6.86 14.93 Col-4 7 2.50 0.48 5.80 0.00 0.00 19.20 0.00 0.00 14.93 Col-4 8 2.50 0.48 5.80 0.00 0.00 19.20 0.00 0.00 14.93 Col-4 9 6.02 1.14 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-4 10 6.02 1.14 4.35 0.00 0.00 14.40 0.00 0.00 11.20 Col-4 11 15.58 2.96 4.35 0.00 0.00 14.40 0.00 0.00 11.20 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom --- ------ ------- Col-2 1 0.28 0.00 0.00 0.28 Col-2 2 0.02 0.06 0.46 0.46 Col-2 3 0.02 0.06 0.46 0.46 Col-2 4 0.02 0.06 0.46 0.46 Col-2 5 0.02 0.06 0.46 0.46 Col-2 6 0.02 0.06 0.46 0.46 Col-2 7 0.08 0.00 0.00 0.08 Col-2 8 0.08 0.00 0.00 0.08 Col-2 9 0.68 0.00 0.00 0.68 Col-2 10 0.26 0.00 0.00 0.26 Col-2 11 0.26 0.00 0.00 0.26 Col-3 1 0.30 0.00 0.00 0.30 Col-3 2 0.03 0.05 0.53 0.53 Col-3 3 0.03 0.05 0.53 0.53 Col-3 4 0.03 0.05 0.53 0.53 Col-3 5 0.03 0.05 0.53 0.53 Col-3 6 0.03 0.05 0.53 0.53 Col-3 7 0.09 0.00 0.00 a.09 Col-3 8 0.09 0.00 0.00 0.09 Col-3 9 0.28 0.00 0.00 0.28 Col-3 10 0.72 0.00 0.00 0.72 Col-3 11 0.28 0.00 0.00 0.28 Col-4 1 0.28 0.00 0.00 0.28 Col-4 2 0.02 0.06 0.46 0.46 Col-4 3 0.02 0.06 0.46 0.46 Col-4 4 0.02 0.06 0.46 0.46 Col-4 5 0.02 0.06 0.46 0.46 Col-4 6 0.02 0.06 0.46 0.46 Col-4 7 0.08 0.00 0.00 0.08 Col-4 8 0.08 0.00 0.00 0.08 Col-4 9 0.26 0.00 0.00 0.26 - 24 - Col-4 10 0.26 0.00 0.00 0.26 Col-4 11 0.68 0.00 0.00 0.68 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-2 1 0.00 1.90 0.00 6.50 0.00 Col-2 2 0.24 1.90 1.83 0.74 0.00 Col-2 3 0.24 1.90 1.83 0.74 0.00 Col-2 4 -0.24 1.90 -1.83 0.74 0.00 Col-2 5 0.24 1.90 1.83 0.74 0.00 Col-2 6 0.24 1.90 1.83 0.74 0.00 Col-2 7 0.00 1.90 0.00 2.50 0.00 Col-2 8 0.00 1.90 0.00 2.50 0.00 Col-2 9 0.00 1.90 0.00 15.58 0.00 Col-2 10 0.00 1.90 0.00 6.02 0.00 Col-2 11 0.00 1.90 0.00 6.02 0.00 Col-3 1 0.00 2.05 0.00 5.99 0.00 Col-3 2 0.29 2.05 1.81 0.73 0.00 Col-3 3 0.29 2.05 1.81 0.73 0.00 Col-3 4 -0.29 2.05 -1.81 0.73 0.00 Col-3 5 0.29 2.05 1.81 0.73 0.00 Col-3 6 0.29 2.05 1.81 0.73 0.00 Col-3 7 0.00 2.05 0.00 2.39 0.00 Col-3 8 0.00 2.05 0.00 2.39 0.00 Col-3 9 0.00 2.05 0.00 5.56 0.00 Col-3 10 0.00 2.05 0.00 14.16 0.00 Col-3 11 0.00 2.05 0.00 5.56 0.00 Col-4 1 0.00 1.90 0.00 6.50 0.00 Col-4 2 0.24 1.90 1.83 0.74 0.00 Col-4 3 0.24 1.90 1.83 0.74 0.00 Col-4 4 -0.24 1.90 -1.83 0.74 0.00 Col-4 5 0.24 1.90 1.83 0.74 0.00 Col-4 6 0.24 1.90 1.83 0.74 0.00 Col-4 7 0.00 1.90 0.00 2.50 0.00 Col-4 8 0.00 1.90 0.00 2.50 0.00 Col-4 9 0.00 1.90 0.00 6.02 0.00 Col-4 10 0.00 1.90 0.00 6.02 0.00 Col-4 11 0.00 1.90 0.00 15.58 0.00 21001 Purlin Design Report 6/ 5/02 10:57am ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 8.00) PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight .-- ---- -------- ----- ----- ----- ----- --- ----- --- ------ 1 8Z16 1.17 5.00 2 0 3.2 6.3 1 2 8Z16 19.17 2.33 5.00 2 0 58.1 116.2 2 3 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 3 4 8Z16 19.67 2.33 2.33 5.00 2 0 65.8 131.6 4 5 8Z16 19.67 2.33 5.00 2 0 59.5 118.9 6 8Z16 0.33 5.00 2 0 0.9 1.8 Total(lb)= 508.2 Purlin DL= 0.64 (psf ) LOAD COMBINATION # 1 : DL+CO+LL - 25 - i ----------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) - -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- - -- -- -- ----- ---- 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.82 -1.02 -1.27 0.07 -3.00 7.51 1.75 4.42 3 1.16 0.90 -0.77 -1.03 4.42 2.02 -1.70 10.59 1.04 3.14 4 1.01 0.75 -0.89 -1.14 3.14 1.09 -1.48 9.20 2.13 4.50 5 1.30 1.05 -0.85 4.50 1.75 -3.27 11.92 0.01 6 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- ---- --- ---- ------ ------ 1 RS -0.13 2.10 0.06 RS 0.07 4.24 0.02 RS 0.00 0.17 2 RL -1.02 2.10 0.48 MS 3.00 4.24 0.71 RL 0.40 -0.76 3 LL 0.90 2.10 0.43 LS 2.21 4.24 0'.52 LL 0.41 -0.33 4 RL -0.89 2.10 0.42 RS 2.25 4.24 0.53 RL 0.43 -0.24 5 LL 1.05 2.10 0.50 MS 3.27 4.24 0.77 LL 0.42 -0.89 6 LS 0.04 2.10 0.02 LS 0.01 4.24 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- -- ..._ 2 0.47 0.31 3 0.47 0.34 0.31 0.22 4 0.34 0.48 0.22 0.32 5 0.48 0.32 LOAD COMBINATION # 2 : DL+WS ----------- ---------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) ------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- --- ----- ----- ---- --- - --- 1 0.00 0.07 0.00 0.00 0.00 -0.04 2 -0.42 0.53 0.66 -0.04 1.55 7.51 -0.90 -2.29 3 -0.60 -0.47 0.40 0.53 -2.29 -1.05 0.88 10.59 -0.54 -1.63 4 -0.52 -0.39 0.46 0.59 -1.63 -0.57 0.77 9.20 -1.10 -2.33 5 -0.67 -0.54 0.44 -2.33 -0.91 1.69 11.92 0.00 6 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- -------- ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.07 2.81 0.02 RS 0.04 5.65 0.01 RS 0.00 -0.07 2 RL 0.53 2.81 0.19 MS 1.55 3.95 0.39 RL 0.06 0.30 3 LL -0.47 2.81 0.17 MS 0.88 4.01 0.22 LL 0.06 0.13 4 RL 0.46 2.81 0.16 RS 1.16 5.65 0.21 RL 0.06 0.09 5 LL -0.54 2.81 0.19 MS 1.69 3.95 0.43 LL 0.06 0.35 6 LS -0.02 2.81 0.01 LS 0.00 5.65 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right - 26 - 2 0.25 0.12 3 0.25 0.17 0.12 0.09 4 0.17 0.25 0.09 0.12 5 0.25 0.12 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.16 2 -0.69 1.53 0.45 3 -0.30 1.60 0.19 4 -0.22 1.57 0.14 5 -0.81 1.57 0.51 6 0.05 LOAD COMBINATION # 2 : WS ----------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.08 2 0.37 1.92 0.19 3 0.16 2.00 0.08 4 0.12 1.97 0.06 5 0.43 1.97 0.22 6 -0.03 21001 Purlin Design Report 6/ 5/02 10:57am ------------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ------ ------ ------ 1 8Z16 1.17 5.00 6 0 3.2 18.9 1 2 8Z16 19.17 2.33 5.00 6 0 58.1 348.7 2 3 8Z16 20.00 2.33 2.33 5.00 6 0 66.7 400.1 3 4 8Z16 19.67 2.33 2.33 5.00 6 0 65.8 394.7 4 5 8Z16 19.67 2.33 5.00 6 0 59.5 356.8 6 8Z16 0.33 5.00 6 0 0.9 5.4 Total(lb)= 1524.7 Purlin DL= 0.64 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.82 -1.02 -1.27 0.07 -3.00 7.51 1.75 4.42 3 1.16 0.90 -0.77 -1.03 4.42 2.02 -1.70 10.59 1.04 3.14 - 27 - 4 1.01 0.75 -0.89 -1.14 3.14 1.09 -1.48 9.20 2.13 4.50 5 1.30 1.05 -0.85 4.50 1.75 -3.27 11.92 0.01 6 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.10 0.06 RS 0.07 4.24 0.02 RS 0.00 0.17 2 RL -1.02 2.10 0.48 MS 3.00 4.24 0.71 RL 0.40 -0.76 3 LL 0.90 2.10 0.43 LS 2.21 4.24 0.52 LL 0.41 -0.33 4 RL -0.89 2.10 0.42 RS 2.25 4.24 0.53 RL 0.43 -0.24 5 LL 1.05 2.10 0.50 MS 3.27 4.24 0.77 LL 0.42 -0.89 6 LS 0.04 2.10 0.02 LS 0.01 4.24 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.47 0.31 3 0.47 0.34 0.31 0.22 4 0.34 0.48 0.22 0.32 5 0.48 0.32 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ------ ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.03 2 -0.41 0.44 0.54 -0.03 1.39 8.18 -0.75 -1.90 3 -0.48 -0.37 0.31 0.41 -1.90 -0.91 0.67 10.75 -0.39 -1.23 4 -0.40 -0.30 0.37 0.47 -1.23 -0.41 0.59 9.03 -0.95 -1.93 5 -0.56 -0.45 0.42 -1.93 -0.76 1.50 11.24 0.00 6 -0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.05 2.81 0.02 RS 0.03 5.65 0.01 RS 0.00 -0.06 2 RL 0.44 2.81 0.16 MS 1.39 3.95 0.35 RL 0.04 0.26 3 LL -0.37 2.81 0.13 LS 0.95 5.65 0.17 LL 0.04 0.08 4 RL 0.37 2.81 0.13 RS 0.97 5.65 0.17 RL 0.05 0.06 5 LL -0.45 2.81 0.16 MS 1.50 3.95 0.38 LL 0.04 0.30 6 LS -0.01 2.81 0.01 LS 0.00 5.65 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- - ----- 2 0.20 0.10 3 0.20 0.13 0.10 0.06 4 0.13 0.21 0.06 0.10 5 0.21 0.10 DEFLECTION: ------------------------------- LOAD COMBINATION # 1 : LL - 28 - ----------- ---------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- 1 0.16 2 -0.69 1.53 0.45 3 -0.30 1.60 0.19 4 -0.22 1.57 0.14 5 -0.81 1.57 0.51 6 0.05 LOAD COMBINATION # 2 : WS ---------------------------------- ---------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- 1 -0.08 2 0.33 1.92 0.17 3 0.11 2.00 0.06 4 0.08 1.97 0.04 5 0.38 1.97 0.19 6 -0.02 21001 Purlin Design Re----port 6/ 5/02 10:57am ----------------------------- ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 --------- ----------------- --- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 1 8Z16 1.17 5.00 6 0 3.2 18.9 1 2 8Z16 19.17 2.33 5.00 6 0 58.1 348.7 2 3 8Z16 20.00 2.33 2.33 5.00 6 0 66.7 400.1 3 4 8Z16 19.67 2.33 2.33 5.00 6 0 65.8 394.7 4 5 8Z16 19.67 2.33 5.00 6 0 59.5 356.8 6 8Z16 0.33 5.00 6 0 0.9 5.4 Total(lb)= 1524.7 ) LOAD COMBINATION # 1 DL+CO+LL Purlin DL= 0.64 (psf ------------------------------------------------ -- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.82 -1.02 -1.27 0.07 -3.00 7.51 1.75 4.42 3 1.16 0.90 -0.77 -1.03 4.42 2.02 -1.70 10.59 1.04 3.14 4 1.01 0.75 -0.89 -1.14 3.14 1.09 -1.48 9.20 2.13 4.50 5 1.30 1.05 -0.85 4.50 1.75 -3.27 11.92 0.01 6 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.10 0.06 RS 0.07 4.24 0.02 RS 0.00 0.17 2 RL -1.02 2.10 0.48 MS 3.00 4.24 0.71 RL 0.40 -0.76 - 29 - 3 LL 0.90 2.10 0.43 LS 2.21 4.24 0.52 LL 0.41 -0.33 4 RL -0.89 2.10 0.42 RS 2.25 4.24 0.53 RL 0.43 -0.24 5 LL 1.05 2.10 0.50 MS 3.27 4.24 0.77 LL 0.42 -0.89 6 LS 0.04 2.10 0.02 LS 0.01 4.24 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.47 0.31 3 0.47 0.34 0.31 0.22 4 0.34 0.48 0.22 0.32 5 0.48 0.32 LOAD COMBINATION # 2 : DL+WS --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- - ----- ----- ----- ----- -.. ..-- ----- ----- ----- ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.03 2 -0.41 0.44 0.54 -0.03 1.39 8.18 -0.75 -1.90 3 -0.48 -0.37 0.31 0.41 -1.90 -0.91 0.67 10.75 -0.39 -1.23 4 -0.40 -0.30 0.37 0.47 -1.23 -0.41 0.59 9.03 -0.95 -1.93 5 -0.56 -0.45 0.42 -1.93 -0.76 1.50 11.24 0.00 6 -0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow -- ------- ----- ---- --- ---- ------ ------ 1 RS 0.05 2.81 0.02 RS 0.03 5.65 0.01 RS 0.00 -0.06 2 RL 0.44 2.81 0.16 MS 1.39 3.95 0.35 RL 0.04 0.26 3 LL -0.37 2.81 0.13 LS 0.95 5.65 0.17 LL 0.04 0.08 4 RL 0.37 2.81 0.13 RS 0.97 5.65 0.17 RL 0.05 0.06 5 LL -0.45 2.81 0.16 MS 1.50 3.95 0.38 LL 0.04 0.30 6 LS -0.01 2.81 0.01 LS 0.00 5.65 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.20 0.10 3 0.20 0.13 0.10 0.06 4 0.13 0.21 0.06 0.10 5 0.21 0.10 DEFLECTION: ------------------------------- LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.16 2 -0.69 1.53 0.45 3 -0.30 1.60 0.19 4 -0.22 1.57 0.14 5 -0.81 1.57 0.51 6 0.05 LOAD COMBINATION # 2 : WS - 30 - - --- - - - ----- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.08 2 0.33 1.92 0.17 3 0.11 2.00 0.06 4 0.08 1.97 0.04 5 0.38 1.97 0.19 6 -0.02 21001 Purlin Design Report 6/ 5/02 10:57am ----------------------------- ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 8.00) ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ----- ------ - 1 8Z16 1.17 5.00 2 0 3.2 6.3 1 2 8Z16 19.17 2.33 5.00 2 0 58.1 116.2 2 3 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 3 4 8Z16 19.67 2.33 2.33 5.00 2 0 65.8 131.6 4 5 8Z16 19.67 2.33 5.00 2 0 59.5 118.9 6 8Z16 0.33 5.00 2 0 0.9 1.8 Total(lb)= 508.2 ) LOAD COMBINATION # 1 : DL+CO+LL Purlin DL= 0.64 (psf ---------------------------------- --------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.82 -1.02 -1.27 0.07 -3.00 7.51 1.75 4.42 3 1.16 0.90 -0.77 -1.03 4.42 2.02 -1.70 10.59 1.04 3.14 4 1.01 0.75 -0.89 -1.14 3.14 1.09 -1.48 9.20 2.13 4.50 5 1.30 1.05 -0.85 4.50 1.75 -3.27 11.92 0.01 6 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.10 0.06 RS 0.07 4.24 0.02 RS 0.00 0.17 2 RL -1.02 2.10 0.48 MS 3.00 4.24 0.71 RL 0.40 -0.76 3 LL 0.90 2.10 0.43 LS 2.21 4.24 0.52 LL 0.41 -0.33 4 RL -0.89 2.10 0.42 RS 2.25 4.24 0.53 RL 0.43 -0.24 5 LL 1.05 2.10 0.50 MS 3.27 4.24 0.77 LL 0.42 -0.89 6 LS 0.04 2.10 0.02 LS 0.01 4.24 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right - 31 - 2 0.47 0.31 3 0.47 0.34 0.31 0.22 4 0.34 0.48 0.22 0.32 5 0.48 0.32 LOAD COMBINATION # 2 : DL+WS ---------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.07 0.00 0.00 0.00 -0.04 2 -0.42 0.53 0.66 -0.04 1.55 7.51 -0.90 -2.29 3 -0.60 -0.47 0.40 0.53 -2.29 -1.05 0.88 10.59 -0.54 -1.63 4 -0.52 -0.39 0.46 0.59 -1.63 -0.57 0.77 9.20 -1.10 -2.33 5 -0.67 -0.54 0.44 -2.33 -0.91 1.69 11.92 0.00 6 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 2.81 0.02 RS 0.04 5.65 0.01 RS 0.00 -0.07 2 RL 0.53 2.81 0.19 MS 1.55 3.95 0.39 RL 0.06 0.30 3 LL -0.47 2.81 0.17 MS 0.88 4.01 0.22 LL 0.06 0.13 4 RL 0.46 2.81 0.16 RS 1.16 5.65 0.21 RL 0.06 0.09 5 LL -0.54 2.81 0.19 MS 1.69 3.95 0.43 LL 0.06 0.35 6 LS -0.02 2.81 0.01 LS 0.00 5.65 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.25 0.12 3 0.25 0.17 0.12 0.09 4 0.17 0.25 0.09 0.12 5 0.25 0.12 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.16 2 -0.69 1.53 0.45 3 -0.30 1.60 0.19 4 -0.22 1.57 0.14 5 -0.81 1.57 0.51 6 0.05 LOAD COMBINATION # 2 : WS ---------------------------- ------------ ----------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.08 2 0.37 1.92 0.19 3 0.16 2.00 0.08 4 0.12 1.97 0.06 5 0.43 1.97 0.22 6 -0.03 - 32 - 21001 Purlin Design Report 6/ 5/02 10:57am ----------------------------- TOP PURLIN EXTENSION ID # 1, WALL # 4 (Canopy Width= 6.00) ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 4 1 8Z14 19.17 3.00 2 0 66.4 132.7 2 8Z14 1.17 3.00 2 0 4.0 8.1 Total(lb)= 140.8 Purlin DL= 1.15 (psf ) LOAD COMBINATION # 1 : DL+LL --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- - ----- ----- ---- ----- 1 1.19 -1.20 0.00 -5.70 9.55 0.09 2 0.15 0.00 0.09 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -1.20 4.44 0.27 MS 5.70 6.36 0.90 RS 0.07 -1.37 2 LS 0.15 4.44 0.03 LS 0.09 6.36 0.01 LS 0.00 0.26 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- -- -- ----- ----- ------ ----- ----- ---- - ----- ----- 1 -0.82 0.83 0.00 3.91 9.55 -0.06 2 -0.10 0.00 -0.06 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.83 5.92 0.14 MS 3.91 4.24 0.92 RS 0.02 0.69 2 LS -0.10 5.92 0.02 LS 0.06 8.48 0.01 LS 0.00 -0.13 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - 33 - 1 -1.30 2.56 0.51 2 0.25 LOAD COMBINATION # 2 : WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- 1 0.75 2.56 0.29 2 -0.15 21001 Extension Eave Strut Design Report 6/ 5/02 10:57am -------------------------------- EAVE STRUT EXTENSION ID # 1, WALL # 4 (Canopy Width= 6.00) ----------------------------- EAVE STRUT LAYOUT: Bay Span Eave Span Space Id Id Size (ft) (ft) Weight 4 1 8C16 19.17 1.50 53.7 2 8C16 1.17 1.50 3.3 Total(lb)= 56.9 STRESS/DEFLECTION: Span Load ----Shear(k )--- --Moment( f-k -- ---Deflect(in) -- Id Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ---- ----- ------ ---- ----- ----- ---- ----- ----- ---- 1 1 -0.60 2.10 0.29 2.85 4.41 0.65 -0.86 999 0.00 2 0.41 2.81 0.15 1.96 2.35 0.83 0.43 999 0.00 2 1 0.07 2.10 0.03 0.04 4.41 0.01 0.17 2 -0.05 2.81 0.02 0.03 5.88 0.00 -0.08 21001 Roof Panel Report 6 5/02 10.57am ROOF PANEL DATA: Panel: Type = SR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio ---- ------ ----- ------ ----- ------ ----- ----- ----- ----- ----- ----- 2 5.000 D+L 58.5 120.9 0.48 -42.1 84.4 0.50 -0.09 1.000 0.09 D+WP 5.3 161.2 0.03 -3.8 112.5 0.03 0.00 1.000 0.00 D+WS -32.7 112.5 0.29 23.5 161.2 0.15 0.06 1.000 0.06 3 5.000 D+L 58.5 120.9 0.48 -42.1 84.4 0.50 -0.09 1.000 0.09 D+WP 5.3 161.2 0.03 -3.8 112.5 0.03 0.00 1.000 0.00 D+WS -32.7 112.5 0.29 23.5 161.2 0.15 0.06 1.000 0.06 - - -------------------------------------------------------- 21001 Extension Panel Report 6/ 5/02 10:57am - 34 - EXTENSION PANEL DATA: Ext Id Part Type Gage Yield 1R 26 SR SR 26.00 80.0 -------- Moment (ft-lb/ft)---------- Ext Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 1R 3.000 D+L 0.0 120.9 0.00 -46.9 84.4 0.56 -0.04 0.600 0.07 D+WP 0.0 161.2 0.00 -2.2 112.5 0.02 0.00 0.600 0.00 D+WS 0.0 161.2 0.00 32.2 161.2 0.20 0.03 0.600 0.06 R - Roof Panel 21001 Roof Diagonal Bracing Report 61 5 02 10:57am Panel Shear (Allow) = 0.0 Panel Shear (Calc ) = 70.8 Bay Brace_Loc. ------Diag_Brace----- Diag_Force(k ) Brace Tension(k ) Id Start End Type Size Part Wind Seismic Calc Allow --- ------- ------- ---- ----- -------- ----- ------- ------ ------ 2 0.00 22.00 C 0.438 0.44 CBL 6.17 8.44 8.44 10.40 22.00 40.00 C 0.250 0.25 CBL 1.80 2.38 2.38 3.33 40.00 58.00 C 0.250 0.25 CBL 1.80 2.38 2.38 3.33 58.00 80.00 C 0.438 0.44 CBL 6.17 8.44 8.44 10.40 21001 Sidewall Diagonal Bracing Report 6 5 02 10:57am PANEL SHEAR: Wall Id Calc Allow 2 108.8 135.0 4 114.4 135.0 21001 Extension Diagonal Bracing Report 6/ 5/02 10:57am PANEL SHEAR Ext --Panel--Shear Id Calc Allow --- ------ ------ 1 0.00 0.00 WIND BRACING: Ext Wall Bay ------Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Id Id Type Size Part Wind Seismic Calc Allow 21001 Wind Column Design Report 6 5 02 10.57am DESIGN FOR WIND COLUMN #: 1 --------------------------- Wall 2 Bay: 2 Side: R Column Height : 16.33 Deflect. Limit: 60.0 Yield Stress 36.0 Design Load Wind = 5.59, Seismic= 3.96 Design Moment Column = 74.47, Base = 91.23 - 35 - MEMBER SELECTED: Column W10X30 Weight= 646.6 Flange Size 0.625 x 6.00 Web Thickness 0.313 Base Plate Size(TxWxL) 0.625 x 6.00 x 31.00 Bolts : 4 - 1.250 UNBRACED LENGTH: Column Minor= 13.33 Cb=1.00 STRESS, DEFLECTION, REACTIONS: ------Moment-------- -----Deflection----- ---Reactions-- Member Calc Allow UC Calc Allow UC Horiz Vert ------ ------ ------ ---- ------ ------ ---- ------- ------ Column 27.58 28.29 0.97 1.57 3.27 0.48 5.59 40.55 DESIGN FOR WIND COLUMN #: 2 --------------------------- Wall 4 Bay: 3 Side: L Bay: 3 Side: R Column Height 16.33 Deflect. Limit: 60.0 Yield Stress 36.0 Design Load Wind = 2.79, Seismic= 2.00 Design Moment Column = 37.24, Base = 45.61 MEMBER SELECTED: Column WBX21 Weight= 432.5 Flange Size 0.500 x 6.00 Web Thickness 0.250 Base Plate Size(TxWxL) 0.500 x 6.00 x 31.00 Bolts : 4 - 0.875 UN3RACED LENGTH: Column Minor= 13.33 Cb=1.00 STRESS, DEFLECTION, REACTIONS: ------Moment-------- -----Deflection----- ---Reactions-- Member Calc Allow UC Calc Allow UC Horiz Vert ------- ------ ------ ---- ------ ------ ---- ------ ------- Column 24.55 25.45 0.96 1.77 3.27 0.54 2.79 20.27 21001 Braced Purlin Report 61 5 02 10:57am Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k ) -- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ---- -------- --- ----- ----- ---- ----- ----- ---- ------- 2 2 22.0 8Z16 1 1.03 8.84 0.12 0.77 3.95 0.19 0.29 2 1.03 8.84 0.12 0.59 5.65 0.11 0.17 3 0.52 8.84 0.06 2.48 5.65 0.44 0.32 4 0.59 8.84 0.07 0.27 5.65 0.05 0.10 2 3 22.0 8Z16 1 1.83 8.84 0.21 0.44 4.01 0.11 0.31 2 1.83 8.84 0.21 0.44 5.65 0.08 0.27 3 0.92 8.8.4 0.10 1.83 5.65 0.32 0.37 4 2.80 8.84 0.32 0.18 5.08 0.04 0.35 2 4 22.0 8Z16 1 1.03 8.84 0.12 0.58 5.65 0.10 0.19 2 1.03 8.84 0.12 0.44 5.65 0.08 0.18 3 0.52 8.84 0.06 1.86 5.65 0.33 0.33 4 1.16 8.84 0.13 0.19 5.11 0.04 0.16 2 5 22.0 8Z16 1 1.03 8.84 0.12 0.84 3.95 0.21 0.30 2 1.03 8.84 0.12 0.65 5.65 0.11 0.17 3 0.52 8.84 0.06 2.70 5.65 0.48 0.32 4 0.58 8.84 0.07 0.30 5.65 0.05 0.10 2 2 40.0 BZ16 1 0.49 8.84 0.06 0.54 3.95 0.14 0.17 2 0.49 8.84 0.06 0.42 5.65 0.07 0.09 3 0.25 8.84 0.03 1.74 5.65 0.31 0.21 4 0.27 8.84 0.03 0.19 5.65 0.03 0.05 2 3 40.0 8Z16 1 0-49 8.84 0.06 0.30 4.01 0.08 0.12 - 36 - 2 0.49 8.84 0.06 0.31 5.65 0.05 0.10 3 0.25 8.84 0.03 1.28 5.65 0.23 0.21 4 0.79 8.84 0.09 0.13 5.08 0.03 0.11 2 4 40.0 8Z16 1 0.49 8.84 0.06 0.40 5.65 0.07 0.11 2 0.49 8.84 0.06 0.31 5.65 0.06 0.10 3 0.25 8.84 0.03 1.30 5.65 0.23 0.22 4 0.53 8.84 0.06 0.14 5.11 0.03 0.08 2 5 40.0 8Z16 1 0.49 8.84 0.06 0.59 3.95 0.15 0.18 2 0.49 8.84 0.06 0.45 5.65 0.08 0.09 3 0.25 8.84 0.03 1.89 5.65 0.33 0.22 4 0.27 8.84 0.03 0.21 5.65 0.04 0.05 Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k ) -- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 3 2 40.0 8Z16 1 0.49 8.84 0.06 0.54 3.95 0.14 0.17 2 0.49 8.84 0.06 0.42 5.65 0.07 0.09 3 0.25 8.84 0.03 1.74 5.65 0.31 0.21 4 0.27 8.84 0.03 0.19 5.65 0.03 0.05 3 3 40.0 8Z16 1 0.49 8.84 0.06 0.30 4.01 0.08 0.12 2 0.49 8.84 0.06 0.31 5.65 0.05 0.10 3 0.25 8.84 0.03 1.28 5.65 0.23 0.21 4 0.79 8.84 0.09 0.13 5.08 0.03 0.11 3 4 40.0 8Z16 1 0.49 8.84 0.06 0.40 5.65 0.07 0.11 2 0.49 8.84 0.06 0.31 5.65 0.06 0.10 3 0.25 8.84 0.03 1.30 5.65 0.23 0.22 4 0.53 8.84 0.06 0.14 5.11 0.03 0.08 3 5 40.0 8Z16 1 0.49 8.84 0.06 0.59 3.95 0.15 0.18 2 0.49 8.84 0.06 0.45 5.65 0.08 0.09 3 0.25 8.84 0.03 1.89 5.65 0.33 0.22 4 0.27 8.84 0.03 0.21 5.65 0.04 0.05 3 2 58.0 8Z16 1 1.03 8.84 0.12 0.77 3.95 0.19 0.29 2 1.03 8.84 0.12 0.59 5.65 0.11 0.17 3 0.52 8.84 0.06 2.48 5.65 0.44 0.32 4 0.59 8.84 0.07 0.27 5.65 0.05 0.10 3 3 58.0 8Z16 1 1.83 8.84 0.21 0.44 4.01 0.11 0.31 2 1.83 8.84 0.21 0.44 5.65 0.08 0.27 3 0.92 8.84 0.10 1.83 5.65 0.32 0.37 4 2.80 8.84 0.32 0.18 5.08 0.04 0.35 3 4 58.0 8Z16 1 1.03 8.84 0.12 0.58 5.65 0.10 0.19 2 1.03 8.84 0.12 0.44 5.65 0.08 0.18 3 0.52 8.84 0.06 1.86 5.65 0.33 0.33 4 1.16 8.84 0.13 0.19 5.11 0.04 0.16 3 5 58.0 8Z16 1 1.03 8.84 0.12 0.84 3.95 0.21 0.30 2 1.03 8.84 0.12 0.65 5.65 0.11 0.17 3 0.52 8.84 0.06 2.70 5.65 0.48 0.32 4 0.58 8.84 0.07 0.30 5.65 0.05 0.10 21001 Eave Strut Report 6/ 5/02 10 57am Wall Bay Eave Axial Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- --- -------- ------ ------ ----- ----- 2 1 8ES14 0.88 0.77 17.76 0.05 2 2 8ES14 5.03 7.93 17.76 0,45 2 3 8ES14 0.88 1.51 17.76 0.08 2 4 8ES14 0.88 0.76 17.76 0.05 4 4 8ES14 2.23 4.40 17.76 0.25 4 3 8ES14 5.03 8.01 17.76 0.45 4 2 8ES14 2.23 3.62 17.76 0.20 4 1 8ES14 2.23 4.40 17.76 0.25 21001 Strut Bolt Report 6/ 5/02 10.57am EAVE STRUTS: - 37 - Wall Frm Line ----Bolt_Selected----- ---Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio -- -- ---- -- ----- ----- ---- ----- ----- ----- 2 1 RF 2 A307 0.500 0 0.88 5.22 0.17 2 2 RF 2 A307 0.500 0 0.88 5.22 0.17 2 2 RF 4 A307 0.500 0 ** 7.93 10.44 0.76 2 3 RF 4 A307 0.500 0 ** 7.93 10.44 0.76 2 3 RF 2 A307 0.500 0 1.51 5.22 0.29 2 4 RF 2 A307 0.500 0 1.51 5.22 0.29 2 5 RF 2 A307 0.500 0 0.88 5.22 0.17 4 1 RF 2 A307 0.500 0 4.40 5.22 0.84 4 2 RF 2 A307 0.500 0 4.40 5.22 0.84 4 2 RF 4 A307 0.500 0 ** 8.01 10.44 0.77 4 3 RF 4 A307 0.500 0 ** 8.01 10.44 0.77 4 3 RF 2 A307 0.500 0 3.62 5.22 0.69 4 4 RF 2 A307 0.500 0 4.40 5.22 0.84 4 5 RF 2 A307 0.500 0 4.40 5.22 0.84 PURLINS: Surf Frm_Line Brace ----Bolt-Selected----- Load ---Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio ----- ---- - - ----- ----- ----- 2 1 RF 22.00 2 A307 0.500 0 1 1.03 4.07 0.25 2 2 RF 22.00 2 A307 0.500 0 4 2.80 4.07 0.69 2 3 RF 22.00 2 A307 0.500 0 1 2.49 4.07 0.61 2 4 RF 22.00 2 A307 0.500 0 1 1.03 4.07 0.25 2 5 RF 22.00 2 A307 0.500 0 1 1.03 4.07 0.25 2 1 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 2 2 RF 40.00 2 A307 0.500 0 1 0.80 4.07 0.20 2 3 RF 40.00 2 A307 0.500 0 1 0.80 4.07 0.20 2 4 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 2 5 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 3 1 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 3 2 RF 40.00 2 A307 0.500 0 1 0.80 4.07 0.20 3 3 RF 40.00 2 A307 0.500 0 1 0.80 4.07 0.20 3 4 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 3 5 RF 40.00 2 A307 0.500 0 1 0.49 4.07 0.12 3 1 RF 58.00 2 A307 0.500 0 1 1.03 4.07 0.25 3 2 RF 58.00 2 A307 0.500 0 4 2.80 4.07 0.69 3 3 RF 58.00 2 A307 0.500 0 1 2.49 4.07 0.61 3 4 RF 58.00 2 A307 0.500 0 1 1.03 4.07 0.25 3 5 RF 58.00 2 A307 0.500 0 1 1.03 4.07 0.25 **NOTE : Not standard bolt connection ------------------------------------------ Rigid Frame ® Frame Line 1 21001 Base Plate and Anchor Bolt Design 6/ 5/02 10:57am Bolt Type = A307 Weak Column-Base Max_Reactions(k ) Axis ---Plate_Size(in)--- ---Bolts(in)--- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage - - ---- --- -- - ----- ----- ----- ------ ----- --------- ---- Left P 8.8 -1.3 -6.2 0.0 6.0 10.50 0.500 2 0.750 3.00 Right P 8.8 -1.3 6.2 0.0 6.0 10.50 0.500 2 0.750 3.00 21001 Bolted-End-Plate Design 6 5 02 10:57am Bolt Type = A325 Splice Member -Splice(in) -- Tens Load(k ,f-k ) ------Bolt(in)------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- -- -- -- --- ---- --- ----- ----- ----- 1 VEE 1- 2 5.0 0.500 Top: 1 8 90 2 0.750 3.00 3.00 - 38 - Bot: 8 -1 22 2 0.750 3.00 3.00 2 -EE 3- 4 5.0 0.500 Top: 9 0 6 2 0.750 3.00 3.00 Bot. 1 0 38 2 0.750 3.00 3.00 3 VEE 5- 6 5.0 0.500 Top: 1 -8 90 2 0.750 3.00 3.00 Bot: 9 1 22 2 0.750 3.00 3.00 WELDS: ------Top_Flange----- ----Bottom Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- --- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.250 F 3.18 3.71 0.125 F 0.77 1.86 0.125 F 0.17 1.86 1 R 0.250 F 3.18 3.71 0.125 F 0.77 1.86 0.125 F 0.17 1.86 2 L 0.125 F 0.37 1.86 0.188 F 2.50 2.78 0.125 F 0.01 1.86 2 R 0.125 F 0.37 1.86 0.188 F 2.50 2.78 0.125 F 0.01 1.86 3 L 0.250 F 3.18 3.71 0.125 F 0.77 1.86 0.125 F 0.17 1.86 3 R 0.250 F 3.18 3.71 0.125 F 0.77 1.86 0.125 F 0.17 1.86 21001 Stiffener Report 6 5 02 10:57am Stiff -Plate_Size- Web Load -----Force(k )---- Location No. Width Thick Length Id Calc Allow UC Left Col 1 3.00 0.250 24.00 1 55.6 56.9 0.98 Right Col 1 3.00 0.250 24.00 1 55.6 56.9 0.98 21001 Stress Check Unbraced Lengths 6 5 02 10:57am Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 23.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 23.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 23.29 1.50 Top 4.00 1.20 1.16 1.35 1.21 1.19 1.44 1.17 1.16 1.35 1.21 1.19 1.44 1.17 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 23.29 1.50 Top 4.00 1.14 1.10 1.26 1.15 1.13 1.31 1.11 1.10 1.26 1.15 1.13 1.31 1.11 1.14 1.14 1.14 1.14 1.14 1.14 Bot 4.19 1.14 1.10 1.27 1.15 1.14 1.32 1.12 1.10 1.27 1.15 1.14 1.32 1.12 1.14 1.14 1.14 1.14 1.14 1.14 1 1 5 23.29 1.50 Top 0.19 1.01 1.00 1.01 1.01 1.01 1.01 1.00 1.00 1.01 1.01 1.01 1.01 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Bot 4.19 1.14 1.10 1.27 1.15 1.14 1.32 1.12 1.10 1.27 1.15 1.14 1.32 1.12 1.14 1.14 1.14 1.14 1.14 1.14 2 2 6 37.51 1.00 Top 1.67 1.06 1.05 1.15 1.07 1.06 1.13 1.05 1.05 1.15 1.07 1.06 1.13 1.05 1.15 1.05 1.02 1.02 1.07 1.05 - 39 - Bot 1.67 1.06 1.05 1.15 1.07 1.06 1.13 1.05 1.05 1.15 1.07 1.06 1.13 1.05 1.15 1.05 1.02 1.02 1.07 1.05 2 2 7 37.51 1.00 Top 5.00 1.23 1.16 1.73 1.25 1.22 1.59 1.16 1.16 1.73 1.25 1.22 1.59 1.16 1.77 1.16 1.07 1.07 1.28 1.19 Bot 10.00 1.50 1.34 2.30 1.54 1.47 2.30 1.35 1.34 2.30 1.54 1.47 2.30 1.35 2.30 1.34 1.15 1.15 1.61 1.41 2 2 8 37.51 1.00 Top 5.00 1.35 1.21 1.77 1.40 1.32 2.09 1.21 1.21 1.77 1.40 1.32 2.09 1.21 1.73 1.20 1.08 1.08 1.49 1.26 Bot 10.00 1.50 1.34 2.30 1.54 1.47 2.30 1.35 1.34 2.30 1.54 1.47 2.30 1.35 2.30 1.34 1.15 1.15 1.61 1.41 2 2 9 37.51 1.00 Top 5.00 1.35 1.21 1.77 1.40 1.32 2.09 1.21 1.21 1.77 1.40 1.32 2.09 1.21 1.73 1.20 1.08 1.08 1.49 1.26 Bot 10.00 1.50 1.34 2.30 1.54 1.47 2.30 1.35 1.34 2.30 1.54 1.47 2.30 1.35 2.30 1.34 1.15 1.15 1.61 1.41 3 3 10 37.51 1.00 Top 5.00 1.34 1.20 1.68 1.38 1.31 1.97 1.20 1.20 1.68 1.38 1.31 1.97 1.20 1.65 1.20 1.08 1.08 1.47 1.25 Bot 10.00 1.47 1.32 2.30 1.51 1.44 2.30 1.32 1.32 2.30 1.51 1.44 2.30 1.32 2.30 1.32 1.15 1.15 1.58 1.38 3 3 11 37.51 1.00 Top 5.00 1.85 1.31 1.26 2.18 1.67 1.30 1.31 1.31 1.26 2.18 1.67 1.30 1.31 1.25 1.30 1.10 1.10 2.30 1.47 Bot 10.00 2.30 1.67 1.35 2.30 2.30 1.40 1.69 1.67 1.35 2.30 2.30 1.40 1.69 1.34 1.66 1.22 1.22 2.18 2.08 3 3 12 37.51 1.00 Top 5.00 1.64 1.60 1.11 1.49 1.88 1.13 1.63 1.60 1.11 1.49 1.88 1.13 1.63 1.11 1.57 1.12 1.12 1.35 2.30 Bot 10.00 2.30 1.67 1.35 2.30 2.30 1.40 1.69 1.67 1.35 2.30 2.30 1.40 1.69 1.34 1.66 1.22 1.22 2.18 2.08 3 4 13 37.51 1.00 Top 5.00 1.64 1.60 1.11 1.49 1.88 1.13 1.63 1.60 1.11 1.49 1.88 1.13 1.63 1.11 1.57 1.12 1.12 1.35 2.30 Bot 10.00 2.30 1.67 1.35 2.30 2.30 1.40 1.69 1.67 1.35 2.30 2.30 1.40 1.69 1.34 1.66 1.22 1.22 2.18 2.08 3 4 14 37.51 1.00 Top 5.00 1.22 2.10 1.04 1.18 1.26 1.05 1.99 2.10 1.04 1.18 1.26 1.05 1.99 1.04 2.19 1.17 1.17 1.13 1.38 Bot 10.00 1.29 1.92 1.03 1.25 1.34 1.05 1.87 1.92 1.03 1.25 1.34 1.05 1.87 1.03 1.96 1.40 1.40 1.17 1.48 3 4 15 37.51 1.00 Top 5.00 1.09 1.29 1.01 1.07 1.10 1.00 1.27 1.29 1.01 1.07 1.10 1.00 1.27 1.01 1.30 1.27 1.27 1.04 1.16 Bot 10.00 1.29 1.92 1.03 1.25 1.34 1.05 1.87 1.92 1.03 1.25 1.34 1.05 1.87 1.03 1.96 1.40 1.40 1.17 1.48 3 4 16 37.51 1.00 Top 5.00 1.01 1.12 1.07 1.00 1.03 1.06 1.11 1.12 1.07 1.00 1.03 1.06 1.11 1.07 1.12 1.60 1.60 1.04 1.07 Bot 5.00 1.01 1.12 1.07 1.00 1.03 1.06 1.11 1.12 1.07 1.00 1.03 1.06 1.11 1.07 1.12 1.60 1.60 1.04 1.07 3 4 17 37.51 1.00 Top 0.84 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.01 1.00 1.02 1.01 1.02 1.01 1.69 1.69 1.01 1.01 Bot 0.84 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.01 1.00 1.02 1.01 1.02 1.01 1.69 1.69 1.01 1.01 - 40 - 4 5 18 37.51 1.00 Top 0.84 1.00 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.69 1.69 1.01 1.01 Bot 0.84 1.00 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.69 1.69 1.01 1.01 4 5 19 37.51 1.00 Top 5.00 1.01 1.07 1.12 1.03 1.00 1.11 1.06 1.07 1.12 1.03 1.00 1.11 1.06 1.12 1.07 1.60 1.60 1.07 1.04 Bot 5.00 1.01 1.07 1.12 1.03 1.00 1.11 1.06 1.07 1.12 1.03 1.00 1.11 1.06 1.12 1.07 1.60 1.60 1.07 1.04 4 5 20 37.51 1.00 Top 5.00 1.09 1.01 1.29 1.10 1.07 1.27 1.00 1.01 1.29 1.10 1.07 1.27 1.00 1.30 1.01 1.27 1.27 1.16 1.04 Bot 10.00 1.29 1.03 1.92 1.34 1.25 1.87 1.05 1.03 1.92 1.34 1.25 1.87 1.05 1.96 1.03 1.40 1.40 1.48 1.17 4 5 21 37.51 1.00 Top 5.00 1.22 1.04 2.10 1.26 1.18 1.99 1.05 1.04 2.10 1.26 1.18 1.99 1.05 2.19 1.04 1.17 1.17 1.38 1.13 Bot 10.00 1.29 1.03 1.92 1.34 1.25 1.87 1.05 1.03 1.92 1.34 1.25 1.87 1.05 1.96 1.03 1.40 1.40 1.48 1.17 4 5 22 37.51 1.00 Top 5.00 1.64 1.11 1.60 1.88 1.49 1.63 1.13 1.11 1.60 1.88 1.49 1.63 1.13 1.57 1.11 1.12 1.12 2.30 1.35 Bot 10.00 2.30 1.35 1.67 2.30 2.30 1.69 1.40 1.35 1.67 2.30 2.30 1.69 1.40 1.66 1.34 1.22 1.22 2.08 2.18 4 6 23 37.51 1.00 Top 5.00 1.64 1.11 1.60 1.88 1.49 1.63 1.13 1.11 1.60 1.88 1.49 1.63 1.13 1.57 1.11 1.12 1.12 2.30 1.35 Bot 10.00 2.30 1.35 1.67 2.30 2.30 1.69 1.40 1.35 1.67 2.30 2.30 1.69 1.40 1.66 1.34 1.22 1.22 2.08 2.18 4 6 24 37.51 1.00 Top 5.00 1.85 1.26 1.31 1.67 2.18 1.31 1.30 1.26 1.31 1.67 2.18 1.31 1.30 1.30 1.25 1.10 1.10 1.47 2.30 Bot 10.00 2.30 1.35 1.67 2.30 2.30 1.69 1.40 1.35 1.67 2.30 2.30 1.69 1.40 1.66 1.34 1.22 1.22 2.08 2.18 4 6 25 37.51 1.00 Top 5.00 1.85 1.26 1.31 1.67 2.18 1.31 1.30 1.26 1.31 1.67 2.18 1.31 1.30 1.30 1.25 1.10 1.10 1.47 2.30 Bot 10.00 2.30 1.35 1.67 2.30 2.30 1.69 1.40 1.35 1.67 2.30 2.30 1.69 1.40 1.66 1.34 1.22 1.22 2.08 2.18 5 7 26 37.51 1.00 Top 5.00 1.94 1.28 1.33 1.74 2.30 1.33 1.32 1.28 1.33 1.74 2.30 1.33 1.32 1.32 1.27 1.10 1.10 1.50 2.30 Bot 10.00 2.30 1.41 1.83 2.30 2.30 1.85 1.46 1.41 1.83 2.30 2.30 1.85 1.46 1.81 1.40 1.22 1.22 2.30 2.05 5 7 27 37.51 1.00 Top 5.00 1.35 1.77 1.21 1.32 1.40 1.21 2.09 1.77 1.21 1.3Z 1.40 1.21 2.09 1.20 1.73 1.08 1.08 1.26 1.49 Bot 10.00 1.50 2.30 1.34 1.47 1.54 1.35 2.30 2.30 1.34 1.47 1.54 1.35 2.30 1.34 2.30 1.15 1.15 1.41 1.61 5 7 28 37.51 1.00 Top 5.00 1.23 1.73 1.16 1.22 1.25 1.16 1.59 1.73 1.16 1.22 1.25 1.16 1.59 1.16 1.77 1.07 1.07 1.19 1.28 Bot 10.00 1.50 2.30 1.34 1.47 1.54 1.35 2.30 2.30 1.34 1.47 1.54 1.35 2.30 1.34 2.30 1.15 1.15 1.41 1.61 5 7 29 37.51 1.00 Top 1.67 1.06 1.15 1.05 1.06 1.07 1.05 1.13 1.15 1.05 1.06 1.07 1.05 1.13 1.05 1.15 1.02 1.02 1.05 1.07 Bot 1.67 1.06 1.15 1.05 1.06 1.07 1.05 1.13 1.15 - 41 - 1.05 1.06 1.07 1.05 1.13 1.05 1.15 1.02 1.02 1.05 1.07 6 8 30 23.29 1.50 Top 0.19 1.01 1.01 1.00 1.01 1.01 1.00 1.01 1.01 1.00 1.01 1.01 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1.01 Bot 4.19 1.14 1.27 1.10 1.14 1.15 1.12 1.32 1.27 1.10 1.14 1.15 1.12 1.32 1.14 1.14 1.14 1.14 1.14 1.14 6 8 31 23.29 1.50 Top 4.00 1.14 1.26 1.10 1.13 1.15 1.11 1.31 1.26 1.10 1.13 1.15 1.11 1.31 1.14 1.14 1.14 1.14 1.14 1.14 Bot 4.19 1.14 1.27 1.10 1.14 1.15 1.12 1.32 1.27 1.10 1.14 1.15 1.12 1.32 1.14 1.14 1.14 1.14 1.14 1.14 6 8 32 23.29 1.50 Top 4.00 1.20 1.35 1.16 1.19 1.21 1.17 1.44 1.35 1.16 1.19 1.21 1.17 1.4-4 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 33 23.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 34 23.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 21001 Flange Brace Report 6/ 5/02 10:57am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces ---- ----- ------------- 1 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.34 BrcUC: 0.25 ConUC: 0.23 2 5 Loc 1 3 5 7 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5xl/8 L1.5x1/8 L1.5xl/8 L1.5x1/8 Force: 0.35 0.17 0.17 0.26 0.27 BrcUC: 0.27 0.12 0_11 0.18 0.19 ConUC: 0.24 0.12 0.11 0.18 0.19 3 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.27 0.26 0.17 0.17 0.35 BrcUC: 0.19 0.18 0.11 0.12 0.27 ConUC: 0.19 0.18 0.11 0.12 0.24 4 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.34 BrcUC: 0.25 - 42 - ConUC: 0.23 21001 Weld Report: Web To Flange 6 5 02 10:57am ----Max Weld Shear----- -------Weld Provided------ MemberSegment Section Load Shear Size Shear No. Id Id Id Id Win ) (in) (k/in ) Type Side 1 1 1 1 0.49 0.125 1.86 F 1 2 2 9 1 0.26 0.125 1.86 F 1 3 3 10 1 0.27 0.125 1.86 F 1 3 4 13 1 0.16 0.125 1.86 F 1 4 5 22 1 0.16 0.125 1.86 F 1 4 6 25 1 0.27 0.125 1.86 F 1 5 7 26 1 0.26 0.125 1.86 F 1 6 8 34 1 0.49 0.125 1.86 F 1 21001 Special Segment Report 6 5 02 10:57am TOP OF LEFT COLUMN: ----- -------------------------- Reqd Initial Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) ---------------------------------------------------- 21001 Design Summary Report 6/ 5/02 10:57am MEMBERS: Id Idgl LennWid`StbtDeEndl WebteOTflgkleflgllss daLdU Ucv'Id LdUCUco'Id LdUCUci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 17.4 5.0 10.0 24.0 0.135 0.250 0.250 5 1 0.70 5 1 0.80 5 1 0.97 2 2 11.7 5.0 24.0 14.5 0.135 0.250 0.250 6 1 0.86 6 1 0.80 7 1 0.99 3 3 9.9 5.0 14.5 14.5 0.134 0.250 0.250 10 1 0.36 12 18 0.46 10 19 0.58 3 4 16.0 5.0 14.5 14.5 0.135 0.250 0.250 13 1 0.21 16 1 0.74 16 1 0.60 4 5 16.0 5.0 14.5 14.5 0.135 0.250 0.250 22 1 0.21 19 1 0.74 18 1 0.60 4 6 9.9 5.0 14.5 14.5 0.134 0.250 0.250 25 1 0.36 23 19 0.46 25 18 0.51 5 7 11.7 5.0 14.5 24.0 0.135 0.250 0.25029 1 0.86 29 1 0.80 28 1 0.99 6 8 17.4 5.0 24.0 10.0 0.135 0.250 0.250 30 1 0.70 30 1 0.80 30 1 0.97 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 ---------- ---- ---- ---- ---- ---- ---- Weight (lb) 292 202 392 392 202 292 Total Weight (lb) : Frame Members = 1772 43 - Interior Col. = 0 Conn. Plates = 113 Base Plates = 18 Trans Stiff = 0 1903 REACTIONS: (Sidewall Columns) Load ---------Left_Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- ------- ------ ------- ------- ------- 1 6.21 8.82 0.00 0.00 -6.21 8.82 0.00 0.00 2 -2.67 -1.71 0.00 0.00 0.07 -1.11 0.00 0.00 3 -0.07 -1.11 0.00 0.00 2.67 -1.71 0.00 0.00 4 4.35 7.12 0.00 0.00 -5.65 7.42 0.00 0.00 5 5.65 7.42 0.00 0.00 -4.35 7.12 0.00 0.00 6 -0.08 1.85 0.00 0.00 -2.52 2.45 0.00 0.00 7 2.52 2.45 0.00 0.00 0.08 1.85 0.00 0.00 8 -2.67 -1.71 0.00 0.00 0.07 -1.11 0.00 0.00 9 -0.07 -1.11 0.00 0.00 2.67 -1.71 0.00 0.00 10 4.35 7.12 0.00 0.00 -5.65 7.42 0.00 0.00 11 5.65 7.42 0.00 0.00 -4.35 7.12 0.00 0.00 12 -0.08 1.85 0.00 0.00 -2.52 2.45 0.00 0.00 13 2.52 2.45 0.00 0.00 0.08 1.85 0.00 0.00 14 0.43 1.45 0.00 0.00 -1.63 1.96 0.00 0.00 15 1.63 1.96 0.00 0.00 -0.43 1.45 0.00 0.00 16 -0.60 -0.25 0.00 0.00 -0.60 0.25 0.00 0.00 17 0.60 0.25 0.00 0.00 0.60 -0.25 0.00 0.00 18 4.91 7.95 0.00 0.00 -4.91 6.13 0.00 0.00 19 4.91 6.13 0.00 0.00 -4.91 7.95 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load Q Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.47 0.47 -5.30 2 0.65 0.54 0.55 3 -0.54 -0.65 0.55 4 -0.11 0.70 -4.63 5 -0.70 0.11 -4.63 6 0.45 0.74 -1.82 7 -0.74 -0.45 -1.82 8 0.65 0.54 0.55 9 -0.54 -0.65 0.55 10 -0.11 0.70 -4.63 11 -0.70 0.11 -4.63 12 0.45 0.74 -1.82 13 -0.74 -0.45 -1.82 14 0.55 0.71 -0.95 15 -0.71 -0.55 -0.95 16 0.63 0.63 -0.29 17 -0.63 -0.63 0.29 18 0.17 0.91 -4.19 19 -0.91 -0.16 -4.19 DEFLECTIONS LIMIT: Lateral Defl Load Q Top Of Col Vert Defl Id Left Right Q Midspan 1 441 441 181 2 321 382 1736 3 382 321 1736 4 1923 295 207 5 295 1923 207 6 461 281 528 7 281 461 528 - 44 - 8 321 382 1736 9 382 321 1736 10 1923 295 207 11 295 1923 207 12 461 281 528 13 281 461 528 14 376 294 1010 15 294 376 1010 16 330 330 3310 17 330 330 3310 18 1262 228 229 19 228 1263 229 Max Live Vertical = -4.75, Span/Deflection = 202. Max Horizontal Drift= 0.91, Eave Height/Drift= 228. SEISMIC LOADING P-DELTA CHECK: -------------------------------- ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 14 1.45 -6.31 0.553 4.00 0.003 0.100 Right Column: 15 1.45 6.31 -0.553 4.00 0.003 0.100 21001 Rigid Frame Clearances 6 5/02 10:57am VERTICAL CLEARANCE: Left Col 15106-02" (X= 2108-0811, Y= 15'06-02") Right Col 15106-02" (X= 77'03-08", Y= 15'06-02") Midspan 19104-15" (X= 40100-0011, Y= 19104-15") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 74107-00" (X1= 2'08-08", X2= 77'03-08") -------------------------------------- Rigid Frame Q Frame Line 2 21001 Base Plate and Anchor Bolt Design 6/ 5/02 10:57am Bolt Type = A307 Weak Column—Base Max Reactions(k ) Axis ---Plate_Size(in)--- ---Bolts(in) --- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ---- ----- ----- ----- ----- ----- ------ ----- --------- ---- Left P 17.1 -3.0 -12.7 0.0 6.0 10.75 0.500 2 0.750 3.00 Right P 17.1 -3.0 12.7 0.0 6_0 10.75 0.500 2 0.750 3.00 21001 Bolted-End-Plate Design 6/ 5/02 10:57am Bolt Type = A325 Splice Member -Splice(in)-- Tens Load(k ,f-k ) ------Bolt(in)------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage 1 VEE 1- 2 6.0 0.625 Top: 1 15 172 2 0.750 3.00 3.00 Bot: 2 -3 47 2 0.750 3.00 3.00 2 -EE 3- 4 5.0 0.500 Top: 3 0 11 2 0.750 3.00 3.00 45 - Bot: 1 0 64 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.625 Top: 1 -15 172 2 0.750 3.00 3.00 Bot: 3 3 47 2 0.750 3.00 3.00 WELDS: ------Top_Flange----- ----Bottom_Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ---- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.250 F 3.34 3.71 0.188 F 1.06 2.78 0.188 F 0.23 2.78 1 R 0.250 F 3.34 3.71 0.188 F 1.06 2.78 0.188 F 0.23 2.78 2 L 0.125 F 0.51 1.86 0.250 F 2.91 3.71 0.125 F 0.01 1.86 2 R 0.125 F 0.51 1.86 0.250 F 2.91 3.71 0.125 F 0.01 1.86 3 L 0.250 F 3.34 3.71 0.188 F 1.06 2.78 0.188 F 0.23 2.78 3 R 0.250 F 3.34 3.71 0.188 F 1.06 2.78 0.188 F 0.23 2.78 21001 Stiffener Report 6/ 5/02 10:57am Stiff -Plate Size- Web Load -----Force(k )---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.313 33.00 1 69.3 78.9 0.88 Right Col 1 3.00 0.313 33.00 1 69.3 78.9 0.88 - ------------------------------------------ 21001 Stress Check Unbraced Lengths 6/ 5/02 10:57am Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 22.26 1.50 Top 4.00 1.20 1.16 1.29 1.21 1.19 1.60 1.17 1.16 1.29 1.21 1.19 1.60 1.17 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 22.26 1.50 Top 4.00 1.12 1.09 1.20 1.13 1.12 1.33 1.10 1.09 1.20 1.13 1.12 1.33 1.10 1.13 1.12 1.12 1.12 1.12 1.12 Bot 3.50 1.12 1.09 1.20 1.13 1.12 1.33 1.10 1.09 1.20 1.13 1.12 1.33 1.10 1.13 1.12 1.12 1.12 1.12 1.12 2 2 5 36.78 1.00 Top 0.98 1.04 1.03 1.07 1.04 1.03 1.08 1.03 1.03 1.07 1.04 1.03 1.08 1.03 1.09 1.03 1.01 1.01 1.04 1.03 Bot 0.98 1.04 1.03 1.07 1.04 1.03 1.08 1.03 1.03 1.07 1.04 1.03 1.08 1.03 1.09 1.03 1.01 1.01 1.04 1.03 2 2 6 36.78 1.00 Top 5.00 1.22 1.16 1.48 1.23 1.20 1.66 1.15 1.16 1.48 1.23 1.20 1.66 1.15 1.74 1.15 1.07 1.07 1.26 1.17 Bot 5.00 1.22 1.16 1.48 1.23 1.20 1.66 1.15 1.16 1.48 1.23 1.20 1.66 1.15 1.74 1.15 1.07 1.07 1.26 1.17 - 46 - 2 2 7, 36.78 1.00 Top 5.00 1.31 1.20 2.30 1.34 1.28 1.90 1.19 1.20 2.30 1.34 1.28 1.90 1.19 1.76 1.19 1.08 1.08 1.42 1.23 Bot 10.00 1.72 1.45 2.16 1.81 1.65 1.83 1.42 1.45 2.16 1.81 1.65 1.83 1.42 1.75 1.42 1.18 1.18 2.01 1.53 2 2 8 36.78 1.00 Top 5.00 1.31 1.20 2.30 1.34 1.28 1.90 1.19 1.20 2.30 1.34 1.28 1.90 1.19 1.76 1.19 1.08 1.08 1.42 1.23 Bot 10.00 1.72 1.45 2.16 1.81 1.65 1.83 1.42 1.45 2.16 1.81 1.65 1.83 1.42 1.75 1.42 1.18 1.18 2.01 1.53 3 3 9 36.78 1.00 Top 5.00 1.30 1.19 2.30 1.34 1.27 1.84 1.18 1.19 2.30 1.34 1.27 1.84 1.18 1.70 1.18 1.08 1.08 1.41 1.23 Bot 10.00 1.70 1.44 2.12 1.78 1.63 1.80 1.41 1.44 2.12 1.78 1.63 1.80 1.41 1.72 1.41 1.18 1.18 1.98 1.52 3 3 10 36.78 1.00 Top 5.00 1.65 1.29 1.39 1.83 1.53 1.28 1.27 1.29 1.39 1.83 1.53 1.28 1.27 1.26 1.27 1.10 1.10 2.30 1.39 Bot 10.00 1.70 1.44 2.12 1.78 1.63 1.80 1.41 1.44 2.12 1.78 1.63 1.80 1.41 1.72 1.41 1.18 1.18 1.98 1.52 3 3 11 36.78 1.00 Top 5.00 1.94 1.54 1.15 1.67 2.30 1.12 1.46 1.54 1.15 1.67 2.30 1.12 1.46 1.11 1.45 1.12 1.12 1.43 2.07 Bot 10.00 1.85 2.21 1.21 1.70 2.06 1.16 2.02 2.21 1.21 1.70 2.06 1.16 2.02 1.15 2.00 1.28 1.28 1.51 2.30 3 4 12 36.78 1.00 Top 5.00 1.94 1.54 1.15 1.67 2.30 1.12 1.46 1.54 1.15 1.67 2.30 1.12 1.46 1.11 1.45 1.12 1.12 1.43 2.07 Bot 10.00 1.85 2.21 1.21 1.70 2.06 1.16 2.02 2.21 1.21 1.70 2.06 1.16 2.02 1.15 2.00 1.28 1.28 1.51 2.30 3 4 13 36.78 1.00 Top 5.00 1.26 2.30 1.06 1.21 1.32 1.04 2.30 2.30 1.06 1.21 1.32 1.04 2.30 1.04 2.30 1.17 1.17 1.15 1.53 Bot 10.00 1.85 2.21 1.21 1.70 2.06 1.16 2.02 2.21 1.21 1.70 2.06 1.16 2.02 1.15 2.00 1.28 1.28 1.51 2.30 3 4 14 36.78 1.00 Top 5.00 1.10 1.32 1.01 1.08 1.12 1.02 1.40 1.32 1.01 1.08 1.12 1.02 1.40 1.02 1.41 1.27 1.27 1.04 1.20 Bot 10.00 1.11 1.41 1.08 1.08 1.15 1.10 1.49 1.41 1.08 1.08 1.15 1.10 1.49 1.11 1.50 1.67 1.67 1.01 1.28 3 4 15 36.78 1.00 Top 5.00 1.01 1.12 1.07 1.00 1.03 1.08 1.15 1.12 1.07 1.00 1.03 1.08 1.15 1.09 1.15 1.60 1.60 1.05 1.09 Bot 10.00 1.11 1.41 1.08 1.08 1.15 1.10 1.49 1.41 1.08 1.08 1.15 1.10 1.49 1.11 1.50 1.67 1.67 1.01 1.28 3 4 16 36.78 1.00 Top 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.0% 1.00 1.02 1.01 1.02 1.01 1.67 1.67 1.02 1.01 Bot 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.01 1.00 1.02 1.01 1.02 1.01 1.67 1.67 1.02 1.01 4 5 17 36.78 1.00 Top 0.81 1.00 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 Bot 0.81 1.00 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 4 5 18 36.78 1.00 Top 5.00 1.01 1.07 1.12 1.03 1.00 1.15 1.08 1.07 1.12 1.03 1.00 1.15 1.08 1.15 1.09 1.60 1.60 1.09 1.05 - 47 - Bot 10.00 1.11 1.08 1.41 1.15 1.08 1.49 1.10 1.08 1.41 1.15 1.08 1.49 1.10 1.50 1.11 1.67 1.67 1.28 1.01 4 5 19 36.78 1.00 Top 5.00 1.10 1.01 1.32 1.12 1.08 1.40 1.02 1.01 1.32 1.12 1.08 1.40 1.02 1.41 1.02 1.27 1.27 1.20 1.04 Bot 10.00 1.11 1.08 1.41 1.15 1.08 1.49 1.10 1.08 1.41 1.15 1.08 1.49 1.10 1.50 1.11 1.67 1.67 1.28 1.01 4 5 20 36.78 1.00 Top 5.00 1.26 1.06 2.30 1.32 1.21 2.30 1.04 1.06 2.30 1.32 1.21 2.30 1.04 2.30 1.04 1.17 1.17 1.53 1.15 Bot 10.00 1.85 1.21 2.21 2.06 1.70 2.02 1.16 1.21 2.21 2.06 1.70 2.02 1.16 2.00 1.15 1.28 1.28 2.30 1.51 4 5 21 36.78 1.00 Top 5.00 1.94 1.15 1.54 2.30 1.67 1.46 1.12 1.15 1.54 2.30 1.67 1.46 1.12 1.45 1.11 1.12 1.12 2.07 1.43 Bot 10.00 1.85 1.21 2.21 2.06 1.70 2.02 1.16 1.21 2.21 2.06 1.70 2.02 1.16 2.00 1.15 1.28 1.28 2.30 1.51 4 6 22 36.78 1.00 Top 5.00 1.94 1.15 1.54 2.30 1.67 1.46 1.12 1.15 1.54 2.30 1.67 1.46 1.12 1.45 1.11 1.12 1.12 2.07 1.43 Bot 10.00 1.85 1.21 2.21 2.06 1.70 2.02 1.16 1.21 2.21 2.06 1.70 2.02 1.16 2.00 1.15 1.28 1.28 2.30 1.51 4 6 23 36.78 1.00 Top 5.00 1.65 1.39 1.29 1.53 1.83 1.27 1.28 1.39 1.29 1.53 1.83 1.27 1.28 1.27 1.26 1.10 1.10 1.39 2.30 Bot 10.00 1.70 2.12 1.44 1.63 1.78 1.41 1.80 2.12 1.44 1.63 1.78 1.41 1.80 1.41 1.72 1.18 1.18 1.52 1.98 4 6 24 36.78 1.00 Top 5.00 1.65 1.39 1.29 1.53 1.83 1.27 1.28 1.39 1.29 1.53 1.83 1.27 1.28 1.27 1.26 1.10 1.10 1.39 2.30 Bot 10.00 1.70 2.12 1.44 1.63 1.78 1.41 1.80 2.12 1.44 1.63 1.78 1.41 1.80 1.41 1.72 1.18 1.18 1.52 1.98 5 7 25 36.78 1.00 Top 5.00 1.69 1.40 1.31 1.56 1.88 1.28 1.29 1.40 1.31 1.56 1.88 1.28 1.29 1.28 1.27 1.10 1.10 1.39 2.30 Bot 10.00 1.72 2.16 1.45 1.65 1.81 1.42 1.83 2.16 1.45 1.65 1.81 1.42 1.83 1.42 1.75 1.18 1.18 1.53 2.01 5 7 26 36.78 1.00 Top 5.00 1.31 2.30 1.20 1.28 1.34 1.19 1.90 2.30 1.20 1.28 1.34 1.19 1.90 1.19 1.76 1.08 1.08 1.23 1.42 Bot 10.00 1.72 2.16 1.45 1.65 1.81 1.42 1.83 2.16 1.45 1.65 1.81 1.42 1.83 1.42 1.75 1.18 1.18 1.53 2.01 5 7 27 36.78 1.00 Top 5.00 1.22 1.48 1.16 1.20 1.23 1.15 1.66 1.48 1.16 1.20 1.23 1.15 1.66 1.15 1.74 1.07 1.07 1.17 1.26 Bot 5.00 1.22 1.48 1.16 1.20 1.23 1.15 1.66 1.48 1.16 1.20 1.23 1.15 1.66 1.15 1.74 1.07 1.07 1.17 1.26 5 7 28 36.78 1.00 Top 0.98 1.04 1.07 1.03 1.03 1.04 1.03 1.08 1.07 1.03 1.03 1.04 1.03 1.08 1.03 1.09 1.01 1.01 1.03 1.04 Bot 0.98 1.04 1.07 1.03 1.03 1.04 1.03 1.08 1.07 1.03 1.03 1.04 1.03 1.08 1.03 1.09 1.01 1.01 1.03 1.04 6 8 29 22.26 1.50 Top 4.00 1.12 1.20 1.09 1.12 1.13 1.10 1.33 1.20 1.09 1.12 1.13 1.10 1.33 1.12 1.13 1.12 1.12 1.12 1.12 Bot 3.50 1.12 1.20 1.09 1.12 1.13 1.10 1.33 1.20 1.09 1.12 1.13 1.10 1.33 1.12 1.13 1.12 - 48 - 1.12 1.12 1.12 6 8 30 22.26 1.50 Top 4.00 1.20 1.29 1.16 1.19 1.21 1.17 1.60 1.29 1.16 1.19 1.21 1.17 1.60 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 31 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 32 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 21001 Flange Brace Report 6 5 02 10:57am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange-Braces ------------- 1 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.52 BrcUC: 0.44 ConUC: 0.35 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5xl/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.51 0.39 0.11 0.28 0.34 BrcUC: 0.46 0.32 0.08 0.20 0.24 ConUC: 0.35 0.27 0.07 0.19 0.23 3 5 Loc 1 3 5 7 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5xl/8 L1.5x1/8 L1.5xl/8 Force: 0.34 0.28 0.11 0.39 0.51 BrcUC: 0.24 0.20 0.08 0.32 0.46 ConUC: 0.23 0.19 0.07 0.27 0.35 4 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.52 BrcUC: 0.44 ConUC: 0.35 ---------- ------------- --------------------- ------------- 21001 Weld Report: Web To Flange 6/ 5/02 10:57am ----Max Weld Shear----- -------Weld_Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- ----- - ------ ------- ----- ------- ---- ---- 1 1 1 1 1.00 0.188 2.78 F 1 2 2 8 1 0.34 0.188 2.78 F 1 3 3 9 1 0.36 0.125 1.86 F 1 3 4 12 1 0.21 0.125 1.86 F 1 4 5 21 1 0.21 0.125 1.86 F 1 - 49 - 4 6 24 1 0.36 0.125 1.86 F 1 5 7 25 1 0.34 0.188 2.78 F 1 6 8 32 1 1.00 0.188 2.78 F 1 21001 Special Segment Report 6/ 5/02 10:57am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) 21001 Design Summary Report 6 5 02 10:57am MEMBERS: Mem Segl Flange IWeb_Depthl Plate_Thickness Max_UCV Max_UCO I Max_UCI Id Id f Len WidiStrt Endl Web O-flg I-flgjId Ld UcvjId Ld UcojId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 17.4 6.0 10.0 33.0 0.188 0.250 0.313 4 1 0.70 4 1 0.73 3 1 0.93 2 2 11.0 5.0 33.0 19.5 0.188 0.250 0.313 5 1 0.81 5 1 0.82 5 1 0.96 3 3 9.9 5.0 19.5 19.5 0.134 0.250 0.250 9 1 0.93 11 18 0.56 9 19 0.90 3 4 16.0 5.0 19.5 19.5 0.135 0.250 0.250 12 1 0.54 15 1 0.92 15 1 0.68 4 5 16.0 5.0 19.5 19.5 0.135 0.250 0.250 21 1 0.54 18 1 0.92 18 1 0.68 4 6 9.9 5.0 19.5 19.5 0.134 0.250 0.250 24 1 0.93 22 19 0.56 24 18 0.90 5 7 11.0 5.0 19.5 33.0 0.188 0.250 0.313 28 1 0.81 28 1 0.82 28 1 0.96 6 8 17.4 6.0 33.0 10.0 0.188 0.250 0.313 29 1 0.70 29 1 0.73 30 1 0.93 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 ---------- ---- ---- ---- ---- ---- ---- Weight (lb) 457 289 451 451 289 457 Total Weight (lb) : Frame Members = 2395 Interior Col. _ - 0 Conn. Plates = 201 Base Plates = 18 Trans Stiff = 0 2614 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- ------- ------ ------- ------- ------- 1 12.71 17.06 0.00 0.00 -12.71 17.06 0.00 0.00 2 -5.80 -3.99 0.00 0.00 0.61 -2.79 0.00 0.00 - 50 - 3 -0.61 -2.79 0.00 0.00 5.80 -3.99 0.00 0.00 4 8.89 13.65 0.00 0.00 -11.49 14.25 0.00 0.00 5 11.49 14.25 0.00 0.00 -8.89 13.65 0.00 0.00 6 -0.36 3.13 0.00 0.00 -4.83 4.33 0.00 0.00 7 4.83 4.33 0.00 0.00 0.36 3.13 0.00 0.00 8 -5.80 -3.99 0.00 0.00 0.61 -2.79 0.00 0.00 9 -0.61 -2.79 0.00 0.00 5.80 -3.99 0.00 0.00 10 8.89 13.65 0.00 0.00 -11.49 14.25 0.00 0.00 11 11.49 14.25 0.00 0.00 -8.89 13.65 0.00 0.00 12 -0.36 3.13 0.00 0.00 -4.83 4.33 0.00 0.00 13 4.83 4.33 0.00 0.00 0.36 3.13 0.00 0.00 14 0.73 2.37 0.00 0.00 -2.93 3.28 0.00 0.00 15 2.93 3.28 0.00 0.00 -0.73 2.37 0.00 0.00 16 -1.10 -0.45 0.00 0.00 -1.10 0.45 0.00 0.00 17 1.10 0.45 0.00 0.00 1.10 -0.45 0.00 0.00 18 9.99 15.32 0.00 0.00 -9.99 11.68 0.00 0.00 19 9.99 11.68 0.00 0.00 -9.99 15.32 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.39 0.39 -4.33 2 0.56 0.45 0.56 3 -0.45 -0.56 0.56 4 -0.08 0.58 -3.78 5 -0.58 0.08 -3.78 6 0.39 0.62 -1.48 7 -0.62 -0.39 -1.48 8 0.56 0.45 0.56 9 -0.45 -0.56 0.56 10 -0.08 0.58 -3.78 11 -0.58 0.08 -3.78 12 0.39 0.62 -1.48 13 -0.62 -0.39 -1.48 14 0.43 0.54 -0.70 15 -0.54 -0.43 -0.70 16 0.48 0.48 0.26 17 -0.48 -0.48 -0.26 18 0.21 0.82 -3.41 19 -0.82 -0.21 -3.41 DEFLECTIONS LIMIT: Lateral Defl Load ® Top Of Col Vert Defl Id Left Right @ Midspan 1 539 539 221 2 371 462 1702 3 462 371 1702 4 2652 356 253 5 356 2651 253 6 528 338 649 7 338 528 649 8 371 462 1702 9 462 371 1702 10 2652 356 253 11 356 2651 253 12 528 338 649 13 338 528 649 14 488 388 1372 15 388 488 1372 16 433 433 3748 17 433 433 3748 18 990 254 281 19 254 990 281 Max Live Vertical = -3.89, Span/Deflection = 247. - 51 - Max Horizontal Drift= 0.82, Eave Height/Drift= 254. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 14 2.37 -9.58 0.426 4.00 0.002 0.100 Right Column: 15 2.37 9.58 -0.426 4.00 0.002 0.100 21001 Rigid Frame Clearances 6 5/02 10:57am VERTICAL CLEARANCE: ------------------ Left Col 14109-12" (X= 3105-0911, Y= 14'09-1211) Right Col 14109-12" (X= 76106-0711, Y= 14'09-12") Midspan 18'11-14" (X= 40100-0011, Y= 18'11-14") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 73100-15" (X1= 3105-0911, X2= 76'06-07") ---------------------------------------- Rigid Frame @ Frame Line 3 & 4 21001 Base Plate and Anchor Bolt Design 6/ 5/02 10:57am aax=ccc=nv======ccc====v=====c===ccccv=c====cccacxxxxccca=a===cccccxxxxxxxxxxx Bolt Type = A307 Weak Column Base Max Reactions(k ) Axis ---Plate_Size(in)--- ---Bolts(in)--- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ---- ----- ----- ----- ----- ----- ------ ----- --------- ---- Left P 29.2 -5.6 -12.2 0.0 6.0 10.75 0.500 2 0.750 3.00 Right P 16.6 -2.9 12.2 0.0 6.0 10.75 0.500 2 0.750 3.00 ----- ------ ------- ---------- 21001 Bolted-End-Plate Design 6/ 5/02 10:57am ------------ Bolt Type = A325 Splice Member -Splice(in)-- Tens Load(k ,f-k ) ------Bolt(in)------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- 1 VEE 1- 2 6.0 0.625 Top: 1 15 177 2 0.750 3.00 3.00 Bot: 2 -3 46 2 0.750 3.00 3.00 2 -EE 3- 4 5.0 0.500 Top: 3 0 11 2 0.750 3.00 3.00 Bot: 1 0 63 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.500 Top: 1 -15 -164 2 0.750 3.00 3.00 Bot: 3 3 45 2 0.750 3.00 3.00 WELDS: -----Top_Flange----- ----Bottom-Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 0.250 F 3.44 3.71 0.188 F 1.05 2.78 0.188 F 0.23 2.78 1 R 0.250 F 3.44 3.71 0.188 F 1.05 2.78 0.188 F 0.23 2.78 2 L 0.125 F 0.49 1.86 0.250 F 2.87 3.71 0.125 F 0.01 1.86 2 R 0.125 F 0.49 1.86 0.250 F 2.87 3.71 0.125 F 0.01 1.86 3 L 0.250 F 3.18 3.71 0.188 F 1.03 2.78 0.188 F 0.23 2.78 - 52 - I 3 R 0.250 F 3.18 3.71 0.188 F 1.03 2.78 0.188 F 0.23 2.78 21001 Stiffener Report 61 5 02 10.57am Stiff -Plate_Size- Web Load -----Force(k )---- Location No. Width Thick Length Id Calc Allow UC ----------- --- ----- ----- ------ ---- ---- - ----- ---- Left Col 1 3.00 0.313 33.00 1 71.1 78.9 0.90 Right Col 1 3.00 0.250 33.00 1 66.1 68.0 0.97 21001 Stress Check Unbraced Lengths 61 5/02 10.57am MemSeg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- --- ----- ---- ---- ---- ---- ---- ---- - --- ---- 1 1 1 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 22.26 1.50 Top 4.00 1.20 1.16 1.37 1.21 1.19 1.65 1.17 1.16 1.37 1.21 1.19 1.65 1.17 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 22.26 1.50 Top 4.00 1.19 1.14 1.41 1.20 1.18 1.44 1.13 1.14 1.41 1.20 1.18 1.44 1.13 1.26 1.15 1.12 1.12 1.21 1.17 Bot 3.50 1.19 1.14 1.41 1.20 1.18 1.44 1.13 1.14 1.41 1.20 1.18 1.44 1.13 1.26 1.15 1.12 1.12 1.21 1.17 2 2 5 36.78 1.00 Top 0.98 1.03 1.03 1.07 1.04 1.03 1.07 1.03 1.03 1.07 1.04 1.03 1.07 1.03 1.08 1.03 1.01 1.01 1.04 1.03 Bot 0.98 1.03 1.03 1.07 1.04 1.03 1.07 1.03 1.03 1.07 1.04 1.03 1.07 1.03 1.08 1.03 1.01 1.01 1.04 1.03 2 2 6 36.78 1.00 Top 5.00 1.21 1.16 1.46 1.22 1.20 1.50 1.15 1.16 1.46 1.22 1.20 1.50 1.15 1.67 1.15 1.07 1.07 1.25 1.17 Bot 5.00 1.21 1.16 1.46 1.22 1.20 1.50 1.15 1-16 1.46 1.22 1.20 1.50 1.15 1.67 1.15 1.07 1.07 1.25 1.17 2 2 7 36.78 1.00 Top 5.00 1.29 1.20 2.30 1.32 1.27 2.30 1.18 1.20 2.30 1.32 1.27 2.30 1.18 1.89 1.18 1.08 1.08 1.39 1.22 Bot 10.00 1.68 1.44 2.25 1.75 1.62 2.10 1.41 1.44 2.25 1.75 1.62 2.10 1.41 1.82 1.41 1.18 1.18 1.92 1.51 2 2 8 36.78 1.00 Top 5.00 1.29 1.20 2.30 1.32 1.27 2.30 1.18 1.20 2.30 1.32 1.27 2.30 1.18 1.89 1.18 1.08 1.08 1.39 1.22 Bot 10.00 1.68 1.44 2.25 1.75 1.62 2.10 1.41 1.44 2.25 1.75 1.62 2.10 1.41 1.82 1.41 1.18 1.18 1.92 1.51 3 3 9 36.78 1.00 Top 5.00 1.28 1.19 2.30 1.31 1.26 2.30 1.18 1.19 2.30 1.31 1.26 2.30 1.18 1.81 1.18 1.08 - 53 - i �1 �� �, �, 1.08 1.38 1.22 Bot 10.00 1.66 1.43 2.21 1.73 1.60 2.07 1.40 1.43 2.21 1.73 1.60 2.07 1.40 1.78 1.40 1.18 1.18 1.88 1.51 3 3 10 36.78 1.00 Top 5.00 1.58 1.29 1.41 1.70 1.48 1.37 1.26 1.29 1.41 1.70 1.48 1.37 1.26 1.28 1.26 1.10 1.10 2.09 1.37 Bot 10.00 1.66 1.43 2.21 1.73 1.60 2.07 1.40 1.43 2.21 1.73 1.60 2.07 1.40 1.78 1.40 1.18 1.18 1.88 1.51 3 3 11 36.78 1.00 Top 5.00 2.19 1.52 1.16 1.83 2.30 1.15 1.42 1.52 1.16 1.83 2.30 1.15 1.42 1.12 1.43 1.12 1.12 1.51 1.94 Bot 10.00 1.96 2.16 1.22 1.79 2.22 1.20 1.94 2.16 1.22 1.79 2.22 1.20 1.94 1.16 1.95 1.28 1.28 1.58 2.30 3 4 12 36.78 1.00 Top 5.00 2.19 1.52 1.16 1.83 2.30 1.15 1.42 1.52 1.16 1.83 2.30 1.15 1.42 1.12 1.43 1.12 1.12 1.51 1.94 Bot 10.00 1.96 2.16 1.22 1.79 2.22 1.20 1.94 2.16 1.22 1.79 2.22 1.20 1.94 1.16 1.95 1.28 1.28 1.58 2.30 3 4 13 36.78 1.00 Top 5.00 1.29 2.30 1.06 1.24 1.36 1.06 2.30 2.30 1.06 1.24 1.36 1.06 2.30 1.04 2.30 1.17 1.17 1.17 1.59 Bot 10.00 1.96 2.16 1.22 1.79 2.22 1.20 1.94 2.16 1.22 1.79 2.22 1.20 1.94 1.16 1.95 1.28 1.28 1.58 2.30 3 4 14 36.78 1.00 Top 5.00 1.11 1.33 1.00 1.09 1.14 1.00 1.46 1.33 1.00 1.09 1.14 1.00 1.46 1.02 1.44 1.27 1.27 1.05 1.21 Bot 10.00 1.13 1.42 1.07 1.10 1.17 1.07 1.54 1.42 1.07 1.10 1.17 1.07 1.54 1.10 1.53 1.67 1.67 1.01 1.30 3 4 15 36.78 1.00 Top 5.00 1.02 1.13 1.07 1.01 1.04 1.07 1.17 1.13 1.07 1.01 1.04 1.07 1.17 1.08 1.16 1.60 1.60 1.04 1.09 Bot 10.00 1.13 1.42 1.07 1.10 1.17 1.07 1.54 1.42 1.07 1.10 1.17 1.07 1.54 1.10 1.53 1.67 1.67 1.01 1.30 3 4 16 36.78 1.00 Top 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.02 1.01 1.02 1.01 1.00 1.02 1.02 1.02 1.01 1.67 1.67 1.02 1.01 Bot 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.02 1.01 1.02 1.01 1.00 1.02 1.02 1.02 1.01 1.67 1.67 1.02 1.01 4 5 17 36.78 1.00 Top 0.81 1.01 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 Bot 0.81 1.01 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 4 5 18 36.78 1.00 Top 5.00 1.01 1.07 1.12 1.02 1.01 1.14 1.09 1.07 1.12 1.02 1.01 1.14 1.09 1.15 1.09 1.60 1.60 1.08 1.05 Bot 10.00 1.10 1.08 1.40 1.13 1.07 1.44 1.11 1.08 1.40 1.13 1.07 1.44 1.11 1.49 1.11 1.67 1.67 1.25 1.02 4 5 19 36.78 1.00 Top 5.00 1.09 1.01 1.31 1.11 1.07 1.35 1.02 1.01 1.31 1.11 1.07 1.35 1.02 1.40 1.02 1.27 1.27 1.18 1.03 Bot 10.00 1.10 1.08 1.40 1.13 1.07 1.44 1.11 1.08 1.40 1.13 1.07 1.44 1.11 1.49 1.11 1.67 1.67 1.25 1.02 4 5 20 36.78 1.00 Top 5.00 1.24 1.06 2.30 1.29 1.20 2.30 1.03 1.06 2.30 1.29 1.20 2.30 1.03 2.30 1.03 1.17 1.17 1.47 1.14 Bot 10.00 1.79 1.20 2.21 1.96 1.64 2.12 1.14 1.20 2.21 1.96 1.64 2.12 1.14 2.02 1.13 1.28 1.28 2.30 1.49 - 54 - 4 5 21 36.78 1.00 Top 5.00 1.81 1.15 1.54 2.18 1.58 1.50 1.10 1.15 1.54 2.18 1.58 1.50 1.10 1.46 1.10 1.12 1.12 2.30 1.40 Bot 10.00 1.79 1.20 2.21 1.96 1.64 2.12 1.14 1.20 2.21 1.96 1.64 2.12 1.14 2.02 1.13 1.28 1.28 2.30 1.49 4 6 22 36.78 1.00 Top 5.00 1.81 1.15 1.54 2.18 1.58 1.50 1.10 1.15 1.54 2.18 1.58 1.50 1.10 1.46 1.10 1.12 1.12 2.30 1.40 Bot 10.00 1.79 1.20 2.21 1.96 1.64 2.12 1.14 1.20 2.21 1.96 1.64 2.12 1.14 2.02 1.13 1.28 1.28 2.30 1.49 4 6 23 36.78 1.00 Top 5.00 1.71 1.37 1.29 1.58 1.95 1.28 1.24 1.37 1.29 1.58 1.95 1.28 1.24 1.27 1.24 1.10 1.10 1.41 2.30 Bot 10.00 1.73 2.08 1.44 1.66 1.83 1.42 1.65 2.08 1.44 1.66 1.83 1.42 1.65 1.41 1.65 1.18 1.18 1.54 2.02 4 6 24 36.78 1.00 Top 5.00 1.71 1.37 1.29 1.58 1.95 1.28 1.24 1.37 1.29 1.58 1.95 1.28 1.24 1.27 1.24 1.10 1.10 1.41 2.30 Bot 10.00 1.73 2.08 1.44 1.66 1.83 1.42 1.65 2.08 1.44 1.66 1.83 1.42 1.65 1.41 1.65 1.18 1.18 1.54 2.02 5 7 25 36.78 1.00 Top 5.00 1.76 1.39 1.31 1.62 2.02 1.29 1.25 1.39 1.31 1.62 2.02 1.29 1.25 1.28 1.25 1.10 1.10 1.42 2.30 Bot 10.00 1.75 2.12 1.45 1.68 1.86 1.43 1.68 2.12 1.45 1.68 1.86 1.43 1.68 1.42 1.69 1.18 1.18 1.55 2.06 5 7 26 36.78 1.00 Top 5.00 1.32 2.30 1.20 1.29 1.36 1.19 1.63 2.30 1.20 1.29 1.36 1.19 1.63 1.19 1.64 1.08 1.08 1.24 1.44 Bot 10.00 1.75 2.12 1.45 1.68 1.86 1.43 1.68 2.12 1.45 1.68 1.86 1.43 1.68 1.42 1.69 1.18 1.18 1.55 2.06 5 7 27 36.78 1.00 Top 5.00 1.22 1.50 1.16 1.21 1.24 1.15 1.87 1.50 1.16 1.21 1.24 1.15 1.87 1.15 1.86 1.07 1.07 1.18 1.27 Bot 5.00 1.22 1.50 1.16 1.21 1.24 1.15 1.87 1.50 1.16 1.21 1.24 1.15 1.87 1.15 1.86 1.07 1.07 1.18 1.27 5 7 28 36.78 1.00 Top 0.98 1.04 1.07 1.03 1.03 1.04 1.03 1.10 1.07 1.03 1.03 1.04 1.03 1.10 1.03 1.10 1.01 1.01 1.03 1.04 Bot 0.98 1.04 1.07 1.03 1.03 1.04 1.03 1.10 1.07 1.03 1.03 1.04 1.03 1.10 1.03 1.10 1.01 1.01 1.03 1.04 6 8 29 22.26 1.50 Top 4.00 1.12 1.20 1.09 1.12 1.13 1.10 1.38 1.20 1.09 1.12 1.13 1.10 1.38 1.12 1.13 1.12 1.12 1.12 1.12 Bot 3.50 1.12 1.20 1.09 1.12 1.13 1.10 1.38 1.20 1.09 1.12 1.13 1.10 1.38 1.12 1.13 1.12 1.12 1.12 1.12 6 8 30 22.26 1.50 Top 4.00 1.20 1.29 1.16 1.19 1.21 1.17 1.78 1.29 1.16 1.19 1.21 1.17 1.78 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 31 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 32 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 - 55 - Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 21001 Flange Brace Report 6/ 5/02 10:57am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces 1 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.46 BrcUC: 0.39 ConUC: 0.32 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.52 0.41 0.12 0.26 0.33 BrcUC: 0.48 0.33 0.09 0.19 0.24 ConUC: 0.36 0.28 0.08 0.18 0.23 3 5 Loc 1 3 5 7 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.33 0.28 0.09 0.36 0.48 BrcUC: 0.24 0.20 0.06 0.30 0.44 ConUC: 0.23 0.19 0.06 0.25 0.33 4 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.49 BrcUC: 0.42 ConUC: 0.34 21001 Weld Report: Web To Flange 6/ 5/02 10:57am ----Max Weld Shear----- -------Weld Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- -- ----- ------ ------- ----- ------- ---- ---- 1 1 1 1 0.89 0.188 2.78 F 1 2 2 8 1 0.34 0.188 2.78 F 1 3 3 9 1 0.37 0.125 1.86 F 1 3 4 12 1 0.21 0.125 1.86 F 1 4 5 21 1 0.20 0.125 1.86 F 1 4 6 24 1 0.35 0.125 1.86 F 1 5 7 25 1 0.33 0.188 2.78 F 1 6 8 32 1 0.96 -0.188 2.78 F 1 ------------------------------------------------------- 21001 Special Segment Report 6/ 5/02 10.57am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) - 56 - TOP OF RIGHT COLUMN: ------------------------------- Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) 21001 Design Summary Report 61 5 02 10.57am MEMBERS: Mem Segj Flange jWeb_Depth Plate_Thickness Max_UCV ( Max_UCO I Max UCI Id Id I Len WidjStrt End Web O-flg I-flg Id Ld UcvjId Ld UcojId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 17.4 6.0 10.0 33.0 0.188 0.250 0.313 4 1 0.67 4 1 0.75 4 1 0.90 2 2 11.0 5.0 33.0 19.5 0.188 0.250 0.313 5 1 0.81 5 1 0.85 5 1 0.98 3 3 9.9 5.0 19.5 19.5 0.134 0.250 0.250 9 1 0.94 9 19 0.58 9 19 0.94 3 4 16.0 5.0 19.5 19.5 0.135 0.250 0.250 12 1 0.55 15 1 0.89 15 1 0.66 4 5 16.0 5.0 19.5 19.5 0.135 0.250 0.250 21 1 0.51 18 1 0.91 18 1 0.67 4 6 9.9 5.0 19.5 19.5 0.134 0.250 0.250 24 1 0.90 22 19 0.56 24 18 0.82 5 7 11.0 5.0 19.5 33.0 0.188 0.250 0.313 28 1 0.79 28 1 0.79 28 1 0.91 6 8 17.4 6.0 33.0 10.0 0.188 0.250 0.313 29 1 0.67 29 1 0.69 30 1 0.89 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 457 289 451 451 289 457 Total Weight (lb) : Frame Members = 2395 Interior Col. = 0 Conn. Plates = 184 Base Plates = 18 Trans Stiff = 0 2597 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------ ------- ------- ------ ------- ------- ------- 1 12.16 29.17 0.00 0.00 -12.16 16.62 0.00 0.00 2 -5.47 -7.45 0.00 0.00 0.56 -2.70 0.00 0.00 3 -0.36 -6.26 0.00 0.00 5.67 -3.89 0.00 0.00 4 8.54 23.41 0.00 0.00 -10.99 13.88 0.00 0.00 5 11.09 24.00 0.00 0.00 -8.44 13.29 0.00 0.00 6 -0.28 5.10 0.00 0.00 -4.63 4.22 0.00 0.00 7 4.83 6.29 0.00 0.00 0.48 3.03 0.00 0.00 8 -5.47 -7.45 0.00 0.00 0.56 -2.70 0.00 0.00 9 -0.36 -6.26 0-00 0.00 5.67 -3.89 0.00 0.00 10 8.54 23.41 0.00 0.00 -10.99 13.88 0.00 0.00 11 11.09 24.00 0.00 0.00 -8.44 13.29 0.00 0.00 12 -0.28 5.10 0.00 0.00 -4.63 4.22 0.00 0.00 13 4.83 6.29 0.00 0.00 0.48 3.03 0.00 0.00 14 0.67 3.62 0.00 0.00 -2.87 3.24 0.00 0.00 15 2.87 4.53 0.00 0.00 -0.67 2.33 0.00 0.00 16 -1.10 -0.45 0.00 0.00 -1.10 0.45 0.00 0.00 17 1.10 0.45 0.00 0.00 1.10 -0.45 0.00 0.00 18 9.49 27.46 0.00 0.00 -9.49 11.34 0.00 0.00 19 9.64 18.33 0.00 0.00 -9.64 14.99 0.00 0.00 - 57 - DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- -------- 1 -0.51 0.24 -4.22 2 0.55 0.44 0.54 3 -0.45 -0.55 0.53 4 -0.20 0.45 -3.69 5 -0.70 -0.05 -3.69 6 0.33 0.55 -1.43 7 -0.67 -0.45 -1.48 8 0.55 0.44 0.54 9 -0.45 -0.55 0.53 10 -0.20 0.45 -3.69 11 -0.70 -0.05 -3.69 12 0.33 0.55 -1.43 13 -0.67 -0.45 -1.48 14 0.41 0.52 -0.68 15 -0.55 -0.44 -0.70 16 0.48 0.48 0.26 17 -0.48 -0.48 -0.26 18 0.08 0.67 -3.31 19 -0.87 -0.28 -3.33 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- -------- 1 410 853 227 2 380 468 1776 3 466 379 1811 4 1044 466 259 5 299 4098 259 6 635 381 671 7 312 465 649 8 380 468 1776 9 466 379 1811 10 1044 466 259 11 299 4098 259 12 635 381 671 13 312 465 649 14 503 399 1406 15 379 472 1379 16 433 433 3748 17 433 433 3748 18 2609 311 289 19 238 739 288 Max Live Vertical = -3.79, Span/Deflection = 253. Max Horizontal Drift= -0.87, Eave Height/Drift= 238. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ---- ------ ------- --- ---- ---- ----- Left Column: 14 3.62 -10.11 0.414 4.00 0.003 0.100 Right Column: 15 2.33 8.72 -0.441 4.00 0.002 0.100 21001 Rigid Frame Clearances-------------------------------=====6/ 5/02 10:57am - 58 - I VERTICAL CLEARANCE: ------------------ Left Col 14'09-12" (X= 3'05-0911, Y= 14'09-1219) Right Col 14109-12" (X= 76106-07", Y= 14'09-12") Midspan 18111-14" (X= 40'00-00", Y= 18'11-14") HORIZONTAL CLEARANCE: --------------------- Left Col - Right Col 73100-15" (X1= 3'05-09", X2= 76'06-07") ---------------------------------------- Rigid Frame @ Frame Line 5 21001 Base Plate and Anchor Bolt Design 6/ 5/02 10:57am Bolt Type = A307 Weak Column Base Max_Reactions(k ) Axis ---Plate_Size(in) --- ---Bolts(in) --- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ---- ----- ----- ---- ----- ----- ------ ----- --------- ---- Left P 35.6 -6.4 -12.1 0.0 6.0 10.75 0.500 2 0.750 3.00 Right P 23.1 -2.9 12.1 0.0 6.0 10.75 0.500 2 0.750 3.00 ------------------------------------------------------- 21001 Bolted-End-Plate Design 6/ 5/02 10.57am Bolt Type = A325 Splice Member -Splice(in)-- Tens Load(k ,f-k ) ------Bolt(in) ------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- 1 VEE 1- 2 6.0 0.625 Top: 1 15 180 2 0.750 3.00 3.00 Bot: 2 -3 48 2 0.750 3.00 3.00 2 -EE 3- 4 5.0 0.500 Top: 3 0 11 2 0.750 3.00 3.00 Bot: 1 0 63 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.500 Top: 1 -15 161 2 0.750 3.00 3.00 Bot: 3 3 44 2 0.750 3.00 3.00 WELDS: ------Top-Flange----- ----Bottom_Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.250 F 3.50 3.71 0.188 F 1.10 2.78 0.188 F 0.23 2.78 1 R 0.250 F 3.50 3.71 0.188 F 1.10 2.78 0.188 F 0.23 2.78 2 L 0.125 F 0.50 1.86 0.250 F 2.86 3.71 0.125 F 0.01 1.86 2 R 0.125 F 0.50 1.86 0.250 F 2.86 3.71 0.125 F 0.01 1.86 3 L 0.250 F 3.13 3.71 0.188 F 1.00 2.78 0.188 F 0.22 2.78 3 R 0.250 F 3.13 3.71 0.188 F 1.00 2.78 0.188 F 0.22 2.78 21001 Stiffener Report 6/ 5/02 10.57am Stiff -Plate_Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.313 33.00 1 72.3 78.9 0.92 Right Col 1 3.00 0.250 33.00 1 65.1 68.0 0.96 21001 Stress Check Unbraced Lengths 6/ 5/02 10:57am - 59 - Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 22.26 1.50 Top 4.00 1.23 1.24 1.71 1.24 1.22 1.28 1.14 1.24 1.71 1.24 1.22 1.28 1.14 1.25 1.21 1.20 1.20 1.25 1.22 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 22.26 1.50 Top 4.00 1.18 1.12 1.28 1.19 1.17 1.54 1.14 1.12 1.28 1.19 1.17 1.54 1.14 1.26 1.15 1.12 1.12 1.19 1.16 Bot 3.50 1.18 1.12 1.28 1.19 1.17 1.54 1.14 1.12 1.28 1.19 1.17 1.54 1.14 1.26 1.15 1.12 1.12 1.19 1.16 2 2 5 36.78 1.00 Top 0.98 1.03 1.03 1.06 1.04 1.03 1.08 1.03 1.03 1.06 1.04 1.03 1.08 1.03 1.08 1.03 1.01 1.01 1.04 1.03 Bot 0.98 1.03 1.03 1.06 1.04 1.03 1.08 1.03 1.03 1.06 1.04 1.03 1.08 1.03 1.08 1.03 1.01 1.01 1.04 1.03 2 2 6 36.78 1.00 Top 5.00 1.20 1.15 1.39 1.22 1.19 1.56 1.15 1.15 1.39 1.22 1.19 1.56 1.15 1.66 1.15 1.07 1.07 1.24 1.17 Bot 5.00 1.20 1.15 1.39 1.22 1.19 1.56 1.15 1.15 1.39 1.22 1.19 1.56 1.15 1.66 1.15 1.07 1.07 1.24 1.17 2 2 7 36.78 1.00 Top 5.00 1.29 1.19 2.05 1.31 1.26 2.24 1.18 1.19 2.05 1.31 1.26 2.24 1.18 1.91 1.18 1.08 1.08 1.37 1.22 Bot 10.00 1.66 1.43 2.30 1.73 1.61 1.96 1.41 1.43 2.30 1.73 1.61 1.96 1.41 1.83 1.41 1.18 1.18 1.88 1.51 2 2 8 36.78 1.00 Top 5.00 1.29 1.19 2.05 1.31 1.26 2.24 1.18 1.19 2.05 1.31 1.26 2.24 1.18 1.91 1.18 1.08 1.08 1.37 1.22 Bot 10.00 1.66 1.43 2.30 1.73 1.61 1.96 1.41 1.43 2.30 1.73 1.61 1.96 1.41 1.83 1.41 1.18 1.18 1.88 1.51 3 3 9 36.78 1.00 Top 5.00 1.28 1.18 2.08 1.31 1.26 2.15 1.18 1.18 2.08 1.31 1.26 2.15 1.18 1.83 1.18 1.08 1.08 1.36 1.22 Bot 10.00 1.64 1.41 2.30 1.71 1.59 1.93 1.40 1.41 2.30 1.71 1.59 1.93 1.40 1.79 1.40 1.18 1.18 1.85 1.50 3 3 10 36.78 1.00 Top 5.00 1.55 1.27 1.55 1.67 1.47 1.33 1.26 1.27 1.55 1.67 1.47 1.33 1.26 1.28 1.26 1.10 1.10 1.99 1.36 Bot 10.00 1.64 1.41 2.30 1.71 1.59 1.93 1.40 1.41 2.30 1.71 1.59 1.93 1.40 1.79 1.40 1.18 1.18 1.85 1.50 3 3 11 36.78 1.00 Top 5.00 2.30 1.47 1.19 1.88 2.30 1.13 1.44 1.47 1.19 1.88 2.30 1.13 1.44 1.12 1.42 1.12 1.12 1.55 1.89 Bot 10.00 2.02 2.06 1.26 1.82 2.27 1.18 1.97 2.06 - 60 - 1.26 1.82 2.27 1.18 1.97 1.16 1.95 1.28 1.28 1.62 2.30 3 4 12 36.78 1.00 Top 5.00 2.30 1.47 1.19 1.88 2.30 1.13 1.44 1.47 1.19 1.88 2.30 1.13 1.44 1.12 1.42 1.12 1.12 1.55 1.89 Bot 10.00 2.02 2.06 1.26 1.82 2.27 1.18 1.97 2.06 1.26 1.82 2.27 1.18 1.97 1.16 1.95 1.28 1.28 1.62 2.30 3 4 13 36.78 1.00 Top 5.00 1.31 2.30 1.08 1.25 1.38 1.05 2.30 2.30 1.08 1.25 1.38 1.05 2.30 1.04 2.30 1.17 1.17 1.18 1.62 Bot 10.00 2.02 2.06 1.26 1.82 2.27 1.18 1.97 2.06 1.26 1.82 2.27 1.18 1.97 1.16 1.95 1.28 1.28 1.62 2.30 3 4 14 36.78 1.00 Top 5.00 1.12 1.38 1.01 1.10 1.14 1.01 1.43 1.38 1.01 1.10 1.14 1.01 1.43 1.02 1.45 1.27 1.27 1.05 1.22 Bot 10.00 1.14 1.47 1.05 1.11 1.18 1.09 1.52 1.47 1.05 1.11 1.18 1.09 1.52 1.10 1.53 1.67 1.67 1.02 1.30 3 4 15 36.78 1.00 Top 5.00 1.02 1.14 1.06 1.01 1.04 1.08 1.16 1.14 1.06 1.01 1.04 1.08 1.16 1.08 1.17 1.60 1.60 1.04 1.10 Bot 10.00 1.14 1.47 1.05 1.11 1.18 1.09 1.52 1.47 1.05 1.11 1.18 1.09 1.52 1.10 1.53 1.67 1.67 1.02 1.30 3 4 16 36.78 1.00 Top 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.01 1.00 1.02 1.01 1.02 1.01 1.67 1.67 1.01 1.01 Bot 0.81 1.00 1.01 1.02 1.01 1.00 1.02 1.01 1.01 1.02 1.01 1.00 1.02 1.01 1.02 1.01 1.67 1.67 1.01 1.01 4 5 17 36.78 1.00 Top 0.81 1.01 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 Bot 0.81 1.01 1.02 1.01 1.00 1.01 1.01 1.02 1.02 1.01 1.00 1.01 1.01 1.02 1.01 1.02 1.67 1.67 1.01 1.02 4 5 18 36.78 1.00 Top 5.00 1.01 1.08 1.11 1.02 1.01 1.14 1.09 1.08 1.11 1.02 1.01 1.14 1.09 1.15 1.09 1.60 1.60 1.07 1.05 Bot 10.00 1.09 1.09 1.36 1.13 1.06 1.46 1.11 1.09 1.36 1.13 1.06 1.46 1.11 1.49 1.12 1.67 1.67 1.24 1.02 4 5 19 36.78 1.00 Top 5.00 1.09 1.01 1.28 1.11 1.07 1.37 1.02 1.01 1.28 1.11 1.07 1.37 1.02 1.40 1.02 1.27 1.27 1.17 1.03 Bot 10.00 1.09 1.09 1.36 1.13 1.06 1.46 1.11 1.09 1.36 1.13 1.06 1.46 1.11 1.49 1.12 1.67 1.67 1.24 1.02 4 5 20 36.78 1.00 Top 5.00 1.23 1.05 2.08 1.28 1.19 2.30 1.04 1.05 2.08 1.28 1.19 2.30 1.04 2.30 1.03 1.17 1.17 1.44 1.14 Bot 10.00 1.75 1.17 2.30 1.93 1.62 2.07 1.15 1.17 2.30 1.93 1.62 2.07 1.15 2.02 1.13 1.28 1.28 2.30 1.48 4 5 21 36.78 1.00 Top 5.00 1.76 1.13 1.60 2.11 1.55 1.48 1.11 1.13 1.60 2.11 1.55 1.48 1.11 1.46 1.10 1.12 1.12 2.30 1.39 Bot 10.00 1.75 1.17 2.30 1.93 1.62 2.07 1.15 1.17 2.30 1.93 1.62 2.07 1.15 2.02 1.13 1.28 1.28 2.30 1.48 4 6 22 36.78 1.00 Top 5.00 1.76 1.13 1.60 2.11 1.55 1.48 1.11 1.13 1.60 2.11 1.55 1.48 1.11 1.46 1.10 1.12 1.12 2.30 1.39 Bot 10.00 1.75 1.17 2.30 1.93 1.62 2.07 1.15 1.17 2.30 1.93 1.62 2.07 1.15 2.02 1.13 1.28 1.28 2.30 1.48 4 6 23 36.78 1.00 Top 5.00 1.74 1.31 1.31 1.59 2.00 1.27 1.26 1.31 1.31 1.59 2.00 1.27 1.26 1.27 1.23 1.10 - 61 - i i 1.10 1.43 2.30 Bot 10.00 1.75 1.87 1.45 1.67 1.85 1.42 1.71 1.87 1.45 1.67 1.85 1.42 1.71 1.41 1.64 1.18 1.18 1.56 2.04 4 6 24 36.78 1.00 Top 5.00 1.74 1.31 1.31 1.59 2.00 1.27 1.26 1.31 1.31 1.59 2.00 1.27 1.26 1.27 1.23 1.10 1.10 1.43 2.30 Bot 10.00 1.75 1.87 1.45 1.67 1.85 1.42 1.71 1.87 1.45 1.67 1.85 1.42 1.71 1.41 1.64 1.18 1.18 1.56 2.04 5 7 25 36.78 1.00 Top 5.00 1.80 1.32 1.33 1.63 2.07 1.28 1.27 1.32 1.33 1.63 2.07 1.28 1.27 1.28 1.25 1.10 1.10 1.44 2.30 Bot 10.00 1.77 1.91 1.47 1.69 1.88 1.43 1.74 1.91 1.47 1.69 1.88 1.43 1.74 1.42 1.68 1.18 1.18 1.56 2.08 5 7 26 36.78 1.00 Top 5.00 1.33 2.11 1.21 1.30 1.37 1.19 1.74 2.11 1.21 1.30 1.37 1.19 1.74 1.19 1.62 1.08 1.08 1.24 1.45 Bot 10.00 1.77 1.91 1.47 1.69 1.88 1.43 1.74 1.91 1.47 1.69 1.88 1.43 1.74 1.42 1.68 1.18 1.18 1.56 2.08 5 7 27 36.78 1.00 Top 5.00 1.22 1.59 1.16 1.21 1.24 1.15 1.76 1.59 1.16 1.21 1.24 1.15 1.76 1.15 1.88 1.07 1.07 1.18 1.27 Bot 5.00 1.22 1.59 1.16 1.21 1.24 1.15 1.76 1.59 1.16 1.21 1.24 1.15 1.76 1.15 1.88 1.07 1.07 1.18 1.27 5 7 28 36.78 1.00 Top 0.98 1.04 1.08 1.03 1.04 1.04 1.03 1.09 1.08 1.03 1.04 1.04 1.03 1.09 1.03 1.10 1.01 1.01 1.03 1.04 Bot 0.98 1.04 1.08 1.03 1.04 1.04 1.03 1.09 1.08 1.03 1.04 1.04 1.03 1.09 1.03 1.10 1.01 1.01 1.03 1.04 6 8 29 22.26 1.50 Top 4.00 1.13 1.21 1.09 1.13 1.14 1.11 1.44 1.21 1.09 1.13 1.14 1.11 1.44 1.13 1.17 1.12 1.12 1.14 1.13 Bot 3.50 1.13 1.21 1.09 1.13 1.14 1.11 1.44 1.21 1.09 1.13 1.14 1.11 1.44 1.13 1.17 1.12 1.12 1.14 1.13 6 8 30 22.26 1.50 Top 4.00 1.20 1.31 1.16 1.19 1.21 1.17 1.90 1.31 1.16 1.19 1.21 1.17 1.90 1.20 1.20 1.20 1.20 1.20 1.20 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 31 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 32 22.26 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 11.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 -- ------------------------------------------ 21001 Flange Brace Report 6/ 5/02 10:57am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces 62 - i �+ 1 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.48 BrcUC: 0.41 ConUC: 0.33 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5xl/8 L1.5x1/8 Force: 0.53 0.42 0.12 0.26 0.33 BrcUC: 0.49 0.34 0.09 0.19 0.24 ConUC: 0.37 0.29 0.08 0.18 0.23 3 5 Loc 1 3 5 7 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.33 0.28 0.08 0.36 0.48 BrcUC: 0.24 0.20 0.06 0.28 0.43 ConUC: 0.23 0.19 0.06 0.24 0.33 4 1 Loc 2 Sides: 1 Part : L1.5x1/8 Force: 0.48 BrcUC: 0.40 ConUC: 0.33 21001 Weld Report: Web To Flange 61 5/02 10:57am ----Max Weld Shear----- -------Weld Provided------ MemberSegment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 1 0.86 0.188 2.78 F 1 2 2 8 1 0.35 0.188 2.78 F 1 3 3 9 1 0.37 0.125 1.86 F 1 3 4 12 1 0.22 0.125 1.86 F 1 4 5 21 1 0.20 0.125 1.86 F 1 4 6 24 1 0.35 0.125 1.86 F 1 5 7 25 1 0.33 0.188 2.78 F 1 6 8 32 1 0.92 0.188 2.78 F 1 21001 Special Segment Report 6/ 5/02 10.57am TOP OF LEFT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) 21001 Design Summary Report 6/ 5/02 10:57am - 63 - n- I MEMBERS: Mein Seg Flange jWeb_Depthl Plate_Thickness I Max_UCV I Max_UCO I Max UCI Id Id Len WidJStrt Endl Web O-flg I-flg Id Ld Ucv Id Ld UcojId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 17.4 6.0 10.0 33.0 0.188 0.250 0.313 4 1 0.67 4 1 0.77 4 1 0.91 2 2 11.0 5.0 33.0 19.5 0.188 0.250 0.313 5 1 0.82 5 1 0.87 5 1 1.00 3 3 9.9 5.0 19.5 19.5 0.134 0.250 0.250 9 1 0.95 9 19 0.59 9 19 0.96 3 4 16.0 5.0 19.5 19.5 0.135 0.250 0.250 12 1 0.55 16 1 0.89 16 1 0.66 4 5 16.0 5.0 19.5 19.5 0.135 0.250 0.250 21 1 0.51 18 1 0.91 18 1 0.68 4 6 9.9 5.0 19.5 19.5 0.134 0.250 0.250 24 1 0.90 22 19 0.57 24 18 0.79 5 7 11.0 5.0 19.5 33.0 0.188 0.250 0.313 28 1 0.79 28 1 0.77 28 1 0.90 6 8 17.4 6.0 33.0 10.0 0.188 0.250 0.313 29 1 0.67 29 1 0.68 30 1 0.88 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 ---------- ---- ---- ---- ---- ---- ---- Weight (lb) 457 289 451 451 289 457 Total Weight (lb) : Frame Members = 2395 Interior Col. = 0 Conn. Plates = 184 Base Plates = 18 Trans Stiff = 0 2597 REACTIONS: (Sidewall Columns) Load ---------Left_Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- ------- ------ ------- ------- ------- 1 12.13 35.57 0.00 0.00 -12.13 23.11 0.00 0.00 2 -5.22 -8.52 0.00 0.00 0.42 -2.64 0.00 0.00 3 -0.11 -7.34 0.00 0.00 5.53 -3.82 0.00 0.00 4 8.64 29.34 0.00 0.00 -11.03 20.40 0.00 0.00 5 11.19 29.93 0.00 0.00 -8.48 19.81 0.00 0.00 6 -0.05 6.64 0.00 0.00 -4.75 6.88 0.00 0.00 7 5.06 7.82 0.00 0.00 0.36 5.69 0.00 0.00 8 -5.22 -8.52 0.00 0.00 0.42 -2.64 0.00 0.00 9 -0.11 -7.34 0.00 0.00 5.53 -3.82 0.00 0.00 10 8.64 29.34 0.00 0.00 -11.03 20.40 0.00 0.00 11 11.19 29.93 0.00 0.00 -8.48 19.81 0.00 0.00 12 -0.05 6.64 0.00 0.00 -4.75 6.88 0.00 0.00 13 5.06 7.82 0.00 0.00 0.36 5.69 0.00 0.00 14 0.69 4.80 0.00 0.00 -2.89 4.55 0.00 0.00 15 2.89 5.71 0.00 0.00 -0.69 3.64 0.00 0.00 16 -1.10 -0.45 0.00 0.00 -1.10 0.45 0.00 0.00 17 1.10 0.45 0.00 0.00 1.10 -0.45 0.00 0.00 18 9.45 33.86 0.00 0.00 -9.45 17.82 0.00 0.00 19 9.64 22.13 0.00 0.00 -9.64 18.89 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.59 0.16 -4.22 2 0.62 0.51 0.57 3 -0.38 -0.48 0.50 4 -0.25 0.39 -3.68 5 -0.75 -0.10 -3.68 6 0.35 0.57 -1.44 - 64 - I 7 -0.64 -0.42 -1.46 8 0.62 0.51 0.57 9 -0.38 -0.48 0.50 10 -0.25 0.39 -3.68 11 -0.75 -0.10 -3.68 12 0.35 0.57 -1.44 13 -0.64 -0.42 -1.46 14 0.41 0.52 -0.68 15 -0.55 -0.44 -0.69 16 0.48 0.48 0.26 17 -0.48 -0.48 -0.26 18 -0.01 0.58 -3.30 19 -0.92 -0.33 -3.32 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right ® Midspan ---- ---- ----- --------- 1 351 1339 227 2 338 407 1695 3 548 431 1901 4 833 530 260 5 278 1992 260 6 588 364 667 7 325 491 655 8 338 407 1695 9 548 431 1901 10 833 530 260 11 278 1992 260 12 588 364 667 13 325 491 655 14 507 402 1414 15 377 468 1383 16 433 433 3748 17 433 433 3748 18 34227 359 290 19 226 635 288 Max Live Vertical = -3.78, Span/Deflection = 254. Max Horizontal Drift= -0.92, Eave Height/Drift= 226. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 14 4.80 -10.18 0.411 4.00 0.004 0.100 Right Column: 15 3.64 8.59 -0.445 4.00 0.004 0.100 21001 Rigid Frame Clearances 6 5 02 10:57am VERTICAL CLEARANCE: ------------------ Left Col 14109-12" (X= 3105-0911, Y= 14'09-1211) Right Col 14109-12" (X= 76106-07", Y= 14'09-12") Midspan 18111-14" (X= 40100-0011, Y= 18'11-14") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 73100-15" (X1= 3105-0911, X2= 76'06-07") - 65 - ;: ,, I 6/ 5/02 CANOPY: 1 10:57am EXTENSION LOCATION & SIZE: ----------------------- Wall --Bay_Id- ---Extension Size---- Id Start End Height Width Slope 4 1 1 10.000 6.000 1.000 BEAM DESIGN: ------------ Beam At Col Line 1 2 Load Width 10.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi )----- ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC 1 2.59 1.33 7.15 0.19 7.79 4.12 30.00 0.14 7.79 -4.12 29.23 0.14 2 -1.64 0.84 9.54 0.09 -4.95 -2.62 38.98 0.07 -4.95 2.62 40.00 0.07 DEFLECTION: Load --Deflection(in) -- Id Calc Allow UC ---- ------ ------ ---- 1 -0.03 0.80 0.04 2 0.02 0.80 0.02 SPLICE: Splice -Plate(in) -- Tens Load(k ,f-k ) ----Bolt (A325 )----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage EF 5.0 0.500 Top: 1 3 8 2 0.750 3.00 3.00 Bot: 2 -2 -5 2 0.750 3.00 3.00 ------------------------------------------------ Southern Structures, Inc. P.O. Box 52005 Lafayette, LA. 70505 STRUCTURAL DESIGN CALCULATIONS FOR TBT INDUSTRIES INC 444 WOODDALE BLVD. BATON ROUGE, LA 70806 COPART AUTO SALVAGE 5500 EAST 2ND ST. 2ND FLOOR BENICIA, CA 94510 21001 BUILDING #2 BUILDING DATA Width (ft) - 80.0 Length (ft) =- 80.0 66 I I I Eave Height (ft) = 12.0/ 12.0 Roof Slope (rise/12 ) 1.00/ 1.00 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) - 5.0 Snow Load (psf ) = 17.5 Wind Speed(mph ) = 80.0 Wind Code = UBC 97 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.36 Seismic Zone = 3 21001 Design Loads For Each Building Component 6/06/02 11:26am FRONT SIDEWALL: LOADING Wind Wind Press Suct 9.1 -9.1 Girt/Header 12.2 -12.2 Panel 9.1 -9.1 Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 9.1 -9.1 Girt/Header 12.2 -12.2 Panel 9.1 -9.1 Jamb LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 17.5 5.0 10.2 0.75 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.1 -9.1 Column 9.1 -9.1 Girt/Header 9.1 -9.1 Jamb 12.2 -12.2 Panel WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.80 -0.50 0.00 0.00 2 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 3 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 4 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct f Id 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 - 67 - 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 n 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter Wind 2 Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RIGHT ENDWALL: --------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 17.5 5.0 10.2 0.75 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.1 -9.1 Column 9.1 -9.1 Girt/Header 9.1 -9.1 Jamb 12.2 -12.2 Panel WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.80 -0.50 0.00 0.00 2 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 3 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 4 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column_Wind I Aux Load Id Dead Collat Snow Left Right Press Suct Id 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter Wind 2 Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 - 0.00 1.00 0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.0 20.0 17.5 5.0 10.2 0.75 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind - 68 - Press Suct Suct R 0.0 -10.2 Purlins 0.0 -13.2 Panels 8.1 -5.1 -7.1 Bracing PURLIN DESIGN LOADS: Surf No._Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 3 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 3 1.00 1.00 0.88 0.00 0.00 1 3 3 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 3 1.00 1.00 0.88 0.00 0.00 2 BRACING DESIGN LOADS: Surf No._Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 3 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb #1 -- -- Comb #2 -- -- Comb #3 -- Aux Id Combs Add-Id Coeff Add-Id Coeff Add-Id Coeff 2 1 1 1 1.00 2 1 2 1.00 ADDITIONAL LOADS: No. Add Load P Dx - Concentrated Add Id Type Wpl Wp2 Dxl Dx2 - Uniform 2 1 D -51.9 0.0 0.0 12.0 2 D -51.9 0.0 0.0 12.0 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.9 5.0 10.2 0.75 2.0 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No._Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 - 69 - 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 ADDITIONAL LOADS: No. Add Surf Load p V M Dx Dy - Concentrated Add Id Id Type Wpl Wp2 Co D11 D12 - Distributed 1 1 2 C 0.00 -2.02 0.00 40.00 3.33 RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 5.0 10.2 0.75 2.0 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 ADDITIONAL LOADS: No. Add Surf Load p V M Dx Dy - Concentrated Add Id Id Type I Wpl Wp2 Co D11 D12 - Distributed 1 1 2 C 0.00 -1.52 0.00 40.00 3.33 RIGID FRAME #3: --------------- BASIC LOADS: Basic Defl Seis Weak Axis-React Dead Live Snow Collateral Wind Ratio Load LCol R Col 2.0 12.0 17.5 5.0 10.2 0.75 1.0 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 - 70 - DESIGN LOADS: --------------------Load_Coefficients------------------- No.-Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 ADDITIONAL LOADS: No. Add Surf Load P V M Dx Dy - Concentrated Add Id Id Type Wpl Wp2 Co D11 D12 - Distributed 1 1 2 C 0.00 -0.76 0.00 40.00 3.33 -------------------------------------------------------- 21001 Reactions, Anchor Bolts, & Base Plates 6/06/02 11:26am ---- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick 5 E 6 0.53 -1.14 7 -0.53 -0.38 2 0.750 5.00 7.50 0.250 1 0.00 2.62 8 0.53 -1.14 5 D 6 1.10 -2.91 7 -1.10 -0.96 2 0.750 5.00 7.50 0.250 1 0.00 6.67 8 1.10 -2.91 5 C 6 1.13 -1.76 7 -1.13 -0.54 2 0.750 5.00 7.50 0.250 1 0.00 4.35 8 1.13 -1.76 5 B 6 1.10 -2.91 7 -1.10 -0.96 2 0.750 5.00 7.50 0.250 1 0.00 6.67 8 1.10 -2.91 5 A 6 0.53 -1.14 7 -0.53 -0.38 2 0.750 5.00 7.50 0.250 1 0.00 2.62 8 0.53 -1.14 9 B 6 1.16 0.13 7 -1.16 0.13 4 0.750 6.00 8.00 0.375 9 0.00 0.13 9 C 6 1.52 -1.21 7 -1.21 0.33 4 0.750 6.00 8.25 0.375 1 -0.47 2.49 8 1.52 -1.21 9 D 6 1.81 -2.66 7 -1.13 0.45 4 0.750 6.00 8.25 0.375 1 -1.06 4.83 8 1.81 -2.66 9 D9 6 1.04 -1.59 1 -0.73 2.92 4 0.750 6.00 8.00 0.375 1 -0.73 2.92 8 1.04 -1.59 *6 E 1 25.15 27.63 2 -4.62 -6.3f 4 1.250 6.00 12.75 0.500 1 25.15 27.63 3 -4.62 -6.32 *6 A 4 4.90 -2.85 1-25.15 22.04 4 1.250 6.00 12.75 0.500 1-25.15 22.04 5 4.90 -2.85 8 E 1 23.59 26.80 2 -4.30 -6.21 4 1.000 6.00 12.75 0.500 1 23.59 26.80 3 -4.30 -6.21 8 A 4 4.20 -5.07 1-23.59 25.03 4 1.000 6.00 12.75 0.500 1-23.59 25.03 4 4.20 -5.07 9 E 1 11.16 15.13 2 -1.60 -3.80 4 0.750 6.00 10.75 0.500 1 11.18 15.13 3 -1.60 -3.80 9 A 4 1.44 -3.36 1-11.18 14.47 4 0.750 6.00 10.75 0.500 1-11.18 14.47 4 1.44 -3.36 - 71 - ----------- ------ ----------- _...._ - *6 Frame Lines : 6 7 Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL 2 DL+WL1 3 DL+WL2 4 DL+WR2 5 DL+WR1 6 DL+WRI+WS 7 DL+WP 8 DL+WLI+WS 9 DL+CO BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Id Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ----- ------- L_EW 5 No Bracing Used 0 F SW A Wind Column In Wall R EW 9 Rigid Frame At Endwall B SW E Wind Column In Wall WIND COLUMNS: ------------- ---Wall-- Col Reaction(k ,f-k ) Loc Line Id Load Id Horiz Moment ---- ---- --- ------- ----- ------ F_SW A 8 Wind 3.6 37.3 Seismic 6.8 70.6 B_SW E 8 Wind 3.6 37.3 Seismic 7.0 72.0 ----------- - - ------------- 21001 Additional Reactions Report 6/06/02 11:26am Rigid Frame Column Reactions ----------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind_L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ---- ------ ----- ----- ----- ----- ----- *6 E 2.92 3.19 6.49 5.02 15.74 19.41 8.27 3.50 -7.54 -9.51 *6 A -2.92 2.92 -6.49 5.02 -15.74 14.09 -8.27 10.85 4.65 -5.29 8 E 2.88 3.18 6.03 4.77 14.68 18.85 7.41 3.19 -7.18 -9.39 8 A -2.88 3.10 -6.03 4.77 -14.68 17.15 -7.41 14.01 3.92 -7.68 9 E 1.58 1.91 2.94 2.39 6.66 10.83 3.32 1.50 -3.18 -5.71 9 A -1.58 1.88 -2.94 2.39 -6.66 10.21 -3.32 8.70 1.44 -4.99 Frame Col -Wind_R1-- -Wind_L2-- -Wind_R2-- Seismic_L- Seismic R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert *6 E -4.37 -9.02 -7.54 -9.51 -4.37 -9.02 -2.00 -0.52 2.00 0.52 *6 A 7.82 -5.78 4.65 -5.29 7.82 -5.78 -2.00 0.52 2.00 -0.52 8 E -4.01 -8.90 -7.18 -9.39 -4.01 -8.90 -2.00 -0.52 2.00 0.52 8 A 7.09 -8.17 3.92 -7.68 7.09 -8.17 -2.00 0.52 2.00 -0.52 9 E -1.59 -5.46 -3.18 -5.71 -1.59 -5.46 -1.00 -0.27 1.00 0.27 9 A 3.02 -5.23 1.44 -4.99 3.02 -5.23 -1.00 0.27 1.00 -0.27 ------ ----------- - - ------------------------- ------ -------------------------------- - 72 - *6 Frame Lines : 6 7 Endwall Column Reactions ------------------------- -Out Of Plane- Frame Col Dead Collat Live -Brc_Wind_L- -Brc_Wind_R- Wind_P Wind_S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz 5 E 0.29 0.47 1.86 0.00 -0.67 0.00 -0.67 -0.53 0.53 5 D 0.74 1.19 4.74 0.00 -1.70 0.00 -1.70 -1.10 1.10 5 C 0.52 0.77 3.06 0.00 -1.06 0.00 -1.06 -1.13 1.13 5 B 0.74 1.19 4.74 0.00 -1.70 0.00 -1.70 -1.10 1.10 5 A 0.29 0.47 1.86 0.00 -0.67 0.00 -0.67 -0.53 0.53 9 B 0.13 0.00 0.00 0.00 0.00 0.00 0.00 -1.16 1.16 9 C 0.33 0.00 2.16 0.00 0.00 0.00 0.00 -1.19 1.55 9 D 0.45 0.00 4.38 0.00 0.00 0.00 0.00 -1.08 1.86 9 D9 0.28 0.00 2.64 0.00 0.00 0.00 0.00 -0.56 1.07 ----------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf_Wind_L- -Raf_Wind_R- --Seismic L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- -----_ 5 E 0.00 -1.44 0.00 -1.44 0.00 0.02 0.00 0.18 5 D 0.00 -3.65 0.00 -3.65 0.00 0.06 0.00 -0.06 5 C 0.00 -2.27 0.00 -2.27 0.00 -0.20 0.00 -0.20 5 B 0.00 -3.65 0.00 -3.65 0.00 -0.06 0.00 0.06 5 A 0.00 -1.44 0.00 -1.44 0.00 0.18 0.00 0.02 9 B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 D9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ------------------------------------- Bottom Sidewall 21001 Girt Design Report 5/31/02 8:26am ------------------- GIRT # 1 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- --------- ----- ---- ----- -------- ----- ------ 1 8Z16 20.00 1.06 7.3333 0 56.9 2 8Z16 20.00 1.06 1.06 7.3333 0 59.8 3 8Z16 20.00 1.06 1.06 7.3333 0 59.8 4 8Z16 18.83 1.06 7.3333 0 53.8 230.3 WIND PRESSURE -------------- --- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.41 -0.57 -0.63 0.00 -1.60 7.87 1.56 2.20 2 0.55 0.49 -0.43 -0.48 2.20 1.64 -0.73 10.66 1.03 1.52 3 0.49 0.43 -0.49 -0.54 1.52 1.03 -0.80 9.49 1.50 2.05 4 0.59 0.54 -0.38 2.05 1.44 -1.38 11.52 0.00 - 73 - STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - -. - --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.57 2.81 0.20 MS -1.60 5.65 0.28 RL 0.12 -0.34 2.67 2 LL 0.49 2.81 0.18 LL 1.64 5.65 0.29 LL 0.12 -0.09 2.67 3 RL -0.49 2.81 0.17 RL 1.50 5.65 0.27 RL 0.10 -0.12 2.67 4 LL 0.54 2.81 0.19 LL 1.44 5.65 0.26 LL 0.10 -0.25 2.51 WIND SUCTION : --------------- GIRT ANALYSIS: ---------SHEAR(k ) - ----- --------------MOMENT(f-k ) ------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.41 0.57 0.63 0.00 1.60 7.87 -1.56 -2.20 2 -0.55 -0.49 0.43 0.48 -2.20 -1.64 0.73 10.66 -1.03 -1.52 3 -0.49 -0.43 0.49 0.54 -1.52 -1.03 0.80 9.49 -1.50 -2.05 4 -0.59 -0.54 0.38 -2.05 -1.44 1.38 11.52 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow _ .. --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- I RL 0.57 2.81 0.20 MS 1.60 3.95 0.40 RL 0.12 0.34 2.67 2 LL -0.49 2.81 0.18 LL -1.64 5.65 0.29 LL 0.12 0.09 2.67 3 RL 0.49 2.81 0.17 RL -1.50 5.65 0.27 RL 0.10 0.12 2.67 4 LL -0.54 2.81 0.19 MS 1.38 3.95 0.35 LL 0.10 0.25 2.51 ------------------------------------ Top Sidemall 21001 Girt Design Report 5/31/02 8:26am ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z16 18.83 1.06 7.3333 0 53.8 2 8Z16 20.00 1.06 1.06 7.3333 0 59.8 3 8Z16 20.00 1.06 1.06 7.3333 0 59.8 4 8Z16 20.00 1.06 7.3333 0 56.9 230.3 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- ---------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.34 -0.48 -0.53 0.00 -1.24 7.31 1.30 1.84 2 0.49 0.44 -0.39 -0.44 1.84 1.34 -0.72 10.51 0.92 1.36 3 0.43 0.38 -0.44 -0.49 1.36 0.93 -0.66 9.34 1.47 1.97 4 0.56 0.51 -0.36 1.97 1.40 -1.43 12.13 0.00 - 74 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ---- - 1 RL -0.48 2.81 0.17 RL 1.30 5.65 0.23 RL 0.08 -0.22 2.51 2 LL 0.44 2.81 0.16 LL 1.34 5.65 0.24 LL 0.08 -0.11 2.67 3 RL -0.44 2.81 0.16 RL 1.47 5.65 0.26 RL 0.09 -0.08 2.67 4 LL 0.51 2.81 0.18 MS -1.43 5.65 0.25 LL 0.09 -0.30 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- -------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- -- --- 1 -0.34 0.48 0.53 0.00 1.24 7.31 -1.30 -1.84 2 -0.49 -0.44 0.39 0.44 -1.84 -1.34 0.72 10.51 -0.92 -1.36 3 -0.43 -0.38 0.44 0.49 -1.36 -0.93 0.66 9.34 -1.47 -1.97 4 -0.56 -0.51 0.36 -1.97 -1.40 1.43 12.13 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- -- -- ------ ----- 1 RL 0.48 2.81 0.17 MS 1.24 3.95 0.31 RL 0.08 0.22 2.51 2 LL -0.44 2.81 0.16 LL -1.34 5.65 0.24 LL 0.08 0.11 2.67 3 RL 0.44 2.81 0.16 RL -1.47 5.65 0.26 RL 0.09 0.08 2.67 4 LL -0.51 2.81 0.18 MS 1.43 3.95 0.36 LL 0.09 0.30 2.67 21001 Girt Design Report 5/31/02 8:26am ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z16 18.83 1.06 10.1667 0 53.8 2 8Z16 20.00 1.06 1.06 10.1667 0 59.8 3 8Z16 20.00 1.06 1.06 10.1667 0 59.8 4 8Z16 20.00 1.06 10.1667 0 56.9 230.3 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.13 -0.19 -0.21 0.00 -0.49 7.31 0.51 0.72 2 0.19 0.17 -0.15 -0.17 0.72 0.53 -0.28 10.51 0.36 0.54 3 0.17 0.15 -0.17 -0.19 0.54 0.37 -0.26 9.34 0.58 0.78 4 0.22 0.20 -0.14 0.78 0.55 -0.56 12.13 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) - 75 - Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.19 2.81 0.07 RL 0.51 5.65 0.09 RL 0.01 -0.09 2.51 2 LL 0.17 2.81 0.06 LL 0.53 5.65 0.09 LL 0.01 -0.04 2.67 3 RL -0.17 2.81 0.06 RL 0.58 5.65 0.10 RL 0.01 -0.03 2.67 4 LL 0.20 2.81 0.07 MS -0.56 5.65 0.10 LL 0.01 -0.12 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.13 0.19 0.21 0.00 0.49 7.31 -0.51 -0.72 2 -0.19 -0.17 0.15 0.17 -0.72 -0.53 0.28 10.51 -0.36 -0.54 3 -0.17 -0.15 0.17 0.19 -0.54 -0.37 0.26 9.34 -0.58 -0.78 4 -0.22 -0.20 0.14 -0.78 -0.55 0.56 12.13 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.19 2.81 0.07 MS 0.49 3.95 0.12 RL 0.01 0.09 2.51 2 LL -0.17 2.81 0.06 LL -0.53 5.65 0.09 LL 0.01 0.04 2.67 3 RL 0.17 2.81 0.06 RL -0.58 5.65 0.10 RL 0.01 0.03 2.67 4 LL -0.20 2.81 0.07 MS 0.56 3.95 0.14 LL 0.01 0.12 2.67 ---------------------------------------------- Left Endwall 21001 Column & Rafter Design 5/31/02 8:26am MEMBER SIZES: Member Member Member ---Web Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ------- ------ ----------- ----- ----- ----- ------ ------ ------ Col-1 0.7 8C16 8.00 16ga 2.50 16ga 10.6 29.5 Col-2 22.0 8C12 8.00 12ga 2.50 12ga 12.3 60.3 Col-3 40.0 1OC12 10.00 12ga 3.00 12ga 13.8 80.3 Col-4 58.0 8C12 8.00 12ga 2.50 12ga 12.3 60.3 Col-5 79.3 8C16 8.00 16ga 2.50 16ga 10.6 29.5 Raf-1 (2)1OC14 10.00 14ga 6.00 14ga 40.1 342.8 Raf-2 (2)1OC14 10.00 14ga 6.00 14ga 40.1 342.8 Total= 945.56 DESIGN ACTIONS/STRESSES: (C/D/Z-Section) - Axial (k ) - -- Shear (k )- Moment (f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load - -I--- ------ ------ ------ Col-- 1 2.62 4.47 0.00 2.10 0.00 2.25 Col-1 2 0.55 5.96 -0.53 2.81 1.39 3.00 Col-1 3 0.55 5.96 -0.53 2.81 1.39 3.00 Col-1 4 -0.38 34.86 0.53 2.81 -1.39 3.00 Col-1 5 -1.14 34.86 -0.53 2.81 1.39 3.00 Col-1 6 -1.14 34.86 -0.53 2.81 1.39 3.00 Col-1 7 0.78 5.96 0.00 2.81 0.00 3.00 Col-1 8 0.94 5.96 0.00 2.81 0.00 3.00 Col-2 1 6.67 7.70 0.00 12.20 0.00 3.32 Col-2 2 1.40 10.26 1.10 16.26 3.40 4.43 Col-2 3 1.40 10.26 1.10 16.26 3.40 4.43 Col-2 4 -0.96 63.70 -1.10 16.26 -3.40 4.43 Col-2 5 -2.91 63.70 1.10 16.26 3.40 4.43 - 76 - Col-2 6 -2.91 63.70 1.10 16.26 3.40 4.43 Col-2 7 1.99 10.26 0.00 16.26 0.00 4.43 Col-2 8 1.87 10.26 0.00 16.26 0.00 4.43 Col-3 1 4.35 8.89 0.00 10.20 0.00 4.86 Col-3 2 0.99 11.85 1.13 13.59 3.92 6.48 Col-3 3 0.99 11.85 1.13 13.59 3.92 6.48 Col-3 4 -0.54 76.48 -1.13 13.59 -3.92 6.48 Col-3 5 -1.76 76.48 1.13 13.59 3.92 6.48 Col-3 6 -1.76 76.48 1.13 13.59 3.92 6.48 Col-3 7 1.09 11.85 0.00 13.59 0.00 6.48 Col-3 8 1.09 11.85 0.00 13.59 0.00 6.48 Col-4 1 6.67 7.70 0.00 12.20 0.00 3.32 Col-4 2 1.40 10.26 -1.10 16.26 3.40 4.43 Col-4 3 1.40 10.26 -1.10 16.26 3.40 4.43 Col-4 4 -0.96 63.70 1.10 16.26 -3.40 4.43 Col-4 5 -2.91 63.70 -1.10 16.26 3.40 4.43 Col-4 6 -2.91 63.70 -1.10 16.26 3.40 4.43 Col-4 7 1.87 10.26 0.00 16.26 0.00 4.43 Col-4 8 1.99 10.26 0.00 16.26 0.00 4.43 Col-5 1 2.62 4.47 0.00 2.10 0.00 2.25 Col-5 2 0.55 5.96 -0.53 2.81 1.39 3.00 Col-5 3 0.55 5.96 -0.53 2.81 1.39 3.00 Col-5 4 -0.38 34.86 0.53 2.81 -1.39 3.00 Col-5 5 -1.14 34.86 -0.53 2.81 1.39 3.00 Col-5 6 -1.14 34.86 -0.53 2.81 1.39 3.00 Col-5 7 0.94 5.96 0.00 2.81 0.00 3.00 Col-5 8 0.78 5.96 0.00 2.81 0.00 3.00 Raf-1 1 0.25 44.67 -3.61 7.01 12.83 18.15 Raf-1 2 -0.44 107.38 1.62 9.34 -5.77 24.19 Raf-1 3 -0.44 107.38 1.62 9.34 -5.77 24.19 Raf-1 4 -0.44 107.38 1.62 9.34 -5.77 24.19 Raf-1 5 -0.44 107.38 1.62 9.34 -5.77 24.19 Raf-1 6 1.16 59.55 -1.05 9.34 3.75 24.19 Raf-1 7 2.46 53.96 -0.99 9.34 3.50 24.19 Raf-2 1 0.25 44.67 3.61 7.01 12.83 18.15 Raf-2 2 -0.44 107.38 -1.62 9.34 -5.77 24.19 Raf-2 3 -0.44 107.38 -1.62 9.34 -5.77 24.19 Raf-2 4 -0.44 107.38 -1.62 9.34 -5.77 24.19 Raf-2 5 -0.44 107.38 -1.62 9.34 -5.77 24.19 Raf-2 6 2.46 53.96 0.99 9.34 3.50 24.19 Raf-2 7 1.16 59.55 1.05 9.34 3.75 24.19 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Col-1 1 0.59 0.00 0.00 0.59 Col-1 2 0.09 0.19 0.46 0.56 0.04 Col-1 3 0.09 0.19 0.46 0.56 0.04 Col-1 4 0.01 0.19 0.46 0.45 0.04 Col-1 5 0.03 0.19 0.46 0.43 0.04 Col-1 6 0.03 0.19 0.46 0.43 0.04 Col-1 7 0.13 0.00 0.00 0.13 Col-1 8 0.16 0.00 0.00 0.16 Col-2 1 0.87 0.00 0.00 0.87 Col-2 2 0.14 0.07 0.77 Q.90 0.00 Col-2 3 0.14 0.07 0.77 0.90 0.00 Col-2 4 0.02 0.07 0.77 0.75 0.00 Col-2 5 0.05 0.07 0.77 0.72 0.00 Col-2 6 0.05 0.07 0.77 0.72 0.00 Col-2 7 0.19 0.00 0.00 0.19 Col-2 8 0.18 0.00 0.00 0.18 Col-3 1 0.49 0.00 0.00 0.49 Col-3 2 0.08 0.08 0.60 0.69 0.01 Col-3 3 0.08 0.08 0.60 0.69 0.01 Col-3 4 0.01 0.08 0.60 0.60 0.01 Col-3 5 0.02 0.08 0.60 0.58 0.01 Col-3 6 0.02 0.08 0.60 0.58 0.01 Col-3 7 0.09 0.00 0.00 0.09 Col-3 8 0.09 0.00 0.00 0.09 - 77 - Col-4 1 0.87 0.00 0.00 0.87 Col-4 2 0.14 0.07 0.77 0.90 0.00 Col-4 3 0.14 0.07 0.77 0.90 0.00 Col-4 4 0.02 0.07 0.77 0.75 0.00 Col-4 5 0.05 0.07 0.77 0.72 0.00 Col-4 6 0.05 0.07 0.77 0.72 0.00 Col-4 7 0.18 0.00 0.00 0.18 Col-4 8 0.19 0.00 0.00 0.19 Col-5 1 0.59 0.00 0.00 0.59 Col-5 2 0.09 0.19 0.46 0.56 0.04 Col-5 3 0.09 0.19 0.46 0.56 0.04 Col-5 4 0.01 0.19 0.46 0.45 0.04 Col-5 5 0.03 0.19 0.46 0.43 0.04 Col-5 6 0.03 0.19 0.46 0.43 0.04 Col-5 7 0.16 0.00 0.00 0.16 Col-5 8 0.13 0.00 0.00 0.13 Raf-1 1 0.01 0.52 0.71 0.71 0.77 Raf-1 2 0.00 0.17 0.24 0.24 0.09 Raf-1 3 0.00 0.17 0.24 0.24 0.09 Raf-1 4 0.00 0.17 0.24 0.24 0.09 Raf-1 5 0.00 0.17 0.24 0.24 0.09 Raf-1 6 0.02 0.11 0.16 0.17 0.04 Raf-1 7 0.05 0.11 0.14 0.18 0.03 Raf-2 1 0.01 0.52 0.71 0.71 0.77 Raf-2 2 0.00 0.17 0.24 0.24 0.09 Raf-2 3 0.00 0.17 0.24 0.24 0.09 Raf-2 4 0.00 0.17 0.24 0.24 0.09 Raf-2 5 0.00 0.17 0.24 0.24 0.09 Raf-2 6 0.05 0.11 0.14 0.18 0.03 Raf-2 7 0.02 0.11 0.16 0.17 0.04 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) ----- ---- ------ ------ ------- ----- ------- Col-1 1 0.00 1.06 0.00 2.62 0.00 Col-1 2 0.10 1.06 0.53 0.55 0.00 Col-1 3 0.10 1.06 0.53 0.55 0.00 Col-1 4 -0.10 1.06 -0.53 -0.38 0.00 Col-1 5 0.10 1.06 0.53 -1.14 0.00 Col-1 6 0.10 1.06 0.53 -1.14 0.00 Col-1 7 0.00 1.06 0.00 0.78 0.00 Col-1 8 0.00 1.06 0.00 0.94 0.00 Col-2 1 0.00 1.23 0.00 6.67 0.00 Col-2 2 0.18 1.23 1.10 1.40 0.00 Col-2 3 0.18 1.23 1.10 1.40 0.00 Col-2 4 -0.18 1.2.3 -1.10 -0.96 0.00 Col-2 5 0.18 1.23 1.10 -2.91 0.00 Col-2 6 0.18 1.23 1.10 -2.91 0.00 Col-2 7 0.00 1.23 0.00 1.99 0.00 Col-2 8 0.00 1.23 0.00 1.87 0.00 Col-3 1 0.00 1.38 0.00 4.35 0.00 Col-3 2 0.14 1.38 1.13 0.99 0.00 Col-3 3 0.14 1.38 1.13 0.99 0.00 Col-3 4 -0.14 1.38 -1.13 -0.54 0.00 Col-3 5 0.14 1.38 1.13 - -1.76 0.00 Col-3 6 0.14 1.38 1.13 -1.76 0.00 Col-3 7 0.00 1.38 0.00 1.09 0.00 Col-3 8 0.00 1.38 0.00 1.09 0.00 Col-4 1 0.00 1.23 0.00 6.67 0.00 Col-4 2 0.18 1.23 1.10 1.40 0.00 Col-4 3 0.18 1.23 1.10 1.40 0.00 Col-4 4 -0.18 1.23 -1.10 -0.96 0.00 Col-4 5 0.18 1.23 1.10 -2.91 0.00 Col-4 6 0.18 1.23 1.10 -2.91 0.00 Col-4 7 0.00 1.23 0.00 1.87 0.00 Col-4 8 0.00 1.23 0.00 1.99 0.00 Col-5 1 0.00 1.06 0.00 2.62 0.00 Col-5 2 0.10 1.06 0.53 0.55 0.00 - 78 - Col-5 3 0.10 1.06 0.53 0.55 0.00 Col-5 4 -0.10 1.06 -0.53 -0.38 0.00 Col-5 5 0.10 1.06 0.53 -1.14 0.00 Col-5 6 0.10 1.06 0.53 -1.14 0.00 Col-5 7 0.00 1.06 0.00 0.94 0.00 Col-5 8 0.00 1.06 0.00 0.78 0.00 Raf-1 1 -0.67 1.10 Raf-1 2 0.21 1.47 Raf-1 3 0.21 1.47 Raf-1 4 0.21 1.47 Raf-1 5 0.21 1.47 Raf-1 6 -0.19 1.47 Raf-1 7 -0.18 1.47 Raf-2 1 -0.67 1.10 Raf-2 2 0.21 1.47 Raf-2 3 0.21 1.47 Raf-2 4 0.21 1.47 Raf-2 5 0.21 1.47 Raf-2 6 -0.18 1.47 Raf-2 7 -0.19 1.47 21001 Rafter Splice Report 5 31 02 8:26am Surf Surf Splice ---Plate--- ---Design_Load--- ----------Bolts----------- Id Loc Id Width Thick Axl Shr Mom Type Diam Rows Space Gage ---- ----- ------ ----- ----- ----- ----- ----- ---- ----- ---- ----- ---- 3 0.0 Mom- 1 6.0 0.500 1.2 2.1 5.1 A325 0.750 2 3.00 3.00 1.2 2.1 -2.3 A325 0.750 2 3.00 3.00 --------------------------------------- Right Endwall 21001 Column & Rafter Design 5/31/02 8:26am MEMBER SIZES: Member Member Member ---Web Size-- -Flange_Size- Member Member Id Locate Size Depth _ Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ------ ------ Col-2 22.0 W8X10 7.48 0.170 3.94 0.205 13.0 130.0 Col-3 40.0 W8X15 7.48 0.245 4.02 0.315 14.5 217.5 Col-4 58.0 W8X18 7.48 0.230 5.25 0.330 13.0 233.9 Col-5 76.5 W8X13 7.48 0.230 4.00 0.255 11.5 148.9 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k ,ksi )---Moment (f-k ,ksi ) - Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress ----- ---- ------ ------ ------ ------ ------ ------ ------ ------ ------ Col-2 1 0.13 0.04 12.38 0.00 0.00 14.40 0.00 0.00 17.31 Col-2 2 0.13 0.04 16.51 -1.16 0.91 19.20 3.78 -5.81 23.07 Col-2 3 0.13 0.04 16.51 -1.16 0.91 19.20 3.78 -5.81 23.07 Col-2 4 0.13 0.04 16.51 1.16 0.91 19.20 -3.78 -5.81 23.07 Col-2 5 0.13 0.04 16.51 -1.16 0.91 19.20 3.78 -5.81 23.07 Col-2 6 0.13 0.04 16.51 -1.16 0.91 19.20 3.78 -5.81 23.07 Col-2 7 0.13 0.04 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-2 8 0.13 0.04 16.51 0.00 0.00 19.20 0.00 0.00 23.07 Col-3 1 2.49 0.56 12.92 0.47 0.26 14.40 -4.69 -4.77 21.27 Col-3 2 0.22 0.05 17.22 -1.30 0.71 19.20 5.12 -5.21 28.35 Col-3 3 0.22 0.05 17.22 -1.30 0.71 19.20 5.12 -5.21 28.35 Col-3 4 0.33 0.07 17.22 1.21 0.66 19.20 -4.47 -4.54 28.35 Col-3 5 -1.21 -0.27 28.79 -1.52 0.83 19.20 7.05 -7.17 28.35 Col-3 6 -1.21 -0.27 28.79 -1.52 0.83 19.20 7.05 -7.17 28.35 Col-3 7 0.33 0.07 17.22 0.02 0.01 19.20 -0.22 -0.23 28.35 Col-3 8 0.33 0.07 17.22 0.02 0.01 19.20 -0.22 -0.23 28.35 Col-4 1 4.83 0.92 16.27 1.06 0.62 14.40 -10.61 -8.37 21.60 Col-4 2 -0.47 -0.09 28.79 -1.31 0.76 19.20 4.98 -3.93 28.79 Col-4 3 -0.47 -0.09 28.79 -1.31 0.76 19.20 4.98 -3.93 28.79 Col-4 4 0.45 0.09 21.69 1.13 0.66 19.20 -3.84 -3.03 28.79 - 79 - Col-4 5 -2.66 -0.50 28.79 -1.81 1.05 19.20 9.81 -7.74 28.79 Col-4 6 -2.66 -0.50 28.79 -1.81 1.05 19.20 9.81 -7.74 28.79 Col-4 7 0.45 0.09 21.69 0.05 0.03 19.20 -0.51 -0.40 28.79 Col-4 8 0.45 0.09 21.69 0.05 0.03 19.20 -0.51 -0.40 28.79 C01-5 1 2.92 0.76 12.41 0.73 0.42 14.40 -7.25 -8.78 17.57 Col-5 2 -0.27 -0.07 28.79 -0.69 0.40 19.20 2.36 -2.86 23.42 Col-5 3 -0.27 -0.07 28.79 -0.69 0.40 19.20 2.36 -2.86 23.42 C01-5 4 0.28 0.07 16.55 0.59 0.34 19.20 -1.79 -2.17 23.42 Col-5 5 -1.59 -0.41 28.79 -1.04 0.60 19.20 5.50 -6.66 23.42 Col-5 6 -1.59 -0.41 28.79 -1.04 0.60 19.20 5.50 -6.66 23.42 Col-5 7 0.28 0.07 16.55 0.03 0.02 19.20 -0.35 -0.42 23.42 Col-5 8 0.28 0.07 16.55 0.03 0.02 19.20 -0.35 -0.42 23.42 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- ---- ----- ----- ------ ------- ------- Col-2 1 0.00 0.00 0.00 0.00 Col-2 2 0.00 0.05 0.25 0.25 Col-2 3 0.00 0.05 0.25 0.25 Col-2 4 0.00 0.05 0.25 0.25 Col-2 5 0.00 0.05 0.25 0.25 Col-2 6 0.00 0.05 0.25 0.25 Col-2 7 0.00 0.00 0.00 0.00 Col-2 8 0.00 0.00 0.00 0.00 Col-3 1 0.04 0.02 0.22 0.25 Col-3 2 0.00 0.04 0.18 0.18 Col-3 3 0.00 0.04 0.18 0.18 Col-3 4 0.00 0.03 0.16 0.16 Col-3 5 0.01 0.04 0.25 0.25 Col-3 6 0.01 0.04 0.25 0.25 Col-3 7 0.00 0.00 0.01 0.01 Col-3 8 0.00 0.00 0.01 0.01 Col-4 1 0.06 0.04 0.39 0.43 Col-4 2 0.00 0.04 0.14 0.14 Col-4 3 0.00 0.04 0.14 0.14 Col-4 4 0.00 0.03 0.11 0.11 Col-4 5 0.02 0.05 0.27 0.27 Col-4 6 0.02 0.05 0.27 0.27 Col-4 7 0.00 0.00 0.01 0.02 Col-4 8 0.00 0.00 0.01 0.02 Col-5 1 0.06 0.03 0.50 0.54 Col-5 2 0.00 0.02 0.12 0.12 Col-5 3 0.00 0.02 0.12 0.12 Col-5 4 0.00 0.02 0.09 0.10 Col-5 5 0.01 0.03 0.28 0.28 Col-5 6 0.01 0.03 0.28 0.28 Col-5 7 0.00 0.00 0.02 0.02 Col-5 8 0.00 0.00 0.02 0.02 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-2 1 0.00 1.30 0.00 0.13 0.00 Col-2 2 0.10 1.30 1.16 0.13 0.00 Col-2 3 0.10 1.30 1.16 0.13 0.00 Col-2 4 -0.10 1.30 -1.16 0.13 0.00 Col-2 5 0.10 1.30 1.16 0.13 0.00 Col-2 6 0.10 1.30 1.16 0.13 0.00 Col-2 7 0.00 1.30 0.00 0.13 0.00 Col-2 8 0.00 1.30 0.00 0.13 0.00 Col-3 1 -0.05 1.45 -0.47 2.49 0.00 Col-3 2 0.10 1.45 1.30 -0.13 0.00 Col-3 3 0.10 1.45 1.30 -0.13 0.00 Col-3 4 -0.09 1.45 -1.21 0.33 0.00 Col-3 5 0.13 1.45 1.52 -1.21 0.00 Col-3 6 0.13 1.45 1.52 -1.21 0.00 Col-3 7 0.00 1.45 -0.02 0.33 0.00 8+, - i i I Col-3 8 0.00 1.45 -0.02 0.33 0.00 Col-4 1 -0.08 1.30 -1.06 4.83 0.00 Col-4 2 0.06 1.30 1.31 -0.47 0.00 Col-4 3 0.06 1.30 1.31 -0.47 0.00 Col-4 4 -0.05 1.30 -1.13 0.45 0.00 Col-4 5 0.10 1.30 1.81 -2.66 0.00 Col-4 6 0.10 1.30 1.81 -2.66 0.00 Col-4 7 0.00 1.30 -0.05 0.45 0.00 Col-4 8 0.00 1.30 -0.05 0.45 0.00 Col-5 1 -0.07 1.15 -0.73 2.92 0.00 Col-5 2 0.04 1.15 0.69 -0.27 0.00 Col-5 3 0.04 1.15 0.69 -0.27 0.00 Col-5 4 -0.03 1.15 -0.59 0.28 0.00 Col-5 5 0.07 1.15 1.04 -1.59 0.00 Col-5 6 0.07 1.15 1.04 -1.59 0.00 Col-5 7 0.00 1.15 -0.03 0.28 0.00 Col-5 8 0.00 1.15 -0.03 0.28 0.00 21001 Bypass Girt Design Report 5 31 02 8:26am ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8Z16 21.33 1.06 7.3333 60.5 2 8Z16 18.00 1.06 1.06 7.3333 54.4 3 8Z16 18.00 1.06 1.06 7.3333 54.4 4 8Z16 18.50 1.06 1.06 7.3333 55.8 5 8Z16 2.83 1.06 7.3333 10.5 235.6 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.40 -0.54 -0.59 0.00 -1.71 8.59 1.45 2.05 2 0.47 0.43 -0.31 -0.36 2.05 1.58 -0.38 10.25 0.66 1.01 3 0.40 0.35 -0.39 -0.44 1.01 0.62 -0.68 8.54 0.96 1.39 4 0.44 0.39 -0.36 -0.41 1.39 0.95 -0.73 9.57 0.71 1.12 5 0.46 0.43 0.33 1.12 0.80 0.51 1.42 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- --- --- ---- ------ ----- 1 RL -0.54 2.81 0.19 MS -1.71 5.65 0.30 RL 0.10 -0.42 2.84 2 LL 0.43 2.81 0.15 LL 1.58 5.65 0.28 LL 0.10 -0.01 2.40 3 RL -0.39 2.81 0.14 RL 0.96 5.65 0.17 RL 0.05 -0.09 2.40 4 LL 0.39 2.81 0.14 LL 0.95 5.65 0.17 LL 0.05 -0.11 2.47 5 LL 0.43 2.81 0.15 LL 0.80 5.65 0.14 LL 0.04 0.00 0.38 WIND SUCTION GIRT ANALYSIS: ---------SHEAR(k ) --------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - 81 - 1 -0.40 0.54 0.59 0.00 1.71 8.59 -1.45 -2.05 2 -0.47 -0.43 0.31 0.36 -2.05 -1.58 0.38 10.25 -0.66 -1.01 3 -0.40 -0.35 0.39 0.44 -1.01 -0.62 0.68 8.54 -0.96 -1.39 4 -0.44 -0.39 0.36 0.41 -1.39 -0.95 0.73 9.57 -0.71 -1.12 5 -0.46 -0.43 -0.33 -1.12 -0.80 -0.51 1.42 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.54 2.81 0.19 MS 1.71 3.95 0.43 RL 0.10 0.42 2.84 2 LL -0.43 2.81 0.15 LL -1.58 5.65 0.28 LL 0.10 0.01 2.40 3 RL 0.39 2.81 0.14 MS 0.68 3.95 0.17 RL 0.05 0.09 2.40 4 LL -0.39 2.81 0.14 MS 0.73 3.95 0.18 LL 0.05 0.11 2.47 5 LL -0.43 2.81 0.15 LL -0.80 5.65 0.14 LL 0.04 0.00 0.38 21001 Bypass Girt Design Report 5/31/02 8:26am ------------------- GIRT # 2 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8Z16 21.33 1.06 10.1667 60.5 2 8Z16 18.00 1.06 1.06 10.1667 54.4 3 8Z16 18.00 1.06 1.06 10.1667 54.4 4 8Z16 18.50 1.06 1.06 10.1667 55.8 5 8Z16 2.83 1.06 10.1667 10.5 235.6 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- -------------MOMENT(f-k ) ---- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.25 -0.35 -0.38 0.00 -1.06 8.47 1.00 1.38 2 0.35 0.32 -0.26 -0.30 1.38 1.03 -0.35 9.77 0.58 0.88 3 0.32 0.28 -0.29 -0.33 0.88 0.56 -0.54 8.85 0.64 0.98 4 0.29 0.26 -0.23 -0.26 0.98 0.69 -0.44 9.81 0.42 0.67 5 0.27 0.25 0.21 0.67 0.49 0.31 1.42 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ - -- ---- --- ---- ------ ----- 1 RL -0.35 2.81 0.12 MS -1.06 5.65 0.19 RL 0.05 -0.26 2.84 2 LL 0.32 2.81 0.11 LL 1.03 5.65 0.18 LL 0.05 -0.02 2.40 3 RL -0.29 2.81 0.10 RL 0.64 5.65 0.11 RL 0.02 -0.08 2.40 4 LL 0.26 2.81 0.09 LL 0.69 5.65 0.12 LL 0.02 -0.06 2.47 5 LL 0.25 2.81 0.09 LL 0.49 5.65 0.09 LL 0.02 0.00 0.38 WIND SUCTION ------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right - 82 - i Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.25 0.35 0.38 0.00 1.06 8.47 -1.00 -1.38 2 -0.35 -0.32 0.26 0.30 -1.38 -1.03 0.35 9.77 -0.58 -0.88 3 -0.32 -0.28 0.29 0.33 -0.88 -0.56 0.54 8.85 -0.64 -0.98 4 -0.29 -0.26 0.23 0.26 -0.98 -0.69 0.44 9.81 -0.42 -0.67 5 -0.27 -0.25 -0.21 -0.67 -0.49 -0.31 1.42 0.00 STRESS/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- -....--- ----- ---- --- ---- ------ ----- 1 RL 0.35 2.81 0.12 MS 1.06 3.95 0.27 RL 0.05 0.26 2.84 2 LL -0.32 2.81 0.11 LL -1.03 5.65 0.18 LL 0.05 0.02 2.40 3 RL 0.29 2.81 0.10 MS 0.54 3.95 0.14 RL 0.02 0.08 2.40 4 LL -0.26 2.81 0.09 LL -0.69 5.65 0.12 LL 0.02 0.06 2.47 5 LL -0.25 2.81 0.09 LL -0.49 5.65 0.09 LL 0.02 0.00 0.38 21001 Purlin Design Report 5/31/02 8:26am ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 8.00) ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight - --- ----- ------ - 1 8Z12 0.33 5.00 2 0 1.6 3.3 1 2 8Z12 19.67 2.33 5.00 2 0 108.5 217.0 2 3 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 3 4 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 4 5 8Z16 18.83 2.33 5.00 2 0 57.2 114.4 6 8Z16 1.17 5.00 2 0 3.2 6.3 Total(lb)= 607.8 Purlin DL= 0.76 (psf ) LOAD COMBINATION # 1 : DL+CO+LL ---------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 1.04 -1.29 -1.60 0.01 -3.99 7.72 2.22 5.59 3 1.42 1.11 -0.95 -1.26 5.59 2.64 -1.94 10.59 1.42 4.00 4 1.28 0.96 -1.09 -1.41 4.00 1.39 -2.08 9.52 2.37 5.29 5 1.54 1.23 -0.99 5.29 2.06 -3.54 11.47 0.09 6 0.16 0.00 0.09 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.04 12.20 0.00 RS 0.01 9.31 0.00 RS 0.00 0.04 2 RL -1.29 12.20 0.11 MS 3.99 9.31 0.43 RS 0.16 -0.55 3 LL 1.11 2.10 0.53 LL 2.64 4.24 0.62 LL 0.67 -0.35 - 83 - 4 RL -1.09 2.10 0.52 RS 2.64 4.24 0.62 RL 0.58 -0.40 5 LL 1.23 2.10 0.58 MS 3.54 4.24 0.84 LL 0.58 -0.86 6 LS 0.16 2.10 0.07 LS 0.09 4.24 0.02 LS 0.01 0.20 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.41 0.27 3 0.79 0.43 0.36 0.28 4 0.43 0.57 0.28 0.37 5 0.57 0.37 LOAD COMBINATION # 2 : DL+WS ------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- - -- --- ... ----- --- 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.40 0.50 0.62 0.00 1.55 7.72 -0.86 -2.18 3 -0.55 -0.43 0.37 0.49 -2.18 -1.03 0.75 10.59 -0.55 -1.56 4 -0.50 -0.38 0.43 0.55 -1.56 -0.54 0.81 9.52 -0.92 -2.06 5 -0.60 -0.48 0.38 -2.06 -0.80 1.38 11.47 -0.04 6 -0.06 0.00 -0.04 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ - -- 1 RS 0.02 16.26 0.00 RS 0.00 12.41 0.00 RS 0.00 -0.01 2 RL 0.50 16.26 0.03 MS 1.55 8.69 0.18 RS 0.01 0.16 3 LL -0.43 2.81 0.15 LL 1.03 5.65 0.18 LL 0.06 0.10 4 RL 0.43 2.81 0.15 MS 0.81 4.02 0.20 RL 0.05 0.12 5 LL -0.48 2.81 0.17 MS 1.38 3.95 0.35 LL 0.05 0.25 6 LS -0.06 2.81 0.02 LS 0.04 5.65 0.01 LS 0.00 -0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.16 0.08 3 0.31 0.17 0.10 0.08 4 0.17 0.22 0.08 0.11 5 0.22 0.11 LOAD COMBINATION # 3 : DL+CO+LL+SP PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.02 2 2.07 -1.52 -1.80 0.02 -6.55 7.19 2.23 6.11 3 1.36 1.07 -0.80 -1.09 6.11 3.27 -1.45 11.12 1.18 3.38 4 1.15 0.86 -1.01 -1.30 3.38 1.03 -2.00 9.38 2.19 4.89 5 1.41 1.12 -0.90 4.89 1.94 -3.20 11.50 0.08 6 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: - 84 - I Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - --- ----- --- ---- ------ ----- 1 RS -0.13 12.20 0.01 RS 0.02 9.31 0.00 RS 0.00 0.06 2 LS 2.07 12.20 0.17 MS 6.55 9.31 0.70 RS 0.20 -0.92 3 LL 1.07 2.10 0.51 LL 3.27 4.24 0.77 LL 0.86 -0.16 4 RL -1.01 2.10 0.48 RS 2.44 4.24 0.58 RL 0.50 -0.41 5 LL 1.12 2.10 0.53 MS 3.20 4.24 0.76 LL 0.49 -0.77 6 LS 0.14 2.10 0.07 LS 0.08 4.24 0.02 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.45 0.29 3 0.86 0.36 0.39 0.24 4 0.36 0.52 0.24 0.34 5 0.52 0.34 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL ----------------------------------- --------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 2 -0.41 0.98 0.42 3 -0.26 1.00 0.26 4 -0.30 1.00 0.30 5 -0.63 0.94 0.67 6 0.15 LOAD COMBINATION # 2 : WS ----------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 -0.01 2 0.20 1.31 0.16 3 0.13 1.33 0.10 4 0.15 1.33 0.11 5 0.32 1.26 0.25 6 -0.07 LOAD COMBINATION # 3 : LL+SP Span DEFLECTION(in) Id Calc Allow Ratio 1 0.05 2 -0.77 0.98 0.79 3 -0.07 1.00 0.07 4 -0.30 1.00 0.30 5 -0.54 0.94 0.58 6 0.13 ------------------------------------------------ 21001 Purlin Design Report 5/31/02 8:26am -------------------- -- -- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 - - ---------------------- PURLIN LAYOUT: - 85 - Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight ----- ----- ----- ----- --- ----- ------ 1 8Z12 0.33 5.00 6 0 1.6 9.9 1 2 8Z12 19.67 2.33 5.00 6 0 108.5 651.1 2 3 8Z16 20.00 2.33 2.33 5.00 6 0 66.7 400.1 3 4 8Z16 20.00 2.33 2.33 5.00 6 0 66.7 400.1 4 5 8Z16 18.83 2.33 5.00 6 0 57.2 343.3 6 8Z16 1.17 5.00 6 0 3.2 18.9 Total(lb)= 1823.3 Purlin DL= 0.76 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- ----- ----- ----- ----- 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 1.04 -1.29 -1.60 0.01 -3.99 7.72 2.22 5.59 3 1.42 1.11 -0.95 -1.26 5.59 2.64 -1.94 10.59 1.42 4.00 4 1.28 0.96 -1.09 -1.41 4.00 1.39 -2.08 9.52 2.37 5.29 5 1.54 1.23 -0.99 5.29 2.06 -3.54 11.47 0.09 6 0.16 0.00 0.09 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 12.20 0.00 RS 0.01 9.31 0.00 RS 0.00 0.04 2 RL -1.29 12.20 0.11 MS 3.99 9.31 0.43 RS 0.16 -0.55 3 LL 1.11 2.10 0.53 LL 2.64 4.24 0.62 LL 0.67 -0.35 4 RL -1.09 2.10 0.52 RS 2.64 4.24 0.62 RL 0.58 -0.40 5 LL 1.23 2.10 0.58 MS 3.54 4.24 0.84 LL 0.58 -0.86 6 LS 0.16 2.10 0.07 LS 0.09 4.24 0.02 LS 0.01 0.20 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.41 0.27 3 0.79 0.43 0.36 0.28 4 0.43 0.57 0.28 0.37 5 0.57 0.37 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) - -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 0.00 0.00 0.00 0.00 2 -0.38 0.42 0.51 0.00 1.38 8.43 -0.70 -1.78 3 -0.44 -0.34 0.28 0.38 -1.78 -0.87 0.58 10.73 -0.41 -1.18 4 -0.38 -0.29 0.34 0.44 -1.18 -0.40 0.62 9.36 -0.80 -1.71 5 -0.49 -0.40 0.37 -1.71 -0.66 1.24 10.80 -0.03 6 -0.05 0.00 -0.03 0.00 1.17 0.00 - 86 - STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ---- - ------ 1 RS 0.01 16.26 0.00 RS 0.00 12.41 0.00 RS 0.00 -0.01 2 RL 0.42 16.26 0.03 MS 1.38 8.69 0.16 RS 0.01 0.14 3 LL -0.34 2.81 0.12 LL 0.87 5.65 0.15 LL 0.04 0.07 4 RL 0.34 2.81 0.12 RS 0.85 5.65 0.15 RL 0.03 0.07 5 LL -0.40 2.81 0.14 MS 1.24 3.95 0.31 LL 0.03 0.22 6 LS -0.05 2.81 0.02 LS 0.03 5.65 0.00 LS 0.00 -0.05 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.13 0.06 3 0.25 0.13 0.09 0.06 4 0.13 0.18 0.06 0.09 5 0.18 0.09 LOAD COMBINATION # 3 : DL+CO+LL+SP --------------------------------------------_..---- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.02 2 2.07 -1.52 -1.80 0.02 -6.55 7.19 2.23 6.11 3 1.36 1.07 -0.80 -1.09 6.11 3.27 -1.45 11.12 1.18 3.38 4 1.15 0.86 -1.01 -1.30 3.38 1.03 -2.00 9.38 2.19 4.89 5 1.41 1.12 -0.90 4.89 1.94 -3.20 11.50 0.08 6 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- - ---- --- ---- ------ ----- 1 RS -0.13 12.20 0.01 RS 0.02 9.31 0.00 RS 0.00 0.06 2 LS 2.07 12.20 0.17 MS 6.55 9.31 0.70 RS 0.20 -0.92 3 LL 1.07 2.10 0.51 LL 3.27 4.24 0.77 LL 0.86 -0.16 4 RL -1.01 2.10 0.48 RS 2.44 4.24 0.58 RL 0.50 -0.41 5 LL 1.12 2.10 0.53 MS 3.20 4.24 0.76 LL 0.49 -0.77 6 LS 0.14 2.10 0.07 LS 0.08 4.24 0.02 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.45 0.29 3 0.86 0.36 0.39 0.24 4 0.36 0.52 0.24 0.34 5 0.52 0.34 DEFLECTION: -------------------------------- LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 - 87 - 2 -0.41 0.98 0.42 3 -0.26 1.00 0.26 4 -0.30 1.00 0.30 5 -0.63 0.94 0.67 6 0.15 LOAD COMBINATION # 2 : WS --------------------------------- __ Span DEFLECTION(in) Id Calc Allow Ratio --- ----- 1 -0.01 2 0.18 1.31 0.14 3 0.09 1.33 0.07 4 0.10 1.33 0.08 5 0.29 1.26 0.23 6 -0.07 LOAD COMBINATION # 3 : LL+SP ------ --------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ----- ----- 1 0.05 2 -0.77 0.98 0.79 3 -0.07 1.00 0.07 4 -0.30 1.00 0.30 5 -0.54 0.94 0.58 6 0.13 21001 ------Purlin-Design-Report ------- ---5/31/02 8:26am ----- ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size - (ft) Left Right Space Row Brace Weight Weight ----1 8Z12 0.33 --- 5.00 6 ----- ------ ------ 1 2 8Z12 19.67 0 1.6 9.9 2 3 8Z16 2.33 5.00 6 0 108.5 651.1 20.00 2.33 2.33 5.00 6 0 66.7 3 4 8Z16 20.00 2.33 2.33 5.00 6 400.1 4 5 8Z16 18.83 2.33 5 0 57.2 443.3 6 8Z16 .00 6 0 . 3 . 1.17 5.00 6 0 3.2 18.9 Total(lb)= 1823.3 Purlin DL= 0.76 (psf ) LOAD COMBINATION # 1 : DL+CO+LL ------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- 1 0.00 ----- ----- -0.04 0.00 0.00 0.00 0.01 2 1.04 -1.29 -1.60 0.01 3 1.42 1.11 -0.95 -1.26 5.59 2.64 -3 99 7.72 2.22 5.59 00 4 1.28 0.96 -1.09 -1.41 4.00 1.39 -2.08 19.59 2.37 4.29 5 1.54 1.23 -2.54 1.47 2.37 5.29 -0.99 5.29 2.06 -3.54 11.47 0.09 6 0.16 0.00 0.09 0.00 1.17 0.00 - 88 - STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ ----- 1 RS -0.04 12.20 0.00 RS 0.01 9.31 0.00 RS 0.00 2 RL -1.29 12.20 0.11 MS 3.99 9.31 0.43 RS 0.16 0. ____ 55 3 LL 1.11 2.10 0.53 LL 2.64 4.24 0.62 LL 0.67 -0. 35 4 RL -1.09 2.10 0.52 RS 2.64 4.24 0.62 RL 0.58 -0.40 5 LL 1.23 2.10 0.58 MS 3.54 4.24 0.84 LL 0.58 -0.86 6 LS 0.16 2.10 0.07 LS 0.09 4.24 0.02 LS 0.01 -0. 0.20 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.41 ---- -0.27 3 0.79 0.43 0.36 0.28 4 0.43 0.57 0.28 0.37 5 0.57 0.37 LOAD COMBINATION ## 2 : DL+WS PURLIN ANALYSIS: --------SHEAR(k )-------- --MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id -Sup Lap Lap Sup Sup Lap - - Mom Loc Lap Sup 1 0.00 0.01 0.00 ----- ----- ----- ---_- ----- 2 -0.38 0.42 0.51 0.00 0.00 0.00 3 -0.44 0.00 1.38 8.43 -0.70 -1.78 -0.34 0.28 0.38 -1.78 -0.87 0.58 10.73 -0.41 -1.18 4 -0.38 -0.29 0.34 0.44 -1.18 -0.40 0.62 9.36 -0.80 -1.71 5 -0.49 -0.40 0.37 -1.71 -0.66 6 -0.05 1. 24 10.80 0.00 -0.03 -0.03 STRENGTH/DEFLECTION: 0.00 1.17 0.00 Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Id Loc Allow Mom+Shr DEFLECTION(in) ---- UC Loc Calc Allow UC Loc UC Calc Allow ------ -----1 RS 0.01 16.26 0.00 RS 0.00 12.41 0.00 RS 0.00 ____ 2 RL 0.42 16.26 0.03 MS 1.38 8.69 0.16 RS 0.01 -0.01 3 LL -0.34 2.81 0.12 LL 0.87 5.65 0.15 LL 0.04 0.14 4 RL 0.34 2.81 0.12 RS 0.85 5.65 0.15 RL 0.07 5 LL -0.40 2.81 0.14 MS 0.03 0.07 6 LS 1.24 3.95 0.31 LL 0.03 0,22 -0.05 2.81 0.02 LS 0.03 5.65 0.00 LS 0.00 -0.05 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.13 0.06 3 0.25 0.13 0.09 0.06 4 0.13 0.18 0.06 0.09 5 0.18 0.09 LOAD COMBINATION ## 3 : DL+CO+LL+SP ---------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - 89 - i ----- ----- ----- ----- 1 0.00 -0.13 0.00 0.00 0.00 0.02 2 2.07 -1.52 -1.80 0.02 -6.55 7.19 2.23 6.11 3 1.36 1.07 -0.80 -1.09 6.11 3.27 -1.45 11.12 1.18 3.38 4 1.15 0.86 -1.01 -1.30 3.38 1.03 -2.00 9.38 2.19 4.89 5 1.41 1.12 -0.90 4.89 1.94 -3.20 11.50 0.08 6 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ----- ----- ---- -- - ---- - ----- 1 RS -0.13 12.20 0.01 RS 0.02 9.31 0.00 RS 0.00 0.06 2 LS 2.07 12.20 0.17 MS 6.55 9.31 0.70 RS 0.20 -0.92 3 LL 1.07 2.10 0.51 LL 3.27 4.24 0.77 LL 0.86 -0.16 4 RL -1.01 2.10 0.48 RS 2.44 4.24 0.58 RL 0.50 -0.41 5 LL 1.12 2.10 0.53 MS 3.20 4.24 0.76 LL 0.49 -0.77 6 LS 0.14 2.10 0.07 LS 0.08 4.24 0.02 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.45 0.29 3 0.86 0.36 0.39 0.24 4 0.36 0.52 0.24 0.34 5 0.52 0.34 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL --------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 2 -0.41 0.98 0.42 3 -0.26 1.00 0.26 4 -0.30 1.00 0.30 5 -0.63 0.94 0.67 6 0.15 LOAD COMBINATION # 2 : WS -------------------------------------- ------------ Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.01 2 0.18 1.31 0.14 3 0.09 1.33 0.07 4 0.10 1.33 0.08 5 0.29 1.26 0.23 6 -0.07 LOAD COMBINATION # 3 : LL+SP -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.05 2 -0.77 0.98 0.79 3 -0.07 1.00 0.07 4 -0.30 1.00 0.30 5 -0.54 0.94 0.58 6 0.13 - 90 - i 21001 Purlin Design Report 5/31/02 8:26am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 8.00) ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight ----- ----- --- - ------ ------ 1 8Z12 0.33 5.00 2 0 1.6 3.3 1 2 8Z12 19.67 2.33 5.00 2 0 108.5 217.0 2 3 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 3 4 8Z16 20.00 2.33 2.33 5.00 2 0 66.7 133.4 4 5 8Z16 18.83 2.33 5.00 2 0 57.2 114.4 6 8Z16 1.17 5.00 2 0 3.2 6.3 Total(lb)= 607.8 Purlin DL= 0.76 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 1.04 -1.29 -1.60 0.01 -3.99 7.72 2.22 5.59 3 1.42 1.11 -0.95 -1.26 5.59 2.64 -1.94 10.59 1.42 4.00 4 1.28 0.96 -1.09 -1.41 4.00 1.39 -2.08 9.52 2.37 5.29 5 1.54 1.23 -0.99 5.29 2.06 -3.54 11.47 0.09 6 0.16 0.00 0.09 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 12.20 0.00 RS 0.01 9.31 0.00 RS 0.00 0.04 2 RL -1.29 12.20 0.11 MS 3.99 9.31 0.43 RS 0.16 -0.55 3 LL 1.11 2.10 0.53 LL 2.64 4.24 0.62 LL 0.67 -0.35 4 RL -1.09 2.10 0.52 RS 2.64 4.24 0.62 RL 0.58 -0.40 5 LL 1.23 2.10 0.58 MS 3.54 4.24 0.84 LL 0.58 -0.86 6 LS 0.16 2.10 0.07 LS 0.09 4.24 0.02 LS 0.01 0.20 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.41 0.27 3 0.79 0.43 0.36 0.28 4 0.43 0.57 0.28 0.37 5 0.57 0.37 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: - 91 - --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right -Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - - ----- ----- ---- ----- -- --- 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.40 0.50 0.62 0.00 1.55 7.72 -0.86 -2.18 3 -0.55 -0.43 0.37 0.49 -2.18 -1.03 0.75 10.59 -0.55 -1.56 4 -0.50 -0.38 0.43 0.55 -1.56 -0.54 0.81 9.52 -0.92 -2.06 5 -0.60 -0.48 0.38 -2.06 -0.80 1.38 11.47 -0.04 6 -0.06 0.00 -0.04 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ----- --- ---- ------ ----- 1 RS 0.02 16.26 0.00 RS 0.00 12.41 0.00 RS 0.00 -0.01 2 RL 0.50 16.26 0.03 MS 1.55 8.69 0.18 RS 0.01 0.16 3 LL -0.43 2.81 0.15 LL 1.03 5.65 0.18 LL 0.06 0.10 4 RL 0.43 2.81 0.15 MS 0.81 4.02 0.20 RL 0.05 0.12 5 LL -0.48 2.81 0.17 MS 1.38 3.95 0.35 LL 0.05 0.25 6 LS -0.06 2.81 0.02 LS 0.04 5.65 0.01 LS 0.00 -0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.16 0.08 3 0.31 0.17 0.10 0.08 4 0.17 0.22 0.08 0.11 5 0.22 0.11 LOAD COMBINATION # 3 : DL+CO+LL+SP PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.02 2 2.07 -1.52 -1.80 0.02 -6.55 7.19 2.23 6.11 3 1.36 1.07 -0.80 -1.09 6.11 3.27 -1.45 11.12 1.18 3.38 4 1.15 0.86 -1.01 -1.30 3.38 1.03 -2.00 9.38 2.19 4.89 5 1.41 1.12 -0.90 4.89 1.94 -3.20 11.50 0.08 6 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - ----- ---- --- ---- ------ ----- 1 RS -0.13 12.20 0.01 RS 0.02 9.31 0.00 RS 0.00 0.06 2 LS 2.07 12.20 0.17 MS 6.55 9.31 0.70 RS 0.20 -0.92 3 LL 1.07 2.10 0.51 LL 3.27 4.24 0.77 LL 0.86 -0.16 4 RL -1.01 2.10 0.48 RS 2.44 4.24 0.58 RL 0.50 -0.41 5 LL 1.12 2.10 0.53 MS 3.20 4.24 0.76 LL 0.49 -0.77 6 LS 0.14 2.10 0.07 LS 0.08 4.24 0.02 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.45 0.29 3 0.86 0.36 0.39 0.24 4 0.36 0.52 0.24 0.34 - 92 - i• 1 5 0.52 0.34 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.03 2 -0.41 0.98 0.42 3 -0.26 1.00 0.26 4 -0.30 1.00 0.30 5 -0.63 0.94 0.67 6 0.15 LOAD COMBINATION # 2 : WS ----------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.01 2 0.20 1.31 0.16 3 0.13 1.33 0.10 4 0.15 1.33 0.11 5 0.32 1.26 0.25 6 -0.07 LOAD COMBINATION # 3 : LL+SP Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.05 2 -0.77 0.98 0.79 3 -0.07 1.00 0.07 4 -0.30 1.00 0.30 5 -0.54 0.94 0.58 6 0.13 g p -------- 21001 Purlin Design Report 5/31/02 8:26am ------------------------- TOP PURLIN EXTENSION ID # 1, WALL # 2 (Canopy Width= 8.00) ------------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- --- ----- ------ ------ 1 8Z12 0.33 4.00 2 0 1.6 3.3 4 2 8Z12 18.83 4.00 2 0 92.9 185.8 3 8Z12 1.17 4.00 2 0 5.8 11.5 Total(lb)= 200.5 Purlin DL= 1.23 (psf ) LOAD COMBINATION # 1 : DL+LL -------------------------------------------------- PURLIN ANALYSIS: - 93 - i i e: i --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ---- ----- 0.00 -0.04 0.00 0.00 0.00 0.01 2 1.02 -1.03 0.01 -4.78 9.38 0.07 3 0.13 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- ---- ------ ----- ---- --- ---- ------ ----- 1 RS -0.04 12.20 0.00 RS 0.01 9.31 0.00 RS 0.00 0.04 2 RS -1.03 12.20 0.08 MS 4.78 9.31 0.51 RS 0.01 -0.77 3 LS 0.13 12.20 0.01 LS 0.07 9.31 0.01 LS 0.00 0.15 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -0.99 1.00 -0.01 4.65 9.38 -0.07 3 -0.12 0.00 -0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 16.26 0.00 RS 0.01 12.41 0.00 RS 0.00 -0.03 2 RS 1.00 16.26 0.06 MS 4.65 6.21 0.75 RS 0.00 0.55 3 LS -0.12 16.26 0.01 LS 0.07 12.41 0.01 LS 0.00 -0.11 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL ----------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 -0.72 2.51 0.29 3 0.14 LOAD COMBINATION # 2 : WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- 1 -0.03 2 0.61 2.51 0.24 3 -0.12 21001 Extension Eave Strut Design Report 5 31 02 8:26am ---------------------- ------- EAVE STRUT EXTENSION ID # 1, WALL # 2 (Canopy Width= 8.00) - 94 - ----- EAVE STRUT LAYOUT: Bay Span Eave Span Space Id Id Size (ft) (ft) Weight 1 8C16 0.33 2.00 0.9 4 2 8C16 18.83 2.00 52.7 3 8C16 1.17 2.00 3.3 Total(lb)= 56.9 STRESS/DEFLECTION: Span Load ----Shear(k ) --- --Moment( f-k -- ---Deflect(in)-- Id Id Calc Allow UC Calc Allow UC Calc Allow UC ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 -0.02 2.10 0.01 0.00 4.41 0.00 0.04 2 0.02 2.81 0.01 0.00 5.88 0.00 -0.03 2 1 -0.51 2.10 0.24 2.39 4.41 0.54 -0.70 999 0.00 2 0.50 2.81 0.18 2.32 2.35 0.99 0.50 999 0.00 3 1 0.06 2.10 0.03 0.04 4.41 0.01 0.14 2 -0.06 2.81 0.02 0.04 5.88 0.01 -0.10 21001 Purlin Design Report 5/31/02 8:26am ----------------------------- TOP PURLIN EXTENSION ID # 2, WALL # 3 (Canopy Width= 6.00) ------------------------------ PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z16 0.33 3.00 2 0 0.9 1.8 3 2 8Z16 18.00 2.33 3.00 2 0 55.0 109.9 4 3 8Z16 18.50 2.33 2.33 3.00 2 0 62.6 125.3 5 4 8Z16 3.50 2.33 3.00 2 0 15.8 31.5 5 8Z16 6.00 3.00 2 0 16.2 32.4 Total(lb)= 300.9 Purlin DL= 1.08 (psf ) LOAD COMBINATION # 1 : DL+LL ---------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- - --- ----- ----- --- -- -- 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 0.76 -0.95 -1.20 0.01 -2.63 6.96 1.49 4.00 3 1.11 0.85 -0.65 -0.90 4.00 1.71 -1.65 10.19 0.29 2.10 4 0.23 -0.02 -0.15 2.10 1.86 1.86 2.13 1.96 5 0.65 0.00 1.96 0.00 6.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ---- I RS -0.04 2.10 0.02 RS 0.01 4.24 0.00 RS 0.00 0.04 - 95 - i 2 RL -0.95 2.10 0.45 MS 2.63 4.24 0.62 RL 0.33 -0.58 3 LL 0.85 2.10 0.41 LS 2.00 4.24 0.47 LL 0.33 -0.30 4 RS -0.15 2.10 0.07 RS 1.96 4.24 0.46 RS 0.22 0.02 5 LS 0.65 2.10 0.31 LS 1.96 4.18 0.47 LS 0.31 -0.32 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.43 0.28 3 0.43 0.23 0.28 0.15 4 0.23 0.15 LOAD COMBINATION # 2 : DL+WS --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- --- ---- ----- ----- ----- ----- ----- ----- 1 0.00 0.03 0.00 0.00 0.00 0.00 2 -0.55 0.69 0.87 0.00 1.92 6.96 -1.09 -2.91 3 -0.81 -0.62 0.47 0.66 -2.91 -1.24 1.20 10.19 -0.21 -1.53 4 -0.17 0.02 0.11 -1.53 -1.35 -1.35 2.13 -1.43 5 -0.48 0.00 -1.43 0.00 6.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- ----- ---- --- ------ ----- ---- --- ---- ------ -- --- 1 RS 0.03 2.81 0.01 RS 0.00 5.65 0.00 RS 0.00 -0.02 2 RL 0.69 2.81 0.25 MS 1.92 3.95 0.48 RL 0.10 0.31 3 LL -0.62 2.81 0.22 MS 1.20 3.95 0.30 LL 0.10 0.16 4 RS 0.11 2.81 0.04 RS 1.43 5.65 0.25 RS 0.07 -0.01 5 LS -0.48 2.81 0.17 LS 1.43 5.65 0.25 LS 0.09 0.17 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.31 0.15 3 0.31 0.16 0.15 0.08 4 0.16 0.08 DEFLECTION: LOAD COMBINATION # 1 : LL -------- ----------- ------ Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.04 2 -0.54 2.40 0.23 3 -0.29 2.47 0.12 4 0.02 0.47 0.05 5 -0.30 LOAD COMBINATION # 2 : WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- - 96 - 1 -0.02 2 0.34 2.40 0.14 3 0.18 2.47 0.07 4 -0.01 0.47 0.03 5 0.19 ----------------------------------------------------------------------- ------------------- 21001 Extension Eave Strut 31 Report Design Re 5 02 8:26am P / / ----------------------------- EAVE STRUT EXTENSION ID # 2, WALL # 3 (Canopy Width= 6.00) SAVE STRUT LAYOUT: Bay Span Eave Span Space Id Id Size (ft) (ft) Weight 1 8C16 0.33 1.50 0.9 3 2 8C16 17.83 1.50 49.9 4 3 8C16 18.17 1.50 50.9 5 4 8C16 3.33 1.50 9.3 5 8C16 6.00 1.50 16.8 Total(lb)= 127.9 STRESS/DEFLECTION: Span Load ----Shear(k )--- --Moment( f-k -- ---Deflect(in)-- Id Id Calc Allow UC Calc Allow UC Calc Allow UC -- ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 -0.02 2.10 0.01 0.00 4.41 0.00 0.03 2 0.01 2.81 0.00 0.00 5.88 0.00 -0.02 2 1 0.49 2.10 0.23 2.16 4.41 0.49 -0.57 999 0.00 2 -0.35 2.81 0.13 1.57 2.35 0.67 0.30 999 0.00 3 1 -0.49 2.10 0.23 2.24 4.41 0.51 -0.61 999 0.00 2 -0.36 2.81 0.13 1.63 2.35 0.70 0.32 999 0.00 4 1 -0.38 2.10 0.18 0.98 4.41 0.22 0.00 999 0.00 2 0.28 2.81 0.10 0.71 5.88 0.12 0.00 999 0.00 5 1 0.33 2.10 0.16 0.98 4.37 0.22 -0.12 2 -0.24 2.81 0.08 0.71 5.88 0.12 0.06 21001 Purlin Design Report 5/31/02 8:26am ------------------------------ TOP PURLIN EXTENSION ID # 3, WALL # 4 (Canopy Width= 6.00) ------------------------ ------ PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -- ---- ----- --- ----- ----- ----- ----- --- ----- ------ ------ 1 8Z16 7.17 3.00 2 0 19.4 38.7 1 2 8Z16 18.83 2.33 3.00 2 0 57.2 114.4 2 3 8Z16 20.00 2.33 2.33 3.00 2 0 66.7 133.4 3 4 8Z16 20.00 2.33 2.33 3.00 2 0 66.7 133.4 4 5 8Z16 20.00 2.33 3.00 2 0 60.4 120.7 6 8Z16 0.33 3.00 2 0 0.9 1.8 Total(lb)= 542.4 - 97 - LOAD COMBINATION # 1 : DL+LL Purlin DL= 1.05 (psf ) --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right -Id- Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- 0.00 -0.78 0.00 0.00 0.00 2.79 2 0.98 -0.81 -1.07 2.79 -1.64 9.03 1.40 3.59 3 1.10 0.84 -0.82 -1.08 3.59 1.32 -1.95 10.09 1.18 3.39 4 1.03 0.77 -0.89 -1.15 3.39 1.29 -1.46 9.45 2.21 4.59 5 1.32 1.06 -0.86 4.59 1.81 -3.38 12.11 0.01 6 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- --- 1 RS -0.78 2.10 0.37 RS 2.79 4.02 0.69 RS 0.57 -0.22 2 LS 0.98 2.10 0.47 LS 2.79 4.24 0.66 LS 0.65 -0.31 3 LL 0.84 2.10 0.40 MS 1.95 4.24 0.46 LL 0.26 -0.44 4 RL -0.89 2.10 0.42 RS 2.29 4.24 0.54 RL 0.45 -0.23 5 LL 1.06 2.10 0.51 MS 3.38 4.24 0.80 LL 0.44 -0.95 6 LS 0.04 2.10 0.02 LS 0.01 4.24 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.38 0.25 3 0.38 0.36 0.25 0.24 4 0.36 0.49 0.24 0.32 5 0.49 0.32 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup- Sup Lap Mom Loc Lap Sup --- ---- ----- ----- ----- 1 0.00 0.57 0.00 0.00 0.00 -2.03 2 -0.72 0.59 0.78 -2.03 1.19 9.03 -1.02 -2.61 3 -0.80 -0.61 0.60 0.79 -2.61 -0.96 1.42 10.09 -0.86 -2.47 4 -0.75 -0.56 0.65 0.84 -2.47 -0.94 1.07 9.45 -1.61 -3.34 5 -0.96 -0.77 0.63 -3.34 -1.32 2.46 12.11 0.00 6 -0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.57 2.81 0.20 RS 2.03 5.65 0.36 RS 0.17 0.11 2 LS -0.72 2.81 0.25 LS 2.03 5.65 0.36 LS 0.19 0.17 3 LL -0.61 2.81 0.22 MS 1.42 3.95 0.36 LL 0.08 0.24 4 RL 0.65 2.81 0.23 RS 1.67 5.65 0.30 RL 0.13 0.12 5 LL -0.77 2.81 0.28 MS 2.46 3.95 0.62 LL 0.13 0.51 6 LS -0.03 2.81 0.01 LS 0.00 5.65 0.00 LS 0.00 -0.03 LAP BOLT SHEAR: - 98 - I �1 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.28 --- 0.14 3 0.28 0.26 0.14 0.13 4 0.26 0.36 0.13 0.18 5 0.36 0.18 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.20 2 -0.30 2.51 0.12 3 -0.42 2.67 0.16 4 -0.22 2.67 0.08 5 -0.90 2.67 0.34 6 0.06 LOAD COMBINATION # 2 : WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.13 2 0.18 2.51 0.07 3 0.26 2.67 0.10 4 0.14 2.67 0.05 5 0.56 2.67 0.21 6 -0.03 21001 Extension Eave Strut Design Report 5 31 02 8:26am ----------------------------- EAVE STRUT EXTENSION ID # 3, WALL # 4 (Canopy Width= 6.00) ----------------------------- EAVE STRUT LAYOUT: Bay Span Eave Span Space Id Id Size (ft) (ft) Weight 1 8C16 7.17 1.50 20.1 1 2 8C16 18.67 1.50 52.3 2 3 8C16 19.67 1.50 55.1 3 4 8C16 19.67 1.50 55.1 4 5 8C16 19.83 1.50 55.5 6 8C16 0.33 1.50 0.9 Total(lb)= 238.9 STRESS/DEFLECTION: Span Load ----Shear(k ) --- --Moment( f-k -- ---Deflect(in)-- Id Id Calc Allow UC Calc Allow UC Calc Allow UC -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 -0.39 2.10 0.19 1.40 4.21 0.33 0.20 2 0.28 2.61 0.10 1.02 5.88 0.17 -0.11 2 1 0.58 2.10 0.28 1.72 4.41 0.39 -0.44 999 0.00 2 -0.42 2.81 0.15 1.25 2.39 0.53 0.23 999 0.00 3 1 -0.53 2.10 0.25 2.63 4.41 0.60 -0.84 999 0.00 - 99 - 2 -0.39 2.81 0.14 1.92 2.35 0.81 0.45 999 0.00 4 1 -0.53 2.10 0.25 2.63 4.41 0.60 -0.84 999 0.00 2 -0.39 2.81 0.14 1.92 2.35 0.81 0.45 999 0.00 5 1 -0.54 2.10 0.26 2.67 4.41 0.61 -0.87 999 0.00 2 0.39 2.81 0.14 1.95 2.35 0.83 0.46 999 0.00 6 1 0.02 2.10 0.01 0.00 4.41 0.00 0.05 2 -0.01 2.81 0.00 0.00 5.88 0.00 -0.02 21001 Roof Panel Report 5/31/02 8:26am ROOF PANEL DATA: Panel: Type = SR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 5.000 D+L 58.5 120.9 0.48 -42.1 84.4 0.50 -0.09 1.000 0.09 D+WP 5.3 161.2 0.03 -3.8 112.5 0.03 0.00 1.000 0.00 D+WS -30.0 112.5 0.27 21.6 161.2 0.13 0.06 1.000 0.06 3 5.000 D+L 58.5 120.9 0.48 -42.1 84.4 0.50 -0.09 1.000 0.09 D+WP 5.3 161.2 0.03 -3.8 112.5 0.03 0.00 1.000 0.00 D+WS -30.0 112.5 0.27 21.6 161.2 0.13 0.06 1.000 0.06 ----------------------- 21001 Extension Panel Report 5/31/02 8:26am EXTENSION PANEL DATA: Ext Id Part Type Gage Yield --- -------- ---- ----- ----- 1R 26 SR SR 26.00 80.0 2R 26 SR SR 26.00 80.0 3R 26 SR SR 26.00 80.0 -------- Moment (ft-lb/ft)---------- Ext Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio -- ---- ---- ----- ---- ----- ----- ------ ----- ----- ----- ----- 1R 4.000 D+L 0.0 120.9 0.00 -54.3 84.4 0.64 -0.09 0.800 0.11 D+WP 0.0 161.2 0.00 -3.9 112.5 0.04 0.00 0.800 0.00 D+WS 0.0 161.2 0.00 52.9 161.2 0.33 0.10 0.800 0.13 2R 3.000 D+L 0.0 120.9 0.00 -40.8 84.4 0.48 -0.04 0.600 0.06 D+WP 0.0 161.2 0.00 -2.2 112.5 0.02 0.00 0.600 0.00 D+WS 0.0 161.2 0.00 29.7 161.2 0.18 0.03 0.600 0.05 3R 3.000 D+L 0.0 120.9 0.00 -40.8 84.4 0.48 -0.04 0.600 0.06 D+WP 0.0 161.2 0.00 -2.2 112.5 0.02 0.00 0.600 0.00 D+WS 0.0 161.2 0.00 29.7 161.2 0.18 0.03 0.600 0.05 R - Roof Panel 21001 Roof Diagonal Bracing Report 5/31/02 8:26am Panel Shear (Allow) = 0.0 Panel Shear (Calc ) =129.6 Bay Brace Loc. ------Diag_Brace----- Diag_Force(k ) Brace Tension(k ) - 100 - 1 Id Start End Type Size Part Wind Seismic Calc Allow ------- ---- ------ -------- ----- ------- ------ ------ 3 0.00 22.00 C 0.438 0.44 CBL 2.01 7.72 7.72 10.40 22.00 40.00 C 0.250 0.25_CBL 0.60 2.17 2.17 3.33 40.00 58.00 C 0.250 0.25CBL 0.60 2.17 2.17 3.33 58.00 80.00 C 0.438 0.44-CBL 2.01 7.72 7.72 10.40 4 0.00 22.00 C 0.438 0.44 CBL 2.01 7.72 7.72 10.40 22.00 40.00 C 0.250 0.25_CBL 0.60 2.17 2.17 3.33 40.00 58.00 C 0.250 0.25CBL 0.60 2.17 2.17 3.33 58.00 80.00 C 0.438 0.44-CBL 2.01 7.72 7.72 10.40 21001 Sidewall Diagonal Bracing Report 5 31 02 8:26am PANEL SHEAR: Wall Id Calc Allow ---- ----- ----- 2 187.8 135.0 4 191.6 135.0 21001 Extension Diagonal Bracing Report 5 31 02 8:26am PANEL SHEAR Ext --Panel Shear Id Calc Allow 1 0.00 0.00 2 0.00 0.00 3 0.00 0.00 WIND BRACING: Ext Wall Bay ------Diag_Brace----- Diag_Force(k ) Brace Tension(k ) Id Id Id Type Size Part Wind Seismic Calc Allow 21001 Wind Column Design Report 5 31 02 8:26am DESIGN FOR WIND COLUMN #: 1 - --------------------------- Wall 2 Bay: 4 Side: L Column Height : 10.33 Deflect. Limit: 60.0 Yield Stress 36.0 Design Load Wind = 3.61, Seismic= 6.83 Design Moment Column = 50.07, Base = 70.56 MEMBER SELECTED: Column W8X24 Weight= 359.1 Flange Size 0.500 x 8.00 Web Thickness 0.250 Base Plate Size(TxWxL) 0.500 x 8.00 x 31.00 Bolts : 4 - 1.000 UNBRACED LENGTH: Column Minor= 7.33 Cb=1.00 STRESS, DEFLECTION, REACTIONS: ------Moment-------- -----Deflection----- ---Reactions— Member Calc Allow UC Calc Allow UC Horiz Vert Column 28.75 28.79 1.00 0.81 2.07 0.39 6.83 31.36 DESIGN FOR WIND COLUMN #: 2 Wall 4 Bay: 1 Side: R - 101 - i I Column Height : 10.33 Deflect. Limit: 60.0 Yield Stress 36.0 Design Load Wind = 3.61, Seismic= 6.97 Design Moment Column = 51.08, Base = 71.98 MEMBER SELECTED: Column W8X28 Weight= 407.5 Flange Size 0.500 x 8.00 Web Thickness 0.313 Base Plate Size(TxWxL) 0.500 x 8.00 x 31.00 Bolts : 4 - 1.000 UNBRACED LENGTH: Column Minor= 7.33 Cb=1.00 STRESS, DEFLECTION, REACTIONS: ------Moment-------- -----Deflection----- ---Reactions-- Member Calc Allow UC Calc Allow UC Horiz Vert ------ ------ ------ ---- ------ ------ ---- ------ ------ Column 25.22 28.79 0.88 0.70 2.07 0.34 6.97 31.99 --------------------------------------------------- P 21001 Braced Purlin Report 5/31/02 8:26am Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ----- -------- ---- ----- ----- ---- ----- ----- ---- ------- 2 2 22.0 8Z12 1 0.67 17.03 0.04 0.76 8.69 0.09 0.11 2 0.67 17.03 0.04 0.72 12.41 0.06 0.07 3 0.33 17.03 0.02 3.46 12.41 0.28 0.23 4 1.07 17.03 0.06 1.04 12.41 0.08 0.11 2 3 22.0 8Z16 1 0.67 8.84 0.08 0.50 5.65 0.09 0.15 2 0.67 8.84 0.08 0.47 5.65 0.08 0.15 3 0.33 8.84 0.04 2.29 5.65 0.41 0.39 4 2.14 8.84 0.24 0.69 5.65 0.12 0.36 2 4 22.0 8Z16 1 0.93 8.84 0.11 0.40 4.02 0.10 0.19 2 0.93 8.84 0.11 0.48 5.65 0.08 0.17 3 0.47 8.84 0.05 2.29 5.65 0.41 0.39 4 4.18 8.84 0.47 0.69 5.65 0.12 0.58 2 5 22.0 8Z16 1 0.93 8.84 0.11 0.67 3.95 0.17 0.26 2 0.93 8.84 0.11 0.64 5.65 0.11 0.16 3 0.47 8.84 0.05 3.07 5.65 0.54 0.38 4 3.11 8.84 0.35 0.92 5.65 0.16 0.44 2 2 40.0 8Z12 1 0.33 17.03 0.02 0.53 8.69 0.06 0.07 2 0.33 17.03 0.02 0.50 12.41 0.04 0.04 3 0.16 17.03 0.01 2.42 12.41 0.20 0.16 4 0.48 17.03 0.03 0.73 12.41 0.06 0.07 2 3 40.0 8Z16 1 0.33 8.84 0.04 0.35 5.65 0.06 0.09 2 0.33 8.84 0.04 0.33 5.65 0.06 0.09 3 0.16 8.84 0.02 1.60 5.65 0.28 0.26 4 0.97 8.84 0.11 0.48 5.65 0.09 0.18 2 4 40.0 8Z16 1 0.33 8.84 0.04 0.28 4.02 0.07 0.10 2 0.33 8.84 0.04 0.33 5.65 0.06 0.08 3 0.16 8.84 0.02 1.61 5.65 0.28 0.26 4 1.45 8.84 0.16 0.48 5.65 0.09 0.23 2 5 40.0 8Z16 1 0.33 8.84 0.04 0.47 3.95 0.12 0.14 2 0.33 8.84 0.04 0.45 5.65 0.08 0.08 3 0.16 8.84 0.02 2.15 5.65 0.38 0.26 4 0.97 8.84 0.11 0.64 5.65 0.11 0.17 Surf Span Brace Purlin Load ----Axial(k ) ---- --Moment(f-k ) -- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ----- -------- ---- ----- ----- ---- ----- ----- ---- ------- 3 2 40.0 8Z12 1 0.33 17.03 0.02 0.53 8.69 0.06 0.07 2 0.33 17.03 0.02 0.50 12.41 0.04 0.04 3 0.16 17.03 0.01 2.42 12.41 0.20 0.16 4 0.48 17.03 0.03 0.73 12.41 0.06 0.07 3 3 40.0 8Z16 1 0.33 8.84 0.04 0.35 5.65 0.06 0.09 2 0.33 8.84 0.04 0.33 5.65 0.06 0.09 - 102 - I I 3 0.16 8.84 0.02 1.60 5.65 0.28 0.26 4 0.97 8.84 0.11 0.48 5.65 0.09 0.18 3 4 40.0 8Z16 1 0.33 8.84 0.04 0.28 4.02 0.07 0.10 2 0.33 8.84 0.04 0.33 5.65 0.06 0.08 3 0.16 8.84 0.02 1.61 5.65 0.28 0.26 4 1.45 8.84 0.16 0.48 5.65 0.09 0.23 3 5 40.0 8Z16 1 0.33 8.84 0.04 0.47 3.95 0.12 0.14 2 0.33 8.84 0.04 0.45 5.65 0.08 0.08 3 0.16 8.84 0.02 2.15 5.65 0.38 0.26 4 0.97 8.84 0.11 0.64 5.65 0.11 0.17 3 2 58.0 8Z12 1 0.67 17.03 0.04 0.76 8.69 0.09 0.11 2 0.67 17.03 0.04 0.72 12.41 0.06 0.07 3 0.33 17.03 0.02 3.46 12.41 0.28 0.23 4 1.07 17.03 0.06 1.04 12.41 0.08 0.11 3 3 58.0 8Z16 1 0.67 8.84 0.08 0.50 5.65 0.09 0.15 2 0.67 8.84 0.08 0.47 5.65 0.08 0.15 3 0.33 8.84 0.04 2.29 5.65 0.41 0.39 4 2.14 8.84 0.24 0.69 5.65 0.12 0.36 3 4 58.0 8Z16 1 0.93 8.84 0.11 0.40 4.02 0.10 0.19 2 0.93 8.84 0.11 0.48 5.65 0.08 0.17 3 0.47 8.84 0.05 2.29 5.65 0.41 0.39 4 4.18 8.84 0.47 0.69 5.65 0.12 0.58 3 5 58.0 8Z16 1 0.93 8.84 0.11 0.67 3.95 0.17 0.26 2 0.93 8.84 0.11 0.64 5.65 0.11 0.16 3 0.47 8.84 0.05 3.07 5.65 0.54 0.38 4 3.11 8.84 0.35 0.92 5.65 0.16 0.44 21001 Eave Strut Report 5/31/02 8:26am Wall Bay Eave Axial Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- --- -------- ------ ------ ----- ----- 2 1 BES14 0.56 1.16 17.76 0.07 2 2 8ES14 0.56 2.33 17.76 0.13 2 3 8ES14 1.91 8.68 17.76 0.49 2 4 8ES14 1.97 9.10 17.76 0.51 - Added Purlin Strut ---- 2 4 8Z16 1.28 5.92 8.44 0.70 --------------- ----------_ ------------------------------------------ -- -------- 4 4 8ES14 0.56 1.24 17.76 0.07 4 3 8ES14 0.56 2.48 17.76 0.14 4 2 8ES14 1.91 8.90 17.76 0.50 4 1 8ES14 1.97 9.29 17.76 0.52 - Added Purlin Strut ---- 4 1 8Z16 1.28 6.04 8.44 0.72 ------------------------------------------------------------------------------ ------------- ----------- ----------------------------------------------- 21001 Strut Bolt Report 5/31/02 8:26am EAVE STRUTS: Wall Frm Line ----Bolt_Selected----- ---Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio 2 1 EW 2 A307 0.500 0 1.16 5.22 0.22 2 2 RF 2 A307 0.500 0 2.33 5.22 0.45 2 3 RF 2 A307 0.500 0 2.33 5.22 0.45 2 3 RF 4 A307 0.500 0 ** 8.68 10.44 0.83 2 4 RF 4 A307 0.500 0 ** 9.10 10.44 0.87 2 5 RF 4 A307 0.500 0 ** 9.10 10.44 0.87 4 1 EW 2 A307 0.500 0 1.24 5.22 0.24 4 2 RF 2 A307 0.500 0 2.48 5.22 0.48 4 3 RF 2 A307 0.500 0 2.48 5.22 0.48 4 3 RF 4 A307 0.500 0 ** 8.90 10.44 0.85 - 103 - I 4 4 RF 4 A307 0.500 0 ** 9.29 10.44 0.89 4 5 RF 4 A307 0.500 0 ** 9.29 10.44 0.89 PURLIN STRUTS AT EAVE: Surf Frm_Line Bay Brace ----Bolt-Selected----- Load ---Bolt_Capacity--- Id Id Type Id Loc No Type Diam Wshr Id Calc Allow Ratio ---- -- ---- --- ----- -- ----- ----- ---- ---- ----- ----- ----- 3 4 RF 80.00 4 A307 0.500 0 ** 1 5.92 8.15 0.73 3 5 RF 80.00 4 A307 0.500 0 ** 1 5.92 8.15 0.73 2 4 RF 0.00 4 A307 0.500 0 ** 1 6.04 8.15 0.74 2 5 RF 0.00 4 A307 0.500 0 ** 1 6.04 8.15 0.74 PURLINS: Surf Fzm Line Brace ----Bolt-Selected----- Load ---Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio --- -- ---- ----- -- ----- ----- ---- ---- ----- ----- ----- 2 1 EW 22.00 2 A307 0.500 0 1 0.67 5.89 0.11 2 2 RF 22.00 2 A307 0.500 0 4 1.07 4.07 0.26 2 3 RF 22.00 2 A307 0.500 0 4 3.11 4.07 0.76 2 4 RF 22.00 4 A307 0.500 0 ** 4 5.15 8.15 0.63 2 5 RF 22.00 2 A307 0.500 0 4 3.11 4.07 0.76 2 1 EW 40.00 2 A307 0.500 0 1 0.33 5.89 0.06 2 2 RF 40.00 2 A307 0.500 0 4 0.48 4.07 0.12 2 3 RF 40.00 2 A307 0.500 0 4 0.97 4.07 0.24 2 4 RF 40.00 2 A307 0.500 0 4 1.45 4.07 0.36 2 5 RF 40.00 2 A307 0.500 0 4 0.97 4.07 0.24 3 1 EW 40.00 2 A307 0.500 0 1 0.33 5.89 0.06 3 2 RF 40.00 2 A307 0.500 0 4 0.48 4.07 0.12 3 3 RF 40.00 2 A307 0.500 0 4 0.97 4.07 0.24 3 4 RF 40.00 2 A307 0.500 0 4 1.45 4.07 0.36 3 5 RF 40.00 2 A307 0.500 0 4 0.97 4.07 0.24 3 1 EW 58.00 2 A307 0.500 0 1 0.67 5.89 0.11 3 2 RF 58.00 2 A307 0.500 0 4 1.07 4.07 0.26 3 3 RF 58.00 2 A307 0.500 0 4 3.11 4.07 0.76 3 4 RF 58.00 4 A307 0.500 0 ** 4 5.15 8.15 0.63 3 5 RF 58.00 2 A307 0.500 0 4 3.11 4.07 0.76 **NOTE : Not standard bolt connection --------- ----- --------------------------------- Rigid Frame @ Frame Line 2 & 3 21001 Base Plate and Anchor Bolt Design 5/31/02 8:26am Bolt Type = A307 Weak Column Base Max Reactions(k ) Axis ---Plate_Size(in) --- ---Bolts(in)--- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ------ ----- --------- ---- Left P 27.6 -4.7 -25.1 0.0 6.0 12.75 0.500 2 1.250 4.00 Right P 22.0 -2.1 25.1 0.0 6.0 12.75 0.500 2 1.250 4.00 21001 Bolted-End-Plate Design 5 31 02 8:26am Bolt Type = A325 Splice Member -Splice(in) -- Tens Load(k ,f-k ) ------Bolt(in) ------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage 1 VEE 1- 2 6.0 0.625 Top: 1 21 235 4 0.750 3.00 3.00 Bot: 2 -2 35 2 0.750 3.00 3.00 2 -EE 3- 4 6.0 0.500 Top: 8 0 7 2 0.750 3.00 3.00 Bot: 1 -1 75 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.625 Top: 1 -20 215 2 0.750 3.00 3.00 Bot: 3 2 27 2 0.750 3.00 3.00 - 104 - I i *WARNING: Available Bolt Diameter < Diameter Required WELDS: ------Top_Flange----- ----Bottom Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 0.313 F 4.03 4.64 0.188 F 0.61 2.78 0.188 F 0.31 2.78 1 R 0.313 F 4.14 4.64 0.188 F 0.61 2.78 0.188 F 0.31 2.78 2 L 0.188 F 0.30 2.78 0.250 F 2.89 3.71 0.125 F 0.02 1.86 2 R 0.188 F 0.30 2.78 0.250 F 2.89 3.71 0.125 F 0.02 1.86 3 L 0.313 F 3.78 4.64 0.188 F 0.47 2.78 0.188 F 0.30 2.78 3 R 0.250 F 3.69 3.71 0.188 F 0.47 2.78 0.188 F 0.30 2.78 --------------------------------- 21001 Stiffener Report 5/31/02 8:26am Stiff -Plate_Size- Web Load -----Force(k )---- Location No. Width Thick Length Id Calc Allow UC Left Col 1 3.00 0.313 33.00 1 90.0 97.9 0.92 Right Col 1 3.00 0.250 33.00 1 82.8 86.9 0.95 21001 Stress Check Unbraced Lengths 5 31 02 8:26am Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 -- --- --- ----- --- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 13.25 1.50 Top 2.83 1.14 1.26 1.43 1.13 1.12 1.04 1.04 1.26 1.43 1.13 1.12 1.04 1.04 1.09 1.09 1.09 1.09 1.15 1.12 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 4 36.78 1.00 Top 0.98 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.04 1.03 1.01 1.01 1.04 1.03 Bot 0.98 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.04 1.03 1.01 1.01 1.04 1.03 2 2 5 36.78 1.00 Top 5.00 1.19 1.16 1.23 1.20 1.19 1.26 1.18 1.16 1.23 1.20 1.19 1.26 1.18 1.23 1.16 1.07 1.07 1.22 1.17 Bot 5.00 1.19 1.16 1.23 1.20 1.19 1.26 1.18 1.16 1.23 1.20 1.19 1.26 1.18 1.23 1.16 1.07 1.07 1.22 1.17 2 2 6 36.78 1.00 Top 5.00 1.26 1.20 1.33 1.27 1.25 1.42 1.23 1.20 1.33 1.27 1.25 1.42 1.23 1.35 1.21 1.08 1.08 1.31 1.21 Bot 10.00 1.59 1.44 1.77 1.61 1.58 1.98 1.52 1.44 1.77 1.61 1.58 1.98 1.52 1.81 1.47 1.18 1.18 1.73 1.48 2 2 7 36.78 1.00 Top 5.00 1.26 1.20 1.33 1.27 1.25 1.42 1.23 1.20 - 105 - I 1.33 1.27 1.25 1.42 1.23 1.35 1.21 1.08 1.08 1.31 1.21 Bot 10.00 1.59 1.44 1.77 1.61 1.58 1.98 1.52 1.44 1.77 1.61 1.58 1.98 1.52 1.81 1.47 1.18 1.18 1.73 1.48 3 3 8 36.78 1.00 Top 5.00 1.26 1.19 1.33 1.27 1.25 1.42 1.23 1.19 1.33 1.27 1.25 1.42 1.23 1.35 1.21 1.08 1.08 1.31 1.22 Bot 10.00 1.59 1.44 1.76 1.61 1.58 1.98 1.52 1.44 1.76 1.61 1.58 1.98 1.52 1.83 1.47 1.18 1.18 1.72 1.49 3 3 9 36.78 1.00 Top 5.00 1.48 1.29 1.76 1.51 1.46 2.30 1.38 1.29 1.76 1.51 1.46 2.30 1.38 1.93 1.33 1.10 1.10 1.68 1.36 Bot 10.00 1.59 1.44 1.76 1.61 1.58 1.98 1.52 1.44 1.76 1.61 1.58 1.98 1.52 1.83 1.47 1.18 1.18 1.72 1.49 3 3 10 36.78 1.00 Top 5.00 2.30 1.53 1.73 2.30 2.30 1.42 1.97 1.53 1.73 2.30 2.30 1.42 1.97 1.60 1.73 1.12 1.12 1.86 1.85 Bot 10.00 2.25 2.15 1.74 2.14 2.30 1.51 2.30 2.15 1.74 2.14 2.30 1.51 2.30 1.65 2.30 1.28 1.28 1.82 2.30 3 4 11 36.78 1.00 Top 5.00 2.30 1.53 1.73 2.30 2.30 1.42 1.97 1.53 1.73 2.30 2.30 1.42 1.97 1.60 1.73 1.12 1.12 1.86 1.85 Bot 10.00 2.25 2.15 1.74 2.14 2.30 1.51 2.30 2.15 1.74 2.14 2.30 1.51 2.30 1.65 2.30 1.28 1.28 1.82 2.30 3 4 12 36.78 1.00 Top 5.00 1.37 2.30 1.22 1.34 1.39 1.15 1.56 2.30 1.22 1.34 1.39 1.15 1.56 1.21 1.77 1.17 1.17 1.24 1.65 Bot 10.00 2.25 2.15 1.74 2.14 2.30 1.51 2.30 2.15 1.74 2.14 2.30 1.51 2.30 1.65 2.30 1.28 1.28 1.82 2.30 3 4 13 36.78 1.00 Top 5.00 1.13 1.32 1.07 1.13 1.14 1.04 1.18 1.32 1.07 1.13 1.14 1.04 1.18 1.09 1.25 1.27 1.27 1.08 1.22 Bot 10.00 1.16 1.39 1.04 1.15 1.18 1.01 1.21 1.39 1.04 1.15 1.18 1.01 1.21 1.11 1.33 1.67 1.67 1.07 1.30 3 4 14 36.78 1.00 Top 5.00 1.03 1.10 1.03 1.03 1.04 1.05 1.04 1.10 1.03 1.03 1.04 1.05 1.04 1.02 1.11 1.60 1.60 1.01 1.09 Bot 10.00 1.16 1.39 1.04 1.15 1.18 1.01 1.21 1.39 1.04 1.15 1.18 1.01 1.21 1.11 1.33 1.67 1.67 1.07 1.30 3 4 15 36.78 1.00 Top 0.81 1.00 1.01 1.01 1.00 1.00 1.02 1.00 1.01 1.01 1.00 1.00 1.02 1.00 1.00 1.01 1.67 1.67 1.01 1.01 Bot 0.81 1.00 1.01 1.01 1.00 1.00 1.02 1.00 1.01 1.01 1.00 1.00 1.02 1.00 1.00 1.01 1.67 1.67 1.01 1.01 4 5 16 36.78 1.00 Top 0.81 1.01 1.02 1.01 1.00 1.00 1.00 1.02 1.02 1.01 1.00 1.00 1.00 1.02 1.01 1.00 1.67 1.67 1.01 1.01 Bot 0.81 1.01 1.02 1.01 1.00 1.00 1.00 1.02 1.02 1.01 1.00 1.00 1.00 1.02 1.01 1.00 1.67 1.67 1.01 1.01 4 5 17 36.78 1.00 Top 5.00 1.01 1.08 1.02 1.02 1.01 1.05 1.05 1.08 1.02 1.02 1.01 1.05 1.05 1.10 1.02 1.60 1.60 1.07 1.03 Bot 5.00 1.01 1.08 1.02 1.02 1.01 1.05 1.05 1.08 1.02 1.02 1.01 1.05 1.05 1.10 1.02 1.60 1.60 1.07 1.03 4 5 18 36.78 1.00 Top 5.00 1.11 1.00 1.14 1.12 1.10 1.19 1.04 1.00 1.14 1.12 1.10 1.19 1.04 1.24 1.09 1.27 1.27 1.18 1.06 Bot 10.00 1.37 1.08 1.50 1.40 1.36 1.66 1.20 1.08 - 106 - 1.50 1.40 1.36 1.66 1.20 1.75 1.28 1.40 1.40 1.57 1.25 4 5 19 36.78 1.00 Top 5.00 1.29 1.08 1.42 1.32 1.28 1.61 1.16 1.08 1.42 1.32 1.28 1.61 1.16 1.74 1.20 1.17 1.17 1.49 1.19 Bot 10.00 1.37 1.08 1.50 1.40 1.36 1.66 1.20 1.08 1.50 1.40 1.36 1.66 1.20 1.75 1.28 1.40 1.40 1.57 1.25 4 5 20 36.78 1.00 Top 5.00 2.16 1.22 2.30 2.30 2.09 1.89 1.47 1.22 2.30 2.30 2.09 1.89 1.47 1.76 1.57 1.12 1.12 2.19 1.61 Bot 10.00 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.75 2.30 1.22 1.22 1.90 2.30 4 6 21 36.78 1.00 Top 5.00 2.16 1.22 2.30 2.30 2.09 1.89 1.47 1.22 2.30 2.30 2.09 1.89 1.47 1.76 1.57 1.12 1.12 2.19 1.61 Bot 10.00 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.75 2.30 1.22 1.22 1.90 2.30 4 6 22 36.78 1.00 Top 5.00 1.58 1.70 1.44 1.54 1.60 1.37 2.25 1.70 1.44 1.54 1.60 1.37 2.25 1.34 1.98 1.10 1.10 1.40 1.89 Bot 10.00 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.72 1.95 2.20 2.30 1.81 2.30 1.75 2.30 1.22 1.22 1.90 2.30 4 6 23 36.78 1.00 Top 5.00 1.29 1.79 1.25 1.28 1.29 1.23 1.39 1.79 1.25 1.28 1.29 1.23 1.39 1.21 1.36 1.08 1.08 1.23 1.35 Bot 10.00 1.42 1.77 1.38 1.41 1.42 1.35 1.52 1.77 1.38 1.41 1.42 1.35 1.52 1.33 1.49 1.15 1.15 1.36 1.48 5 7 24 36.78 1.00 Top 5.00 1.29 1.79 1.25 1.27 1.29 1.23 1.39 1.79 1.25 1.27 1.29 1.23 1.39 1.21 1.35 1.08 1.08 1.23 1.35 Bot 10.00 1.44 1.77 1.40 1.43 1.44 1.37 1.54 1.77 1.40 1.43 1.44 1.37 1.54 1.35 1.50 1.15 1.15 1.37 1.50 5 7 25 36.78 1.00 Top 5.00 1.29 1.79 1.25 1.27 1.29 1.23 1.39 1.79 1.25 1.27 1.29 1.23 1.39 1.21 1.35 1.08 1.08 1.23 1.35 Bot 10.00 1.44 1.77 1.40 1.43 1.44 1.37 1.54 1.77 1.40 1.43 1.44 1.37 1.54 1.35 1.50 1.15 1.15 1.37 1.50 5 7 26 36.78 1.00 Top 5.00 1.21 1.36 1.19 1.20 1.21 1.18 1.25 1.36 1.19 1.20 1.21 1.18 1.25 1.16 1.23 1.07 1.07 1.18 1.24 Bot 10.00 1.44 1.77 1.40 1.43 1.44 1.37 1.54 1.77 1.40 1.43 1.44 1.37 1.54 1.35 1.50 1.15 1.15 1.37 1.50 5 7 27 36.78 1.00 Top 0.98 1.03 1.05 1.03 1.03 1.04 1.03 1.04 1.05 1.03 1.03 1.04 1.03 1.04 1.03 1.04 1.01 1.01 1.03 1.04 Bot 0.98 1.03 1.05 1.03 1.03 1.04 1.03 1.04 1.05 1.03 1.03 1.04 1.03 1.04 1.03 1.04 1.01 1.01 1.01 1.04 6 8 28 13.25 1.50 Top 1.50 1.09 1.10 1.07 1.08 1.09 1.08 1.10 1.10 1.07 1.08 1.09 1.08 1.10 1.09 1.09 1.09 1.09 1.09 1.09 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 29 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 30 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 - 107 - 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 21001 Flange Brace Report 5/31/02 8:26am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange Braces ---- ----- ------------- 1 0 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.65 0.53 0.17 0.30 0.40 BrcUC: 0.61 0.44 0.12 0.22 0.29 ConUC: 0.45 0.36 0.11 0.21 0.27 3 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.40 0.39 0.21 0.34 0.59 BrcUC: 0.29 0.28 0.15 0.24 0.55 ConUC: 0.27 0.27 0.15 0.23 0.41 4 0 21001 Weld Report: Web To Flange 5 31 02 8:26am ----Max_Weld_Shear----- -------Weld_Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- - ------ ------ ------- ----- ------- ---- ---- 1 1 1 1 1.60 0.188 2.78 F 1 2 2 7 1 0.40 0.188 2.78 F 1 3 3 8 1 0.50 0.188 2.78 F 1 3 4 11 1 0.32 0.188 2.78 F 1 4 5 20 1 0.29 0.188 2.78 F 1 4 6 23 1 0.48 0.188 2.78 F 1 5 7 24 1 0.38 0.188 2.78 F 1 6 8 30 1 1.64 0.188 2.78 F 1 21001 Special Segment Report 5 31 02 8:26am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.250) TOP OF RIGHT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) - 108 - Flange Thick= 0.313 ( 0.250) 21001 Design Summary Report 5 31 02 8:26am MEMBERS: Mem Segj Flange jWeb_Depthl Plate-Thickness I Max_UCV Max_UCO Max_UCI Id Id I Len WidjStrt End Web O-flg I-flg Id Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 11.4 6.0 12.0 33.0 0.250 0.250 0.375 3 1 0.59 3 1 0.82 3 1 0.95 2 2 11.0 6.0 33.0 19.5 0.250 0.313 0.313 4 1 0.43 4 1 0.79 4 1 0.99 3 3 9.9 6.0 19.5 19.5 0.188 0.313 0.250 8 1 0.45 8 19 0.54 8 1 0.99 3 4 16.0 6.0 19.5 19.5 0.135 0.313 0.250 11 1 0.72 15 1 0.87 15 1 0.58 4 5 16.0 6.0 19.5 19.5 0.135 0.313 0.250 20 1 0.67 17 1 0.88 17 1 0.59 4 6 9.9 6.0 19.5 19.5 0.188 0.313 0.250 23 1 0.43 21 19 0.46 23 18 0.90 5 7 11.0 6.0 19.5 33.0 0.250 0.313 0.313 27 1 0.42 27 1 0.72 26 1 0.98 6 8 11.4 6.0 33.0 12.0 0.250 0.250 0.375 28 1 0.59 28 1 0.75 28 1 0.86 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 383 386 563 563 386 383 Total Weight (lb) : Frame Members = 2664 Interior Col. = 0 Conn. Plates = 208 Base Plates = 22 Trans Stiff = 0 2894 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) -- - ----- ------- ------ - 1 25.15 27.63 0.00 0.00 -25.15 22.04 0.00 0.00 2 -4.62 -6.32 0.00 0.00 1.73 -2.36 0.00 0.00 3 -1.45 -5.82 0.00 0.00 4.90 -2.85 0.00 0.00 4 21.38 22.88 0.00 0.00 -22.82 19.39 0.00 0.00 5 22.96 23.12 0.00 0.00 -21.24 19.15 0.00 0.00 6 3.25 3.39 0.00 0.00 -6.14 4.68 0.00 0.00 7 6.42 3.88 0.00 0.00 -2.97 4.19 0.00 0.00 8 -4.62 -6.32 0.00 0.00 1.73 -2.36 0.00 0.00 9 -1.45 -5.82 0.00 0.00 4.90 -2.85 0.00 0.00 10 21.38 22.88 0.00 0.00 -22.82 19.39 0.00 0.00 11 22.96 23.12 0.00 0.00 -21.24 19.15 0.00 0.00 12 3.25 3.39 0.00 0.00 -6.14 4.68 0.00 0.00 13 6.42 3.88 0.00 0.00 -2.97 4.19 0.00 0.00 14 7.40 7.70 0.00 0.00 -11.40 8.47 0.00 0.00 15 11.40 8.73 0.00 0.00 -7.40 7.43 0.00 0.00 16 -2.00 -0.52 0.00 0.00 -2.00 0.52 0.00 0.00 17 2.00 0.52 0.00 0.00 2.00 -0.52 0.00 0.00 18 21.01 25.88 0.00 0.00 -21.01 16.61 0.00 0.00 19 21.41 19.67 0.00 0.00 -21.41 20.42 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.40 0.18 -3.59 - 109 - 2 0.17 0.12 0.22 3 -0.01 -0.05 0.18 4 -0.30 0.22 -3.30 5 -0.39 0.14 -3.30 6 0.02 0.16 -0.93 7 -0.15 -0.02 -0.93 8 0.17 0.12 0.22 9 -0.01 -0.05 0.18 10 -0.30 0.22 -3.30 11 -0.39 0.14 -3.30 12 0.02 0.16 -0.93 13 -0.15 -0.02 -0.93 14 0.12 0.35 -1.38 15 -0.36 -0.13 -1.38 16 0.24 0.24 0.22 17 -0.24 -0.24 -0.22 18 -0.12 0.37 -3.04 19 -0.54 -0.06 -3.03 DEFLECTIONS LIMIT: Lateral Defl Load Q Top Of Col Vert Defl Id Left Right Q Midspan 1 338 776 267 2 815 1101 4445 3 16268 2628 5293 4 454 607 290 5 351 996 290 6 5659 857 1037 7 899 8217 1037 8 815 1101 4445 9 16268 2628 5293 10 454 607 290 11 351 996 290 12 5659 857 1037 13 899 8217 1037 14 1099 395 698 15 383 1011 698 16 568 568 4414 17 568 568 4414 18 1165 365 316 19 250 2409 316 Max Live Vertical = -2.58, Span/Deflection = 372. Max Horizontal Drift= -0.54, Eave Height/Drift= 250. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 15 8.73 -108.71 -0.356 4.00 0.001 0.100 Right Column: 14 8.47 107.71 0.345 4.00 0.001 0.100 21001 Rigid Frame Clearances 5/31/02 8:26am VERTICAL CLEARANCE: ------------------ Left Col 8109-11" (X= 3105-09", Y= 8109-11") Right Col 8109-11" (X= 76106-07", Y= 8'09-1111) Midspan 12111-13" (X= 40'00-00", Y= 12111-13") HORIZONTAL CLEARANCE: 110 i Left Col - Right Col 73100-15" (X1= 3105-0911, X2= 76106-0711) -------------------------------------------- Rigid Frame Q Frame Line 4 21001 Base Plate and Anchor Bolt Design 5/31/02 8:26am Bolt Type = A307 Weak Column Base Max_Reactions(k ) Axis ---Plate_Size(in)--- ---Bolts(in) --- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ---- ----- ----- ----- ----- ----- ------ ----- --------- ---- Left P 26.8 -4.7 -23.6 0.0 6.0 12.75 0.500 2 1.000 3.00 Right P 25.0 -3.8 23.6 0.0 6.0 12.75 0.500 2 1.000 3.00 21001 Bolted-End-Plate Design 5/31/02 8:26am Bolt Type = A325 Splice Member -Splice(in) -- Tens Load(k ,f-k ) ------Bolt(in)------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- 1 VEE 1- 2 6.0 0.625 Top: 1 20 221 2 0.750 3.00 3.00 Bot: 8 -2 33 2 0.750 3.00 3.00 2 -EE 3- 4 6.0 0.500 Top: 3 0 7 2 0.750 3.00 3.00 Bot: 1 -1 71 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.625 Top: 1 -20 217 2 0.750 3.00 3.00 Bot: 3 2 30 2 0.750 3.00 3.00 WELDS: ------Top-Flange----- ----Bottom Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.313 F 3.79 4.64 0.188 F 0.57 2.78 0.188 F 0.30 2.78 1 R 0.313 F 3.89 4.64 0.188 F 0.57 2.78 0.188 F 0.30 2.78 2 L 0.188 F 0.31 2.78 0.188 F 2.75 2.78 0.125 F 0.02 1.86 2 R 0.188 F 0.31 2.78 0.188 F 2.75 2.78 0.125 F 0.02 1.86 3 L 0.313 F 3.83 4.64 0.188 F 0.54 2.78 0.188 F 0.30 2.78 3 R 0.313 F 3.73 4.64 0.188 F 0.54 2.78 0.188 F 0.30 2.78 21001 Stiffener Report 5/31/02 8:26am Stiff -Plate Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.250 33.00 1 84.6 86.9 0.97 Right Col 1 3.00 0.250 33.00 _ 1 83.3 86.9 0.96 -------------------------------------------------------- 21001 Stress Check Unbraced Lengths 5/31/02 8:26am Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 1 1 1 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 - 111 - L• 1 1 1 2 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 13.25 1.50 Top 2.83 1.14 1.27 1.47 1.13 1.13 1.04 1.04 1.27 1.47 1.13 1.13 1.04 1.04 1.09 1.09 1.09 1.09 1.15 1.12 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 4 36.78 1.00 Top 0.98 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.04 1.03 1.01 1.01 1.04 1.03 Bot 0.98 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.03 1.04 1.03 1.04 1.03 1.01 1.01 1.04 1.03 2 2 5 36.78 1.00 Top 5.00 1.20 1.17 1.25 1.20 1.20 1.27 1.18 1.17 1.25 1.20 1.20 1.27 1.18 1.24 1.16 1.07 1.07 1.23 1.17 Bot 5.00 1.20 1.17 1.25 1.20 1.20 1.27 1.18 1.17 1.25 1.20 1.20 1.27 1.18 1.24 1.16 1.07 1.07 1.23 1.17 2 2 6 36.78 1.00 Top 5.00 1.27 1.21 1.40 1.28 1.26 1.43 1.23 1.21 1.40 1.28 1.26 1.43 1.23 1.37 1.21 1.08 1.08 1.33 1.22 Bot 10.00 1.62 1.48 1.95 1.64 1.61 2.02 1.52 1.48 1.95 1.64 1.61 2.02 1.52 1.87 1.47 1.18 1.18 1.76 1.51 2 2 7 36.78 1.00 Top 5.00 1.27 1.21 1.40 1.28 1.26 1.43 1.23 1.21 1.40 1.28 1.26 1.43 1.23 1.37 1.21 1.08 1.08 1.33 1.22 Bot 10.00 1.62 1.48 1.95 1.64 1.61 2.02 1.52 1.48 1.95 1.64 1.61 2.02 1.52 1.87 1.47 1.18 1.18 1.76 1.51 3 3 8 36.78 1.00 Top 5.00 1.27 1.21 1.39 1.28 1.26 1.43 1.23 1.21 1.39 1.28 1.26 1.43 1.23 1.37 1.21 1.08 1.08 1.32 1.23 Bot 10.00 1.62 1.47 1.93 1.64 1.60 2.01 1.52 1.47 1.93 1.64 1.60 2.01 1.52 1.88 1.48 1.18 1.18 1.75 1.52 3 3 9 36.78 1.00 Top 5.00 1.52 1.33 2.25 1.55 1.49 2.30 1.38 1.33 2.25 1.55 1.49 2.30 1.38 2.09 1.34 1.10 1.10 1.74 1.38 Bot 10.00 1.62 1.47 1.93 1.64 1.60 2.01 1.52 1.47 1.93 1.64 1.60 2.01 1.52 1.88 1.48 1.18 1.18 1.75 1.52 3 3 10 36.78 1.00 Top 5.00 2.30 1.66 1.47 2.30 2.30 1.40 1.95 1.66 1.47 2.30 2.30 1.40 1.95 1.52 1.74 1.12 1.12 1.76 2.01 Bot 10.00 2.11 2.30 1.55 2.03 2.19 1.49 2.30 2.30 1.55 2.03 2.19 1.49 2.30 1.60 2.30 1.28 1.28 1.76 2.30 3 4 11 36.78 1.00 Top 5.00 2.30 1.6k 1.47 2.30 2.30 1.40 1.95 1.66 1.47 2.30 2.30 1.40 1.95 1.52 1.74 1.12 1.12 1.76 2.01 Bot 10.00 2.11 2.30 1.55 2.03 2.19 1.49 2.30 2.30 1.55 2.03 2.19 1.49 2.30 1.60 2.30 1.28 1.28 1.76 2.30 3 4 12 36.78 1.00 Top 5.00 1.33 1.93 1.16 1.31 1.35 1.14 1.57 1.93 1.16 1.31 1.35 1.14 1.57 1.19 1.76 1.17 1.17 1.22 1.55 Bot 10.00 2.11 2.30 1.55 2.03 2.19 1.49 2.30 2.30 1.55 2.03 2.19 1.49 2.30 1.60 2.30 1.28 1.28 1.76 2.30 3 4 13 36.78 1.00 Top 5.00 1.12 1.25 1.04 1.11 1.13 1.03 1.18 1.25 1.04 1.11 1.13 1.03 1.18 1.07 1.24 1.27 1.27 1.07 1.20 - 112 - Bot 10.00 1.14 1.31 1.00 1.13 1.15 1.02 1.22 1.31 1.00 1.13 1.15 1.02 1.22 1.08 1.32 1.67 1.67 1.05 1.27 3 4 14 36.78 1.00 Top 5.00 1.02 1.08 1.04 1.02 1.03 1.05 1.04 1.08 1.04 1.02 1.03 1.05 1.04 1.00 1.10 1.60 1.60 1.02 1.08 Bot 10.00 1.14 1.31 1.00 1.13 1.15 1.02 1.22 1.31 1.00 1.13 1.15 1.02 1.22 1.08 1.32 1.67 1.67 1.05 1.27 3 4 15 36.78 1.00 Top 0.81 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.01 1.01 1.67 1.67 1.01 1.01 Bot 0.81 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.00 1.02 1.00 1.01 1.01 1.67 1.67 1.01 1.01 4 5 16 36.78 1.00 Top 0.81 1.00 1.02 1.00 1.00 1.00 1.00 1.02 1.02 1.00 1.00 1.00 1.00 1.02 1.01 1.01 1.67 1.67 1.00 1.01 Bot 0.81 1.00 1.02 1.00 1.00 1.00 1.00 1.02 1.02 1.00 1.00 1.00 1.00 1.02 1.01 1.01 1.67 1.67 1.00 1.01 4 5 17 36.78 1.00 Top 5.00 1.02 1.06 1.06 1.02 1.01 1.05 1.05 1.06 1.06 1.02 1.01 1.05 1.05 1.10 1.00 1.60 1.60 1.07 1.03 Bot 5.00 1.02 1.06 1.06 1.02 1.01 1.05 1.05 1.06 1.06 1.02 1.01 1.05 1.05 1.10 1.00 1.60 1.60 1.07 1.03 4 5 18 36.78 1.00 Top 5.00 1.11 1.03 1.20 1.12 1.11 1.19 1.04 1.03 1.20 1.12 1.11 1.19 1.04 1.24 1.07 1.27 1.27 1.19 1.07 Bot 10.00 1.40 1.15 1.70 1.43 1.38 1.67 1.19 1.15 1.70 1.43 1.38 1.67 1.19 1.75 1.26 1.40 1.40 1.60 1.27 4 5 19 36.78 1.00 Top 5.00 1.31 1.13 1.67 1.34 1.30 1.63 1.16 1.13 1.67 1.34 1.30 1.63 1.16 1.75 1.19 1.17 1.17 1.53 1.21 Bot 10.00 1.40 1.15 1.70 1.43 1.38 1.67 1.19 1.15 1.70 1.43 1.38 1.67 1.19 1.75 1.26 1.40 1.40 1.60 1.27 4 5 20 36.78 1.00 Top 5.00 2.30 1.34 1.82 2.30 2.27 1.86 1.45 1.34 1.82 2.30 2.27 1.86 1.45 1.75 1.52 1.12 1.12 2.08 1.72 Bot 10.00 2.20 2.16 1.78 2.12 2.26 1.80 2.30 2.16 1.78 2.12 2.26 1.80 2.30 1.75 2.30 1.22 1.22 1.87 2.30 4 6 21 36.78 1.00 Top 5.00 2.30 1.34 1.82 2.30 2.27 1.86 1.45 1.34 1.82 2.30 2.27 1.86 1.45 1.75 1.52 1.12 1.12 2.08 1.72 Bot 10.00 2.20 2.16 1.78 2.12 2.26 1.80 2.30 2.16 1.78 2.12 2.26 1.80 2.30 1.75 2.30 1.22 1.22 1.87 2.30 4 6 22 36.78 1.00 Top 5.00 1.54 2.30 1.36 1.51 1.56 1.37 2.30 2.30 1.36 1.51 1.56 1.37 2.30 1.34 2.10 1.10 1.10 1.39 1.78 Bot 10.00 2.20 2.16 1.78 2.12 2.26 1.80 2.30 2.16 1.78 2.12 2.26 1.80 2.30 1.75 2.30 1.22 1.22 1.87 2.30 4 6 23 36.78 1.00 Top 5.00 1.28 1.48 1.22 1.27 1.28 1.22 1.40 1.48 1.22 1.27 1.28 1.22 1.40 1.21 1.37 1.08 1.08 1.23 1.33 Bot 10.00 1.41 1.59 1.35 1.40 1.42 1.35 1.53 1.59 1.35 1.40 1.42 1.35 1.53 1.34 1.50 1.15 1.15 1.36 1.46 5 7 24 36.78 1.00 Top 5.00 1.28 1.49 1.23 1.27 1.28 1.22 1.40 1.49 1.23 1.27 1.28 1.22 1.40 1.21 1.37 1.08 1.08 1.23 1.33 Bot 10.00 1.43 1.61 1.37 1.42 1.43 1.37 1.55 1.61 1.37 1.42 1.43 1.37 1.55 1.35 1.52 1.15 - 113 - I 1.15 1.37 1.48 5 7 25 36.78 1.00 Top 5.00 1.28 1.49 1.23 1.27 1.28 1.22 1.40 1.49 1.23 1.27 1.28 1.22 1.40 1.21 1.37 1.08 1.08 1.23 1.33 Bot 10.00 1.43 1.61 1.37 1.42 1.43 1.37 1.55 1.61 1.37 1.42 1.43 1.37 1.55 1.35 1.52 1.15 1.15 1.37 1.48 5 7 26 36.78 1.00 Top 5.00 1.20 1.28 1.18 1.20 1.20 1.18 1.26 1.28 1.18 1.20 1.20 1.18 1.26 1.16 1.24 1.07 1.07 1.17 1.23 Bot 10.00 1.43 1.61 1.37 1.42 1.43 1.37 1.55 1.61 1.37 1.42 1.43 1.37 1.55 1.35 1.52 1.15 1.15 1.37 1.48 5 7 27 36.78 1.00 Top 0.98 1.03 1.05 1.03 1.03 1.03 1.03 1.04 1.05 1.03 1.03 1.03 1.03 1.04 1.03 1.04 1.01 1.01 1.03 1.04 Bot 0.98 1.03 1.05 1.03 1.03 1.03 1.03 1.04 1.05 1.03 1.03 1.03 1.03 1.04 1.03 1.04 1.01 1.01 1.03 1.04 6 8 28 13.25 1.50 Top 1.50 1.13 1.44 1.24 1.12 1.12 1.04 1.04 1.44 1.24 1.12 1.12 1.04 1.04 1.09 1.09 1.09 1.09 1.11 1.14 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 29 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 30 13.25 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 8.83 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 21001 Flange Brace Report 5/31/02 8:26am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces ---- ----- ------------- 1 0 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5xl/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.61 0.49 0.14 0.30 0.38 BrcUC: 0.56 0.40 0.10 0.22 0.28 ConUC: 0.42 0.33 0.09 0.21 0.26 3 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5xl/8 L1.5x1/8 Force: 0.38 0.37 0.19 0.34 0.60 BrcUC: 0.28 0.27 0.14 0.24 0.55 ConUC: 0.26 0.25 0.13 0.23 0.41 4 0 -------------- ---------------__________________ 21001 Weld Report: Web To Flange 5/31/02 8:26am - 114 - i ----Max_Weld_Shear----- -------Weld Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ----- -----.,.. - ---- 1 1 1 1 1.50 0.188 2.78 F 1 2 2 7 1 0.39 0.188 2.78 F 1 3 3 8 1 0.48 0.188 2.78 F 1 3 4 11 1 0.30 0.188 2.78 F 1 4 5 20 1 0.29 0.188 2.78 F 1 4 6 23 1 0.47 0.188 2.78 F 1 5 7 24 1 0.38 0.188 2.78 F 1 6 8 30 1 1.51 0.188 2.78 F 1 21001 Special Segment Report 5 31 02 8:26am TOP OF LEFT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.250) TOP OF RIGHT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.250) 21001 Design Summary Report 5 31 02 8.26am MEMBERS: Mem Segl Flange IWeb_Depthl Plate_Thickness Max_UCV Max_UCO Max_UCI Id Id Len WidjStrt Endl Web O-flg I-flgjId Ld UcvjId Ld Uco Id Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 11.4 6.0 12.0 33.0 0.250 0.250 0.375 3 1 0.55 3 1 0.77 3 1 0.89 2 2 11.0 6.0 33.0 19.5 0.250 0.313 0.313 4 1 0.42 4 1 0.75 4 1 0.93 3 3 9.9 6.0 19.5 19.5 0.188 0.313 0.250 8 1 0.43 8 19 0.47 8 1 0.89 3 4 16.0 6.0 19.5 19.5 0.135 0.313 0.250 11 1 0.68 14 1 0.83 14 1 0.56 4 5 16.0 6.0 19.5 19.5 0.135 0.313 0.250 20 1 0.67 16 1 0.83 17 1 0.56 4 6 9.9 6.0 19.5 19.5 0.188 0.313 0.250 23 1 0.43 23 18 0.46 23 1 0.89 5 7 11.0 6.0 19.5 33.0 0.250 0.313 0.313 27 1 0.41 27 1 0.73 26 1 0.99 6 8 11.4 6.0 33.0 12.0 0.250 0.250 0.375 28 1 0.55 28 1 0.77 28 1 0.88 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 383 386 563 563 386 383 Total Weight (lb) : Frame Members = 2664 Interior Col. = 0 Conn. Plates = 208 Base Plates = 22 Trans Stiff = 0 2894 - 115 - i �I REACTIONS: (Sidewall Columns) Load ---------Left_Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ----- ------- ------- ------- ------ - ------- ------- ------- 1 23.59 26.80 0.00 0.00 -23.59 25.03 0.00 0.00 2 -4.30 -6.21 0.00 0.00 1.03 -4.58 0.00 0.00 3 -1.13 -5.72 0.00 0.00 4.20 -5.07 0.00 0.00 4 20.00 22.11 0.00 0.00 -21.63 21.19 0.00 0.00 5 21.59 22.35 0.00 0.00 -20.05 20.94 0.00 0.00 6 3.04 3.21 0.00 0.00 -6.31 3.99 0.00 0.00 7 6.21 3.71 0.00 0.00 -3.14 3.50 0.00 0.00 8 -4.30 -6.21 0.00 0.00 1.03 -4.58 0.00 0.00 9 -1.13 -5.72 0.00 0.00 4.20 -5.07 0.00 0.00 10 20.00 22.11 0.00 0.00 -21.63 21.19 0.00 0.00 11 21.59 22.35 0.00 0.00 -20.05 20.94 0.00 0.00 12 3.04 3.21 0.00 0.00 -6.31 3.99 0.00 0.00 13 6.21 3.71 0.00 0.00 -3.14 3.50 0.00 0.00 14 6.91 7.44 0.00 0.00 -10.91 8.39 0.00 0.00 15 10.91 8.47 0.00 0.00 -6.91 7.35 0.00 0.00 16 -2.00 -0.52 0.00 0.00 -2.00 0.52 0.00 0.00 17 2.00 0.52 0.00 0.00 2.00 -0.52 0.00 0.00 18 19.89 25.20 0.00 0.00 -19.89 18.02 0.00 0.00 19 19.96 18.98 0.00 0.00 -19.96 23.45 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.30 0.26 -3.45 2 0.13 0.08 0.18 3 -0.05 -0.09 0.18 4 -0.22 0.29 -3.16 5 -0.31 0.20 -3.16 6 0.03 0.16 -0.90 7 -0.15 --0.02 -0.90 8 0.13 0.08 0.18 9 -0.05 --0.09 0.18 10 -0.22 0.29 -3.16 11 -0.31 0.20 -3.16 12 0.03 0.16 -0.90 13 -0.15 -0.02 -0.90 14 0.14 0.34 -1.29 15 -0.34 -0.14 -1.29 16 0.24 0.24 0.22 17 -0.24 -0.24 -0.22 18 -0.06 0.41 -2.91 19 -0.44 0.03 -2.91 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 456 525 278 2 1082 1664 5255 3 2741 1454 5348 4 621 478 303 5 443 691 303 6 4745 849 1063 7 928 8944 1063 8 1082 1664 5255 9 2741 1454 5348 10 621 478 303 11 443 691 303 12 4745 849 1063 13 928 8944 1063 116 I 14 1004 398 747 15 396 991 747 16 568 568 4414 17 568 568 4414 18 2129 335 330 19 312 4000 330 Max Live Vertical = -2.46, Span/Deflection = 390. Max Horizontal Drift= -0.44, Eave Height/Drift= 312. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 15 8.47 -103.96 -0.344 4.00 0.001 0.100 Right Column: 14 8.39 103.79 0.342 4.00 0.001 0.100 21001 Rigid Frame Clearances 5 31 02 8:26am VERTICAL CLEARANCE: ------------------ Left Col 8109-11" (X= 3105-0911, Y= 8109-110.) Right Col 8109-11" (X= 76106-0711, Y= 8109-1111) Midspan 12'11-13" (X= 40100-0011, Y= 12'11-13") HORIZONTAL CLEARANCE: Left Col - Right Col 73100-15" (X1= 3105-0911, X2= 76'06-07") -------------------------------------------- Rigid Frame @ Frame Line 5 21001 Base Plate and Anchor Bolt Design 5/31/02 8:26am Bolt Type = A307 Weak Column-Base Max Reactions(k ) Axis ---Plate_Size(in)--- ---Bolts(in)--- Loc. Type Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- ---- ----- ----- ----- ---- ----- ------ ----- --------- ---- Left P 15.1 -2.9 -11.2 0.0 6.0 10.75 0.500 2 0.750 3.00 Right P 14.5 -2.5 11.2 0.0 6.0 10.75 0.500 2 0.750 3.00 21001 Bolted-End-Plate Design 5 31 02 8:26am Bolt Type = A325 Splice Member -Splice(in) -- Tens Load(k ,f-k ) ------Bolt(in)------- Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- 1 VEE 1- 2 6.0 0.625 Top: 1 10 119 2 0.750 3.00 3.00 Bot: 8 -1 16 2 0.750 3.00 3.00 2 -EE 3- 4 5.0 0.500 Top: 2 0 4 2 0.750 3.00 3.00 Bot: 1 0 39 2 0.750 3.00 3.00 3 VEE 5- 6 6.0 0.625 Top: 1 -10 120 2 0.750 3.00 3.00 Dot: 3 1 15 2 0.750 3.00 3.00 WELDS: - 117 - ------Top_Flange----- ----Bottom_Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.250 F 3.63 3.71 0.188 F 0.56 2.78 0.188 F 0.21 2.78 1 R 0.250 F 3.63 3.71 0.188 F 0.56 2.78 0.188 F 0.21 2.78 2 L 0.125 F 0.24 1.86 0.188 F 2.59 2.78 0.125 F 0.01 1.86 2 R 0.125 F 0.24 1.86 0.188 F 2.59 2.78 0.125 F 0.01 1.86 3 L 0.250 F 3.65 3.71 0.188 F 0.54 2.78 0.188 F 0.21 2.78 3 R 0.250 F 3.65 3.71 0.188 F 0.54 2.78 0.188 F 0.21 2.78 21001 Stiffener Report 5 31 02 8:26am Stiff -Plate_Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.313 24.00 1 74.1 80.1 0.93 Right Col 1 3.00 0.313 24.00 1 74.5 80.1 0.93 ------------------------------------------------------- 21001 Stress Check Unbraced Lengths 5/31/02 8:26am Mem Seg Sec -------------------Cb------------------ Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 14.29 1.50 Top 7.33 1.75 1.75 1.00 1.75 1.75 1.75 1.75 1.75 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 14.29 1.50 Top 7.33 1.75 1.75 1.00 1.75 1.75 1.75 1.75 1.75 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Bot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 14.29 1.50 Top 2.83 1.20 1.40 1.76 1.18 1.18 1.06 1.06 1.40 1.76 1.18 1.18 1.06 1.06 1.13 1.13 1.12 1.12 1.21 1.17 Bot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 4 37.51 1.00 Top 1.67 1.06 1.05 1.07 1.06 1.06 1.07 1.05 1.05 1.07 1.06 1.06 1.07 1.05 1.07 1.05 1.02 1.02 1.06 1.05 Bot 1.67 1.06 1.05 1.07 1.06 1.06 1.07 1.05 1.05 1.07 1.06 1.06 1.07 1.05 1.07 1.05 1.02 1.02 1.06 1.05 2 2 5 37.51 1.00 Top 5.00 1.21 1.17 1.27 1.21 1.20 1.27 1.19 1.17 1.27 1.21 1.20 1.27 1.19 1.25 1.17 1.07 1.07 1.23 1.18 Bot 5.00 1.21 1.17 1.27 1.21 1.20 1.27 1.19 1.17 1.27 1.21 1.20 1.27 1.19 1.25 1.17 1.07 1.07 1.23 1.18 2 2 6 37.51 1.00 Top 5.00 1.29 1.22 1.45 1.30 1.28 1.46 1.25 1.22 1.45 1.30 1.28 1.46 1.25 1.40 1.22 1.08 1.08 1.34 1.25 Bot 10.00 1.68 1.49 2.08 1.70 1.66 2.10 1.57 1.49 2.08 1.70 1.66 2.10 1.57 1.96 1.51 1.18 1.18 1.80 1.57 2 2 7 37.51 1.00 Top 5.00 1.29 1.22 1.45 1.30 1.28 1.46 1.25 1.22 1.45 1.30 1.28 1.46 1.25 1.40 1.22 1.08 1.08 1.34 1.25 Bot 10.00 1.68 1.49 2.08 1.70 1.66 2.10 1.57 1.49 2.08 1.70 1.66 2.10 1.57 1.96 1.51 1.18 1.18 1.80 1.57 - 118 - it 3 3 8 37.51 1.00 Top 5.00 1.28 1.21 1.43 1.29 1.28 1.45 1.24 1.21 1.43 1.29 1.28 1.45 1.24 1.40 1.22 1.08 1.08 1.33 1.24 Bot 10.00 1.65 1.47 2.04 1.68 1.64 2.07 1.55 1.47 2.04 1.68 1.64 2.07 1.55 1.95 1.50 1.18 1.18 1.77 1.55 3 3 9 37.51 1.00 Top 5.00 1.57 1.33 2.30 1.61 1.54 2.30 1.42 1.33 2.30 1.61 1.54 2.30 1.42 2.30 1.36 1.10 1.10 1.79 1.43 Bot 10.00 1.65 1.47 2.04 1.68 1.64 2.07 1.55 1.47 2.04 1.68 1.64 2.07 1.55 1.95 1.50 1.18 1.18 1.77 1.55 3 3 10 37.51 1.00 Top 5.00 2.22 1.67 1.40 2.06 2.30 1.38 2.30 1.67 1.40 2.06 2.30 1.38 2.30 1.46 1.87 1.12 1.12 1.70 2.30 Bot 10.00 1.97 2.30 1.49 1.91 2.03 1.47 2.30 2.30 1.49 1.91 2.03 1.47 2.30 1.55 2.30 1.28 1.28 1.72 2.30 3 4 11 37.51 1.00 Top 5.00 2.22 1.67 1.40 2.06 2.30 1.38 2.30 1.67 1.40 2.06 2.30 1.38 2.30 1.46 1.87 1.12 1.12 1.70 2.30 Bot 10.00 1.97 2.30 1.49 1.91 2.03 1.47 2.30 2.30 1.49 1.91 2.03 1.47 2.30 1.55 2.30 1.28 1.28 1.72 2.30 3 4 12 37.51 1.00 Top 5.00 1.29 1.89 1.15 1.28 1.31 1.14 1.45 1.89 1.15 1.28 1.31 1.14 1.45 1.18 1.63 1.17 1.17 1.21 1.44 Bot 10.00 1.97 2.30 1.49 1.91 2.03 1.47 2.30 2.30 1.49 1.91 2.03 1.47 2.30 1.55 2.30 1.28 1.28 1.72 2.30 3 4 13 37.51 1.00 Top 5.00 1.11 1.25 1.04 1.11 1.12 1.04 1.15 1.25 1.04 1.11 1.12 1.04 1.15 1.07 1.22 1.27 1.27 1.07 1.17 Bot 10.00 1.13 1.32 1.01 1.12 1.14 1.01 1.19 1.32 1.01 1.12 1.14 1.01 1.19 1.08 1.29 1.67 1.67 1.05 1.23 3 4 14 37.51 1.00 Top 5.00 1.02 1.09 1.03 1.02 1.03 1.04 1.04 1.09 1.03 1.02 1.03 1.04 1.04 1.00 1.09 1.60 1.60 1.02 1.07 Bot 10.00 1.13 1.32 1.01 1.12 1.14 1.01 1.19 1.32 1.01 1.12 1.14 1.01 1.19 1.08 1.29 1.67 1.67 1.05 1.23 3 4 15 37.51 1.00 Top 0.84 1.00 1.00 1.01 1.00 1.00 1.02 1.00 1.00 1.01 1.00 1.00 1.02 1.00 1.01 1.01 1.69 1.69 1.01 1.00 Bot 0.84 1.00 1.00 1.01 1.00 1.00 1.02 1.00 1.00 1.01 1.00 1.00 1.02 1.00 1.01 1.01 1.69 1.69 1.01 1.00 4 5 16 37.51 1.00 Top 0.84 1.00 1.02 1.00 1.00 1.00 1.00 1.01 1.02 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.69 1.69 1.00 1.01 Bot 0.84 1.00 1.02 1.00 1.00 1.00 1.00 1.01 1.02 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.69 1.69 1.00 1.01 4 5 17 37.51 1.00 Top 5.00 1.02 1.04 1.07 1.03 1.02 1.05 1.04 1.04 1.07 1.01 1.02 1.05 1.04 1.09 1.00 1.60 1.60 1.07 1.02 Bot 10.00 1.13 1.01 1.28 1.15 1.13 1.22 1.01 1.01 1.28 1.15 1.13 1.22 1.01 1.30 1.08 1.67 1.67 1.24 1.06 4 5 18 37.51 1.00 Top 5.00 1.11 1.03 1.22 1.12 1.11 1.17 1.05 1.03 1.22 1.12 1.11 1.17 1.05 1.22 1.07 1.27 1.27 1.17 1.07 Bot 10.00 1.13 1.01 1.28 1.15 1.13 1.22 1.01 1.01 1.28 1.15 1.13 1.22 1.01 1.30 1.08 1.67 1.67 1.24 1.06 4 5 19 37.51 1.00 Top 5.00 1.30 1.13 1.73 1.32 1.28 1.52 1.16 1.13 1.73 1.32 1.28 1.52 1.16 1.64 1.18 1.17 1.17 1.45 1.22 - 119 - Dot 10.00 1.99 1.42 2.30 2.06 1.93 2.30 1.53 1.42 2.30 2.06 1.93 2.30 1.53 2.30 1.55 1.28 1.28 2.30 1.73 4 5 20 37.51 1.00 Top 5.00 2.25 1.33 1.76 2.30 2.12 2.06 1.45 1.33 1.76 2.30 2.12 2.06 1.45 1.87 1.47 1.12 1.12 2.30 1.72 Dot 10.00 1.99 1.42 2.30 2.06 1.93 2.30 1.53 1.42 2.30 2.06 1.93 2.30 1.53 2.30 1.55 1.28 1.28 2.30 1.73 4 6 21 37.51 1.00 Top 5.00 2.25 1.33 1.76 2.30 2.12 2.06 1.45 1.33 1.76 2.30 2.12 2.06 1.45 1.87 1.47 1.12 1.12 2.30 1.72 Dot 10.00 1.99 1.42 2.30 2.06 1.93 2.30 1.53 1.42 2.30 2.06 1.93 2.30 1.53 2.30 1.55 1.28 1.28 2.30 1.73 4 6 22 37.51 1.00 Top 5.00 1.56 2.30 1.35 1.53 1.59 1.39 2.30 2.30 1.35 1.53 1.59 1.39 2.30 1.36 2.30 1.10 1.10 1.42 1.78 Dot 10.00 1.65 2.20 1.49 1.63 1.67 1.53 1.95 2.20 1.49 1.63 1.67 1.53 1.95 1.50 1.94 1.18 1.18 1.55 1.76 4 6 23 37.51 1.00 Top 5.00 1.56 2.30 1.35 1.53 1.59 1.39 2.30 2.30 1.35 1.53 1.59 1.39 2.30 1.36 2.30 1.10 1.10 1.42 1.78 Dot 10.00 1.65 2.20 1.49 1.63 1.67 1.53 1.95 2.20 1.49 1.63 1.67 1.53 1.95 1.50 1.94 1.18 1.18 1.55 1.76 5 7 24 37.51 1.00 Top 5.00 1.60 2.30 1.38 1.56 1.63 1.42 2.30 2.30 1.38 1.56 1.63 1.42 2.30 1.37 2.30 1.10 1.10 1.44 1.85 Dot 10.00 1.67 2.24 1.51 1.65 1.69 1.55 1.98 2.24 1.51 1.65 1.69 1.55 1.98 1.51 1.96 1.18 1.18 1.56 1.79 5 7 25 37.51 1.00 Top 5.00 1.29 1.51 1.23 1.28 1.30 1.24 1.41 1.51 1.23 1.28 1.30 1.24 1.41 1.22 1.40 1.08 1.08 1.24 1.34 Dot 10.00 1.67 2.24 1.51 1.65 1.69 1.55 1.98 2.24 1.51 1.65 1.69 1.55 1.98 1.51 1.96 1.18 1.18 1.56 1.79 5 7 26 37.51 1.00 Top 5.00 1.21 1.29 1.17 1.20 1.21 1.18 1.26 1.29 1.17 1.20 1.21 1.18 1.26 1.17 1.25 1.07 1.07 1.18 1.23 Dot 5.00 1.21 1.29 1.17 1.20 1.21 1.18 1.26 1.29 1.17 1.20 1.21 1.18 1.26 1.17 1.25 1.07 1.07 1.18 1.23 5 7 27 37.51 1.00 Top 1.67 1.06 1.08 1.05 1.06 1.06 1.05 1.07 1.08 1.05 1.06 1.06 1.05 1.07 1.05 1.07 1.02 1.02 1.05 1.06 Dot 1.67 1.06 1.08 1.05 1.06 1.06 1.05 1.07 1.08 1.05 1.06 1.06 1.05 1.07 1.05 1.07 1.02 1.02 1.05 1.06 6 8 28 14.29 1.50 Top 2.19 1.20 1.84 1.43 1.17 1.18 1.06 1.06 1.84 1.43 1.17 1.18 1.06 1.06 1.13 1.13 1.12 1.12 1.17 1.21 Dot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 29 14.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Dot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 6 8 30 14.29 1.50 Top 7.33 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 Dot 9.53 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 - 120 - i �� 21001 Flange Brace Report 5/31/02 8.26am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange-Braces 1 0 2 5 Loc 1 2 4 6 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.47 0.36 0.08 0.22 0.28 BrcUC: 0.37 0.26 0.06 0.15 0.19 ConUC: 0.32 0.25 0.06 0.15 0.19 3 5 Loc 1 3 5 7 8 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.28 0.22 0.08 0.37 0.47 BrcUC: 0.19 0.15 0.06 0.26 0.37 ConUC: 0.19 0.15 0.06 0.25 0.32 4 0 21001 Weld Report: Web To Flange 5/31/02 8:26am --------------- ----Max Weld Shear----- -------Weld Provided------ MemberSegment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 1 0.89 0.188 2.78 F 1 2 2 7 1 0.32 0.188 2.78 F 1 3 3 8 1 0.34 0.125 1.86 F 1 3 4 11 1 0.20 0.125 1.86 F 1 4 5 20 1 0.20 0.125 1.86 F 1 4 6 23 1 0.34 0.125 1.86 F 1 5 7 24 1 0.32 0.188 2.78 F 1 6 8 30 1 0.89 0.188 2.78 F 1 21001 Special Segment Report 5/31/02 8.26am TOP OF LEFT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.250) 21001 Design Summary Report 5/31/02 8:26am - 121 - i MEMBERS: Mem Segl Flange jWeb_Depthl Plate Thickness I Max_UCV I Max_UCO I Max_UCI Id Id i Len WidjStrt Endl Web O-flg I-flgjId Ld UcvlId Ld UcofId Ld Uci 1 1 11.4 6.0 10.0 24.0 0.188 0.250 0.313 3 1 0.46 3 1 0.79 3 1 0.89 2 2 11.7 5.0 24.0 14.5 0.188 0.250 0.313 4 1 0.39 4 1 0.90 4 1 0.95 3 3 9.9 5.0 14.5 14.5 0.134 0.250 0.250 8 1 0.44 8 19 0.47 8 1 0.81 3 4 16.0 5.0 14.5 14.5 0.135 0.250 0.250 11 1 0.26 14 1 0.80 14 1 0.57 4 5 16.0 5.0 14.5 14.5 0.135 0.250 0.250 20 1 0.26 16 1 0.80 16 1 0.57 4 6 9.9 5.0 14.5 14.5 0.134 0.250 0.250 23 1 0.45 23 18 0.48 23 1 0.82 5 7 11.7 5.0 14.5 24.0 0.188 0.250 0.313 27 1 0.39 27 1 0.90 27 1 0.96 6 8 11.4 6.0 24.0 10.0 0.188 0.250 0.313 28 1 0.46 28 1 0.79 28 1 0.90 LOAD COMBINATIONS: 1 - DL+CO+LL 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 WEIGHTS: Member 1 2 3 4 5 6 ---------- ----- ---- ---- ---- ---- ---- Weight (lb) 264 255 392 392 255 264 Total Weight (lb) : Frame Members = 1821 Interior Col. = 0 Conn. Plates = 155 Base Plates = 18 Trans Stiff = 0 1995 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ -------- ------- ------- ------ ------- ------- ------- 1 11.18 15.13 0.00 0.00 -11.18 14.47 0.00 0.00 2 -1.60 -3.80 0.00 0.00 -0.14 -3.11 0.00 0.00 3 -0.01 -3.56 0.00 0.00 1.44 -3.36 0.00 0.00 4 9.59 12.27 0.00 0.00 -10.46 11.98 0.00 0.00 5 10.39 12.39 0.00 0.00 -9.67 11.85 0.00 0.00 6 1.73 1.61 0.00 0.00 -3.47 1.99 0.00 0.00 7 3.32 1.86 0.00 0.00 -1.88 1.75 0.00 0.00 8 -1.60 -3.80 0.00 0.00 -0.14 -3.11 0.00 0.00 9 -0.01 -3.56 0.00 0.00 1.44 -3.36 0.00 0.00 10 9.59 12.27 0.00 0.00 -10.46 11.98 0.00 0.00 11 10.39 12.39 0.00 0.00 -9.67 11.85 0.00 0.00 12 1.73 1.61 0.00 0.00 -3.47 1.99 0.00 0.00 13 3.32 1.86 0.00 0.00 -1.88 1.75 0.00 0.00 14 3.53 4.02 0.00 0.00 -5.53 4.53 0.00 0.00 15 5.53 4.56 0.00 0.00 -3.53 4.00 0.00 0.00 16 -1.00 -0.27 0.00 0.00 -1.00 0.27 0.00 0.00 17 1.00 0.27 0.00 0.00 1.00 -0.27 0.00 0.00 18 9.52 14.38 0.00 0.00 -9.52 10.12 0.00 0.00 19 9.51 10.46 0.00 0.00 -9.51 13.72 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.38 0.40 -4.66 2 0.16 0.11 0.17 3 -0.08 -0.13 0.16 4 -0.28 0.43 -4.28 5 -0.40 0.31 -4.28 6 0.04 0.24 -1.28 - 122 I 7 -0.20 0.00 -1.28 8 0.16 0.11 0.17 9 -0.08 -0.13 0.16 10 -0.28 0.43 -4.28 11 -0.40 0.31 -4.28 12 0.04 0.24 -1.28 13 -0.20 0.00 -1.28 14 0.19 0.49 -1.77 15 -0.49 -0.19 -1.77 16 0.34 0.34 0.29 17 -0.34 -0.34 -0.29 18 -0.12 0.54 -3.94 19 -0.52 0.14 -3.94 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 356 340 206 2 866 1234 5641 3 1661 1057 5840 4 488 316 224 5 342 438 224 6 3406 576 751 7 683 45090 751 8 866 1234 5641 9 1661 1057 5840 10 488 316 224 11 342 438 224 12 3406 576 751 13 683 45090 751 14 713 279 541 15 280 717 541 16 402 402 3290 17 402 402 3290 18 1100 253 243 19 260 987 243 Max Live Vertical = -3.33, Span/Deflection = 289. Max Horizontal Drift= 0.54, Eave Height/Drift= 253. SEISMIC LOADING P-DELTA CHECK: ------------------------------ ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ---- ------ ------- ------- ---- ----- ----- Left Column: 15 4.56 -55.82 -0.486 4.00 0.001 0.100 Right Column: 14 4.53 55.86 0.488 4.00 0.001 0.100 ---------------------------------------------- 21001 Rigid Frame Clearances 5/31/02 8:26am VERTICAL CLEARANCE: ------------------ Left Col 9106-01" (X= 2108-0911, Y= 9106-0111) Right Col 9106-01" (X= 77103-07", Y= 9'06-0111) Midspan 13104-15" (X= 40100-0011, Y= 13'04-15") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 74106-15" (X1= 2108-0911, X2= 77103-0711) - 123 - 5/31/02 CANOPY- 1 8:26am EXTENSION LOCATION & SIZE: ---------------------- Wall --Bay_Id- ---Extension Size---- Id Start End Height Width Slope ---- ----- --- ------ ------ ----- 2 4 4 10.833 8.000 2.000 BEAM DESIGN: ------------ Beam At Col Line 4 5 Load Width 10.00 Member Selected (Built Up) Web Depth= 7.500 23.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 8.11 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi ) ----- ---Moment(f-k ,ksi )---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------- ---- ------ ------- ------ ---- 1 2.33 0.71 2.51 0.28 9.41 2.58 30.00 0.09 9.41 -2.58 28.01 0.09 2 -2.02 0.61 3.34 0.18 -8.22 -2.25 37.34 0.06 -8.22 2.25 40.00 0.06 DEFLECTION: Load --Deflection(in)-- Id Calc Allow UC ---- ------ ------ ---- 1 -0.02 1.07 0.02 2 0.02 1.07 0.02 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 )----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage ------- ------ ----- ----- -- --- --- --- ---- ----- ---- EF 5.0 0.500 Top: 1 2 9 2 0.750 3.00 3.00 Bot: 2 -2 -8 2 0.750 3.00 3.00 5/31/02 CANOPY: 2 8:26am EXTENSION LOCATION & SIZE: ----------------------- Wall --Bay_Id- ---Extension Size---- Id Start End Height Width Slope ---- ----- --- ------ ------ ----- 3 3 5 10.000 6.000 1.000 BEAM DESIGN: ------------ Beam At Col Line 3 Load Width 9.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 - 124 - i i DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi ) ----- ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------ ---- ------ ------ ------ ---- 1 2.04 1.05 7.15 0.15 6.15 3.25 30.00 0.11 6.15 -3.25 29.23 0.11 2 -1.35 0.69 9.54 0.07 -4.07 -2.16 38.98 0.06 -4.07 2.16 40.00 0.05 DEFLECTION: Load --Deflection(in) -- Id Calc Allow UC ---- ------ ------ ---- 1 -0.02 0.80 0.03 2 0.02 0.80 0.02 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 ) ---- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage EF 5.0 0.500 Top: 1 2 6 2 0.750 3.00 3.00 Bot: 2 -1 -4 2 0.750 3.00 3.00 BEAM DESIGN: ------------ Beam At Col Line 4 Load Width 18.25 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ---------------- -----Shear(k ,ksi ) --_ ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------ ----- ------ ------ ------ ---- 1 4.06 2.08 7.15 0.29 12.23 6.47 30.00 0.22 12.23 -6.47 29.23 0.22 2 -2.82 1.45 9.54 0.15 -8.50 -4.50 38.98 0.12 -8.50 4.50 40.00 0.11 DEFLECTION: Load --Deflection(in) -- Id Calc Allow UC ---- ------ ------ ---- 1 -0.04 0.80 0.06 2 0.03 0.80 0.04 SPLICE: Splice -Plate(in) -- Tens Load(k ,f-k ) ----Bolt (A325 )----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- -- --- --- --- ---- ----- ---- EF 5.0 0.500 Top: 1 4 12 2 0.750 3.00 3.00 Bot: 2 -3 -9 2 0.750 3.00 3.00 --------------------------------------------------------------------------- BEAM DESIGN: ------------ - 125 - Beam At Col Line 5 Load Width 11.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi )----- ---Moment(f-k ,ksi ) -- - Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------ ---- ------ ------ ------ ---- 1 2.48 1.27 7.15 0.18 7.46 3.95 30.00 0.13 7.46 -3.95 29.23 0.14 2 -1.67 0.86 9.54 0.09 -5.03 -2.66 38.98 0.07 -5.03 2.66 40.00 0.07 DEFLECTION: Load --Deflection(in)-- Id Calc Allow UC ---- ------ ------ ---- 1 -0.03 0.80 0.03 2 0.02 0.80 0.02 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 )----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage EF 5.0 0.500 Top: 1 2 7 2 0.750 3.00 3.00 Bot: 2 -2 -5 2 0.750 3.00 3.00 BEAM DESIGN: ------------ Beam At Col Line 6 Load Width 7.75 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi )----- ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------ ---- ------ ------ ------ ---- 1 1.77 0.91 7.15 0.13 5.33 2.82 30.00 0.09 5.33 -2,82 29.23 0.10 2 -1.15 0.59 9.54 0.06 -3.48 -1.84 38.98 0.05 -3.48 1.84 40.00 0.05 DEFLECTION: ------------ Load --Deflection(in)-- Id Calc Allow UC ---- ------ ------ ---- 1 -0.02 0.80 0.02 2 0.01 0.80 0.02 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 ) ----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage - 126 - i EF 5.0 0.500 Top: 1 2 5 2 0.750 3.00 3.00 Bot: 2 -1 -3 2 0.750 3.00 3.00 5/31/02 CANOPY: 3 8:26am EXTENSION LOCATION & SIZE: ---------------------- Wall --Bay_Id- ---Extension_Size---- Id Start End Height Width Slope 4 1 4 10.000 6.000 1.000 BEAM DESIGN: ------------ Beam At Col Line 1 Load Width 16.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi ) ----- ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------ ------ ------ ---- ------ ----- ------ ---- 1 3.57 1.83 7.15 0.26 10.75 5.68 30.00 0.19 10.75 -5.68 29.23 0.19 2 -2.46 1.26 9.54 0.13 -7.43 -3.93 38.98 0.10 -7.43 3.93 40.00 0.10 DEFLECTION: Load --Deflection(in)-- Id Calc Allow UC ---- ------ ------ ---- 1 -0.04 0.80 0.05 2 0.03 0.80 0.04 SPLICE: Splice -Plate(in) -- Tens Load(k ,f-k ) ----Bolt (A325 )----- Type Width Thick Loc. Id Shr Mom Row Dian Space Gage ------ ------ ----- ----- -- -.__ --- --- ---- ----- ---- EF 5.0 0.500 Top: 1 4 11 2 0.750 3.00 3.00 Bot: 2 -2 -7 2 0.750 3.00 3.00 --------------- ----------------------------------------------------------------- BEAM DESIGN: ------------ Beam At Col Line 2 3 4 Load Width 20.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi )----- ---Moment(f-k ,ksi ) ---- Load Design Calc Allow Design Calc Allow- Id Load Stress Stress UC Load Stress Stress UC - 127 - i i 1 4.45 2.28 7.15 0.32 13.38 7.07 30.00 0.24 13.38 -7.07 29.23 0.24 2 -3.10 1.59 9.54 0.17 -9.34 -4.94 38.98 0.13 -9.34 4.94 40.00 0.12 DEFLECTION: Load --Deflection(in) -- Id Calc Allow UC 1 -0.05 0.80 0.06 2 0.04 0.80 0.04 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 ) ----- Type Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- -- --- --- --- ---- ----- ---- EF 5.0 0.500 Top: 1 4 13 2 0.750 3.00 3.00 Bot: 2 -3 -9 2 0.750 3.00 3.00 ------------------------------------------------------------------------ --------- BEAM DESIGN: ------------ Beam At Col Line 5 Load Width 10.00 Member Selected (Built Up) Web Depth= 7.500 13.500 (Tapered) Thick= 0.135 Flange: Width= 5.000 Thick= 0.250(Top) 0.250(Bot) Member Length 6.02 DESIGN ACTIONS/STRESSES: ------------------------ -----Shear(k ,ksi ) ----- ---Moment(f-k ,ksi )---- Load Design Calc Allow Design Calc Allow Id Load Stress Stress UC Load Stress Stress UC ---- ------- ------ ------ ---- ------ ------ ------ ---- 1 2.26 1.16 7.15 0.16 6.80 3.60 30.00 0.12 6.80 -3.60 29.23 0.12 2 -1.51 0.77 9.54 0.08 -4.55 -2.41 38.98 0.06 -4.55 2.41 40.00 0.06 DEFLECTION: Load --Deflection(in)-- Id Calc Allow UC --- ------ ------ ---- 1 -0.02 0.80 0.03 2 0.02 0.80 0.02 SPLICE: Splice -Plate(in)-- Tens Load(k ,f-k ) ----Bolt (A325 ) ----- Type Width Thick Loc. Id Shr Mom -Row Diam Space Gage EF 5.0 0.500 Top: 1 2 7 2 0.750 3.00 3.00 Bot: 2 -2 -5 2 0.750 3.00 3.00 Southern Structures, Inc. P.O. Box 52005 Lafayette, LA. 70505 STRUCTURAL DESIGN CALCULATIONS FOR TBT INDUSTRIES INC 444 WOODDALE BLVD. - 128 - � I BATON ROUGE, LA 70806 COPART AUTO SALVAGE 5500 E. 2ND ST. 2ND FLOOR BENICIA, CA 94510 21293 BUILDING #3 BUILDING DATA Width (ft) - 60.0 Length (ft) = 60.0 Eave Height (ft) = 15.6/ 17.8 Roof Slope (rise/12 ) = 0.44 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 0.0 Snow Load (psf ) = 17.5 Wind Speed(mph ) = 80.0 Wind Code = UBC 97 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = 3 Seismic Coeff (Ca) = 0.36 ---------------------------------------------------- 21293 Design Loads For Each Building Component 9/19/02 11:30am FRONT SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 9.4 -9.4 Girt/Header 12.5 -12.5 Panel 9.4 -9.4 Jamb 13.6 -13.6 Parapet BACK SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 9.4 -9.4 Girt/Header 12.5 -12.5 . . Panel 9.4 -9.4 Jamb 13.6 -13.6 Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 17.5 0.0 10.4 0.75 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.4 -9.4 Column 9.4 -9.4 Girt/Header 9.4 -9.4 Jamb 12.5 -12.5 Panel 13.6 -13.6 Parapet - 129 - WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter-Wind-2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 17.5 0.0 10.4 0.75 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.4 -9.4 Column 9.4 -9.4 Girt/Header 9.4 -9.4 Jamb 12.5 -12.5 Panel 13.6 -13.6 Parapet WIND COEFFICIENTS: Surf Rafter_Wind_I Rafter_Wind_2 Bracing-Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right_ Press Suct I Id 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 - 130 - 1 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic wind Load Surface Load Load Load Load Wind Ratio Friction 2.0 20.0 17.5 0.0 10.4 0.75 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct R 0.0 -10.4 Purlins 0.0 -13.6 Panels 8.3 -5.2 -7.3 Bracing PURLIN DESIGN LOADS: Surf No._Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 5 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0 4 1.00 0.75 0.75 0.75 0.00 0 5 1.00 0.75 0.75 0.00 0.75 0 BRACING DESIGN LOADS: Surf No._Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 5 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.75 0.75 0.75 0.75 0 3 1.00 0.00 0.00 0.00 0.00 0 4 0.90 0.00 0.00 0.00 0.00 0 5 1.00 0.75 0.00 0.00 0.00 0 RIGID FRAME #1: ---------------- BASIC LOADS: Basic Defl Seis Weak_Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 16.0 17.5 0.0 10.4 0.75 0.2 0.0 0.0 WIND COEFFICIENTS: Surf --Wind I— --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: --------------------Load Coefficients------------------- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 10 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 11 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 12 1.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0 13 1.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 14 1.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0 - 131 - 15 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 16 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 17.5 0.0 10.4 0.75 0.5 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: --------------------Load Coefficients------------------- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 10 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 11 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 12 1.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0 13 1.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 14 1.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0 15 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 16 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 --------------------------------------------------------- 21293 Reactions, Anchor Bolts, & Base Plates 9/19/02 11:30am ----- ----- ---- Foundation Loads (k) ---- --------- --------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick ----- ----- -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2 J 5 0.91 0.07 6 -0.91 0.07 2 0.750 6.00 8.00 0.375 7 0.00 0.07 2 H 5 0.81 0.07 6 -0.81 0.07 2 0.750 6.00 8.00 0.375 7 0.00 0.07 2 G 5 0.83 0.08 6 -0.83 0.08 2 0.750 6.00 8.00 0.375 7 0.00 0.08 2 F 5 0.93 0.08 6 -0.93 0.08 2 0.750 6.00 8.00 0.375 7 0.00 0.08 5 F 5 0.93 0.08 6 -0.93 0.08 2 0.750 6.00 8.00 0.375 7 0.00 0.08 5 G 5 0.83 0.08 6 -0.83 0.08 2 0.750 6.00 8.00 0.375 7 0.00 0.08 5 H 5 0.81 0.07 6 -0.81 0.07 2 0.750 6.00 8.00 0.375 7 0.00 0.07 5 J 5 0.91 0.07 6 -0.91 0.07 2 0.750 6.00 8.00 0.375 7 0.00 0.07 *2 L 1 0.51 -0.82 2 -0.63 -0.77 4 0.750 6.00 8.25 0.500 - 132 - i I 3 0.12 6.93 4 0.51 -0.82 *3 L 1 0.99 -2.20 2 -1.22 -2.10 4 0.750 6.00 8.25 0.500 3 0.24 13.04 1 0.99 -2.20 ------- ------------------- ------ *2 Frame Lines 2 5 *3 Frame Lines 3 4 Load Load Id Combination ---- ------------------------------- 1 DL+LnWndR 2 DL+WL1 3 DL+CO+LL 4 DL+LnWndL 5 DL+WRI+WS 6 DL+WP 7 DL+CO BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k ) -------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) L EW 2 Rigid Frame At Endwall F SW E 3 ,4 3.45 2.73 4.08 3.24 R_EW 5 Rigid Frame At Endwall B SW L Wind Column In Wall WIND COLUMNS: ------------- ---Wall-- Col Reaction(k ,f-k ) Loc Line Line Load Id Horiz Moment B_SW L 4 Wind 3.3 45.8 Seismic 2.5 35.3 21293 Additional Reactions Report 9 19 02 11:30am Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live R-- -Wind L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ---- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- *2 L 0.02 1.48 0.00 0.00 0.10 5.45 0.00 0.00 -0.65 -2.25 *3 L 0.04 2.32 0.00 0.00 0.20 10.71 0.00 0.00 -1.26 -4.43 ------------------------------------------------------------------------------- Frame Col -Wind_R1-- -Wind_L2-- -Wind_R2-- Seismic-L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- *2 L 0.34 -2.29 -0.65 -2.25 0.34 -2.29 0.00 0.01 0.00 -0.01 *3 L 0.65 -4.51 -1.26 -4.43 0.65 -4.51 0.00 0.02 0.00 -0.02 ----------- -- ---------------------------------------------------------------- *2 Frame Lines 2 5 *3 Frame Lines 3 4 Endwall Column Reactions ---------------------------- -Out Of Plane- Frame Col Dead Collat Live -Brc Wind L- -Brc_Wind_R- Wind P Wind S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz - 133 - i ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ------ 2 J 0.07 0.00 0.00 0.00 0.00 0.00 0.00 -0.91 0.91 2 H 0.07 0.00 0.00 0.00 0.00 0.00 0.00 -0.81 0.81 2 G 0.08 0.00 0.00 0.00 0.00 0.00 0.00 -0.83 0.83 2 F 0.08 0.00 0.00 0.00 0.00 0.00 0.00 -0.93 0.93 5 F 0.08 0.00 0.00 0.00 0.00 0.00 0.00 -0.93 0.93 5 G 0.08 0.00 0.00 0.00 0.00 0.00 0.00 -0.83 0.83 5 H 0.07 0.00 0.00 0.00 0.00 0.00 0.00 -0.81 0.81 5 J 0.07 0.00 0.00 0.00 0.00 0.00 0.00 -0.91 0.91 ----------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf_Wind_L- -Raf_Wind_R- --Seismic_L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert -- ---- ----- ----- ----- ----- ----- ----- ------ ------ 2 J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21293 Seismic Design Report 9/19/02 11.30am Building Code =UBC 97 Length = 60.00 Width = 60.00 Left Eave Height = 15.56 Right Eave Height = 17.75 Seismic Shear Force, V = Rho*2.5*Ca*W*I/R Zone = 3 Ca = 0.36 I = 1.00 Rho = 2-20/(RMax*SQRT(W*L) ) %- Snow = 0.00 Roof Dead = 2.00 (psf } Frame Dead = 3.00 (psf } Roof Total = 5.00 (psf ) Force = 18.00 (k ) EW Dead = 3.00 (psf } Force = 3.00 (k ) F_SW Dead = 3.00 (psf ) Force = 1.60 (k ) B SW Dead = 3.00 (psf } Force = 1.40 (k ) Total = 24.00 (k ) Roof Bracing R = 5.60 Rho = 1.33, RMax = 0.50 Sidewall Bracing Front R 5.60 Rho = 1.33, RMax = 0.50 Wind Columns Back R = 4.50 Rho = 1.50, RMax = 1.00 Endwalls Left Force = 0.55 (k ) Right Force = 0.55 (k ) Rigid Frames R = 4.50 , Rho = 1.00, RMax = 0.33 Frame 1 Force = 0.48 (k ) Frame 2 Force = 0.92 (k ) - 134 - V End Plates Seismic factor = 2.80 ------------------------------------------------ Top Sidewall 21293 Sidewall Design Code 9/19/02 7:34am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 21293 Girt Design Report 9/19/02 7.34am --------------------- GIRT # 1 ; SPAN # 1 -------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- -------- ----- ------ 1 8Z16 19.67 1.06 7.3333 0 53.0 2 8Z16 19.67 1.06 1.06 7.3333 0 55.7 3 8Z16 20.00 1.06 7.3333 0 53.9 162.6 WIND PRESSURE ----------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.42 -0.57 -0.63 0.00 -1.65 7.88 1.41 2.05 2 0.52 0.46 -0.47 -0.53 2.05 1.52 -0.50 9.77 1.58 2.11 3 0.64 0.58 -0.43 2.11 1.46 -1.71 11.98 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ---- 1 RL -0.57 2.01 0.28 MS -1.65 4.58 0.36 RL 0.18 -0.33 2.62 2 RL -0.47 2.01 0.23 RL 1.58 4.58 0.35 RL 0.17 -0.02 2.62 3 LL 0.58 2.01 0.29 MS -1.71 4.58 0.37 LL 0.19 -0.35 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right - 135 - I Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- 1 -0.42 0.57 0.63 0.00 1.65 7.88 1.41 2.05 2 -0.52 -0.46 0.47 0.53 -2.05 -1.52 0.50 9.77 -1.58 -2.11 3 -0.64 -0.58 0.43 -2.11 -1.46 1.71 11.98 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.57 2.01 0.28 MS 1.65 3.21 0.52 RL 0.18 0.33 2.62 2 RL 0.47 2.01 0.23 RL -1.58 4.58 0.35 RL 0.17 0.02 2.62 3 LL -0.58 2.01 0.29 MS 1.71 3.21 0.53 LL 0.19 0.35 2.67 21293 Girt Design Report 9 19/02 7:34am ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z16 19.67 1.06 11.3333 0 53.0 2 8Z16 19.67 1.06 1.06 11.3333 0 55.7 3 8Z16 20.00 1.06 11.3333 0 53.9 162.6 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.28 -0.38 -0.42 0.00 -1.10 7.88 0.94 1.37 2 0.35 0.31 -0.31 -0.35 1.37 1.02 -0.33 9.77 1.06 1.41 3 0.43 0.39 -0.28 1.41 0.98 -1.14 11.98 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.38 2.01 0.19 MS -1.10 4.58 0.24 RL 0.08 -0.22 2.62 2 RL -0.31 2.01 0.16 RL 1.06 4.58 0.23 RL 0.08 -0.01 2.62 3 LL 0.39 2.01 0.19 MS -1.14 4.58 0.25 LL 0.08 -0.24 2.67 WIND SUCTION : ------------- --- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.28 0.38 0.42 0.00 1.10 7.88 -0.94 -1.37 2 -0.35 -0.31 0.31 0.35 -1.37 -1.02 0.33 9.77 -1.06 -1.41 3 -0.43 -0.39 0.28 -1.41 -0.98 1.14 11.98 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) - 136 - I Id Loc CalC Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- -- ---- ----- ---- --- ---- ------ ----- 1 RL 0.38 2.01 0.19 MS 1.10 3.21 0.34 RL 0.08 0.22 2.62 2 RL 0.31 2.01 0.16 RL -1.06 4.58 0.23 RL 0.08 0.01 2.62 3 LL -0.39 2.01 0.19 MS 1.14 3.21 0.36 LL 0.08 0.24 2.67 21293 Wall Panel Report 9 19 02 7:34am PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: 26 SW ; Type = SW Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 7.33 WP 62.1 117.5 0.53 -55.8 114.4 0.49 -0.35 1.47 0.24 WS -62.1 114.4 0.54 55.8 117.5 0.48 0.35 1.47 0.24 2 4.00 WP 62.1 117.5 0.53 1.3 117.5 0.01 0.04 0.80 0.04 WS -62.1 114.4 0.54 -1.3 114.4 0.01 -0.04 0.80 0.04 3 3.56 WP 6.1 117.5 0.05 -16.9 114.4 0.15 -0.03 0.71 0.04 WS -6.1 114.4 0.05 16.9 117.5 0.14 0.03 0.71 0.04 ---------------------------------------------- Left Endwall 21293 Endwall Design Code 9/19/02 7:34am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 21293 Column & Rafter Design 9 19 02 7:34am MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ------ ------ ------------ ----- ----- ----- ----- ------ ------ Col-2 14.0 8C12 8.00 12ga 2.50 12ga 15.2 72.2 Col-3 26.0 8C12 8.00 12ga 2.50 12ga 15.7 74.3 Col-4 36.0 8C12 8.00 12ga 2.50 12ga 16.0 76.0 Col-5 48.0 8C12 8.00 12ga 2.50 12ga 16.5 78.1 DESIGN ACTIONS/STRESSES: (C/D/Z-Section) - Axial (k ) - -- Shear (k )- Moment (f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-2 1 0.07 18.07 0.00 12.20 0.00 7.29 Col-2 2 0.07 18.07 -0.91 12.20 3.46 7.29 Col-2 3 0.07 18.07 -0.91 12.20 3.46 7.29 Col-2 4 0.07 18.07 0.91 12.20 -3.46 7.29 Col-2 5 0.07 18.07 -0.91 12.20 3.46 7.29 Col-2 6 0.07 18.07 -0.91 12.20 3.46 7.29 Col-2 7 0.07 18.07 0.00 12.20 0.00 7.29 - 137 - I Col-2 8 0.07 18.07 0.00 12.20 0.00 7.29 Col-3 1 0.07 18.07 0.00 12.20 0.00 7.29 Col-3 2 0.07 18.07 -0.81 12.20 3.18 7.29 Col-3 3 0.07 18.07 -0.81 12.20 3.18 7.29 Col-3 4 0.07 18.07 0.81 12.20 -3.18 7.29 Col-3 5 0.07 18.07 -0.81 12.20 3.18 7.29 Col-3 6 0.07 18.07 -0.81 12.20 3.18 7.29 Col-3 7 0.07 18.07 0.00 12.20 0.00 7.29 Col-3 8 0.07 18.07 0.00 12.20 0.00 7.29 Col-4 1 0.08 18.07 0.00 12.20 0.00 7.29 Col-4 2 0.08 18.07 -0.83 12.20 3.33 7.29 Col-4 3 0.08 18.07 -0.83 12.20 3.33 7.29 Col-4 4 0.08 18.07 0.83 12.20 -3.33 7.29 Col-4 5 0.08 18.07 -0.83 12.20 3.33 7.29 Col-4 6 0.08 18.07 -0.83 12.20 3.33 7.29 Col-4 7 0.08 18.07 0.00 12.20 0.00 7.29 Col-4 8 0.08 18.07 0.00 12.20 0.00 7.29 Col-5 1 0.08 17.94 0.00 12.20 0.00 7.29 Col-5 2 0.08 17.94 -0.93 12.20 3.83 7.29 Col-5 3 0.08 17.94 -0.93 12.20 3.83 7.29 Col-5 4 0.08 17.94 0.93 12.20 -3.83 7.29 Col-5 5 0.08 17.94 -0.93 12.20 3.83 7.29 Col-5 6 0.08 17.94 -0.93 12.20 3.83 7.29 Col-5 7 0.08 17.94 0.00 12.20 0.00 7.29 Col-5 8 0.08 17.94 0.00 12.20 0.00 7.29 STRESS RATIO: Mem Load Id Id Axial Shear Moment Ax1+Mom Shr+Mom Col-2 1 0.00 0.00 0.00 0.00 Col-2 2 0.00 0.07 0.47 0.48 0.01 Col-2 3 0.00 0.07 0.47 0.48 0.01 Col-2 4 0.00 0.07 0.47 0.48 0.01 Col-2 5 0.00 0.07 0.47 0.48 0.01 Col-2 6 0.00 0.07 0.47 0.48 0.01 Col-2 7 0.00 0.00 0.00 0.00 Col-2 8 0.00 0.00 0.00 0.00 Col-3 1 0.00 0.00 0.00 0.00 Col-3 2 0.00 0.07 0.44 0.44 0.00 Col-3 3 0.00 0.07 0.44 0.44 0.00 Col-3 4 0.00 0.07 0.44 0.44 0.00 Col-3 5 0.00 0.07 0.44 0.44 0.00 Col-3 6 0.00 0.07 0.44 0.44 0.00 Col-3 7 0.00 0.00 0.00 0.00 Col-3 8 0.00 0.00 0.00 0.00 Col-4 1 0.00 0.00 0.00 0.00 Col-4 2 0.00 0.07 0.46 0.46 0.00 Col-4 3 0.00 0.07 0.46 0.46 0.00 Col-4 4 0.00 0.07 0.46 0.46 0.00 Col-4 5 0.00 0.07 0.46 0.46 0.00 Col-4 6 0.00 0.07 0.46 0.46 0.00 Col-4 7 0.00 0.00 0.00 0.00 Col-4 8 0.00 0.00 0.00 0.00 Col-5 1 0.00 0.00 0.00 0.00 Col-5 2 0.00 0.08 0.53 a.53 0.01 Col-5 3 0.00 0.08 0.53 0.53 0.01 Col-5 4 0.00 0.08 0.53 0.53 0.01 Col-5 5 0.00 0.08 0.53 0.53 0.01 Col-5 6 0.00 0.08 0.53 0.53 0.01 Col-5 7 0.00 0.00 0.00 0.00 Col-5 8 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-2 1 0.00 1.52 0.00 0.07 0.00 Col-2 2 0.28 1.52 0.91 0.07 0.00 - 138 - Col-2 3 0.28 1.52 0.91 0.07 0.00 Col-2 4 -0.28 1.52 -0.91 0.07 0.00 Col-2 5 0.28 1.52 0.91 0.07 0.00 Col-2 6 0.28 1.52 0.91 0.07 0.00 Col-2 7 0.00 1.52 0.00 0.07 0.00 Col-2 8 0.00 1.52 0.00 0.07 0.00 Col-3 1 0.00 1.57 0.00 0.07 0.00 Col-3 2 0.27 1.57 0.81 0.07 0.00 Col-3 3 0.27 1.57 0.81 0.07 0.00 Col-3 4 -0.27 1.57 -0.81 0.07 0.00 Col-3 5 0.27 1.57 0.81 0.07 0.00 Col-3 6 0.27 1.57 0.81 0.07 0.00 Col-3 7 0.00 1.57 0.00 0.07 0.00 Col-3 8 0.00 1.57 0.00 0.07 0.00 Col-4 1 0.00 1.60 0.00 0.08 0.00 Col-4 2 0.30 1.60 0.83 0.08 0.00 Col-4 3 0.30 1.60 0.83 0.08 0.00 Col-4 4 -0.30 1.60 -0.83 0.08 0.00 Col-4 5 0.30 1.60 0.83 0.08 0.00 Col-4 6 0.30 1.60 0.83 0.08 0.00 Col-4 7 0.00 1.60 0.00 0.08 0.00 Col-4 8 0.00 1.60 0.00 0.08 0.00 Col-5 1 0.00 1.65 0.00 0.08 0.00 Col-5 2 0.36 1.65 0.93 0.08 0.00 Col-5 3 0.36 1.65 0.93 0.08 0.00 Col-5 4 -0.36 1.65 -0.93 0.08 0.00 Col-5 5 0.36 1.65 0.93 0.08 0.00 Col-5 6 0.36 1.65 0.93 0.08 0.00 Col-5 7 0.00 1.65 0.00 0.08 0.00 Col-5 8 0.00 1.65 0.00 0.08 0.00 -------------------------------------------------- 21293 Base Plate & Anchor Bolt Design 9/19/02 7.34am Column Base Max Reactions(k ) --Plate_Size(in) -- -Bolts(A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-2 8.0 0.1 0.0 0.9 2 0.750 0.00 Col-3 8.0 0.1 0.0 0.8 2 0.750 0.00 Col-4 8.0 0.1 0.0 0.8 2 0.750 0.00 Col-5 8.0 0.1 0.0 0.9 2 0.750 0.00 21293 Flush Girt Design Report 9/19/02 7:34am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 7.333 11.333 2 0 3 2 7.333 11.333 4 0 5 2 7.333 11.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 1 2 12.979 12.979 2 0 3 2 9.292 9.292 4 0 5 2 11.312 11.312 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 ..-- ---- -------- -------- - 139 - I 1 2 8Z16 8Z16 2 0 3 2 8Z16 8Z16 4 0 5 2 8Z16 8Z16 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.35 2.01 0.17 -1.12 4.58 0.24 -0.12 1.73 0.07 WS 0.35 2.01 0.17 1.12 2.15 0.52 0.12 1.73 0.07 1 2 WP -0.27 2.01 0.13 -0.86 4.58 0.19 -0.09 1.73 0.05 WS 0.27 2.01 0.13 0.86 2.15 0.40 0.09 1.73 0.05 3 1 WP -0.25 2.01 0.12 -0.57 4.58 0.13 -0.03 1.24 0.03 WS 0.25 2.01 0.12 0.57 2.43 0.24 0.03 1.24 0.03 3 2 WP -0.21 2.01 0.10 -0.48 4.58 0.11 -0.03 1.24 0.02 WS 0.21 2.01 0.10 0.48 2.43 0.20 0.03 1.24 0.02 5 1 WP -0.30 2.01 0.15 -0.85 4.58 0.19 -0.07 1.51 0.05 WS 0.30 2.01 0.15 0.85 2.15 0.40 0.07 1.51 0.05 5 2 WP -0.28 2.01 0.14 -0.78 4.58 0.17 -0.06 1.51 0.04 WS 0.28 2.01 0.14 0.78 2.15 0.36 0.06 1.51 0.04 --------------------------------------------------- 21293 Door Jamb & Header Summary 9/19/02 7:34am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight 2 Header 8C16 12.00 31.8 4 Header 8C16 12.00 31.8 STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k ) ---- ---Moment(f-k )-- ---Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ------ -- ----- -- ....- ---- ----- ------ ---- ----- ------ ---- 2 Header WP -0.13 2.00 0.06 -0.38 4.38 0.09 -0.03 1.60 0.02 WS 0.13 2.00 0.06 0.38 1.75 0.22 0.03 1.60 0.02 4 Header WP -0.09 2.00 0.05 -0.28 4.38 0.06 -0.03 1.60 0.02 WS 0.09 2.00 0.05 0.28 1.75 0.16 0.03 1.60 0.02 21293 Wall Panel Report 9/19/02 7:34am PANEL DATA: Bay= 1 Panel: 26 SW Type = SW Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 60.3 117.5 0.51 -56.6 114.4 0.49 -0.36 1.47 0.25 WS -60.3 114.4 0.53 56.6 117.5 0.48 0.36 1.47 0.25 2 4.00 WP 60.3 117.5 0.51 8.7 117.5 0.07 0.05 0.80 0.06 WS -60.3 114.4 0.53 -8.7 114.4 0.08 -0.05 0.80 0.06 3 4.73 WP 16.6 117.5 0.14 -27.2 114.4 0.24 -0.08 0.95 0.08 WS -16.6 114.4 0.15 27.2 117.5 0.23 0.08 0.95 0.08 - 140 - Right Endwall 21293 Endwall Design Code 9/19/02 7:34sm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 21293 Column & Rafter Design 9 19 02 7:34am MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-2 12.0 8C12 8.00 12ga 2.50 12ga 16.5 78.1 Col-3 24.0 8C12 8.00 12ga 2.50 12ga 16.0 76.0 Col-4 34.0 8C12 8.00 12ga 2.50 12ga 15.7 74.3 Col-5 46.0 8C12 8.00 12ga 2.50 12ga 15.2 72.2 DESIGN ACTIONS/STRESSES: (C/D/Z-Section) - Axial (k ) - -- Shear (k ) - Moment (f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load ----- ---- ------ ------ ------ ------ ------ --- - Col-2 1 0.08 17.94 0.00 12.20 0.00 7.29 Col-2 2 0.08 17.94 -0.93 12.20 3.83 7.29 Col-2 3 0.08 17.94 -0.93 12.20 3.83 7.29 Col-2 4 0.08 17.94 0.93 12.20 -3.83 7.29 Col-2 5 0.08 17.94 -0.93 12.20 3.83 7.29 Col-2 6 0.08 17.94 -0.93 12.20 3.83 7.29 Col-2 7 0.08 17.94 0.00 12.20 0.00 7.29 Col-2 8 0.08 17.94 0.00 12.20 0.00 7.29 Col-3 1 0.08 18.07 0.00 12.20 0.00 7.29 Col-3 2 0.08 18.07 -0.83 12.20 3.33 7.29 Col-3 3 0.08 18.07 -0.83 12.20 3.33 7.29 Col-3 4 0.08 18.07 0.83 12.20 -3.33 7.29 Col-3 5 0.08 18.07 -0.83 12.20 3.33 7.29 Col-3 6 0.08 18.07 -0.83 12.20 3.33 7.29 Col-3 7 0.08 18.07 0.00 12.20 0.00 7.29 Col-3 8 0.08 18.07 0.00 12.20 0.00 7.29 Col-4 1 0.07 18.07 0.00 12.20 0.00 7.29 Col-4 2 0.07 18.07 -0.81 12.20 3.18 7.29 Col-4 3 0.07 18.07 -0.81 12.20 3.18 7.29 Col-4 4 0.07 18.07 0.81 12.20 -3.18 7.29 Col-4 5 0.07 18.07 -0.81 12.20 3.18 7.29 Col-4 6 0.07 18.07 -0.81 12.20 3.18 7.29 Col-4 7 0.07 18.07 0,00 12.20 0.00 7.29 Col-4 8 0.07 18.07 0.00 12.20 0.00 7.29 Col-5 1 0.07 18.07 0.00 12.20 0.00 7.29 Col-5 2 0.07 18.07 -0.91 12.20 3.46 7.29 Col-5 3 0.07 18.07 -0.91 12.20 3.46 7.29 Col-5 4 0.07 18.07 0.91 12.20 -3.46 7.29 Col-5 5 0.07 18.07 -0.91 12.20 3.46 7.29 Col-5 6 0.07 18.07 -0.91 12.20 3.46 7.29 Col-5 7 0.07 18.07 0.00 12.20 0.00 7.29 Col-5 8 0.07 18.07 0.00 12.20 0.00 7.29 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom - 141 - col-2 1 0.00 0.00 0.00 0.00 Col-2 2 0.00 0.08 0.53 0.53 0.01 Col-2 3 0.00 0.08 0.53 0.53 0.01 Col-2 4 0.00 0.08 0.53 0.53 0.01 Col-2 5 0.00 0.08 0.53 0.53 0.01 Col-2 6 0.00 0.08 0.53 0.53 0.01 Col-2 7 0.00 0.00 0.00 0.00 Col-2 8 0.00 0.00 0.00 0.00 Col-3 1 0.00 0.00 0.00 0.00 Col-3 2 0.00 0.07 0.46 0.46 0.00 Col-3 3 0.00 0.07 0.46 0.46 0.00 Col-3 4 0.00 0.07 0.46 0.46 0.00 Col-3 5 0.00 0.07 0.46 0.46 0.00 Col-3 6 0.00 0.07 0.46 0.46 0.00 Col-3 7 0.00 0.00 0.00 0.00 Col-3 8 0.00 0.00 0.00 0.00 Col-4 1 0.00 0.00 0.00 0.00 Col-4 2 0.00 0.07 0.44 0.44 0.00 Col-4 3 0.00 0.07 0.44 0.44 0.00 Col-4 4 0.00 0.07 0.44 0.44 0.00 Col-4 5 0.00 0.07 0.44 0.44 0.00 Col-4 6 0.00 0.07 0.44 0.44 0.00 Col-4 7 0.00 0.00 0.00 0.00 Col-4 8 0.00 0.00 0.00 0.00 Col-5 1 0.00 0.00 0.00 0.00 Col-5 2 0.00 0.07 0.47 0.48 0.01 Col-5 3 0.00 0.07 0.47 0.48 0.01 Col-5 4 0.00 0.07 0.47 0.48 0.01 Col-5 5 0.00 0.07 0.47 0.48 0.01 Col-5 6 0.00 0.07 0.47 0.48 0.01 Col-5 7 0.00 0.00 0.00 0.00 Col-5 8 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) ----- ---- ------ ------ ------- ----- ------- Col-2 1 0.00 1.65 0.00 0.08 0.00 Col-2 2 0.36 1.65 0.93 0.08 0.00 Col-2 3 0.36 1.65 0.93 0.08 0.00 Col-2 4 -0.36 1.65 -0.93 0.08 0.00 Col-2 5 0.36 1.65 0.93 0.08 0.00 Col-2 6 0.36 1.65 0.93 0.08 0.00 Col-2 7 0.00 1.65 0.00 0.08 0.00 Col-2 8 0.00 1.65 0.00 0.08 0.00 Col-3 1 0.00 1.60 0.00 0.08 0.00 Col-3 2 0.30 1.60 0.83 0.08 0.00 Col-3 3 0.30 1.60 0.83 0.08 0.00 Col-3 4 -0.30 1.60 -0.83 0.08 0.00 Col-3 5 0.30 1.60 0.83 0.08 0.00 Col-3 6 0.30 1.60 0.83 0.08 0.00 Col-3 7 0.00 1.60 0.00 0.08 0.00 Col-3 8 0.00 1.60 0.00 0.08 0.00 Col-4 1 0.00 1.57 0.00 0.07 0.00 Col-4 2 0.27 1.57 0.81 0.07 0.00 Col-4 3 0.27 1.57 0.81 0.07 0.00 Col-4 4 -0.27 1.57 -0.81 0.07 0.00 Col-4 5 0.27 1.57 0.81 0.07 0.00 Col-4 6 0.27 1.57 0.81 0.07 0.00 Col-4 7 0.00 1.57 0.00 0.07 0.00 Col-4 8 0.00 1.57 0.00 0.07 0.00 Col-5 1 0.00 1.52 0.00 0.07 0.00 Col-5 2 0.28 1.52 0.91 0.07 0.00 Col-5 3 0.28 1.52 0.91 0.07 0.00 Col-5 4 -0.28 1.52 -0.91 0.07 0.00 Col-5 5 0.28 1.52 0.91 0.07 0.00 Col-5 6 0.28 1.52 0.91 0.07 0.00 Col-5 7 0.00 1.52 0.00 0.07 0.00 Col-5 8 0.00 1.52 0.00 0.07 0.00 - 142 - 21293 Base Plate & Anchor Bolt Design 9/19/02 7:34am Column Base Max_Reactions(k ) --Plate_Size(in) -- -Bolts(A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage ----- ----- ----- ----- ----- ----- ------ ----- --- ----- ---- Col-2 8.0 0.1 0.0 0.9 2 0.750 0.00 Col-3 8.0 0.1 0.0 0.8 2 0.750 0.00 Col-4 8.0 0.1 0.0 0.8 2 0.750 0.00 Col-5 8.0 0.1 0.0 0.9 2 0.750 0.00 21293 Flush Girt Design Report 9/19/02 7:34am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 7.333 11.333 2 0 3 2 7.333 11.333 4 0 5 2 7.333 11.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 1 2 11.312 11.312 2 0 3 2 9.292 9.292 4 0 5 2 12.979 12.979 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 1 2 8Z16 8Z16 2 0 3 2 8Z16 8Z16 4 0 5 2 8Z16 8Z16 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ---- - ----- ---- ----- ----- ---- 1 1 WP -0.30 2.01 0.15 -0.85 4.58 0.19 -0.07 1.51 0.05 WS 0.30 2.01 0.15 0.85 2.15 0.40 0.07 1.51 0.05 1 2 WP -0.28 2.01 0.14 -0.78 4.58 0.17 -0.06 1.51 0.04 WS 0.28 2.01 0.14 0.78 2.15 0.36 0.06 1.51 0.04 3 1 WP -0.25 2.01 0.12 -0.57 4.58 0.13 -0.03 1.24 0.03 WS 0.25 2.01 0.12 0.57 2.43 0.24 0.03 1.24 0.03 3 2 WP -0.21 2.01 0.10 -0.48 4.58 0.11 -0.03 1.24 0.02 WS 0.21 2.01 0.10 0.48 2.43 0.20 0.03 1.24 0.02 5 1 WP -0.35 2.01 0.17 -1.12 4.58 0.24 -0.12 1.73 0.07 WS 0.35 2.01 0.17 1.12 2.15 0.52 0.12 1.73 0.07 5 2 WP -0.27 2.01 0.13 -0.86 4.58 0.19 -0.09 1.73 0.05 WS 0.27 2.01 0.13 0.86 2.15 0.40 0.09 1.73 0.05 ------------------------------------------ ---- 21293 Door Jamb & Header Summary 9/19/02 7:34am - 143 - JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ -------- ------ ------ 2 Header 8C16 12.00 31.8 4 Header 8C16 12.00 31.8 STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k )---- ---Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC - ------ -- ----- ------ ---- ----- ------ ---- ----- ------ ---- 2 Header WP -0.09 2.00 0.05 -0.28 4.38 0.06 -0.03 1.60 0.02 WS 0.09 2.00 0.05 0.28 1.75 0.16 0.03 1.60 0.02 4 Header WP -0.13 2.00 0.06 -0.38 4.38 0.09 -0.03 1.60 0.02 WS 0.13 2.00 0.06 0.38 1.75 0.22 0.03 1.60 0.02 ------------------------------------------------------------ 21293 Wall Panel Report 9/19/02 7:34am PANEL DATA: Bay= 5 Panel: 26 SW Type = SW Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 60.3 117.5 0.51 -56.6 114.4 0.49 -0.36 1.47 0.25 WS -60.3 114.4 0.53 56.6 117.5 0.48 0.36 1.47 0.25 2 4.00 WP 60.3 117.5 0.51 8.7 117.5 0.07 0.05 0.80 0.06 WS -60.3 114.4 0.53 -8.7 114.4 0.08 -0.05 0.80 0.06 3 4.73 WP 16.6 117.5 0.14 -27.2 114.4 0.24 -0.08 0.95 0.08 WS -16.6 114.4 0.15 27.2 117.5 0.23 0.08 0.95 0.08 ------------------------------------------------------ 21293 Roof Design Code 9/19/02 7:34am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 21293 Purlin Design Report 9/19/02 7:34am ------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.00) -------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 144 - 1� I I I I I 1 8Z16 0.33 5.00 1 0 0.9 0.9 1 2 8Z16 20.00 2.23 5.00 1 0 56.9 56.9 2 3 8Z16 19.67 2.23 2.23 5.00 1 0 61.7 61.7 3 4 8Z16 19.67 2.23 5.00 1 0 56.0 56.0 5 BZ16 0.33 5.00 1 0 0.9 0.9 Total(lb)= 176.3 Purlin DL= 0.59 (psf ) LOAD COMBINATION # 2 : DL+WP ------------------------------------------------------ PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.08 -0.10 -0.12 0.00 -0.32 8.02 0.15 0.40 3 0.10 0.08 -0.08 -0.10 0.40 0.20 -0.09 9.90 0.19 0.38 4 0.12 0.10 -0.08 0.38 0.15 -0.31 11.78 0.00 5 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 2.01 0.00 RS 0.00 4.58 0.00 RS 0.00 0.01 2 RL -0.10 2.01 0.05 MS -0.32 4.58 0.07 RL 0.00 -0.09 3 LL 0.08 2.01 0.04 LL 0.20 4.03 0.05 LL 0.00 0.00 4 LL 0.10 2.01 0.05 MS -0.31 4.58 0.07 LL 0.00 -0.08 5 LS 0.00 2.01 0.00 LS 0.00 4.58 0.00 LS 0.00 0.01 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.04 0.03 3 0.04 0.04 0.03 0.03 4 0.04 0.03 LOAD COMBINATION # 3 : DL+WS - -------------------------------------------- ------ PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ------ ----- ----- ----- ----- ----- ----- 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.42 0.52 0.63 0.00 1.70 8.02 -0.82 -2.10 3 -0.52 -0.41 0.40 0.52 -2.10 -1.06 0.49 9.90 -1.01 -2.03 4 -0.62 -0.51 0.42 -2.03 -0.77 1.64 11.78 0.00 5 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- --- ------ ----- ---- --- ------ ------ ---- --- ---- ------ ----- 1 RS 0.02 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 -0.02 2 RL 0.52 2.01 0.26 MS 1.70 3.21 0.53 RL 0.10 0.35 3 LL -0.41 2.01 0.20 LL -1.06 4.58 0.23 LL 0.09 0.02 4 LL -0.51 2.01 0.25 MS 1.64 3.21 0.51 LL 0.09 0.33 5 LS -0.02 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 -0.02 - 145 - 1 I LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.24 0.16 3 0.24 0.23 0.16 0.15 4 0.23 0.15 LOAD COMBINATION # 4 : DL+CO+LL+WP PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.68 -0.83 -1.02 0.00 -2.73 8.02 1.31 3.37 3 0.84 0.65 -0.64 -0.83 3.37 1.70 -0.79 9.90 1.62 3.26 4 1.00 0.81 -0.67 3.26 1.24 -2.63 11.78 0.00 5 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.05 2 RL -0.83 2.01 0.41 MS -2.73 4.58 0.59 RL 0.25 -0.75 3 LL 0.65 2.01 0.32 LL 1.70 4.58 0.37 LL 0.24 -0.04 4 LL 0.81 2.01 0.40 MS -2.63 4.58 0.57 LL 0.24 -0.70 5 LS 0.03 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.04 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.38 0.25 3 0.38 0.37 0.25 0.24 4 0.37 0.24 LOAD COMBINATION # 5 : DL+CO+LL+WS --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.30 -0.37 -0.45 0.00 -1.21 8.02 0.58 1.49 3 0.37 0.29 -0.28 -0.37 1.49 0.76 -0.35 9.90 0.72 1.45 4 0.44 0.36 -0.30 1.45 0.55 -1.17 11.78 0.00 5 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- --- ------ ----- 1 RS -0.01 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.03 2 RL -0.37 2.01 0.18 MS -1.21 4.58 0.26 RL 0.05 -0.42 3 LL 0.29 2.01 0.14 LL 0.76 4.58 0.17 LL 0.05 -0.02 4 LL 0.36 2.01 0.18 MS -1.17 4.58 0.26 LL 0.05 -0.39 - 146 - 5 LS 0.01 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.17 0.11 3 0.17 0.16 0.11 0.11 4 0.16 0.11 DEFLECTION: ------------------------------- LOAD COMBINATION # 1 : DL+CO+LL --------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.06 2 -0.97 1.60 0.61 3 -0.05 1.57 0.03 4 -0.91 1.57 0.58 5 0.06 LOAD COMBINATION # 2 : DL+WP --------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.01 2 -0.09 2.00 0.04 3 0.00 1.97 0.00 4 -0.08 1.97 0.04 5 0.01 LOAD COMBINATION # 3 : DL+WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.02 2 0.35 2.00 0.18 3 0.02 1.97 0.01 4 0.33 1.97 0.17 5 -0.02 LOAD COMBINATION # 4 : DL+CO+LL+WP -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.05 2 -0.75 2.00 0.38 3 -0.04 1.97 0.02 4 -0.70 1.97 0.36 5 0.04 LOAD COMBINATION # 5 : DL+CO+LL+WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 2 -0.42 2.00 0.21 3 -0.02 1.97 0.01 4 -0.39 1.97 0.20 5 0.02 - 147 - 21293 Purlin Design Report Re=---Port 9/19/02 7:34am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- --------- ----- ----- ----- ----- --- ----- ------ ------ 1 8Z16 0.33 5.00 10 0 0.9 8.5 1 2 8Z16 20.00 2.23 5.00 10 0 56.9 568.6 2 3 8Z16 19.67 2-23 2.23 5.00 10 0 61.7 617.0 3 4 8Z16 19.67 2.23 5.00 10 0 56.0 560.0 5 8Z16 0.33 5.00 10 0 0.9 8.5 Total(lb)= 1762.7 Purlin DL= 0.59 (psf ) LOAD COMBINATION # 1 : DL+CO+LL --------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 0.88 -1.07 -1.32 0.01 -3.53 8.02 1.69 4.36 3 1.09 0.84 -0.83 -1.07 4.36 2.20 -1.02 9.90 2.10 4.22 4 1.29 1.05 -0.87 4.22 1.61 -3.41 11.78 0.01 5 0.04 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.01 0.02 RS 0.01 4.58 0.00 RS 0.00 0.06 2 RL -1.07 2.01 0.53 MS -3.53 4.58 0.77 RL 0.42 -0.97 3 LL 0.84 2.01 0.42 LL 2.20 4.58 0.48 LL 0.41 -0.05 4 LL 1.05 2.01 0.52 MS -3.41 4.58 0.74 LL 0.40 -0.91 5 LS 0.04 2.01 0.02 LS 0.01 4.58 0.00 LS 0.00 0.06 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.49 0.33 3 0.49 0.47 0.33 0.32 4 0.47 0.32 LOAD COMBINATION # 2 : DL+WP ---------------------------- ----------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 148 - 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.08 -0.10 -0.12 0.00 -0.32 8.02 0.15 0.40 3 0.10 0.08 -0.08 -0.10 0.40 0.20 -0.09 9.90 0.19 0.38 4 0.12 0.10 -0.08 0.38 0.15 -0.31 11.78 0.00 5 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ---- ------ ----- 1 RS 0.00 2.01 0.00 RS 0.00 4.58 0.00 RS 0.00 0.01 2 RL -0.10 2.01 0.05 MS -0.32 4.58 0.07 RL 0.00 -0.09 3 LL 0.08 2.01 0.04 LL 0.20 4.03 0.05 LL 0.00 0.00 4 LL 0.10 2.01 0.05 MS -0.31 4.58 0.07 LL 0.00 -0.08 5 LS 0.00 2.01 0.00 LS 0.00 4.58 0.00 LS 0.00 0.01 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.04 0.03 3 0.04 0.04 0.03 0.03 4 0.04 0.03 LOAD COMBINATION # 3 : DL+WS ---------------------------------------------- --- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 0.00 0.00 0.00 0.00 2 -0.39 0.42 0.51 0.00 1.44 8.63 -0.66 -1.70 3 -0.42 -0.32 0.32 0.41 -1.70 -0.88 0.35 9.90 -0.84 -1.65 4 -0.51 -0.41 0.38 -1.65 -0.63 1.39 11.18 0.00 5 -0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.01 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 -0.02 2 RL 0.42 2.01 0.21 MS 1.44 3.21 0.45 RL 0.06 0.29 3 LL -0.32 2.01 0.16 LL -0.88 4.58 0.19 LL 0.06 0.00 4 LL -0.41 2.01 0.21 MS 1.39 3.21 0.43 LL 0.06 0.27 5 LS -0.01 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.19 0.13 3 0.19 0.19 0.13 0.12 4 0.19 0.12 LOAD COMBINATION # 4 : DL+CO+LL+WP PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - 149 - i ----- ----- ----- ---- ----- 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.68 -0.83 -1.02 0.00 -2.73 8.02 1.31 3.37 3 0.84 0.65 -0.64 -0.83 3.37 1.70 -0.79 9.90 1.62 3.26 4 1.00 0.81 -0.67 3.26 1.24 -2.63 11.78 0.00 5 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.05 2 RL -0.83 2.01 0.41 MS -2.73 4.58 0.59 RL 0.25 -0.75 3 LL 0.65 2.01 0.32 LL 1.70 4.58 0.37 LL 0.24 -0.04 4 LL 0.81 2.01 0.40 MS -2.63 4.58 0.57 LL 0.24 -0.70 5 LS 0.03 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.04 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right --- ---- ----- ---- ------ 2 0.38 0.25 3 0.38 0.37 0.25 0.24 4 0.37 0.24 LOAD COMBINATION # 5 : DL+CO+LL+WS PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0.33 -0.44 -0.54 0.00 -1.39 7.55 0.70 1.79 3 0.45 0.35 -0.35 -0.45 1.79 0.89 -0.46 9.89 0.85 1.74 4 0.53 0.43 -0.32 1.74 0.66 -1.34 12.26 0.00 5 0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.03 2 RL -0.44 2.01 0.22 MS -1.39 4.58 0.30 RL 0.07 -0.47 3 LL 0.35 2.01 0.18 LS 0.90 4.58 0.20 LL 0.07 -0.04 4 LL 0.43 2.01 0.21 MS -1.34 4.58 0.29 LL 0.07 -0.44 5 LS 0.02 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.03 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.20 0.13 3 0.20 0.19 0.13 0.13 4 0.19 0.13 DEFLECTION: ------------------------------ LOAD COMBINATION # 1 : DL+CO+LL Span DEFLECTION(in) Id Calc Allow Ratio - 150 - i 1 0.06 2 -0.97 1.60 0.61 3 -0.05 1.57 0.03 4 -0.91 1.57 0.58 5 0.06 LOAD COMBINATION # 2 : DL+WP --------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ---- 1 0.01 2 -0.09 2.00 0.04 3 0.00 1.97 0.00 4 -0.08 1.97 0.04 5 0.01 LOAD COMBINATION # 3 : DL+WS ---------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- 1 -0.02 2 0.29 2.00 0.14 3 0.00 1.97 0.00 4 0.27 1.97 0.14 5 --0.02 LOAD COMBINATION # 4 : DL+CO+LL+WP -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.05 2 -0.75 2.00 0.38 3 -0.04 1.97 0.02 4 -0.70 1.97 0.36 5 0.04 LOAD COMBINATION # 5 : DL+CO+LL+WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 2 -0.47 2.00 0.24 3 -0.04 1.97 0.02 4 -0.44 1.97 0.22 5 0.03 21293 Purlin Design Report 9/19/02 7.34am ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.00) ------------------------- - PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z16 0.33 5.00 1 0 0.9 0.9 1 2 8Z16 20.00 2.23 5.00 1 0 56.9 56.9 2 3 8Z16 19.67 2.23 2.23 5.00 1 0 61.7 61.7 - 151 - 3 4 8Z16 19.67 2.23 5.00 1 n 56.0 56.0 5 8Z16 0.33 5.00 1 0 0.9 0.9 Total(lb)= 176.3 Purlin DL= 0.59 (psf ) LOAD COMBINATION ## 2 : DL+WP PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- ----- ------ ----- 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.08 -0.10 -0.12 0.00 -0.32 8.02 0.15 0.40 3 0.10 0.08 -0.08 -0.10 0.40 0.20 -0.09 9.90 0.19 0.38 4 0.12 0.10 -0.08 0.38 0.15 -0.31 11.78 0.00 5 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 2.01 0.00 RS 0.00 4.58 0.00 RS 0.00 0.01 2 RL -0.10 2.01 0.05 MS -0.32 4.58 0.07 RL 0.00 -0.09 3 LL 0.08 2.01 0.04 LL 0.20 4.03 0.05 LL 0.00 0.00 4 LL 0.10 2.01 0.05 MS -0.31 4.58 0.07 LL 0.00 -0.08 5 LS 0.00 2.01 0.00 LS 0.00 4.58 0.00 LS 0.00 0.01 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.04 0.03 3 0.04 0.04 0.03 0.03 4 0.04 0.03 LOAD COMBINATION ## 3 : DL+WS PURLIN ANALYSIS: --------SHEAR(k ) ------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.42 0.52 0.63 0.00 1.70 8.02 -0.82 -2.10 3 -0.52 -0.41 0.40 0.52 -2.10 -1.06 0.49 9.90 -1.01 -2.03 4 -0.62 -0.51 0.42 -2.03 -0.77 1.64 11.78 0.00 5 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 -0.02 2 RL 0.52 2.01 0.26 MS 1.70 3.21 0.53 RL 0.10 0.35 3 LL -0.41 2.01 0.20 LL -1-06 4.58 0.23 LL 0.09 0.02 4 LL -0.51 2.01 0.25 MS 1.64 3.21 0.51 LL 0.09 0.33 5 LS -0.02 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 -0.02 LAP BOLT SHEAR: - 152 - i LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.24 0.16 3 0.24 0.23 0.16 0.15 4 0.23 0.15 LOAD COMBINATION # 4 : DL+CO+LL+WP ------------------------------------------ ------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.68 -0.83 -1.02 0.00 -2.73 8.02 1.31 3.37 3 0.84 0.65 -0.64 -0.83 3.37 1.70 -0.79 9.90 1.62 3.26 4 1.00 0.81 -0.67 3.26 1.24 -2.63 11.78 0.00 5 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.03 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.05 2 RL -0.83 2.01 0.41 MS -2.73 4.58 0.59 RL 0.25 -0.75 3 LL 0.65 2.01 0.32 LL 1.70 4.58 0.37 LL 0.24 -0.04 4 LL 0.81 2.01 0.40 MS -2.63 4.58 0.57 LL 0.24 -0.70 5 LS 0.03 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.04 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.38 0.25 3 0.38 0.37 0.25 0.24 4 0.37 0.24 LOAD COMBINATION # 5 : DL+CO+LL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.30 -0.37 -0.45 0.00 -1.21 8.02 0.58 1.49 3 0.37 0.29 -0.28 -0.37 1.49 0.76 -0.35 9.90 0.72 1.45 4 0.44 0.36 -0.30 1.45 Q.55 -1.17 11.78 0.00 5 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.01 0.01 RS 0.00 4.58 0.00 RS 0.00 0.03 2 RL -0.37 2.01 0.18 MS -1.21 4.58 0.26 RL 0.05 -0.42 3 LL 0.29 2.01 0.14 LL 0.76 4.58 0.17 LL 0.05 -0.02 4 LL 0.36 2.01 0.18 MS -1.17 4.58 0.26 LL 0.05 -0.39 5 LS 0.01 2.01 0.01 LS 0.00 4.58 0.00 LS 0.00 0.02 LAP BOLT SHEAR: - 153 - ,S: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.17 0.11 3 0.17 0.16 0.11 0.11 4 0.16 0.11 DEFLECTION: ...---------------------------- LOAD COMBINATION # 1 : DL+CO+LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.06 2 -0.97 1.60 0.61 3 -0.05 1.57 0.03 4 -0.91 1.57 0.58 5 0.06 LOAD COMBINATION # 2 : DL+WP -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.01 2 -0.09 2.00 0.04 3 0.00 1.97 0.00 4 -0.08 1.97 0.04 5 0.01 LOAD COMBINATION # 3 : DL+WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 -0.02 2 0.35 2.00 0.18 3 0.02 1.97 0.01 4 0.33 1.97 0.17 5 -0.02 LOAD COMBINATION # 4 : DL+CO+LL+WP -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.05 2 -0.75 2.00 0.38 3 -0.04 1.97 0.02 4 -0.70 1.97 0.36 5 0.04 LOAD COMBINATION # 5 : DL+CO+LL+WS -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.03 2 -0.42 2.00 0.21 3 -0.02 1.97 0.01 4 -0.39 1.97 0.20 5 0.02 --------------------- ----------------------- 21293 Roof Panel Report 9/19/02 7:34am - 154 - 1 1 ROOF PANEL DATA: Panel: 26 SR Type = SR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTIONS: Moment (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 2 5.000 D+L 58.8 142.1 0.41 -42.3 135.3 0.31 -0.11 1.000 0.11 D+WP 5.3 142.1 0.04 -3.8 135.3 0.03 0.00 1.000 0.00 D+WS -31.0 135.3 0.23 22.3 142.1 0.16 0.07 1.000 0.07 21293 Roof Diagonal Bracing Report 9/19/02 7:34am PANEL SHEAR: Allow = 0.0 Calc = 49.0 DIAGONAL BRACING: Bay Brace-Loc. ------Diag_Brace----- Diag_Force(k ) Brace Tension(k ) Id Start End Type Size Part Wind Seismic Calc Allow ------- ------ ------ 2 0.00 10.00 C 0.250 0.25 CBL 3.11 3.30 3.30 3.33 10.00 26.00 C 0.250 0.25 CBL 1.76 1.83 1.83 3.33 26.00 38.00 C 0.250 0.25 CBL 0.22 0.27 0.27 3.33 38.00 60.00 C 0.313 0.31 CBL 3.22 3.36 3.36 5.60 21293 Sidewall Diagonal Bracing Report 9/19/02 7:34am PANEL SHEAR: Wall Id Calc Allow 2 68.1 135.0 4 66.6 135.0 DIAGONAL BRACING: Wall Bay Level ------Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Id Height Type Size Part Wind Seismic Calc Allow ---- ----- ------ ---- ------ -------- ------ ------- ------ ------ 2 2 17.75 C 0.313 0.31 CBL 4.40 5.21 5.21 5.60 BASE REACTIONS: Wall Bay Col Wind Max Seismic-Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- --- --- ----- --------- ----- --------- 2 2 2 -3.45 2.73 -4.08 3.24 2 2 3 3.45 2.73 4.08 3.24 21293 Wind Column Design Report 9/19/02 7:34am DESIGN FOR WIND COLUMN #: 1 --------------------------- Wall 4 Bay: 2 Side: L Column Height : 13.90 Deflect. Limit: 60.0 Yield Stress 36.0 Design Load Wind 3.30, Seismic= 2.54 Design Moment Column = 35.91, Base = 45.80 - 155 - i MEMBER SELECTED: Column W8X24 Weight= 444.7 Flange Size 0.500 x 8.00 Web Thickness 0.250 Base Plate Size(TxWxL) 0.500 x 8.00 x 31.00 Bolts : 4 - 1.000 UNBRACED LENGTH: Column Minor= 10.90 Cb=1.00 STRESS, DEFLECTION, REACTIONS: ---Moment(ksi )---- ---Deflection(in)--- -Reactions(k ) Member Calc Allow UC Calc Allow UC Horiz Vert ------ ------ ------ ---- ------ ------ ---- ------ ------ Column 20.62 21.60 0.95 1.10 2.78 0.40 3.30 20.36 21293 Braced Purlin Report 9 19 02 7:34am Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k ) -- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ----- -------- ---- ----- ----- ---- ----- ----- ---- ------- 2 2 10.0 8Z16 1 0.86 6.47 0.13 0.85 3.21 0.27 0.37 2 0.65 6.47 0.10 -1.85 4.58 0.40 0.45 3 0.36 6.47 0.06 -0.32 4.58 0.07 0.12 4 0.36 6.47 0.06 -0.29 4.58 0.06 0.11 5 0.27 6.47 0.04 -0.32 4.58 0.07 0.10 2 3 10.0 8Z16 1 2.23 6.47 0.34 -0.53 4.58 0.12 0.45 2 1.67 6.47 0.26 1.15 4.58 0.25 0.49 3 1.70 6.47 0.26 0.20 4.03 0.05 0.31 4 1.70 6.47 0.26 0.18 4.03 0.04 0.30 5 1.29 6.47 0.20 0.20 4.03 0.05 0.24 2 4 10.0 8Z16 1 0.86 6.47 0.13 0.82 3.21 0.26 0.36 2 0.65 6.47 0.10 -1.78 4.58 0.39 0.44 3 0.36 6.47 0.05 -0.31 4.58 0.07 0.11 4 0.36 6.47 0.05 -0.28 4.58 0.06 0.11 5 0.27 6.47 0.04 -0.31 4.58 0.07 0.10 2 2 26.0 8Z16 1 0.96 6.47 0.15 0.85 3.21 0.27 0.38 2 0.72 6.47 0.11 -1.85 4.58 0.40 0.47 3 0.39 6.47 0.06 -0.32 4.58 0.07 0.12 4 0.39 6.47 0.06 -0.29 4.58 0.06 0.11 5 0.30 6.47 0.05 -0.32 4.58 0.07 0.11 2 3 26.0 8Z16 1 0.96 6.47 0.15 -0.53 4.58 0.12 0.25 2 0.72 6.47 0.11 1.15 4.58 0.25 0.33 3 0.77 6.47 0.12 0.20 4.03 0.05 0.16 4 0.77 6.47 0.12 0.18 4.03 0.04 0.16 5 0.58 6.47 0.09 0.20 4.03 0.05 0.13 2 4 26.0 8Z16 1 0.96 6.47 0.15 0.82 3.21 0.26 0.38 2 0.72 6.47 0.11 -1.78 4.58 0.39 0.45 3 0.38 6.47 0.06 -0.31 4.58 0.07 0.12 4 0.38 6.47 0.06 -0.28 4.58 0.06 0.11 5 0.29 6.47 0.04 -0.31 4.58 0.07 0.10 2 2 38.0 8Z16 1 1.20 6.47 0.19 0.85 3.21 0.27 0.43 2 0.90 6.47 0.14 -1.85 4.58 0.40 0.50 3 0.48 6.47 0.07 -0.32 4.58 0.07 0.13 4 0.48 6.47 0.07 -0.29 4.58 0.06 0.13 5 0.36 6.47 0.06 -0.32 4.58 0.07 0.12 2 3 38.0 8Z16 1 1.39 6.47 0.22 -0.53 4.58 0.12 0.32 2 1.05 6.47 0.16 1.15 4.58 0.25 0.39 3 1.10 6.47 0.17 0.20 4.03 0.05 0.21 4 1.10 6.47 0.17 0.18 4.03 0.04 0.21 5 0.83 6.47 0.13 0.20 4.03 0.05 0.17 2 4 38.0 8Z16 1 1.20 6.47 0.19 0.82 3.21 0.26 0.42 2 0.90 6.47 0.14 -1.78 4.58 0.39 0.48 3 0.47 6.47 0.07 -0.31 4.58 0.07 0.13 4 0.47 6.47 0.07 -0.28 4.58 0.06 0.13 5 0.36 6.47 0.05 -0.31 4.58 0.07 0.11 - 156 - 21293 Eave Strut Report 9/19/02 7:34am Wall Bay Eave Bay Axial_Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio 2 1 8HE14 20.33 0.80 0.62 14.56 0.06 2 2 BHE14 19.67 2.95 3.47 14.56 0.24 2 3 8HE14 20.00 0.80 0.61 14.56 0.06 4 3 8ES14 20.33 0.32 0.36 14.56 0.02 4 2 8ES14 19.67 3.09 3.64 14.56 0.25 4 1 8ES14 20.00 0.32 0.35 14.56 0.02 21293 Strut Bolt Report 9/19/02 7:34am RAVE STRUTS: Wall Frm Line ----Bolt-Selected----- ---Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio 2 1 RF 2 A307 0.500 0 0.80 3.97 0.20 2 2 RF 2 A307 0.500 0 3.47 3.97 0.87 2 3 RF 2 A307 0.500 0 3.47 3.97 0.87 2 4 RF 2 A307 0.500 0 0.80 3.97 0.20 4 1 RF 2 A307 0.500 0 0.36 3.97 0.09 4 2 RF 2 A307 0.500 0 3.64 3.97 0.92 4 3 RF 2 A307 0.500 0 3.64 3.97 0.92 4 4 RF 2 A307 0.500 0 0.35 3.97 0.09 PURLINS: Surf Frm Line Brace ----Bolt-Selected----- Load ---Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio 2 1 RF 10.00 2 A307 0.500 0 1 0.86 2.99 0.29 2 2 RF 10.00 2 A307 0.500 0 1 2.77 2.99 0.93 2 3 RF 10.00 2 A307 0.500 0 1 2.77 2.99 0.93 2 4 RF 10.00 2 A307 0.500 0 1 0.86 2.99 0.29 2 1 RF 26.00 2 A307 0.500 0 1 0.96 2.99 0.32 2 2 RF 26.00 2 A307 0.500 0 1 1.56 2.99 0.52 2 3 RF 26.00 2 A307 0.500 0 1 1.56 2.99 0.52 2 4 RF 26.00 2 A307 0.500 0 1 0.96 2.99 0.32 2 1 RF 38.00 2 A307 0.500 0 1 1.20 2.99 0.40 2 2 RF 38.00 2 A307 0.500 0 1 2.15 2.99 0.72 2 3 RF 38.00 2 A307 0.500 0 1 2.15 2.99 0.72 2 4 RF 38.00 2 A307 0.500 0 1 1.20 2.99 0.40 - ---------------------------------------- Rigid Frame @ Frame Line 1 & 4 21293 Rigid Frame Design Code 9/19/02 7:34am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic zone - 3 Seismic Coef - 0.36 21293 Base Plate and Anchor Bolt Design 9/19/02 7:34am ------------------------ ----- ----- - 157 - i Weak --Column_Base-- Max_Reactions(k ) Axis --Plate_Size(in)-- --Bolts(A307 ) - Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- --- ----- ----- ----- ----- ---- ----- ------ ----- --- ----- ---- Left P 8.1 6.9 -0.8 -0.6 0.0 6.0 8.25 0.500 2 0.750 3.00 WELDS: ----Outside_Flange--- ----Inside Flange---- ---------Web--------- Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 F1 0.08 2.78 0.188 F1 0.08 2.78 0.188 F1 0.08 2.78 21293 Bolted-End-Plate Design 9 19 02 7:34am Splice Member Web -Splice(in)- Tens Load(k ,f-k ) ----Bolts(A325 )----- Id Typ Loc. Depth Width Thick Loc. Id Shr Mom Row Diam Space Gage 1 VFF 1- 2 11.50 6.0 0.500 Top: (a) 6 0 2 0.750 3.00 3.00 2 -EE 2- 3 19.50 6.0 0.500 Top: 6 -1 8 2 0.750 3.00 3.00 Bot: 1 4 48 2 0.750 3.00 3.00 3 -EE 3- 4 19.50 6.0 0.500 Top: 6 1 9 2 0.750 3.00 3.00 Bot: 1 -4 53 2 0.750 3.00 3.00 4 -FF 4- 4 11.50 5.0 0.500 Top: 1 6 0 2 0.750 3.00 3.00 (a)Moment: D+L+2.8*Seismic_L WELDS: ----Outside-Flange--- ----Inside Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.188 F1 0.07 2.78 0.188 F1 0.06 2.78 0.188 F 0.28 2.78 1 R 0.125 F1 0.08 1.86 0.188 F1 0.06 2.78 0.188 F 0.28 2.78 2 L 0.125 F 0.48 1.86 0.250 F 2.94 3.71 0.125 F 0.11 1.86 2 R 0.188 F 0.40 2.78 0.188 F 2.45 2.78 0.188 F 0.11 2.78 3 L 0.188 F 0.44 2.78 0.188 F 2.71 2.78 0.188 F 0.11 2.78 3 R 0.125 F 0.53 1.86 0.250 F 3.25 3.71 0.125 F 0.11 1.86 4 L 0.125 F1 0.01 1.86 0.125 F1 0.04 1.86 0.125 F 0.28 1.86 4 R 0.125 F1 0.01 1.86 0.125 F1 0.04 1.86 0.125 F 0.28 1.86 21293 ------Stiffener Report------------------------9/19/02 7:34am Stiff -Plate Size- Web Load -----Force(k )---- Location No. Width Thick Length Id Calc Allow UC ----------- --- ----- ----- ------ ---- ----- ---- ---- Stiffener Yield = 50.0 ksi ------------------------------------------ 21293 Section Check Unbraced Lengths 9/19/02 7:34am Mem Seg Sec ------------------Load----------------- Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 1 1 1 20.94 1.50 Out 7.33 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 In 13.96 Cb 1.75 1.75 1.75 1.75 1.75 1.00 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 20.94 1.50 Out 7.33 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 - 158 - In 13.96 Cb 1.75 1.75 1.75 1.75 1.75 1.00 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 20.94 1.50 Out 4.00 Cb 1.20 1.15 1.26 1.15 1.26 1.24 1.24 1.20 1.20 1.20 1.20 1.48 1.02 1.48 1.02 1.05 1.05 1.20 1.20 In 13.96 Cb 1.75 1.75 1.75 1.75 1.75 1.00 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 20.94 1.50 Out 2.63 Cb 1.10 1.46 1.98 1.46 1.98 1.84 1.84 1.10 1.10 1.10 1.10 2.24 1.15 2.24 1.15 1.21 1.21 1.10 1.10 In 13.96 Cb 1.75 1.75 1.75 1.75 1.75 1.00 1.00 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 5 58.72 1.00 Out 2.78 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 In 2.78 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 6 58.72 1.00 Out 5.00 Cb 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 2 2 7 58.72 1.00 Out 5.00 Cb 1.18 1.18 1.18 1.18 1.18 1.17 1.17 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 8 58.72 1.00 Out 5.00 Cb 1.18 1.18 1.18 1.18 1.18 1.17 1.17 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 9 58.72 1.00 Out 5.00 Cb 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 10 58.72 1.00 Out 5.00 Cb 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 3 11 58.72 1.00 Out 5.00 Cb 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1:07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 3 12 58.72 1.00 Out 5.00 Cb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 4 13 58.72 1.00 Out 5.00 Cb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 - 159 - 3 4 14 58.72 1.00 Out 5.00 Cb 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 In 15.00 Cb 1.22 1.22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 15 58.72 1.00 Out 5.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 In 15.00 Cb 1.22 1.22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 16 58.72 1.00 Out 5.00 Cb 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 In 15.00 Cb 1.22 1.22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 17 58.72 1.00 Out 5.00 Cb 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 4 5 18 58.72 1.00 Out 5.00 Cb 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 4 5 19 58.72 1.00 Out 5.00 Cb 1.57 1.57 1.58 1.57 1.58 1.58 1.58 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.57 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 4 5 20 58.72 1.00 Out 0.94 Cb 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 In 0.94 Cb 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 21293 Flange Brace Report 9 19/02 7:34am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces 1 0 2 5 Loc 1 4 7 10 12 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 L1.5x1/8 Force: 0.04 0.15 0.17 0.11 0.02 BrcUC: 0.03 0.11 0.12 0.08 0.01 ConUC: 0.03 0.09 0.11 0.07 0.01 21293 Weld Report: Web To Flange 9/19/02 7:34am ----Max _Weld Shear----- -------Weld Provided------ MemberSegment Section Load Shear Size Shear No. Id Id Id Id Win ) (in) (k/in ) Type Side - 160 - ----- ------- ---- ---- 2 2 5 1 0.45 0.125 1.86 F 1 3 3 8 1 0.18 0.188 2.78 F 1 3 4 17 1 0.17 0.188 2.78 F 1 4 5 20 1 0.45 0.125 1.86 F 1 21293 Special Segment Report 9 19 02 7:34am TOP OF LEFT COLUMN: ------------------------------ Reqd Initial Web Thick= 0.230 ( 0.230) Flange Width= 6.000 ( 5.250) Flange Thick= 0.375 ( 0.330) 21293 Design Summary Report 9 19 02 7:34am ---- ---------- ----------------------- --------- ---- ---- FRAME: Id = 1 Type = BC Line Id= 1 4 MEMBERS: Mem Segj Flange IWeb_Depthl Plate_Thickness I Max UCV Max_UCO I Max_UCI Id Id I Len Wid Strt Endl Web O-flg I-flgjId Ld UcvjId Ld UcojId Ld Uci --- --- ---- --- ---- ---- ------ ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 14.9 5.3 7.5 7.5 0.230 0.330 0.330 1 2 0.03 1 1 0.08 4 1 0.14 2 2 8.8 5.0 11.5 19.5 0.135 0.250 0.250 7 1 0.43 7 1 0.61 7 1 0.58 3 3 20.0 6.0 19.5 19.5 0.135 0.313 0.313 8 1 0.43 12 1 0.87 12 1 0.84 3 4 20.0 6.0 19.5 19.5 0.135 0.313 0.313 17 1 0.41 13 1 0.87 13 1 0.84 4 5 10.0 5.0 19.5 11.5 0.135 0.250 0.250 18 1 0.41 18 1 0.68 18 1 0.65 HOT ROLLED MEMBERS: Surf Member Member Id Id Size ---- ------ -------- 1 1 W8X18 LOAD COMBINATIONS: 1 - DL+CO+LL 2 - DL+WL1 WEIGHTS: Member 1 2 3 4 Weight (lb) 265 137 867 155 Total Weight (lb) : Frame Members = 1425 Interior Col. = 0 Conn. Plates = 124 Base Plates = 7 Trans Stiff = 0 1555 REACTIONS: (Sidewall Columns) Load ---------Left Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) - ------ --- ---- ------- ------- ------ ------- ------- ------- 1 0.12 6.93 0.00 0.00 -0.12 6.40 0.00 0.00 2 -0.63 -0.77 0.00 0.00 -0.53 -1.04 0.00 0.00 3 0.36 -0.81 0.00 0.00 0.63 -1.00 0.00 0.00 - 161 - I 4 -0.63 -0.77 0.00 0.00 -0.53 -1.04 0.00 0.00 5 0.36 -0.81 0.00 0.00 0.63 -1.00 0.00 0.00 6 0.51 -0.82 0.00 0.00 0.81 -0.99 0.00 0.00 7 0.51 -0.82 0.00 0.00 0.81 -0.99 0.00 0.00 8 0.02 1.48 0.00 0.00 -0.02 1.17 0.00 0.00 9 0.02 1.49 0.00 0.00 -0.36 1.16 0.00 0.00 10 0.02 1.33 0.00 0.00 -0.02 1.05 0.00 0.00 11 0.02 1.34 0.00 0.00 -0.36 1.04 0.00 0.00 12 -0.39 3.88 0.00 0.00 -0.48 3.44 0.00 0.00 13 0.35 3.85 0.00 0.00 0.39 3.47 0.00 0.00 14 -0.39 3.88 0.00 0.00 -0.48 3.44 0.00 0.00 15 0.35 3.85 0.00 0.00 0.39 3.47 0.00 0.00 16 0.47 3.84 0.00 0.00 0.52 3.47 0.00 0.00 17 0.47 3.84 0.00 0.00 0.52 3.47 0.00 0.00 18 0.10 5.57 0.00 0.00 -0.10 5.09 0.00 0.00 19 0.02 1.48 0.00 0.00 -0.28 1.16 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 20 0.15 0.00 -4.64 21 -0.01 0.00 0.33 22 -0.01 0.00 0.35 23 -0.01 0.00 0.33 24 -0.01 0.00 0.35 25 -0.01 0.00 0.35 26 -0.01 0.00 0.35 27 0.03 0.00 -0.85 28 0.03 0.00 -0.85 29 0.03 0.00 -0.76 30 0.03 0.00 -0.76 31 0.10 0.00 -2.80 32 0.09 0.00 -2.79 33 0.10 0.00 -2.80 34 0.09 0.00 -2.79 35 0.09 0.00 -2.79 36 0.09 0.00 -2.79 37 0.12 0.00 -3.69 38 0.03 0.00 -0.85 DEFLECTIONS LIMIT: Lateral Defl Load Q Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 20 1153 99999 155 21 19512 99999 2150 22 13384 99999 2065 23 19512 99999 2150 24 13384 99999 2065 25 12767 99999 2052 26 12767 99999 2052 27 6328 99999 851 28 6145 99999 848 29 7031 99999 946 30 6806 99999 942 31 1877 99999 256 32 1942 99999 257 33 1877 99999 256 34 1942 99999 257 35 1952 99999 257 36 1952 99999 257 37 1450 99999 195 38 6189 99999 849 Max Live Vertical = -3.79, Span/Deflection = 190. (Limit= 180.) - 162 - Max Horizontal Drift= 0.15, Eave Height/Drift= 1154. (Limit= 60.) P-DELTA CHECK: -------------- ---------Design_Load---------- Load P,Axial Moment Deflect Stability Coeff Id k f-k in Cd Calc Limit -- ------- ------- ---- ----- - -- Left Column: 1 6.68 1.79 0.155 4.00 0.012 0.100 21293 Rigid Frame Clearances 9/19/02 7:34am VERTICAL CLEARANCE: ------------------ Left Col 13'i1-04" (X= 1'04-0011, Y= 13'11-0411) Right Side 16100-15" (X= 60100-0011, Y= 16100-1511) Midspan 15100-09" (X= 50'01-01", Y= 15,00-0911) HORIZONTAL CLEARANCE: ---------------- Left Col - Right Side 58108-00" (X1= 1104-0011, X2= 60'00-00") -------------------------------------------- Rigid Frame @ Frame Line 2 & 3 21293 Rigid Frame Design Code 9/19/02 7:34am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 Seismic Coef - 0.36 21293 Base Plate and Anchor Bolt Design 9/19/02 7:34am Weak --Column_Base-- Max_Reactions(k ) Axis --Plate_Size(in)-- --Bolts(A307 ) - Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- --- ----- ----- ----- ----- ---- ----- ------ ----- --- ----- ---- Left P 8.1 13.0 -2.2 -1.2 0.0 6.0 8.25 0.500 2 0.750 3.00 WELDS: ----Outside_Flange--- ----Inside_Flange---- ---------Web--------- Base Shear(k/in ) S13ear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 F1 0.21 2.78 0.188 F1 0.21 2.78 0.188 F1 0.16 2.78 21293 Bolted-End-Plate Design 9/19/02 7:34am Splice Member Web -Splice(in)- Tens Load(k ,f-k ) ----Bolts(A325 ) ----- Id Typ Loc. Depth Width Thick Loc. Id Shr Mom Row Diam Space Gage ------ ------ ----- ----- ----- ---- -- --- ---- --- ----- ----- ----- 1 VFF 1- 2 15.50 6.0 0.500 Top: (a) 12 0 2 0.750 3.00 3.00 2 -EE 2- 3 29.50 6.0 0.500 Top: 6 -2 18 2 0.750 3.00 3.00 Bot: 1 9 92 2 0.750 3.00 3.00 - 163 - i 3 -EE 3- 4 29.50 6.0 0.500 Top: 6 2 20 2 0.750 3.00 3.00 Bot: 1 -8 101 2 0.750 3.00 3.00 4 -FF 4- 4 15.50 5.0 0.500 Top: 1 12 0 2 0.750 3.00 3.00 WELDS: (a)Moment: D+L+2.8*Seismic L - ----Outside-Flange--- ----Inside_Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.188 F1 0.13 2.78 0.188 F1 0.11 2.78 0.188 F 0.40 2.78 1 R 0.125 F1 0.15 1.86 0.188 F1 0.11 2.78 0.188 F 0.40 2.78 2 L 0.125 F 0.73 1.86 0.313 F 3.73 4.64 0.125 F 0.15 1.86 2 R 0.188 F 0.61 2.78 0.250 F 3.11 3.71 0.125 F 0.15 1.86 3 L 0.188 F 0.67 2.78 0.250 F 3.43 3.71 0.125 F 0.14 1.86 3 R 0.125 F 0.81 1.86 0.313 F 4.12 4.64 0.125 F 0.14 1.86 4 L 0.125 F1 0.02 1.86 0.125 F1 0.11 1.86 0.125 F 0.40 1.86 4 R 0.125 F1 0.02 1.86 0.125 F1 0.11 1.86 0.125 F 0.40 1.86 21293 Stiffener Report 9/19/02 7:34am Stiff -Plate_Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC Stiffener Yield = 50.0 ksi 21293 Section Check Unbraced Lengths 9 19 02 7:34am Mem Seg Sec ------------------Load----------------- Id Id Id Major K Loc Minor 1 2 3 4 5 6 7 8 --- --- --- ----- ---- ---- ----- -- ---- ---- ---- ---- ---- ---- ---- ---- 1 1 1 20.44 1.50 Out 7.33 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 In 13.62 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 2 20.44 1.50 Out 7.33 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 In 13.62 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 3 20.44 1.50 Out 4.00 Cb 1.20 1.16 1.30 1.16 1.30 1.27 1.27 1.20 1.20 1.20 1.20 1.50 1.04 1.50 1.04 1.07 1.07 1.20 1.20 In 13.62 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1 4 20.44 1.50 Out 2.29 Cb 1.08 1.40 2.00 1.40 2.00 1.82 1.82 1.08 1.08 1,08 1.08 2.27 1.14 2.27 1.14 1.19 1.19 1.08 1.08 In 13.62 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 5 58.72 1.00 Out 2.79 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 In 2.79 Cb 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 2 2 6 58.72 1.00 Out 5.00 Cb 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 - 164 - I In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 2 2 7 58.72 1.00 Out 5.00 Cb 1.18 1.18 1.17 1.18 1.17 1.17 1.17 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 8 58.72 1.00 Out 5.00 Cb 1.18 1.18 1.17 1.18 1.17 1.17 1.17 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 9 58.72 1.00 Out 5.00 Cb 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 In 15.00 Cb 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54 3 3 10 58.72 1.00 Out 5.00 Cb 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 3 11 58.72 1.00 Out 5.00 Cb 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 3 12 58.72 1.00 Out 5.00 Cb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.00 1.00 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 4 13 58.72 1.00 Out 5.00 Cb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.00 1.00 In 15.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 3 4 14 58.72 1.00 Out 5.00 Cb 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 In 15.00 Cb 1.22 1.22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 15 58.72 1.00 Out 5.00 Cb 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 In 15.00 Cb 1.22 1-22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 16 58.72 1.00 Out 5.00 Cb 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 In 15.00 Cb 1.22 1.22 1.21 1.22 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 3 4 17 58.72 1.00 Out 5.00 Cb 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 - 165 - i 4 5 18 58.72 1.00 Out 5.00 Cb 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 4 5 19 58.72 1.00 Out 5.00 Cb 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58 In 10.00 Cb 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 1.64 4 5 20 58.72 1.00 Out 0.93 Cb 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 In 0.93 Cb 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.73 21293 Flange Brace Report 9/19/02 7:34am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange_Braces 1 0 2 5 Loc 1 4 7 10 12 Sides: 1 1 1 1 1 Part : L1.5x1/8 L1.5x1/8 L1.5xl/8 L1.5x1/8 L1.5x1/8 Force: 0.06 0.19 0.22 0.14 0.03 BrcUC: 0.04 0.15 0.18 0.11 0.02 ConUC: 0.04 0.12 0.14 0.09 0.02 21293 Weld Report: Web To Flange 9/19/02 7.34am ----Max_Weld_Shear----- -------Weld Provided------ MemberSegment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- ------- ------ ------- ----- ------- ---- ---- 2 2 5 1 0.57 0.125 1.86 F 1 3 3 8 1 0.20 0.188 2.78 F 1 3 4 17 1 0.19 0.188 2.78 F 1 4 5 20 1 0.56 0.125 1.86 F 1 21293 Special Segment Report 9/19/02 7.34am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.230 ( 0.230) Flange Width= 6.000 ( 5.250) Flange Thick= 0.375 ( 0.330) 21293 Design Summary Report 9/19/02 7.34am FRAME: Id = 2 Type = BC - 166 - i 1 C) 2 . r Z r KOSNIK Aidllk . ENGINEERING RECEIVE® OCT 17 2002 CITY OF ARLINGTON COPART Arlington, Washington Foundation System for Pre-engineered Metal Building Structural Calculations For Permit Submittal (revised to include enlarged drive thru,_-area) J. KpS �S'�O�WASfiti,�� .1. 20744 Project No. 02-022 �c�S�rAL ONAL September 27th, 2002 EXPIRES 0 16300 MILL CREEK BLVD., SUITE 104 0 MILL CREEK, WA 98012 ■ (425) 743-7004 ■ (425) 743-1848 Fax ■ .-. i � �� .',j, _ d 1 . • �` rµ. KOSNIKUS SHEET: �. . ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: �/ � lam" r PROJECT NO: r� ✓. .�- t,� 1 nta _..........._... ._.._.... .; ���i �-r 1 •E 1]. 3 r l*} it Mj r •, � 1 I I I E 1 I I zi i 1 1 1 tbt i� •� I 1 1 1"• 1 1 -1«• 1 I I w AFAM KOSN I K SHEET: 0ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: 'A PROJECT NO: It P V� dl- L KOSNIK SHEET: ENGINEERING J DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT:, �') PROJECT NO: o v , 2 i KOSN I K SHEET: ENGINEERING DATE: a5, CONSULTING STRUCTURAL ENGINEERS PROJECT: "? PROJECT NO: i;d Le TT V&P MAY A lj.r C--,00v P-g)K- ILI 4j- W IL gel' tv ,� I I KOSN I K SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT:. PROJECT NO: �= �,� 0& c0: — ny 4�0 C? IF I I KOSN I K SHEET: � , ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS 1. ;A.-e PROJECT. PROJECT NO: Add rVp AV/ STANDARD STRUCTURES Pre-engineered Metal Building Loading Diagrams f ' 2001 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Project Info Project Address copart Date 10/16/02 Slat Avenue NE For Building Department Use Arlington WA Applicant Name: Gary Parkinson Architects Applicant Address: 2812 Colby Avenue Everett WA Applicant Phone: (425)2s2-21S3 Project Description New Building ❑Addition ❑Alteration ❑Change of Use Prescriptive ❑Component Performance ❑ ENVSTD 2.1 ❑Systems Compliance Option (See Decision Flowchart(over)for qualifications) (4.0 not acceptable) Analysis Space Heat Type Q Electric resistance *All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 equals %Glazing Gross Exterior Wall Area if they are insulated to the level required for opaque walls. 272 .0 - 9828. 0 X 100 = 2 . 8% O yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option Option. See Decision Flowchart(over)for qualifications. Enter requirements for each qualifying O no assembly below. Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 Roofs Over Attic If project qualifies for Concrete/Masonry Option,list walls All Other Roofs R-3 0 with HC>_9.0 Btu/ft2-*F below(other walls must meet Opaque Wall requirements). Use descriptions and values Opaque Walls' R-11 from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade Radiant Floors Maximum U-factors Opaque Doors Vertical Glazing Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing Semi-heated space 2 Minimum Insulation R-values Roofs Over Semi-Heated Spaces2 1.Assemblies with metal framing must comply with overall U-factors 2.Refer to Section 1310 for qualifications and requirements O�•�� Notes: RECEIVED OCT 17 2002 CITY OF ARLINGTON 113400so / 2001 Washington State Nonresidential Energy Code Compliance Form Envelope LIA Calculations • 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Project Address Copart Date 10/16/02 Space Heat Type O Electric resistance All other For Building Department Use Glazing Area as%gross exterior wall area 2.8% Prop. 40.0% Max.Target Concrete/Masonry Option 0 Yes 0 No Notes: If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used,Target U-factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A U= Plan ID: 0.900 272.0 244.8 0.900 272.0 244.8 U= Plan ID: Glazing% Electric Resist. Other Heating cf0i �, U= Plan ID: 0-15% 0.40 0.90 �a m U= Plan ID: >15-20% 0.40 0.75 > 0 U= Plan ID: >20-30% see note above 0.60 U= Plan ID: >30-40% see note above 0.50 U= Plan ID: (see Table 13-1 for Conc/Masonry values) U) U= Plan ID: m Q U= Plan ID: Glazing% Electric Resist. Other Heating _N � U= Plan ID: 0-15% 0.80 1.45 m O O U= Plan ID: >15-20% 0.80 1.40 tM o U= Plan ID: >20-30% see note above 1.30 �o U= Plan ID: >30-40% see note above 1.25 O r U= Plan ID: (see Table 13-1 for Conc/Masonry values) O U= Plan ID: w U= Plan ID: 0.600 1359.0 815.4 0.600 1359.0 815.4 cc a o U= Plan ID: Electric Resist. Other Heating 00 U= Plan ID: 0.60 0.60 n ` R= Plan ID: 0.036 16475.0 593.1 0.036 16475.0 593.1 5 > `- R= Plan ID: 'C O a Electric Resist. Other Heating R= Plan ID: 0.031 0.036 `m w R= Plan ID: O 0 R= Plan ID: Electric Resist. Other Heating R= Plan ID: 0.034 0.050 R= Plan ID: 0.140 8197.0 1147.6 0.140 8197.0 1147.6 R= Plan ID: «« y R= Plan ID: .. m R= Plan ID: Electric Resist. Other Heating R= Plan ID: Ordinary 0.062 0.14 C R= Plan ID: Conc(int) 0.19 0.19 R= Plan ID: Conc(oth) 0.25 0.25 "Note:sum of Target Areas here should equal Target Opaque Wall Area(see back) R= Plan ID: vR= Plan ID: Electric Resist. Other Heating o (9 3 R= Plan ID: 0.062 0.14 Note:if insulated to levels required for opaque walls,list above with opaque walls R= Plan ID: n o C R= Plan ID: Electric Resist. Other Heating u R= Plan ID: 0.029 0.056 E R= Plan ID: c R= Plan ID: a z R= Plan ID: v a Electric Resist. Other Heating 5 c R= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant floor values) "For CMU walls,indicate core insulation material. Totals 3-0.0 2800JaA Totals 26303.0 2800.9 For compliance: 1)Proposed Total Area shall equal Targe a rea,an r os shall no exceed I arget I otal UA. 2001 Washington State Nonresidential Energy Code Compliance Form Climate Zone 1 ENV-SHGC 2001 Washington Stale Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC* x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A ID: 1.000 272.0 272.0 1.000 272.0 272.0 rn ID: Glazing% Electric Resist. Other Heating N ID: 0-20% 1.00 1.00 (0 ID: >20-30% not allowed 0.65 ID: >30-40% not allowed 0.45 ID: (see Table 13-1 for Conc/Masonry values) *Note:Manufacturer's SC may be used in lieu of SHGC. Totals 272.0 272.0 Totals 272.0 272.0 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE:Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. 'Target • Calculations If the total amount of glazing area as a%of gross exterior wall area(calculated on ENV•SUM1)exceeds the maximum allowed in Table 13.1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls G lazing Area JOG= IVG= 272.0 Note: OG =overhead glazing Opaque Area 1 16475.0 8197.0 VG =vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) G lazing Area 9828.0 X 40.08 _ 100 = 3931.2 TargetOG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Remainin Tar etVG Area For Target OG's,the re 3931.2 — lesser = 3931.2 — lesser = 272.0 lesser both ere an used both here and 3931.2 �> 3931.2 below. Pro osed O a ue Area Proposed OG Area Tar et OG Areal Target Opaque Area Roofs over Attics 16475.0 + _ = P6475.0 Other Roofsl + _ = Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area Walls 1 8197.0 1 + 1 272.0 _ 1 272.0 1 = 1 8197.0 j I Target Areas OK Note: If there is more than one type of wall,the Target VG Area maybe distributed among them,and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Permit Plans Checklist LTG-CHK 2001 washinglon State Nonresidential Energy Code Compliance Form! June 2001-KIM Lighting - General Requirements 1513.5 Automatic Shut-Off Controls, Exterior: Exterior 1513 Lighting Controls. Lighting,including exempt lighting in lighting not intended for 24-hour continuous use shall be Section 1512,shall comply with this section.Where occupancy automatically switched by timer,photocell,or a combination of sensors are cited,they shall have the features listed in Section timer and photocell.Automatic time switches must also have program back-up capabilities,which prevent the loss of haaveve the features listed in Section 1513.6.2..1.Where automatic time switches are cited,they shall program and time settings for at least 10 hours,if power is t interrupted. 1513.1 Local Control and Accessibility: Each space, 1513.E Automatic Shut-Off Controls,Interior:Office enclosed by walls or located within partitions,shall be provided buildings greater than 5,000 sq.ft.and all school classrooms with lighting controls located within that space.The lighting shall be equipped with separate automatic controls to shut off controls,whether one or more,shall capable of turning off the lighting during unoccupied hours. Automatic controls may all lights within the space.The controliss shall be readily be an occupancy sensor,time switch,or other device capable accessible,at the point of entry/exit,to personnel occupying or of automatically shutting off lighting. using the space. EXCEPTIONS:The following lighting controls may be EXCEPTIONS: centralized in remote locations: 1. Areas that must be continuously illuminated,or 1. Lighting controls for spaces which must be used illuminated in a manner requiring manual as a whole. operation of the lighting. 2. Automatic controls. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process 3. Controls requiring trained operators.4. Controls for safety hazards and security. facilities as may be required for production. 1513.2 Area Controls:The maximum lighting power that may 1513.6.1 Occupancy Sensors:Occupancy sensors shall be be controlled from a single switch or automatic control shall not capable of automatically turning off all the lights in an area,no more than 30 minutes after the area has been vacated. exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may 1513.6.2 Automatic Time Switches:Automatic time switches be installed provided the individual switches retain their shall have a minimum 7 day clock and be capable of being set capability to function independently. Circuit breakers may not for 7 different day types per week and incorporate an automatic be used as the sole means of switching. holiday"shut-off"feature,which turns off all loads for at least EXCEPTIONS: 24 hours and then resumes normally scheduled operations. 1. Industrial or manufacturing process areas,as Automatic time switches shall also have program back-up capabilities,which prevent the loss of program and time may be required for production.2. Areas less than five percent of footprint for settings for at least 10 hours,if power is interrupted. footprints over 100,000 square feet. Automatic time switches shall incorporate an over-ride 1513.3 Daylight Zone Control:All daylighted zones,as switching device which: defined in Chapter 2,both under overhead glazing and a) is readily accessible; adjacent to vertical glazing,shall be provided with individual b) is located so that a person using the device can see the controls,or daylight-or occupant-sensing automatic controls, lights or the areas controlled by the switch,or so that the which control the lights independent of general area lighting. area being illuminated is annunciated;and Contiguous daylight zones adjacent to vertical glazing are c) is manually operated; d) allows the lighting to remain on for no more than two hours allowed to be controlled by a single controlling device provided when an over-ride is initiated;and that they do not include zones facing more than two adjacent e) controls an area not exceeding 5,000 square feet or 5 cardinal orientations d g north,east,south,west). Daylight percent of footprint for footprints over 100,000 square feet, zones under overhead glazing more than 15 feet from the whichever is greater. perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. 1513.7 Commissioning Requirements:For lighting controls EXCEPTION: which include daylight or occupant sensing automatic controls, Daylight spaces enclosed by walls or ceiling automatic shut-off controls,occupancy sensors,or automatic height partitions and containing 2 or fewer light time switches,the lighting controls shall be tested to ensure fixtures are not required to have a separate switch for that control devices,components,equipment and systems are general area lighting. calibrated,adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be 1513.4 Display, Exhibition,and Specialty Lighting functionally tested to ensure they operate in accordance with Controls:All display,exhibition,or specialty lighting shall be approved plans and specifications.A complete report of test controlled independently of general area lighting. procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 2001 Washington State Nonresidential Enerav Code Compliance Form Lighting Permit Plans Checklist LTG-CHK 2001 Washington State Nonresidential Energy Code Compliance Forms June 2001-IW M Project Address COPART FACILITY / COPART INC. Date 10/11/2002 The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section Component Information Required on Plans Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local control/access Schedule with type,indicate locations yes 1513.2 Area controls Maximum limit per switch yes 1513.3 Daylight zone control Schedule with type and features,indicate locations yes vertical glazing Indicate vertical glazing on plans a• overhead glazing Indicate overhead glazing on plans n.a. 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features,indicate location •a• (a)timer w/backup Indicate location yes (b)photocell. Indicate location 1513.6 Inter.auto shut-off Indicate location yes 1513.6.1 (a) occup.sensors Schedule with type and locations yes- 1513.6.2 (b) auto.switches Schedule with type and features(back-up,override capability); Indicate size of zone on plans 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning yes Lighting Sum.Form Completed and attached. Schedule with fixture types, lamps,ballasts,watts per fixture a-a- Elec motor efficiency MECH-MOT or Equipment Schedule with hp,rpm,efficiency If "no" is circled for any question, provide explanation: K 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary 2001 Washington State Nonresidential Energy Code Compliance Forms June 2001-KJM Project Info Proiect Address COPART FACILITY / COPART INC. Date 10/11/2002 ARLINGTON. WA For Building Department Use Applicant Name: DON PENN CONSULTING ENGINEER Applicant Address: 3950 HIGHWAY 360 SUITE 101 GRAPEVINE TX 75051 Applicant Phone: Project Description Q New Building ❑ Addition ❑ Alteration ❑Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Q Prescriptive Q Lighting Power Allowance 0 Systems Analysis Compliance Option (See Qualification Checklist(over).Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions ❑ No changes are being made to the lighting (check appropriate box) ❑ Less than 60%of the fixtures are new,and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Location Allowed (floor/room no.) Occupancy Description Watts per ft2" Area in ft2 Allowed x Area OFFICE OFFICE 1.20 5583.0 6699.6 TOILETS 4 OFC TOILETS 0.80 314.5 251.6 CORRIDOR CORRIDOR 0.80 92.5 74.0 WAREHOUSE 'WAREHOUSE 0.50 5996.5 2998.3 BREAK DINING 1.00 290.0 290.0 TOILETS E WAREHOUSE TOILETS 0.80 165.8 132.6 DRIVE THRU WAREHOUSE 0.50 1911.0 955.5 From Table 15-1 (over)-document all exceptions on form LTG•LPA Total Allowed Watts 11401.6 Notes: 1.Use manufacturer's listed maximum input wattage. For hard-wired ballasts only,the default table in the NREC Technical Reference Manual may also be used 2.Include exit lights unless less than 5 watts per fixture. Proposed Ligl)tiltg Wattage (Interi2)J)st all fixtures.For exempt lighting,not exception and leave Watts/Fixture blank. Location Number of Watts/ Watts (floor/room no.) Fixture Description Fixtures Fixture Proposed OFFICE (A) (3)F032TS 68 96.0 6528.0 TOILETS ? OFC (A) (3)F032TS 4 96.0 384.0 CORRIDOR (A) (3)F032TS 2 96.0 192.0 WAREHOUSE (D) (2)F032TS 2 64.0 128.0 WAREHOUSE (G) 100 METAL BIALIDE 12 100.0 1200.0 BREAK (A) (3)7032TS 4 96.0 384.0 TOILETS P (D) (2)F032TS 2 64.0 128.0 'WAREHOUSE DRIVE THRU (D) (2)FO32TS 1 64.0 64.0 DRIVE THRU (B) 250 METAL HALIDE 9 250.0 2250.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 11258.0 Maximum Allowed Lighting Wattage (Exterior) Allowed Watts Area in ft2 Allowed Watts Location Description per ft2 or per If (or If for perimeter) x ft2(or x If) Covered Parking (standard paint) 0.2 W/ft2 Covered Parking (reflective paint) 0.3 W/ft2 Open Parking 0.2 W/ft2 Outdoor Areas 0.2 W/ft2 Bldg.(by facade) 0.25 W/ft2 2001 Washington State Nonresidential Energy Code Compliance Form Bldg.(by perim) PERIMETER 7.5 W/If F 581.0 4357.5 Note:for building exterior,choose either the facade area or the perimeter method,but not both) Total Allowed Watts 4357.5 Use mtgr listed maximum input wattage.For fixtures with hard-wire MOM un y, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed E%T WALL (F) 400 METAL HALIDE 6 400.0 2400.0 CANOPY LID (E) (2)13WCF 7 26.0 182.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 2582.0 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG-SUM 2001 Washinglon State Nonresidential Energy Code Compliance Forms Juno 2001-KJM Prescriptive Spaces Occupancy: 1p Warehouses,storage areas or aircraft storage hangers 0 Other Qualification Checklist Lighting Fixtures: 0 Check here if at least 95%of fixtures in the space meet all four criteria: Note:If occupancy type is"Other"and fixture answer is checked,the number of fixtures in 1.Fixtures are fluorescent,non-lensed,with only one or two lamps,and the space is not limited by Code. Clearly indicate these spaces on plans. If not 2.Lamps are T-1,T-2,T-4,T-5,T-6,T-8 3.Lamps are 5-50 Watts,and qualified,do LPA Calculations. 4.Ballasts are electronic ballasts 5.Exit lights<5 watts/fixture 6.Screw-in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance LPA Use LPA` Use' LPA (Wlsf) (W/sf) Painting,welding,carpentry, machine shops 2.3 Police and fire stationse 1.5 Barber shops,b eauty shops 2.0 Atria(atriums) 1.0 Hotel ban quet/conference/exhibition hall ' 2.0 Assembly spacess,auditoriums,gymnasias, heaters 1.0 Laboratories 2.0 Group R-1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias fast food establishments5 1.5 Restaurants/barss 1.0 Factories workshops,handling areas 1.5 Locker and/or shower facilities 0.8 Gas stations,auto repair sho sa 1.5 Warehouses",-storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries" 1.5 Retail11,retail banking 1.5 Nursing homes and hotel/motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores(pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings(Group E occupancy only), 1.35 Main floor building lobbies'(except mall 1.2 school classrooms,day care centers concourses) Laundries 1.3 Common areas,corridors,toilet facilities and 0.8 washrooms,elevator lobbies Office buildings,office/administrative areas in 1.2 facilities of other use types(including but not limited to schools 3 hospitals,institutions,museums,banks, churches Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed,the specific use shall apply.In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table.See Section 1512 for exempt areas. 2) The watts per square foot may be increased,by two percent per foot of ceiling height above twenty feet,unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor,a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas,which may include elevator space,lobby area and rest rooms.Common areas,as herein defined do not include mall concourses. 8) For the fire engine room,the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating,the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window,lighting for free-standing display where the lighting moves with the display,and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w/ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling-mounted track or directly on or recessed into the ceiling itself(not on the wall). b) adjustable in both the horizontal and vertical axes(vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen,fluorescent,or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan,indicating rack location and height,is submitted,the square footage for a warehouse may be defined,for computing the interior Unit Lighting Power Allowance,as the floor area not covered by racks plus the vertical face area(access side only)of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2001 Washin ton State Nonresidential Enerpv Code Compliance Form -Mechanical Summary MECH-SUM, 2001 Washington State Nonresidential Energy Code Compliance Forms m,2031-KiM Project Info Project Address COPART FACILITY / COPART INC. Date ######## ARLINGTON, WA For Building Dept.Use Applicant Name: BON PENN CONSULTING ENGINEER Applicant Address: 3950 HIGHWAY 360 SUITE 101 GRAPEVINE TX 75051 Applicant Phone: Project Description Systems 1-5 consist of an outdoor air cooled condesning unit&an indoor air handlin Briefly describe mechanical systen unit, complete with thermostat, remote sensor, insulated refreg. Piping, ductwork, & type and features. diffusers. Min. Seer 10, equipped for low ambient operation. Q Indudes Plans Include documentation requiring compliance with commissioning requirements,Section 1416. Compliance Option 0 Simple System Q Complex System O Systems Analysis (See Decision Flowchart(over)for qualifications.Use separate MECH-SUM for simple&complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Cooling Equipment Schedule Equip. Capacity, OSA CFM SEER ID Brand Name Model ND.1 Btu/h Total CFM or Econo? or EER IPLV3 Location 1 & 2 CARRIER OR EQUAL 34000 1200 10.00 ROOF 3, 4, 5 CARRIER OR EQUAL 46000 2000 10.00 Heating Equipment Schedule Equip. Capacity, OSA cfm ID Brand Name1 Model No 1 Btu/h Total CFM or Econo? Input Btuh Output Btuh Efficienc a 1 & 2 CARRIER OR EQUAL 34000 34000 34000 100.000 3, 4, 5 CARRIER OR EQUAL 34000 34000 34000 100.000 WAREHOU SE HTRS RE-VEBER-RAY DX 125000 125000 125000 100.000 #1-4 SE HTRS RE-VEBER-RAY DX 175000 175000 175000 100.000 115-6 ATTIC TRANE UHEC051A0C0 100.000 UH 1-4 Fan Equipment Schedule Equip. ID Brand Name1 Model No 1 CFM Sp1 HP/BHP Flow Control Location of Service 1 & 2 CARRIER 1200 0.50 5-Mar CARRIER 2000 1.00 EF1-EF4 COOK GC120 75 0.10 EFS GREENRF.CK SERIES R 2000 0.75 EF6/7 GREENHECR SERIES R 4000 0.50 'If available. ,As tested according to Table 14-1,14-2 or 14-3. a If required. COP,HSPF,Combustion Efficiency,or AFUE,as s_ 2001 Washington State Nonresidential Ener gy Code Com Rance Form , Mechanical Summary (back) MECH-SUM, System Description If Heating/Cooling ®Constant vol? ®Air cooled? ® Packaged sys?0 <54,000 Btuh See Section 1421 for full description or Cooling Only: [3 Split system? 0 Economizer included? or 1900 cfm? of Simple System qualifications. If Heating Only: 13<5000 cfm? [3<70%outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. START Heating) System Type Cooling <70%OSA No or Cooling Only Heating Yes Only <5000 dm? Yes <70%OSA =Sen No Yes <70%OSA Yes► Ye <70%OSA No <54,000 Btuh Split No or 1900 dm9 System? N Yes Yes Reference Econo Section 1423 <54,000 Btuh Included? Yes or 1900 dm7 No Simple System Yes No Allowed Reference Sedion 1420 Use Complex Reference Systems Section 1430 Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. 2001 Washington State Nonresidential Ener Code Cornpliance Form Mechanical Permit Plans Checklist MECH-CHK, 2001 Washington Slate Nonresidential Energy Code Compliance Forms Juno 2001-KJM Mechanical -General Requirements 1412.5 eat Pump Controls:Unitary air cooled eat pumps shall nc ude 1411.1 General:Equipment shall have a minimum performance at the microprocessor controls that minimize supplemental heat usage during specified rating conditions not less than the values shown in Table 14-1 start-up,set-up,and defrost conditions. These controls shall anticipate through 14-3 If a nationally recognized certification program exists for a need for heat and use compression heating as the first stage of heat. product covered in Tables 14-1 through 14-3,and it includes provisions for Controls shall indicate when supplemental heating is being used through verification and challenge of equipment efficiency ratings,then the product visual means(e.g.,LED indicators). shall be listed in the certification program. 1412.6 Combustion Heating Equipment Controls:Combustion heating 1411.2 Rating Conditions:Cooling equipment shall be rated at ARI test equipment with a capacity over 225,000 Btu/h shall have modulating or conditions and procedures when available.Where no applicable staged combustion control. procedures exist,data shall be furnished by the equipment manufacturer. Exceptions: 1411.3 Combination Space and Service Water Heating:For 1. Boilers. combination space and service water heaters with a principal function of 2. Radiant Heaters. providing space heat,the Combined Annual Efficiency(CAE)may be 1412.7 Balancing:Each air supply outlet or air or water terminal device calculated by using ASHRAE Standard 124-1991.Storage water heaters shall have a means for balancing,including but not limited to,dampers, used in combination space heat and water heat applications shall have temperature and pressure test connections and balancing valves. either an Energy FActor(EF)or a CAE of not less than the following: 1413 Air Economizers EF CAE 1413.1 Operation: Air economizers shall be of automatically modulating <50 gal storage 0.58 0.71 outside and return air dampers to provide 100 percent of the design supply 50 to 70 gal storage 0.57 0.71 air as outside air to reduce or eliminate the need for mechanical cooling. >70 gal storage 055 0.70 1413.2 Control: Air economizers shall be controlled by a control system 1411.4 Packaged Electric Heating and Cooling Equipment:Packaged capable of determining if outside air can meet part or all of the building's cooling loads. electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btu/h shall be a heat pump. shall b Integrated Operation:Building Heating Energy:Air economizers Exception:Unstaffed equipment shaelters or cabinets used shall capable of providing partial cooling even when additional solely for personal wireless service facilities. mechanical cooling is required to meet the remainder of the cooling load. 1412 Controls Controls shall not preclude the economizer operation when mechanical cooling is required simultaneously. 1412.1 Temperature Controls:Each system shall be provided with at Exception: Economizers on individual,direct expansion,cooling least one temperature control device.Each zone shall be controlled by systems with capacities not greater than 75,000 Btu/h may individual thermostatic controls responding to temperature within the zone include controls that limit simultaneous operation of the At a minimum,each floor of a building shall be considered as a separate economizer and mechanical cooling for the purpose of preventing zone. ice formation on cooling coils. 1412.2 Deadband Controls:When used to control both comfort heating 1414 Ducting Systems and cooling,zone thermostatic controls shall be capable of a deadband of 1414.1 Sealing:Duct work which is designed to operate at pressures at least 5 degrees F within which the supply of heating and cooling energy above 1/2 inch water column static pressure shall be sealed in accordance to the zone is shut off or reduced to a minimum. with Standard RS-18. Extent of sealing required is as follows: Exceptions: 1. Static pressure: 1/2 inch to 2 inches;seal transverse joints. 1. Special occupancy,special usage,or code requirements 2. Static pressure: 2 inches to 3 inches;seal all transverse joints where deadband controls are not appropriate. and longitudinal seams. 2. Buildings complying with Section 1141.4,if in the proposed 3. Static pressure: above 3 inches;seal all transverse joints, building energy analysis,heating and cooling thermostat longitudinal seams and duct wall penetrations. setpoints are set to the same temperature between 70 Duct tape and other pressure sensitive tape shall not be used as the degrees F and 75 degrees F inclusive,and assumed to be constant throughout the year. primary sealant where ducts are designed to operate at static pressures of 1 inch W.C.or greater. 3. Thermostats that require manual changeover between 1414.2 Insulation:Ducts and plenums that are constructed and function heating and cooling modes. as part of the building envelope,by separating interior space from exterior 1412.3 Humidity Controls:If a system is equipped with a means for space,shall meet all applicable requirements of Chapter 13.These adding moisture,a humidistat shall be provided. requirements include insulation installation,moisture control,air leakage, 1412.4 Setback and Shut-Off:HVAC systems shall be equipped with and building envelope insulation levels.Unheated equipment rooms with automatic controls capable of accomplishing a reduction of energy use combustion air louvers must be isolated from the conditioned space by through control setback or equipment shutdown during periods of non-use insulating interior surfaces to a minimum of R-11 and any exterior or alternate use of the spaces served by the system.The automatic envelope surfaces per Chapter 13.Outside air ducts serving individual controls shall have a minimum seven-day clock and be capable of being supply air units with less than 2,800 cfm of total supply air capacity shall be set for seven different day types per week. insulated to a minimum of R-7 and are not considered building envelope. Exceptions: Other outside air duct runs are considered building envelope until they, 1. Systems serving areas which require continuous operation at 1. connect to the heating or cooling equipment,or the same temperature setpoint. 2. are isolated from the exterior with an automatic shut-off damper 2. Equipment with full load demands of 2 kW(6,826 Btu/h)or complying with Section 1412.4.1. less may be controlled by readily accessible manual off-hour Once outside air ducts meet the above listed requirements,any runs controls. within conditioned space shall comply with Table 14-5 requirements. 1412.4.1 Dampers:Outside air intakes,exhaust outlets and relief outlets Other ducts and plenums shall be thermally insulated per Table 14-5. serving conditioned spaces shall be equipped with dampers which close Exceptions: automatically when the system is off or upon power failure. 1. Within the HVAC equipment. Exceptions: 2. Exhaust air ducts not subject to condensation. 1. Systems serving areas which require continuous operation. 3. Exposed ductwork within a zone that serves that zone. 2. Combustion air intakes. 1415 Piping Systems 1412.4.2 Optimum Start Controls:Heating and cooling systems with 1415.1 Insulation:Piping shall be thermally insulated in accordance with design supply air capacities exceeding 10,000 cfm shall have optimum Table 14-6. start controls Optimum start controls shall be designed to automatically Exception:Piping installed within unitary HVAC equipment adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled Water pipes outside the conditioned space shall be insulated in occupancy.The control algorithm shall,as a minimum,be a function of the accordance with Washington State Plumbing Code(WAC 51-26) difference between space temperature and occupied setpoint and the 1416 Completion Requirements(Refer to NREC Section 1416 and the amount of time prior to scheduled occupancy. Building Commissioning Guidelines,published by the Building Commissioning Association,for complete text and guidelines for building completion and commissioning requirements.) � � � � r - - _ _ - _ -_ - - - - - - - - 2001 Washin ton State Nonresidential Ener Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK' 2001 Washington State Nonresidential Energy Code compliance Forms June 2001-KJM Project Address COPART FACILITY / COPART INC. Date 10/11/2002 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) I Section Component Information Requirec on Plans Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment performance z•a• 1411.4 Pkg.elec.htg.&clg. List heat pumps on schedule yes 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans yes 1412.2 Deadband control Indicate 5 degree deadband minimum .z.a. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff.day types yes 1412.4.1 Dampers Indicate damper location and automatic controls yes 1412.4.2 Optimum Start Indicate optimum start controls •a• 1412.5 Heat pump control Indicate microprocessor on thermostat schedule i.e. 1412.6 Combustion htg. Indicate modulating or staged control yes 1412.7 Balancing Indicate balancing features on plans yea 1422 Thermostat interlock Indicate thermostat interlock on plans 1•a• 1423 Economizers Equipment schedule 1413 Air economizers yes 1413.1 Operation Indicate 100%capability on schedule yea 1413.2 Control Indicate controls able to evaluate outside air yea 1413.3 Integrated operation Indicate capability for partial cooling 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary yes 1414.2 Duct insulation Indicate R-value of insulation on duct yes 1415.1 Piping insulation Indicate R-value of insulation on piping 1416 Completion Requirements yes 1416.1&2 Drawings&Manuals Indicate requirement for record drawings and operation does. yea 1416.3.2 .Air Balancing Indicate air system balance requirements i.e. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 1416.4 Commissioning Indicate requirements for commissioning and prelim.Report yea 1424 Separate air sys. Indicate separate systems on plans yea Mech.Sum.Form Completed and attached. Equipment schedule with types, input/output,efficiency,cfm,hp,economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water htg yes 1441 Elec.water heater Indicate R-10 insulation under tank yea 1442 Shut-off controls Indicate automatic shut-off 1443 Pipe Insulation Indicate R-value of insulation on piping n.a. 1453 Pool heater controls Indicate switch and 65 degree control z•a. 1454 Pool covers Indicate vapor retardant cover a.a. 1454 Pools 90+degrees Indicate R-12 pool cover I "no" is circled for any question, provide explanation: 2001 Washin ton State NonresidenLaLLn_e..rZ Code Compliance Form Mechanical - Complex 1 • 2001 Washington Stale Nonresidential Energy Code Compliance Forms June 2001-KJM Project Address COPART FACILITY / COPART INC. Date 10/11/2002 The following additional information is necessary to check a mechanical permit application for a complex mechani For Building Department Use system for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings(see the MECH-CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this information in separate specifications alone is NOT an acceptable alternative. Applicability Code I Location Building Department (yes,no,n.a.) Section lComponent Information Required on Plans Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY yes 1431.1 Field aysem.sys. Provide calculations Yee 1432.1 Setback&shut-off Indicate separate systems or show isolation devices on plans yes 1432.2.1 .Air system reset Indicate automatic reset a.a. 1432.2.2 Hydr.system reset Indicate automatic reset n.a. 1433 Economizers Indicate economizer on equipment schedule or provide calculations to justify exemption yes 1434 Separate air sys. Indicate separate systems on plans Indicate that simultaneous heating and cooling is prohibited, yes 1435 Simul.htg.&clg. unless use of exception is justified Indicate heat recovery on plans;complete and attach heat n.a. 1436 Heat recovery recovery calculations n.a. 1437 Elec.motor effic. MECH-MOT or Equip.Schedule with hp,rpm,efficiency n.a. 1438 Variable flow sys. Indicate variable flow on fan and pump schedules 1439.1 Kitchen Hoods Indicate uncooled and unheated make-up air 1439.2 Fume Hoods Indicate VAV,unheated/uncooled or heat rec.makeup I "no" is circled or any question, provide explanation: Decision Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to project. Refer to the indicated Code sections for more complete information on the requirement: Start Here T Section 1411.1 Equipment Efficiency Shall Meet Tables 14- 1 through 14-3 Section 1431.1 Field-AssemW Yes Calculations of Total Equipment? On-Site Energy Input &Ouput Required No Section r Supply Hot C pjcity of H Air System Section 1432.2 Water Supply Yes Heating System> No Serving Multiple Yes Supply Air Reset Temperature Reset 00,000 Bluh Zones? Controls Required Required No 1 i (continued on back) T fff _ J 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical - • • • . • ' 2001 Washington Slate Nonresidential Energy Code Compliance Forms June 2001-KJM Motor Eff. .Ili-spoed Mo Section 1437 Included in Equip. No in Multispeed No Motors Must Meet Ped.Rating? system? Efficiencies in Table 14-4 Yes Yes Coding Capacty eting&Cod4q Electric >20.000 Btuh? Yes One Package? Yes Resistance Yes Heat? Section 1411.4 No Must be a Heat Pump No 225.000 Bt Section 1412.6 Modulating or Staged Sedion 1412.8 Healing Yes Combustion Controls Provide Capacity? Required Microprocessor Heat Pump Controls No y Air>5, Section1436 dm&OSA> Yea 50%Effective Heal 70% Recovery Required No oud Bldg t Yes PackageUnit7 N Comangcapscily Capacity >64,000 Btuh >240,000 Btuh of T Ye Yes Yes No No Section 1433 AirSide Economizer Required 435 ystem or Z !T- ls Must w/Simultaneous Yesply Air Htg-&Clg.? efore cooling No Application mps> Section 1438 Involves Variable Yet ? Yes— Variable Flow Flow? Devices Required No Section 1439 2 otal Bldg,Fun One Required: Exhaust>15,000 Yes ► dm? a 50%VAV Exhaust& Make-up b. 75%Direct Makeup w/ No Tempering Only c. Heat Recovery per 1436 on 1439 1 ` d Constant Volume w/ dchen Exha No Heating or `50fpm Face Velocity Hood>5,000 Vos—►. CooSectiling for at Least cfm? 50%of Make-up Air No T_ DONE t JUN 20 2003 8: 51AM F"' FIRT, INC 7 639-5063 p. 2 Copart Corporate Headquarters Auto Auctions June 20, 2003 Enginccring Department Facsimile 360-403-3447 City of Arlington Attn: Gregg Eaton RE: Chain Gnl-c fence in om of Copart building at 167501 515t Avenue. Along 51't Avenue, Copai t, Inc, agrees to replace galvanized chain link fence to black vinyl chain link fence and paint existing posts black per city code. We will need approximately 90 days frc in date of this letter to complete this work. We appreciate your coopt ration in this matter Any questions,please cal me @ 916-712-2915 Best regards, Loran Kelley Property Manager 1.4 4665 Business Center Drive Telephone (707)639-5000 Fairfield,CA 94534 Fax (707)639.5088 ,,, , _. � r 1 �7 AN Gary Parkinson //Architects December 04, 2002 David W. Anderson Copart Building Official RE V�� City of Arlington 238 North Olympic Avenue Arlington WA 98223 Project No. 02c-214,b 1 0 Dave /�0'� s�00� Attached are the answers to the comments regarding the Copart project as requested in thPIQWA Consultants letter dated November 19, 2002. All of the items have been addressed. The information included should be adequate for you to complete the project review. NONSTRUCTURAL --� 1. The warehouse and office areas should be categorized as)�esh2che building is not intended to store cars. All car storage is to take place ou side. T drive thru area is for viewing purposes only. Once the cars are viewed, they will be taken outside for storage or pick up. The information on the cover sheet has been revised. See drawing CS. SS 2. This wall is Ilwarequired to be rated since it is separatingN and B occupancies. The information requested is shown on the floor plan, section 2A/A3 and the addition of detail 15/A3 in the event that a rating has been overlooked. 6�--3. See the response for#2 above. The UL listing for the penetration is called out on wall type E. Drawing Al (UL Design U465) in the event that a rating has been overlooked. 4. The wall is located adjacent to structural members. This will ultimately be determined vV when the General Contractor or Owner submits the metal building drawings. There should not be any oil or fuel spills within the drive thru areas that cannot be Qcleaned up with the use of standard cleaning equipment since automobiles will not be in the space for extended periods of time. The storage area is not intended to be an automobile storage area. The addition of floor drains and oil water separators seems excessive for this use. 0*6. A ceiling bracing detail has been added to drawing AT 6�-7. Flame spread ratings have been added to the wall types schedule on drawing Al. MECHANICAL y�S 1. No rating is required between S2 and B occupancies. Fire/smoke dampers are not required. 2001 WASHINGTON STATE ENERGY CODE 1. A note regarding the glazing u-value has been added to the window schedule notes on drawing A2. 2. The project was submitted using the prescriptive approach. See the attached envelope summary forms. 2812 COLBY AVENUE • EVERETT,WASHINGTON 98201 • (425) 252-2153 9 FAX: (425) 742-8130 9 E-MAIL:Admin@GaryParkinson.com *L ' all 3. A note regarding the vapor retarder has been added to the wall types schedule on drawing Al. 4. Slab on grade insulation was added as requested. See drawing A4 and the attached envelope summary forms. 5. These areas were included in the envelope summary calculations previously submitted. See the attached envelope summary forms. 2001 WASHINGTON STATE REGULATIONS FOR BARRIER FREE DESIGN 1. The international symbol of access has been added as requested. See drawing 8/A3. 2. Signage was included on the original submittal. See drawings 1/A4 and 2/A4. 3. This requirement is called out on revised door note#6 drawing A2. 4. Detail 14/A3 was included in the original submittal. This detail meets the requirement as noted. STRUCTURAL 1. Noted. 2. Ca 1 pull the foundation permit? 3. T neral Contractor or Owner will submit structural calculations and drawings for lie building. N We believe that the information requested has been adequately shown on the revised information q Y included with this package. Please feel free to give us a call (425) 252-2153 if you have any questions or comments regarding the above. Sincerely, Adam B. Clark Architect Cc: Fred Deeming- Copart J ■ I 1 _ : • =� • r Z ` •. i No LH �1 ■ J �r` _ I..�i■ iWI■ m � 1 _ 1 7 NE" EL r ' . bwv- 11 L--% W- kyNIN .=I vrm m m m 9REN EME 0 mj� r.9 m ZI ti gm"gr■7 r _ T m m . . ELM � F _ 1 . . . r mm 0 01 - , a r_� - CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish.WA 98074 (425)836-2833 FAX:(425)836-3707 E-Mail:chuck.maCverizon.net November 19, 2002 Copart —#02-5213 Car Auction 1997 Uniform Building Codes Type of Construction: II-N Occupancy—B/S3 Stories: 1 Area: Actual 16,475 sf/ Allowable 24,000 sf Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the Copart Car Auction building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 2000 Washington State Nonresidential Energy Code and 2000 Washington State Accessibility Requirements. For questions regarding this review contact CWA Consultants. Piease provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The actual occupancy of each area should be indicated. The office area should be a B occupancy. The other areas should be classified as an S3 occupancy. 2. The construction joints at the top of walls that require protected openings (occupancy separation) should be listed construction joint assemblies. The listing number (UL, ICBO, etc.) along with construction details should be provided on the plans. The construction joints should be capable of accommodating the required deflection of the adjacent structural members. A detail should be provided where the wall is beneath the metal floor decking (both perpendicular and parallel to flutes) and roof/floor beams. 2l � � � � � � � 1 City of Arlington - #02-5213 November 19, 2002 Page 2 of 3 3. Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive occupancy separation walls. Section 710. These should be listed assemblies with listing number provided. 4. It is not clear if any columns and beams will be within the occupancy separation. If so, details must be provided for the fire protection of the affects on structural members. 5. A floor drain must be provided for the Drive Thru and Car Storage areas. The drain must be connected to an approved oil separator in accordance with the Plumbing Code. 6. Details for lateral restraint of the suspended ceiling system must be provided including the requirements for compression struts. 7. The facing of the insulation that is exposed to the interior should have a maximum flame spread rating of 25. MECHANICAL 1. The duct penetration of the one-hour occupancy separation near the toilet rooms must be a combination fire/smoke damper. Section 713.10 2001 WASHINGTON STATE ENERGY CODE (WAC 51) 1. The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 2. The component performance building envelope option is not correct as submitted. The target UA from Table 13-1 must be used. Each component area and U-factor should be identified in the equation. 3. A vapor retarder should be shown on the warm side of the insulation. 4. The slab-on-grade insulation should be installed between the edge of the slab and the stem wall, to create a thermal break. The designer may choose to eliminate the prescriptive slab insulation by using the component performance option from Section 1330 to demonstrate compliance with the building envelope thermal performance requirements. Calculations would be required to be submitted. 5. The total heating input into the storage and drive thru areas exceeds 8 BTUH/SF and, therefore, must be considered as a heated space. Envelope calculations must be provided. _ - Y I 1 City of Arlington - #02-5213 November 19, 2002 Page 3of3 2001 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. The international symbol of access should be displayed at the accessible building entrances and all areas of evacuation assistance. Section 1103.2.3 & 4 2. Signs for the visually impaired should be provided to identify public toilet rooms, stairs, and elevators. Where other signs are provided, they should also comply. Section 1103.2.4, 1106.16. 3. All doors in the building that have a latch set or lock set should have lever-type operating hardware. Section 1106.3.1 4. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Anchor bolts (Table 19-F) Structural steel welding High strength bolting 2. The foundation plan is acceptable as submitted. In my opinion, a separate foundation permit may be provided. 3. Structural calculations must be provided for the metal building. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants cc: Parkinson Architects 2812 Colby Avenue Everett,WA 98201 FAX: (425)742-8130 � � � �,1 2001 Washin -i State Nonresidential Energy Code Compliant- '7orm ' Envelope Summary W Climate Zone 2001 Washington State Nonresidential Energy Code Compliance Forms ReWsed June 20W KJM Project Info Project Address Copart Date 12/4/02 Slat Avenue NE For Building Department Use Arlington WA Applicant Name: nary Parkinson Architects Applicant Address: 2812 Colby Avenue Everett WA Applicant Phone: (425)252-2153 Project Description New Building ❑Addition ❑Alteration ❑Change of Use Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑Systems Compliance Option (See Decision Flowchart(over)for qualifications) (4.0 not acceptable) Analysis Space Heat Type O Electric resistance 0 All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 equals %Glazing Gross Exterior Wall Area if they are insulated to the level required for opaque walls. 272 . 0 — 9828 . 0 X 100 = 2 . 8% O yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option Option. See Decision Flowchart(over)for qualifications. Enter requirements for each qualifying 0 no assembly below. Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 Roofs Over Attic If project qualifies for Concrete/Masonry Option,list walls All Other Roofs R-3 0 with HC>_9.0 Btu/ft2•°F below(other walls must meet Opaque Wall requirements). Use descriptions and values Opaque Wallsl R-11 from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade Radiant Floors Maximum U-factors Opaque Doors Vertical Glazing Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing Semi-heated space 2 Minimum Insulation R-values Roofs Over Semi-Heated Spaces2 1.Assemblies with metal framing must comply with overall U-factors 2. Refer to Section 1310 for qualifications and requirements Notes: ,--- •. �� '� I 2001 Washin,- i State Nonresidential Energy Code Compliances worm ' Envelope UA CalculationP • 2001 Washington Slate Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Project Address copart Date 12/4/02 Space Heat Type O Electric resistance 0 All other For Building Department Use Glazing Area as%gross exterior wall area 2.896 Prop. 40.0% Max.Target Concrete/Masonry Option O Yes O No Notes: If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used,Target U-factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA U x A U-factor x Area(A) =UA(U x A) U= Plan ID: 0.900 272.0 244.8 0.900 272.0 244.8 U= Plan ID: Glazing% Electric Resist. Other Heating m U= Plan ID: 0-15% 0.40 0.90 U= Plan ID: >15-20% 0.40 0.75 > 0 U= Plan ID: >20-30% see note above 0.60 U= Plan ID: >30-40% see note above 0.50 U= Plan ID: (see Table 13-1 for Conc/Masonry values) U= Plan ID: U= Plan ID: Glazing% Electric Resist. Other Heating U= Plan ID: 0-15% 0.80 1.45 O O U= Plan ID: >15-20% 0.80 1.40 tM o U= Plan ID: >20-30% see note above 1.30 �o U= Plan ID: >30-40% see note above 1.25 O xi U= Plan ID: (see Table 13-1 for Conc/Masonry values) O U= Plan ID: G U= Plan ID: 0.600 1359.0 815.4 0.600 1359.0 815.4 MU a °o U= Plan ID: Electric Resist. Other Heating O U= Plan ID: 0.60 0.60 n v R= Plan ID 0.036 16475.0 593.1 0.036 16475.0 593.1 > > * R= Plan ID: Electric Resist. Other Heating e O a R= Plan ID: 0.031 0.036 iu w R= Plan ID: O 0 R= Plan ID: Electric Resist. Other Heating R= Plan ID: 0.034 0.050 R= Plan ID: 0.140 8197.0 1147.6 0.140 8197.0 1147.6 R= Plan ID: ** `� R= Plan ID: m ** R= Plan ID: Electric Resist. Other Heating R= Plan ID: Ordinary 0.062 0.14 C R= Plan ID: Conc(int) 0.19 0.19 R= Plan ID: Conc(oth) 0.25 0.25 **Note:sum of Target Areas here should equal Target Opaque Wall Area(see back) R= Plan ID: �0: -00) =u R= Plan ID: Electric Resist. Other Heating is tj 3 R= Plan ID: 0.062 0.14 Note:if insulated to levels required for opaque walls,list above with opaque walls v R= Plan ID: D o c R= Plan ID: Electric Resist. Other Heating c R= Plan ID: 0.029 0.056 R= Plan ID: y c R= Plan ID: 0.100 16475.0 1647.5 0.540 16475.0 8896.5 am -c R= Plan ID: Electric Resist. Other Heating n °' R= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant floor values) *For CMU walls,indicate core insulation material. Totals 42778.0 4448.4 Totals 42778.0 11697.4 For compliance: 1)Proposed Total Area shall equal Targe o a re.,at c _ r pos c o a A shall no xceea I arget I ofal UA. �. � - 4 I � - - � - I 2001 Washir-',n State Nonresidential Energy Code Complianc corm Ir Climate • 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC* x Area A =SHGC x A SHGC x Area A =SHGC x A ID: 1.000 272.0 272.0 1.000 272.0 272.0 ID: Glazing% Electric Resist. Other Heating N ID: 0-20% 1.00 1.00 ID: >20-30% not allowed 0.65 ID: >30-40% not allowed 0.45 ID: (see Table 13-1 for Conc/Masonry values) *Note:Manufacturer's SC may be used in lieu of SHGC. Totals 272.0 272.0 Totals 272.0 272.0 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE:Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. TargetArea-Adjustment • If the total amount of glazing area as a%of gross exterior wall area(calculated on E NV-SUM1)exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls Note: GlazingArea OG= OG= VG= 272.0 OG =overhead glazing Opaque Area 16475.0 8197.0 VG =vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13.1) Glazing Area 9828.0 X 40.0% _ 100 = 3931.2 11 Target OG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Remaining Target VG Area For Target OG's,the 3931.2 — lesser = 3931.2 — lesser = 272.0 lesser values are used both here and �> 3931.2 �> 3931.2 I below. Proposed Opaque Area Proposed OG Area Ta et OG AreaW Ta et Opaque Area RoofsoverAttics 16475.0 + _ = 3.6475.0 Other Roofs + — Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area Walls 8197.0 + 272.0 _ 272.0 = 8197.0 Target Areas OK Note: If there is more than one type of wall,the Target VG Area maybe distributed among them,and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Targetvalues in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. -. �, S , � . . I RO11 :COPRPT INC. FRY, NO. :909 5813564 Feb. 11 2003 01:12PM P1 -' 3 Rancho Cucamonga Copart Auto Auctions 12167 Arrow Route Rancho Cucamonga, CA 91739 Phone (909) 581-3595. Fax (909) 581-3564 Date 11 Page 1 of — To -Ao �r.a T-` / eo-A a q From Subject �.�2��L�. 12�• ���-7� Comments 4-1z',o a, rs/l' A& -4 l L✓ 1� ��f�—LDS ALA, !f you do not receive all the pages please call the ahwe number far assistance- I ti I ,.3 03 02: 16p Fred Deeming 707-449-8131 p . 2 an 10 03 09: 23a ,nik Engineering [4f�1 743-1848 p. l r?11` P 'ftfmUSN1K ENGINEERING FAX MEMORANDUM ATTN: Fred Deeming DATE: 01-10-02 COMPANY: Copart Auto Auction PROJECT: Copart 5500 E. 20'St, 2"a Floor Arlington Washington Benicia, CA 94510 FAX: KE JOB NO. 02-022 cc: Adam Clark, GPA PAGES: 1 of 1 Hard Copy to Follow via Mail: Yes❑ No Fred, Confirming our conversation regarding bending of the grade slab welded wire fabric down into the footing as shown on our foundation details for this project, The bent fabric can be eliminated in lieu of placing 44 bars at 48"o/c as shown below. --- I trust this brief memo will meet your needs. Sincerely, Daniel Kos nik Phone:(425)743-7004 Fax:(425)743-1848 Principal 16300 Mill Creek Blvd_,Suite 105 Kosnik Engineering Mill Creek,WA 98012 s I 1 I� ■ RD`- :C�A�T I NC. FAY NO. :909 5813564 '"'} Feb. 11 2003 01:12PM P1 Rancho Cucamonga Copart Auto AucfionY 12167 Arrow Route Rancho Cucamonga, CA 9173.9 Phone (9U9) 581-3595. Fax (909) 581-3564 �� O Page 1 of ate � l - ---- �,�a : s� z r 9- .712 a From - "'d A / !'`! Subject Comments 4'R�_Tl��� �2i� � ow J 14z S �PAZAA--' lfyou do not receive all the pagesplease call the above number.for assistance_ � •� F H �. 1 } 1 � '' .I 1 FRafl :COP9PT INC. FAX NO. :909 5013564 Feb. 11 2003 01:12PM P2 � FEB 11 2003 12: 33PM COPART, INC ?07 G.30 Soso I RAFELD PORT WESTERN C'EOTCCHNICAL CONSULTANTS)In. F-ROMCr.EA.RTEYWORK CM JOB NO:02 32-4,1 C1.IEW, COP-ART RnPoRTNO:TAIL-4-I 419-1 Sakspriar.,DHVS WEAT14ER',SUNNY,SU°F=h DA.Ta: 0111 iV03 Fenrdala WA 9R24d1 Phone;(360)3&2507 PAGE: I OF I Fax.'(360f IMPECTOR, 7)3D IJAMM13R a13SIIRVATiON OF: MILL?AD CSRTIFICA-n0 N met on Site with Ferry-Boyd of Sky Valley Testing. I reviewed the site plan and the fill pad has up to 3-1/2 feet of structural fill. I therefore had Mx. Boyd run a series of tests from surface to-mans 1-foot. I then had an excavator dig 2-foot deep holes at thmo locations at the quarter points of the building footprint and W. Boyd ran density,tests from 2 to 3 feet, All of the tests sites demonstrated that the fill pad densities meet the n inimuan coippactio'n criteria of 95% maximum dry density as determined by A.STM D-1557 test procedure. A copy ol'the test results provided by Sky Valley Testing is attached. ZND Field Report 02 32 4-1 ., subnuttad By: Thoodore A.Hammer,P,13, dootechnical Engineer •� �� �M I *PCII :COPAPT INC. FAX NO. :909 5813564 ,�i Feb. 11 2003 01:12PM P1 ■ i Rancho Cucamonga Copart Auto Auctions 12167 Arrow Route Rancho Cucamonga, "CA 91739 Prone 909 581-3595 Fax (909) 581-3564 Page 1 of )ate irk : yz 5., S"9- 712 a To �'�a �'cT � G-R Uq 41 AA f1P-,J From �Af 09 A kJ u l` Subject C_' da,'-I- Comments 4/0-A g� A ZZ .If you do not receive all the pages please call the above number,far assistance" • • � _�� I I FROM :COPBPT INC. FAX NO. :909 5013564 � Feb. 11 2003 01:12PM P2 - .FEB- 11 2003 12. 33PM CQPART, INC - ' 707 s30•••50G3 P. 2 FIELD AEMN WUTERN GEOTjjOR244 CONSULTANTS I �o�3cr.EARTFTWpRR CM Ias No:42 32 r{,i CLUMr; COPART .RBPOETNO:TAH-4-I 4183 SnleppriWBAT14ER:SUNNY.50-p-+ DATE; 01/10/03 Fbrnd4k ►ANOME.(360)3 PAQ9: IAqx••(360)38 -IMPECTO R, 7)31)IJAMMBR )BS13RVAT[ON OF: FILL,PAD CBRTTFICA-no N 1 met on Site with Jerry Boyd of Slay Valley Vesting, I reviewed the site plan and the till pad has up to 3-1/2 feet of structural fill. I therefore had Aix. Boyd run a series of tests from surface kO•nunus 1-foot. I then had an exeavato.r dig 2-foot deep holes at thrty6 locations at the quarter )pints of the building footprint and Mr. Boyd ran density tests from 2 to 3 feet, All of the tests 3ite,s demonstrated that t�b.e fill paid dimities meet the minimum cotppaction-criteria of 95% naximum dry density as determined by A.STM D-1557 test procedure. 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'� FAX N0. :909 5513564 Feb. 11 2003 01:14PM P6 FEB 11 2003 12: 34PM m, RT, r.rvc •: 7❑7 639-5063 6 jr IWO '''� • � r, r` is � � , � • I , 'S'�,•. • , • • IF IF r• PROPOSED •rl • i ,� • F IN : WNW � .�• �•rr• " ,� y••,� . . ; �wrn'.'wwr,�.�.�"•w�wMl'tr•ew".��w �w ��►�+r � j,,.. r•, .111 � •L .. f� .�' , ; ��•. � � AEr�„arc FR,j7M :�UPAPT INC. \ FRX NO. :909 5313564 ' � Feb. 11 2003 01:12PN P3 1 , FEB 11 2003 12: 33PM COPART, INC 707 639-5063 P- 3 SKY VALLEY r3uvetivROF.Trots TESTING IoaNfl, P. Q. BOX 835 Hanrce, WA98271 TIC ONsrrn (360) 794-4555 �'�� 7&A Msrre s PA ~ / OF I DAILY.l MLI) REPORT went A�/��f via To�R.9 CLUNrrowxr.R 1 OIIT SEQ,NQ, JOB CDiTR++C1"OR AttL.../ ..7/ /' / /'J UAT$ DRYLY W&ER ,'6� y RIV6Ir-IG A400 x- 44= �l Q` 14 ►P Test Locatlon , Point Fill mov. Molaturn Dry Max. I) Depth r Contank �an8it ry I'arcvnt No. Q/� !} 64IC 25� Ft. I t. ,:y per f y Density Capra, lan 72 117 NOTM: _ -_. r -� 7 FEB-06-2003 14:15 P.01 TJM 1PURDY CONSULTANTS DESIGN CONSULTANTS 14850 Montfort Drive Suite 250,LB 32 j Dallas, TX 75254 Tel: 972/386-6836 I Fax: 972/386-6837 I { MEMO PY { TO: Mr. Dave Anderson VIA FAX ONLY i I! FROM: J. Laurence Purdy 41 { DATE: February 6,2003 it ! RE: Copan,Inc.—Arlington,WA Oil Interceptor Installation Per our telephone conversation, we politely provide the following information regarding the oil interceptor installation for the subject project: In accordance with the UPC, the proposed oil interceptor to be installed is a Size 600, 7,1186 as manufactured by Zurn (cut sheet attached). This device is rated for 25 GPM of flow. • Three (3) plumbing fixtures are piped through this device; two (2) floor drains and one (1) service sink. The only water source to the floor drains would be a standard "garden hose" extended from the building exterior. Typical flow of this type of hose is approximately 5 GPM. The service sink has a 3 GPM water faucet. Thus, with all fixtures flowing, we have a total of 13 GPM of flow (5 GPM + 5 GPM + 3 GPM). Hence, the proposed interceptor significantly exceeds the full >> flow requirements. I• i ' We believe that with the above information and the attached cut sheet, the proposed installation issues regarding this item should be properly resolved. I! If you have any questions, please do not hesitate to contact us. Otherwise, we will ! proceed accordingly. Thank you for your attention and cooperation in this matter. i� i i� FEB-06-2003 14:16 P.02 ZUM 1 • Z-1 1 86 SPECIFICATION SHEET OIL. INTERCEPTOR TAG Dimensional Data(Inches and[mm])are Subject to Manufacturing Tolerances and Change Without Notice _ 2[511 I VENT I I CUNNEC I IUN ---,:�-- �I -- ------- - - - III + FU IP NUT_ BRASS , T Ift ECIION ������� II �a STEEL I B 1LD o I NIPPLE 1NG DEPARTMENT �Uv p K STEEL„ �.' r E R®r ELHow p V E'D V DAT — M i -� ' C A SA S APPRO tJT iZED 1 1/2[3 UILDI D BY THE I)RAWOFF NG IN PCCTOR CONNECTION INI.FT -C- 4Tpapoy -- OUT1 177 Inlet/ Flow Water Approx ! Dimensions In Inures I Size Outlet Rate Cap. wt.lbs. I Size— 'GPM N Gal.[L] [kg] C DIE F G H K M I } 300 2 (501 10 (38] 7 [261 56 [261 13 SM [346] 8118 [208] 25 118 [638] 14 13561 11 518 P951 10 5/8 12701 4 5/16 (1101 I 400 2 [501 15 [57] 9 ]34] 77 ]351 14 (358] 3114 12101 25 1/4 [6411 14118 13591 115/8 (2951 11 [2791 47116 [1131 11 500 3 [75] 20 6] 10 [36] 106 148 15 1/2 394] 9 3/8 OM 271/8 [689] 16 314 [4251 13114 P361 12 1/2 PIS] 5 9116 [141] 6W 3 p5] 25 [94] 6 [601 116 [531 18 1/4 [464] 11 314 [298] 30 [762] 17 1/4 [43B] 16 [4cial 15 1/4 [387j 6 1/4 [159] M-6-M-11111;pp 700 3 [751 35 [1321 21 V9] 140 [64] 19 3/4 [502] 12 112 13181 32 114 [819) 19 718 1505] 16 318 [4161 16 3/4 14251 67116 11641 800 3 [751 50 (1891 30 1113] 111 [nil 241/4 (616] 14114 i• [382] 34 1 B [667] 2212 [572]1 171/4 [4381 21 114 (5401 8 3116 [208] ENGINEERING SPECIFICATION:ZURN Z-1165 Acid Resistant Coated Interior and exterior fabricated steel oil in*oeptor,bronze clearwut plug and f visible double wall trap$",nenovable combination 1)W44un:OquSiWAS tlow Musing baffle and sediment bucket,horkontalbafi4e,adjustable oil drawoff I and vent connections aithar side,secured gasketad non-skid cover,complete with flow control fitting, Regularly furnished with inlet and outlet in high i position. OPTIONS (CheWapecify appropriate options) PREFIXES Z- Acid Resistant Coated Fabricated Steer 4: Acid Ri�,isrant Coated Interior and exterior fatxicated steel wdension section. (Specify V Dim.required)for recessed installation, I -K Anchor flange 1 314(441 down from top and 2[51]wide.A 3[761 min'amkmr extension height is required when anchor flange(-lQ option is specified.(Spaafy'C Dim.height MquiPbd.) -KC Anchor flange 1 314[44]down from top and 2[51]wide with clamp Wier. Inlet and outlet sixes shown indicate standard operating sixes and flow control setting,Size*300 and#400 will have 3[76]conneclians reduced to 2[511 standard.ShM 0700 and MW will have 4[100]connerfons reduced to 3[76]as standard. REV. H DATE:10126199 C.N.NO. 83412 it �f 'REGULARLY FURNISHED UNLESS OTHERWISE SPECIFIED DWG.NO. 5$916 PRODUCT NO. Z-11136 , ZURN INDUSTRIES,INC.a SP£MCATKON DRAINAGE OPERATION ♦IBM Prabrrgh Ave. r Erie,PA 16514 Phone!8144456-0921 • Farc 8141454.7829 •World Wide Wetx wwwsuromm In Catada:ZURN INOUSTRtIFS LUI M♦X44 Nashua D*m • NOsslaaauyi,Onlario L4VIL2 ♦ Priam 906r4os4272 Fax:W5140&1292 I I l !I r. TOTAL P.02 �, _ .. • I _ ,, d. IV'ew england plumbing & contractor 7 p.o. box 1583 Marysville,wa, 98270 Phone: 360/657/4812 Fax; 360/657/2272 Fwc 5 Z 'a: f�r✓ — ef�_ ls' From: Jack co Fax: D Phanal es: Rai CCt ❑ Urgent ❑ For Review 0 Please Comment ❑ ple*se Reply ❑ Pie*se -Comments: (CIIdc here and type any comments] i 0 'd Z i 8b L99 092 1N0O 'S SNW1d QNOIDN3 M3N Wks ZV: 80 £00Z-t,0-$33 �'"�'� �, �� �� �� � � �� � i ', ► l �X '��.--r, 9 � � � �. •, � ,�"--' ��; � �- � R 1�, � � _ -�_ .1 _ -. -__ _-- -_ __ f -r-- i ;� �6 FEB-05-2003 11:23 A-t--yJ, 7 , P.01 186 SPECIFICATION SHEET AZURN Z-1 �- OIL INTERCEPTOR TAG Dimensional Data(inches and[mm])are Subject to Manufacturing Tolerances and Change Without Notice I N 2F51) C VENT CONNECTION RRASS I [w E FO LIP NU1 TTUBE NECTION n LE w o K STEEL ELBOW— I x R jo n qr, N o roc —1 � f �r' f 1 CL H U hi INLET O-WI. T Inlett FIpW Water Approx. Size Outlet Rate Cap. Wt.Lbs. i Size"' GPM N Gal.[L] [kg] C 300 2 [50] 10 [38] 7 R6] 56 [26) 13 W ["] 8 400 2 [50] 15 [57] 91341 77 [351 14 [356] 8 �. V S00 3 [75) 20 [76] 10 [38] 106 148 15 112 3941 t II600 31751 2S [94] 16 p80, 116 [53] 18 114 [4841 1 ! 700 1 3 [75] 35 [132] 21 [79] 140 [841 19 314 [502] i 800 1 3 [75] 50 [189] 30 [113] 171 [78] 24 114 [616] �' ji ENGINEERING SPECIFICATION:ZURN Z-1IaS Acid Resistant visible double wan trap seal,removable combination pressure equl 1 and vent connections either side, secured gasketed nonskid co, position. OPTIONS (Checklepecify approprlate options) PREFOW Z- Acid Resistant Coated Fabficated Steel` SUFFM 4= Acid Resistant Coated Interior and 0 4eripr tat -K Anchor flange 1 314["1 dawn from top and 2 on j is specified.(Specify'C'dim.height required.' 7 Anchor flange 1 314["1 down from top and Inlet and outlet sixes shown Indkata standart ns 1! reduced to 2[51]standard.Size#700 and 0800 win navy �I REV. H DATE: 10/26/99 C.N.NO. 83412 'REGULARLY FURNISHED UNLESS OTHERWISE SPECIFIED DWG.NO. 58916 PRODUCT NO. Z-1186 ZURN WOUST/BES,SIC.♦SPECIiCAT10N DRANAGE OPIMAT10N•1801 P#leburgh Ave.4 Erie,PA 16914 ! Phone:614PIN-MI a Fax:8 1 4110 6-7M 4 World wide web:wwwsueRcom i In Canada.ZURN BIDUSTMES UINfTED i 31144 Nashua Delve 4 Mleslssiurga,Ontado L4WL2 • Phone!90MOS8272 Fax.90514054292 i Ii �I TOTAL P.01 1 � - ` � II 1 II � I � f � I f _ MMI PEI 1 J 7 ■7 I I CITY OF ARLINGTON CONSTRUCTION PERMIT 7 ❑ COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO.W SZ/3 OWNER 1 VA AIL ADDRESS pox gzO CI1 Y myl•r 716 � PHONE -— 1Ztz ARCHITECT OR DESIGNER MAIL ADO RESS CITY !/(/�— ZIP PHONE 6y ENSQj1zbYAe � ► GENERAL CONIRACTUR MAIL ADDRESS CITv ZIP PHONE LICENSE N MECHANICAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE 11 PLUMBING CONTRACTOR MAIL ADDRESS CITY Zip PHONE LICENSE 9 CKSS OF WORK x VL IN ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLI FION ❑BUILDING RELOCATION Q vALUA'ION Oj WORK Z 3 L yl DESCRIBE W'UR '� PRUPUSF O USL Of BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- w TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- Z LLGAL DFS(RIPf ION of PROPERTY ISHOWN BELOW OR ATTACH FOUR COPIES) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK J J LIJI� WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT. THE a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR ANCEL THE PROVISIONS OF ANY OTHER STATE OR aTAX I D N S�ER FR ROPERTY TAX STATEMENT LOCAL LA R jATING CONSTRUCTION OFTHE PERFORMANCEOF ��� J ,�g CONSTR CT N. b11,T EXPIRES E ROM DATE OF ISSUANCE. SIGNATURE FC TRA4i AU3t10 E^I " DATE � IOB Auu r (ori'IcE USE.ONLY) ECITANICAL PLUMBING NO. TYPE OP FIXTURE FEE z's FIXTURES NO. TYPE OF EQUIPMENT PEE x's FIXTURES f W'ATER CLOSEt TOILET iR COND.UNITS—ILP. RA. d -llat'• E]JA"IEHTUB lFTRIGERATION UNITS—II.P.EA. d •lie•• TORY ASII BASIN) OILERS—It-?.EA. . d .fix" AS FIRED A.C.UNTTS—TONNAGEEA. d .list* _ HOWER TCI IEN SINK&DISPOSAL FORCED AIR SYSTEMS—B.T.U. MEA ISHWASHER ALL HEATERS—B.T.U. M _ UN DRY'I'RAY NTT IIEA'T'PS—B.T.U. M _ 1.0'TItES WASHER VRAECOOLERS WA'ITiR HEATER I _ ERS JRINAL _.1_ PAN KINKING FOUNTAIN COMMERCIAL G UNIT— CPM LOOK DRAIN ACUUM BREAKERS OOF DRAINS—RAINLFADERS LACE&CHIMNEY 'INK SERVICE—BAR-I,NK SERVICE—DAft 1SI'C�ATER IIEATRR1IEATRR AS PIPING u to 5 m$3.00.addol.=S.75 •F ui meat list must ba provided SUB TOTAL S U B TOTAL PERMIT ERMIT TOTAL FEE I TO'rAL FEE PLAN CHECK FEE SIUF,YARD SL IBACK STRLLI SLT BACK REAR YARD SETBACK PLAN CHECK NUMB FEE RECEIPT tin. v C�2� Z9t •Z7 5739,Z' USF /ONI LOT AREA VACANT SITE FEES VALUATION FEE ❑YES NO TYPL OF CONS OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING VG BUTDING $ SIZE Of BLDG, NO OF STORIES MAX.OCC,LOAD PLUMBING FIRE SPRINKLER5 REQUIRED YES ElNO MECHANICAL STATE BLDG.CODE COMMENTS ENERGY CODE SURCHARGE EEL== RECEDE® D.B.G. PENALTY SEC.303(a) �f WATEPUSEWER FEES c T` `-oo� TOTAL CITY OF ARLINGTON PERMIT VALIDATION WHEN PROPERLY VALIDATED (IN THIS SPACE)THIS IS YOUR PERMIT lL RECEIPT Z I PAID _CRk BY oa� BUILDING OFFICIALf � DATE cc'. 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