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HomeMy WebLinkAbout1969 PALOMAR OAKS WAY; ; PCR96038; Permit' . • -.-'. ••- -• •- . • - t '' • - - I •B. U I L.D:IN G P'E RM.I T ' ' PCFNb: PCR96038 11/04/96,11-55 Project No A9600408 Page 1 of 1 Development No L-Job Address 1969'PALOMAR OAKS WY, Suite Permit Type PLANCHECK REVISION * '•• • 0749 11/04/96000101 02 Parcel No:-213-092--.2.07.0'O',.Lot# CFFiT Va1üation: r • 0 .• Constr tion Type:VN.* Occupancy Group Reference# B C960276 Sttu f9SUED Description REVISIONS TO SCHUMACHER-960276 Applied p07/16/96 .Apr/Issue: 3-1/04/96 - . Entered By: RMA Appl/Ownr : ROSENBERG, DAN ' 6t9 .231-0751 • . '1 701.B'STREET #200 .' . •• SAW DIEGO CA. 92101 '.' • •. . Fees,,-Re uired .*** • ees lected & 'Credit's **• • --------------------------- --Fe------1,089 00 ,Adjustments:. .00(" Tot ei-4s: Total Fees 1,9 00 Tot 1,032 00 ar 57.00 Fee description fL 7 '!'V\pnits \ Urn. Ext fee Data --- INCORPORATED ' 1952 01 01 CITY OF CARLSBAD • 20751as palrñas Dr., Carlsbad, CA 92009 (619) 43-l161 . • •*•• •• • . • . I V • • . * - - •• • •• - - - -. . - . • E.sGIi Corporation s4ona1fP(ai QVItW ZrWineers DATE: October 1, 1996 JURISDICTION, Carlsbad PLAN CHECK NO.: 96-276 Rev # 1 PROJECT ADDRESS: 1969 Palomar Oaks Way PROJECT NAME: Schumakór SET: III U APPLICANT U JURIS. U FIRE U PLAN REVIEWER U FILE E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes.. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies Identified in the attached list are resolved and checked by building department staff, The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith Is for your information, The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list Is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: El Esgil Corporation staff did not advise the applicant that the plan check has been completed. fl Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: • REMARKS: Applicant to carry approved set of plans to the city. Ok'd by Raenette. By: Abe Doliente Enclosures: Esgil Corporation GA CM fl EJ D PC 9/30/96 trnmti,ot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 9L10969 NoI.LvodUoD (rLL) 96. 10 130 I., Carlsbad 96-276 Rev # 1 III October 1, 1996 THE FOLLOWING OUTSTANDING CORRECTIONS SHOULD BE RESOLVED WITH THE CITY BUILDING OFFICIAL 3. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. This will have to field verified by the city staff. 16. Provide the revised data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. a. Correct the Technical Report, Section A, Attachment Al, Item 31, Page 41. Correct the Spill Control and Drainage requirements for the H occupancy storage areas. Storage is not the same as Use-Closed Conditions. Provide Spill Control and Drainage in all the H occupancy storage areas. UBC, Sections 307.2.3 & 307.2.4. and UFC, Art. 7901.8 & 8003.1.7 Detail the required curbs and trench drains at doors and sumps. City staff to review, per 1997 UFC. . C. Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. City staff to review. ,1 Vd 9L10969 NOIiVOdO IIS LO (n.L) 96. T O '.LO EsGil Corporation Professional Plan Review Engineers DATE: July 30, 1996 0 AEEIANT U FIRE JURISDICTION: Carlsbad UPt1REVIEWER U FILE PLAN CHECK NO.: 96-276 Rev. No. 1 SET: I PROJECT ADDRESS: 1969 Palomar Oaks Way PROJECT NAME: Schumaker The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. LII The plans transmitted herewith Will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Dan Rosenberg 701 B Street, Suite 200, San Diego, CA 92101 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: REMARKS: By: Abe Doliente Enclosures: Esgil Corporation fl GA D CM 0 EJ fl GP 0 PC 7/18/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 96-276 Rev. No. 1 July 30, 1996 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 96-276 Rev. No. 1 OCCUPANCY: B/F-1/H2/H7/H3 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: JURISDICTION: Carlsbad USE: Office/ Manufacturing ACTUAL AREA: 2,094 SF (Addn) 39,159 SF (T. I.) STORIES: 1 & 2 HEIGHT: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 30, 1996 FOREWORD (PLEASE READ): OCCUPANT LOAD: 527 (Total) DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/18/96 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 40, TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1994UBC) tiforw.dot 11 Carlsbad 96-276 Rev. No. 1 July 30 1996 macvalue.doc 5196 Carlsbad 96-276 Rev. No. 1 July 30, 1996 Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, CA 92123, (619) 560-1468 or to the jurisdiction's building department. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. This will have to field verified by the city staff. Provide revised Technical Report for the proposed revisions inthe building design and use. UBC, Section 307.1.6. A complete plan review will be done when the revised Technical Report is provided. Clearly show for each room the operation within the room and the amounts and types of hazardous materials being used and/or stored in each room. Provide a letter from the hazardous materials consultant confirming that the plans and specifications have been reviewed and that it has been determined that the recommendations in the technical report are properly incorporated into the plans. ELECTRICAL PLAN REVIEW 1993 NEC PLAN REVIEW NUMBER: 96-276 Delta I Changes, 7/16/96 PLAN REVIEWER: Eric Jensen This plan check correction list encompasses only the revisions covered by the Delta I revision dated 7/16/96. Switchboard MSBC only has main protection of 2000 amperes yet it has a calculated load of 2479 amperes (various voltages), feeder sizing and buss sizing Of 3000 amperes. Show calculated load for DPD, the single line and panel schedules appear to disappear off the edge of the plans. Carlsbad 96-276 Rev. No. 1 July 30, 1996 9. The placement and related capacity for transformers TD and TG needs to be reviewed. Both transformers have a maximum secondary standard capacity of approximately 415 amperes, yet DPG (TG) has a load of 470 amperes, and TD's load is unknown (see 2 above). This stacking of transformers and the unknown ventilation into the room, none is shown, will result in a high ambient temperature, further derating the capacity Of the transformers. 10. On page E6.2 - the disconnect switch for AH-5 appears to be oversized. No code violation, however. 11. Correlate the following: Sheet E1.7 and E6.2 for conductor sizing to the emergency system. Sheet E4.8 and E6.2, MSBC is shown as an elevator feed Sheet E4.9 and E6.2 for MCCE-1 (switch) 12. Is there a plan sheet showing GFCI protected 120 volt convenience outlets within 25' of all rooftop mounted electrical equipment? 13. Detail the required labeling for the generator system (NEC 702.8 & 700-8(a)). I cannot tell (all panel schedules and circuiting are not included in the plans) what NEC Article the (new) 300 KW generator is classified, 700, 701, or 702. Check sections 700-5, 701-6, and 702-5 for compliance. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 7/26/96 PLAN REVIEW NUMBER: 96-276 REV. SET: I PLAN REVIEWER: Glen Adamek PLUMBING (1994 UNIFORM PLUMBING CODE) 14. Sections of the gas main for the 5 psi, medium pressure gas, from A to C are undersized as per.UPC, Table 12-6 for the 420 foot developed pipe length and the gas demands shown on sheet P-4.3. Please correct. Carlsbad 96-276 Rev. No. 1 July 30, 1996 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 15. Show the required fire rated occupancy separations between the storage rooms of Incompatible Materials. UBC, Section 307.2.4 16. Provide the revised data on proposed hazardous material to be stored and used. Clearly show types of material, amounts of materials, required ventilation, containment requirements, drainage requirements, and detail required spill controls. UBC, Section 307 and UFC. Provide a written response to .show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. Detail the required curbs and trench drains at doors and sumps. Provide calculations for required Containment in each area of the buildings, as per UBC, 307.2.5. C. Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. d. For fumes or vapors that are heavier than air, exhaust shall be taken from a point within 12 inches of the floor. UFC, section 8003.18.2-5. 17. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. Provide a written response to the following items. Detail ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces. UMC, Section 505.1. Detail the exhaust outlet clearances as per UMC, Section 609.10. C. Detail minimum duct conveying velocities as per UMC, Section 505.4 and Table 5-A. Detail duct cleanouts as per UMC, Section 609.4. Detail duct support as per UMC, Section 609.6. Detail fire protection as per UMC, Section 609.7. Detail clearances from combustibles as per UMC, Section 609.8. ENERGY CONSERVATION 18. Provide complete new energy designs for the proposed changes in envelope, lighting, and mechanical systems. Provide the completed ENV-, LTG-, and MECH- forms showing energy compliance. 19. Complete energy plan check will be done when complete revised energy designs are provided. Carlsbad 96-276 Rev. No. 1 July 30,. 1996 20, The corrected, completed and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. MISCELLANEOUS Complete and recheck all the callouts and cross references to the details. Clearly cross reference all the braced frames as called out in the structural calculations. (BF-2, 3, 4, 5, 6 & 7). Complete the footing design. Include a summary of the required reinforcements. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. . REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS STRUCTURAL CONCRETE OVER 2500 PSI X FIELD WELDING X HIGH-STRENGTH BOLTS X STRUCTURAL MASONRY X OTHER Where special inspection is required for masonry, note on the plans that prism tests shall be performed in accordance with Section 2105.3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the-building official for approval prior to issuance of the building permit. Please review Section 106.3.5. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. r. Carlsbad 96-276 Rev. No. 1 July 30, 1996 28. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No L3 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you.. Carlsbad 96-276 Rev. No. 1 July 30, 1996 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 1 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1969 Palomar Oaks Way BUILDING OCCUPANCY: B/F-1/H2/H7/H3 PLAN CHECK NO.: 96-276 Rev. No. DATE: July 30, 1996 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING-AREA VALUATION VALUE (ft.2) MULTIPLIER ($' Air Conditioninc Fire Sprinklers TOTAL VALUE 1991 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $ 1991 UBC Plan Check Fee Plan Check Fee by ordinance: $ 1,089.38 Type of Review: U Complete Review fl Structural Only • Hourly Repetitive Fee Applicable Other: Esgil Plan Review Fee: $ 871.50 Comments: 10 hours; 87.15 X 1.25 X 10 = $1,089.38 ------------------------------------------------------------------------------------------------------------------- Fire Services Review: Eli Complete Review Suppression System fl Fire Alarm Other: Esgil Fire Services Review Fee: $ Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 7 7 ' DATE' _ 5- ? ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR ' PLAZA CAMINO REAL (<$10,000.00) VILLAGE FAIRE' COMPLETE OFFICE BUILDING OTHER /Lt4A244fl& L PLANNER DATE ' DATE S C:\WP5 I \FILES\BLDG.FRM Rev 11/15/90 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST IPlan Check No. CB Address 16 (7 PoO,tic; a1<5t4' Planner David Rick Phone (619) 438-1161 ext. 4328 (Name) APN: 2 i3Dq2 - 20 Type of Project and Use: •'Jfrl AcLt'r e S Zone: Pi-'. Facilities Management Zone: 5 CFD (in! ut #_________________________ circ e (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department) Legend N co Item Complete Item Incomplete - Needs your action cc ca M 0 Environmental Review Required: YES /NO TYPE DATE OF COMPLETION: S Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval 0 0 . Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. PIP 9z OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Appro/al '. \ ,.. O California Coastal Commission Permit Required: YES NO DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA 92108 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval O 0 Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993). Site Plan: 0 Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed struâturés, cstreets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. . I 4 ' •- . / .r GY' 0 0 Provide legal description of property, and assessor's parcel number. - -I, Zoning: 0 1. Setbacks: Front: Required Shown-- Int. Side: Required Shown Street Side: Required Shown Rear: Required Shown EJ"D 0 2., Lot Coverage: Required Shown o/b 0 Height: - Required Shown 0 Parking: Spaces Required _ Shown Guest Spaces. Required _ Shown O 0 0 Additional Comments____________________________________________________ .. .14 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE K:\ADMIN\COUNTER\PLANcK.FRM 1-17-96 City of Carlsbad 96032 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Date of Report:Monday, August 19, 1996 Contact Name McGraw/Baldwin Arc Address 701 "B" St Ste 440 City, State San Diego CA 92121 Building Plan Check Reviewed by: (~j~Qt. No. 96-276 Planning No. Job Name Schumacher Job Address 1969 Palomar Oaks Ste. or Bldg. No. Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E1 Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1St 2nd 3rd CFD Job# 96032 File# Other Agency ID 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 SECTION 08000 NOTE: SEE LEGEND AT END OF SCHEDULE FOR TYPE. MATERIAL FINISH ANfl RFMARKS DOOR SCHEDULE DOOR NO. - DIMENSION DOOR _ H.W. SET NO. ASSEMBLY FIRE RATING DETAILS DOOR FINISH REMARKS HEAD/JAMB W H T TYPE MATL 101A PR 3-0" x 7-0" x 1 3/4" F AL 14 20 MIN. 5/A9.3 10IB EXISTING Relocated Doors 102A PR 2-0" x 3-0" x 13/4' F WD 1 20 MIN. 5/A9.3 1026 3'-0" x 7-0" x 13/4' C WD 2 20 MIN. 5/A9.3 103A 3-0" x 7-0" x 13/4" B WD 5 5/A9.3 104A 3-0" x 7-0' x 13/4' C WD 2 20 MIN. 51A9.3 1046 3'-O" x 7-0" x 13/4" C WD 2 20 MIN. 5/A9.3 105A 3-0" x 7-0" x 1 3/4" B WD 2 20 MIN. 5/A9.3 106A 3-0" x 7-0" x 13/4" B WD 4 20 MIN. 5/A9.3 Sign per 11/A9.3 107A 3-0" x 7-0" x 13/4" B WD 4 20 MIN. 5/A9.3 Sign per 11/A9.3 108A 3-0" x 7-0" x 1 3/4" B WD 3 20 MIN. 5/A9.3 109A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 110A 3-0" x 7'-0" x 1 3/4" B WD 5 5/A9.3 lilA 1EXISTING 112A 3-0" x 7-0" x 13/4" B WD 5 5/A9.3 114A 3-0" x 7-0" x 1 3/4" C WD 2 20 MIN. 5/A9.3 liSA 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 116A 3-0" x 7-0" x 1 3/4" B WD 5 I 5/A9.3 117A 3-0" x 7-0' x 1 3/4" B WD 5 5/A9.3 118A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 119A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 120A 3'-O" x 7-0' x 1 3/4" B WD 5 5/A9.3 121A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 122A 3-0" x 7-0" x 1 3/4" C WD 5 5/A9.3 122B PR 3-0" x 7-0" x 1 3/4" 0 WD 8 20 MIN. I 5/A9.3 I 122C 3'-0" x 7-0" x 1 3/4" C WD 2 20 MIN. 5/A9.3 130A 3-0" x 7-0" x 1 3/4" G WD 2A 60 MIN. 5/A9.3 PANIC HARDWARE, Emergency Exit 1306 PR 2-6" x 7-0" x 1 3/4" F WD 9 5/A9.3 130C PR 2-6" x 7-0" x 1 3/4" F WD 9 ___ 5/A9.3 __________________________ 137A 3'-O" x 7-0" x 1 3/4" B WD 10 20 MIN. 5/A9.3 Sign per 11/A9.3 1376 3-0" x 7-0" x 1 3/4" B WD 18 5/A9.3 138A 3-0" x 7-0" x 1 3/4" B WD 3 20 MIN. 5/A9.3 139A 3-0" x 7-0" x 1 3/4" B WD 10 20 MIN. 5/A9.3 Sign per 11/A9.3 139B 3-0" x 7-0" x 1 3/4" G WD 18 5/A9.3 140A 3-0" x 7-0" x 13/4" B WD 5 5/A9.3 141A 3-0" x 7-0" x 1 3/4" G WD 90 MIN. PANIC HARDWARE 1416 2-6" x 7-0" x 1 3/4" B WD 5 5/A9.3 142A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 143A PR 3-0" x 7-0" x 1 3/4" 0 WD 8 20 MIN. 5/A9.3 14.3B EXISTING 144A 3-0" x 7-0" x 1 3/4" B WO 5 5/A9.3 145A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 146A 3-0" x 7-0" x 1 3/4" B WD 5 5/A9.3 147A PR 3'-0" x 7-0" x 1 3/4" H WD 8 90 MIN. 5/A9.3 1476 3'-O" x 7-0" x 1 3/4" J MTL 15 8/A8.2 147C 3-0" x 7-0" x 1 3/4" J MTL 15 60 MIN. 8/A8.2 148A PR 3-0" x 7-0' x 1 3/4" A AL. 149A 3-0" x 7-0" x 1 3/4" C WD 60 MIN. PANIC HARDWARE 1508 PR FIELD VERIFY A AL. To Match Existing 152A 3'-0" x 7-0" x 1 3/4' C WO 20 MIN. 5/A9.3 1526 3-0" x 7-0" x 1 3/4" C WD 16 20 MIN. 5/A9.3 152C EXISTING 152D 3-0" x 7-0" x 1 3/4" J MTL 8/A8.2 153A i 3-0" x 7-0" x 1 3/4" 8 WD DOgR SCHEDULE 08000 - 1 SECTION 08000 DOOR SCHEDULE NOTE: SEE LEGEND AT END OF SCHEDULE FOR TYPE. MATERIAL. FINISH AND REMARKS DOOR NO. DIMENSION 11 DOOR H.W. SET NO. ASSEMBLY FIRE RATING DETAILS DOOR FINISH - REMARKS W H T TYPE MATL HEAD/JAMB 154A 3'-0" x 7-0" x 1 3/4' B WD 1548 EXISTING 155A 3-0" x 7'-0" x 1 3/4" B WD 10 20 MIN. 5/A9.3 Sign per 11/A9.3 155B 3-0" x 7-0" x 1 3/4" B WD 18 5/A9.3 155C PR 2-0" x 7-0" x 1 3/4" B WD 9 5/A9.3 156A 3-0" x 7-0" x 1 3/4" B WD 10 20 MIN. 5/A9.3 Sign per 11/A9.3 156B 3-0" x 7'-0" x 1 3/4" B WD 18 51A9.3 157A 3-0" x 7-0" x 13/4" J MTL 3 60 MIN. 8/A8.2 158A 3'-0" x 7-0" x 13/4" 8 WD 3 5/A9.3 159A PR 3-8" x 8-0" x 1 3/4" A AL 19 Spandrel Glass 160A 3'-0" x 7-0" x 1 3/4" I WD 60 MIN. 5/A9.3 j PANIC HARDWARE 1-0" x 7-0" x 13/4" If Fixed Leaf 160B 3-0"x7-0"x13/4" C WD 6/A9.3 PanicHardware,Liteper7/A9.3 161A PR3-0"x7-0"x13/4" I-f WD 60MIN. 6/A9.3 PanicHardware,Liteper7/A9.3 163A 3-0"x7-0"x13/4" J- E WD 6/A9.3 PanicHardware,Liteper7/A9.3 2-0"x 7-0"x1 3/4' FixedLeaf 1638 3-0"x7-0"x1 3/4" C WD 6/A9.3 Panic Hdwe.,Emerg. Exit, Lite per 7/A9.3 165A 3'-0"x7-0"x1 3/4' C WD 6/A9.3 PanicHardware,Liteper7/A9.3 166A 3-0"x7-0"x1 3/4" B WO 6/A9.3 PANICHARDWARE 168A 3-0"x7'-0"x1 3/4" E WD 6/A9.3 PanicHardware,Liteper7/A9.3 1'-6"x7'-O"x1 3/4' . FixedLeaf 168B 3'-0"x7-0"x1 3/4" E WD 6/A9.3 PanicHardware,Liteper7/A9.3 1-6"x7-0"x1 3/4" J FixedLeaf 170A 3-0"x7-0"x13/4" E WD 6/A9.3 Panic Hardware, Lite per 7/A9.3 2'-0"x 7-0"x13/4" FixedLeaf 172A 3'-0"x7-0"x13/4" B WD 5/A9.3 PANICHARDWARE 173A PR3-0"x7-0"x13/4" H WD 60MIN. 6/A9.3 Panic Hdwe.,Pwr.Act.,Lite per 7/A9.3 174A 3-0"x7-0"x13/4" K FG 8/A9.3 PowerSlidingDoor(Breakaway) 175A 3-0"x7-0"x13/4" K FG 8/A9.3 PowerSlidingDoor(Breakaway) 175B 3-0"x7-0"x13/4" K FG 8/A9.3 Power SlidingDoor(Breakaway) 175C 3-0"x7-0"x13/4" K FG 8/A9.3 PowerSlidingDoor(Breakaway) 176A 3'-0"x7-0"x13/4" K FG 8/A9.3 Power SlidingDoor(Breakaway) 177A 3-0"x7-0"x13/4" K FG 8/A9.3 Power Sliding Door (Breakaway) 179A 3-0"x7-0"x13/4" K FG 19 8/A9.3 l =Power 180A 3-0"x7-0"x13/4" K FG 19 8/A9.3 1 Power SlidingDoor(Breakaway) 181A 3-0"x7-0"x13/4" K FG 19 8/A9.3 Power SlidingDoor(Breakaway) 1818 3-0"x7-0"x13/4" J MTL 8A/A8.2 PANICHARDWARE,Emergency Exit 182A 3-0"x7-0"x13/4" K FG 19 8/A9.3 'Power 1828 3-0"x7-0"x13/4" MTL ____ 6/A9.3 Door with Pass-Thru 183A 3-0"x7-0"x13/4" J MTL 8NA8.2 If PANIC HARDWARE,Emergency Exit 184A 4-0"x7-0"x13/4" K FG 19 8/A9.3 Power SlidingDoor(Breakaway) 185A 3'-O"x7-0"x13/4" K FG 19 8/A9.3 Power SlidingDoor(Breakaway) 185B 3-0"x7-0"x13/4" C WD 6/A9.3 Panic Hdwe.,Emerg. Exit. Lite per 7/A9.3 185C 3-0"x7-0"x13/4" B WD 6/A9.3 PANIC HARDWARE, Emergency Exit 186A PR2-6"x7-0"x13/4" F WD 60 MIN. 5/A9.3 PANICHARDWARE 1868 PR2'-6"x7-0"x13/4" F WD 60MIN. 5/A9.3 PANICHARDWARE 200A 3-0"x7-0"x13/4" B WD 21 60MIN. 5/A9.3 OnHold Open 200B 3-0"x7-0"x13/4" G WD 2 60MIN. 5/A9.3 201A 3-0"x7-0"x _13/4" C WD 2 20MIN. 5/A9.3 202A PerManufacturer 19 PerManuf. ElevatorDoor 203A 3'-0'x 7-0"x13/4" B WD 5 5/A9.3 204A 3-0"x7-0"x13/4" B WD 18 5/A9.3 Sign per 11 /A9.3 205A 3'-0"x7-0"x13/4" B WD 18 5/A9.3 Sign per 11/A9.3 302A 3'-O"x7-0"x13/4" G WD 2A 60MIN. 5/A9.3 PANIC HARDWARE 302B 3-0"x7-0"x13/4" G WO 2A 60 MIN. 5/A9.3 Panic Hardware, Lite per 7/A9.3 95097 SCHUMACHER BLDG 1969 07/15/96 DOOR SCHEDULE 08000 -2 SECTION 08000 DOOR SCHEDULE NOTE: SEE LEGEND AT END OF SCHEDULE FOR TYPE. MATERIAL. FINISH AND REMARKS DOOR NO. - DIMENSION DOOR _____ _____ H.W. SET NO. ASSEMBLY FIRE RATING DETAILS DOOR FINISH REMARKS HEAD/JAMB W H T TYPE MATL 302C EXISTING 3020 PR 3-0' x 7-0" x 1 3/4" D WD 24 51A9.3 302E 3'0" x 7'-0" x 13/4" B WD 2A 60 MIN. 2/A9.5 PANIC HARDWARE, Emergency Exit 303A 3-0" x 7-0" x 1 3/4" B WD 25A 5/A9.3 PANIC HARDWARE 3038 3-0" x 7-0' x 1 3/4" B WD 25A 5/A9.3 PANIC HARDWARE 303C 3-0" x 7-0" x 1 3/4" B WD 25A 5/A9.3 - PANIC HARDWARE 303D 3-0" x 8-0" x 1 3/4" E WD 22A 5/A9.3 - PANIC HARDWARE 1-0', x 7-0" x 1 3/4" Fixed Leaf 303E 3-0" x 7-0" x 1 3/4" I WD 23A 45 MIN. 51A9.3 PANIC HARDWARE 1-0" x 7-0" x 1 3/4" Fixed Leaf 303F PR 3-0" x 7-0" x 1 3/4" H WD 8B 45 MIN. 5/A9.3 PANIC HARDWARE 306A PR 3-0" x 7-0" x 1 3/4" H WD J 14A 60 MIN. 5/A9.3 309A 3-0" x 7-0" x 1 3/4" C WO j 5/A9.3 PANIC HARDWARE, Emergency Exit 310A 3-0" x 7-0" x 1 3/4" E WD 51A9.3 PANIC HARDWARE 2-0' x 7-0" x 1 3/4" Fixed Leaf 310B 3-0" x 7-0" x 1 3/4" C WD 5/A9.3 PANIC HARDWARE, Emergency Exit 311A PR 3-0" x 7-0" x 1 3/4" H WD 8C 60 MIN. 5/A9.3 311B 3-0" x 7-0" x 1 3/4" C WD 5/A9.3 311C 3-0" x 7-0" x 1 3/4" I WD 20 60 MIN. 5/A9.3 2-0" x 7-0" x 1 3/4" I Fixed Leaf 312A PR 3-0" x 7-0" x 1 3/4" H WD J 8C 60 MIN 5/A9.3 PANIC HARDWARE 3128 I PR 3-0" x 7-0" x 1 3/4" H WD 13 45 MIN. 5/A9.3 PANIC HARDWARE, On Hold Opens 313A 3-0" x 7-0" x 1 3/4" B WD 21 45 MIN. 5/A9.3 PANIC HARDWARE, On Hold Open 3138 3-0" x 7-0" x 1 3/4" B WD 21 45 MIN. 5/A9.3 PANIC HARDWARE, On Hold Open 313C 3-0" x 7-0" x 1 3/4" C WD 60 MIN. 5/A9.3 PANIC HARDWARE 313D 1 3-0" x 7-0" x 13/4" G WD 90 MIN. 5/A9.3 PANIC HARDWARE 314B 3'-0" x 7-0" x 1 3/4" B WD 25A 5/A9.3 PANIC HARDWARE 315A 3-0" x 7-0" x 1 3/4" G WD 2 45 MIN. 5/A9.3 PANIC HARDWARE 1-6" x 7-0" x 1_3/4" 315B 3-0"x7-0"x13/4" C WD 5/A9.3 PANICHARDWARE 315C 4-0"x7-0"x13/4" G WD 90 MIN. 5/A9.3 PANICHARDWARE,Emergency Exit 316A I PR3-0"x7-0"x13/4" F WD 26 45MIN. 5/A9.3 - PANICHARDWARE,OnHoldOpens 3168 3-0"x7-0"x13/4" G WD 29 90MIN. 5/A9.3 - PANICHARDWARE 317A PR3-0"x7-0"x13/4" H WD 88 45MIN. 5/A9.3 PANICHARDWARE 3178 3-0"x7-0"x13/4" G WD 2A 45 MIN.. 5/A9.3 PANICHARDWARE 318A PR3-0"x7-0"x13/4" D WD 8 5/A9.3 3188 PR3-0"x7-0"x13/4" H WD 8C 60MIN. 5/A9.3 - PANICHARDWARE 318C PR3-0"x7-0"x13/4" D WD 26 5/A9.3 - PANICHARDWARE,OnHoldOpens 319A PR3-0"x7-0"x13/4" H WD 8B 45MIN. 5/A9.3 - PANICHARDWARE 319B 4-0"x7-0"x13/4" C WD - PANICHARDWARE 320A 3'-0"x7-0"x13/4" B WD 4 45MIN. 5/A9.3 - Sign per 11 /A9.3 321A 3-0"x7-0"x13/4" B WD 4 45MIN. 5/A9.3 - Sign per 11/A9.3 322A 4-0"x7-0"x13/4" G WD 28 45MIN. 5/A9.3 - PANICHARDWARE 323A 4-0"x7-0"x13/4" G WD 28 45MIN. 5/A9.3 - PANICHARDWARE 323B 3-0"x7-0"x13/4" C WD 2A 5/A9.3 - PANICHARDWARE 324A PR3-0"x7-0"x13/4" H MTL 12 45MIN. 5/A9.3 - PanicHardware,Power Activated 3248 3-0"x7-0"x13/4" C WD 2A 5/A9.3 PANICHARDWARE 324C 3-0"x7-0"x13/4" B MTL 2A 5/A9.3 - PANICHARDWARE 324D 3-0"x7-0"x13/4" C WD 2A 5/A9.3 PANIC HARDWARE 325A PR3-0"x7-0"x13/4" D WD 88 5/A9.3 PANICHARDWARE 3258 3-0"x7'-0"x13/4" C WD 2A 5/A9.3 PANICHARDWARE 325C 3'-0"x7-0"x13/4" C WD 2A 5/A9.3 PANICHARDWARE 326A 3-0"x7-0"x13/4" G WD 2A 60MIN. 5/A9.3 PANIC HARDWARE 3268 PR3-0"x7-0"x13/4" D WD 24A 5/A9.3 - PANICHARDWARE 326C PR3-0"x7-0"x13/4" D WD 24A 5/A9.3 PANICHARDWARE 95097 SCHUMACHER BLDG 1969 07/15/96 DOOR SCHEDULE 08000 -3 SECTION 08000 DOOR SCHEDULE NOTE: SEE LEGEND AT END OF SCHEDULE FOR TYPE MATERIAL FINISH AND RFMARKS DOOR NO. - DIMENSION DOOR H.W. SET NO. ASSEMBLY FIRE RATING DETAILS DOOR FINISH REMARKS HEAD/JAMB W H T TYPE MATL 3260 4-0" x 7'-0" x 1 3/40 C WD PANIC HARDWARE 327A PR 3-0" x 7-0" x 1 3/4" D WD 24 51A9.3 PANIC HARDWARE 3278 3-0" x 7-0" x 1 3/4" G WD 2A 90 MIN. 5/A9.3 PANIC HARDWARE 329A PR 4-0" x 7-0" x 1 3/4" 0 WD 8B 5/A9.3 PANIC HARDWARE, Fixed Leaf 329B 3-0" x 7-0" x 1 3/4" C WD 2A 51A9.3 PANIC HARDWARE 330A 3-0" x 7-0" x 1 3/4" C WD 2A 5/A9.3 PANIC HARDWARE 330C PR 3-0" x 7-0" x 1 3/4" F WO 13 90 MIN. 5/A9.3 PANIC HARDWARE, On Hold Opens 3300 PR 3-0" x 7-0" x 1 3/4" F WD 13 90 MIN. 5/A9.3 PANIC HARDWARE, On Hold Opens 330E EXISTING Roll-up Door 20!JEXISTING Roll-up Door 330GT 4-0" x 7-0' x 13/4" B MTL 2A 5/A9.3 PANIC HARDWARE 330H 3-0" x 7-0" x 1 3/4" B MTL 2A 5/A9.3 PANIC HARDWARE 331A 3-0' x 7-0" x 13/4" B WD 25A 5/A9.3 T PANIC HARDWARE 331B 3-0"x7-0"x13/4" B WD 25A 5/A9.3 PANICHARDWARE 332A1 3'-0"x7-0"x13/4" B WD 2A 60 MIN.. 5/A9.3 PANICHARDWARE 3328 I._3-0"x7-0"x13/4" B WD 25A 5/A9.3 PANICHARDWARE 333A EXISTING 2A PANICHARDWARE 334A 1 3'-0"x7-0"x13/4" B WD 25A 5/A9.3 PANICHARDWARE 336A I PR3'-O"x7-0"x13/4" H WD 90MIN. 5/A9.3 PANICHARDWARE,OnHold Opens 3368 PR4-0"x7-0"x13/4" D WD 8B 5/A9.3 PANICHARDWARE,OnHoldOpens 337A PR3-0"x7-0"x13/4" H MTL 12 90 MIN. 5/A9.3 PanicHardware,Power Activated 339A 3'-0'x7-0"x 13/4" B WD 5/A9.3 PANICHARDWARE 340A 3-0"x7-0"x13/4" [ J MTL. 8/A8.2 PANIC HA 341A 3-0"x7-0"x13/4" C WD I 5/A9.3 PANICHARDWARE 2'-0'x 7-0"x13/4" FixedLeaf 3416 3-0"x7'-0"x13/4" C WD 5/A9.3 PANICHARDWARE 342A 3-0'_x7-0"x13/4" C WD 5/A9.3 PANICHARDWARE 342B PR4-0"x7-0"x13/4" 0 WD 5/A9.3 PANICHARDWARE,OnHoldOpens 401A IF 3-0"x7-0"x13/4" G WD 2 60MIN. 5/A9.3 4018 1EXISTING 402A 1EXISTING 404A 1 3-0"x7-0"x13/4" G WD 2A 90MIN. 5/A9.3 PANICHARDWARE 501A EXISTING 30 90MIN. Verify Exisitng Panic Hardware 5018 EXISTING 30 90MIN. Verify Exisitng Panic Hardware 502A EXISTING 30 90MIN. Verify Exisitng Panic Hardware 503A EXISTING 30 90MIN. Verify Exisitng Panic Hardware 505A EXISTING 30 90MIN. Verify Exisitng Panic Hardware 601A PR4-0"x8-6"x13/4" J MTL 9/A8.2 SOUNDINSULATED 601B PR4-0"x8-6"x13/4" J MTL 9/A8.2 SOUNDINSULATED 601C PR4-0"x8'-6"x13/4" J MTL 9/A8.2 SOUNDINSULATED 602A PR4-0"x8-0"x13/4" J MTL 6C/A6.9 j SOUNDINSULATED 602B PR3-0"x8-0"x13/4" J MTL 6C/A6.9 SOUNDINSULATED 602C PR3-0"x8-0"x13/4" J MTL 6C/A6.9 SOUNDINSULATED 6020 PR4'-0"x8'-0"x13/4" J MTL 6C/A6.9 SOUNDINSULATED 603A PR4'-O"x8-0"x13/4" J MTL 6C/A6.9 SOUNDINSULATED 603B PR3-0"x8-0"x13/4" J MTL 6C/A6.9 SOUNDINSULATED 604A PR3-0"x9-10"x13/4" J MTL 9/A8.2 95097 SCHUMACHER BLDG 1969 07/15/96 . DOOR SCHEDULE 08000 -4 TYPED PAIR OF DOORS WITH LITE 1.296 SQ. IN. MAX. (TEMPERED SAFETY GLASS) r1liffiAl MATD?IAL LEGEND WD = PAINT GRADE SOLID CORE WOOD MTL HOLLOW METAL INSULATED DOOR, PRIMED AND PAINTED AL S ALIMINUM STOREFRONT FG FIBERGLASS (SMOOTH FINISH) TYPE C DOOR WITH LITE 1,296 SQ. IN. MAX. (TEMPERED SAFETY GLASS) NOTE: AT FIRE RATED DOORS, LITE TO BE QUALIFIED BY TESTS IN ACCORDANCE WITH U .B .C. SECTION 7 I 3. 9. C) AK IIrtI f'I A 71K If' ml TYPE A PAIR OF DOORS C') m C) -1 0 z 0 00 0 0 HUZZAINA LEAF AND DOOR WITH LITE 1,296 SQ. IN. MAX. (TEMPERED SAFETY GLASS) 0 0 0 m 0 m z 0 0 co 0 9 (ii TYPE J SINGLE DOOR /N / N TYPE F PAIR OF DOORS 46' 46 111 TYPE G TYPE I-I DOOR W/ LITE DOOR WI LITE 100 SQ. IN. 100 50. IN. MAX. (TEMPERED MAX. (TEMPERED WIRE GLAZING) WIRE GLAZING) TYPE I LEAF AND DOOR WI LITE 100 SQ. IN. MAX. (TEMPERED WIRE GLAZING) GLAZING //. (EP EAKAWAT N DIRECTION OF EXIT -, TRAVEL) c) TYPE 0 POWER OPERATED SURFACE MOUNTED f SLIDING CLASS IOU !I! CLEAN ROOM DOOR ' WITH BAKED - ON z POWDER COAT FINISH 0 ON ALL EXPOSED METAL SURFACES SECTION 08010 WINDOW SCHEDULE WINDOW NO. WINDOW SIZE FRAME GLAZING ASSEMBLY FIRE RATING SILL HT AFF DETAIL REMARKS W H A 4-0 X 3-6 H.M. S-i 0-2" 1/A9.3 i B 3-0' X 7-8' Alum. S-5 01-2" 3,41A8.1 C 3-6' X 7-8" Alum. S-5 0-2' 3,4/A8.1 D 2-4' X 7-0" H.M. S-3 45 MIN. 0-2' 1/A9.3 lintermediate horizontal mullion E 2-6' X 3-6" H.M. 45 MIN. 0-2 81A9.5 F 24 X 3'-6' H.M. 45 MIN. 3-6" 181A9.3 G 3-4' X 7-6 Alum. S4 - 2,31A9.3 Provide mini-blinds H 4-10' X 7-6" Alum. S-4 - 2,31A9.3 Provide mini-blinds J 6-3' X 7-6 Alum. S-4 - 2,3/A9.3 Provide mini-blinds K 6 EQUAL X 8-0' Alum. S-S 0-2' 3,4/A8.1 L 4-0 X 8-0' Alum. S-5 0-2' 3,4/A8.1 i M Not Used N 3-7-1/2" X 6-0" Alum. S-6 0-2" 3,4/A8.1 I 1___ __ ______ __ ____________ 95097 SCHUMACHER BLDG 1969 WINDOW SCHEDULE 08010- 1 DESIGN OF SOUTHERN CALIFORNIA INC. r# STRUCTURAL ENGINEERS 8700, Irvine Center Drive, Suite 825 'Irvine, CA 92718 .714/450-0444 • Fax 714/450-0448 STRUCTURAL CALCULATIONS (DELTA 1: ConstructiOn Change No. 1) For: SCHUMACHER BUILDING 1969 TENANT IMPROVEMENT Prepared for: McGraw/Baldwin Architects by: DASSE Design of Southern California, Inc. July 16, 1996 95B1013X5 I TABLE OF CONTENTS REVISED LATERAL ANALYSIS Sli TO S12 REVISED MECHANICAL MEZZANINE RM1 TO RM67 SCREEN WALL SW1 TO SW8 0 DASSE DESIGN SOUTHERN CALIFORNIA, INC. IRVINE •-L .4 ip.L •I1c PROJECT SO)X3 PAGE Lj J.L.. BY ATE - -'---- 1- - - CKDBY-±. __ - - - DATE-4_-J_L ii I I I `u J~' 71 )A, J LLL&iLL Il r,J 1-4 r4 @ Iti1f±1 .. Li i.HH -. 4 --1- 1w-i .1 I TTh 1. 4---$-- oTi 'r_F 7 t+4~ L r ( I I Ii ±-tti h-H I - - - - I I - -.t —t ._f 4- -. .f H-• . -4--.- L_ I L J DASSE DESIGN SOUTHERN CALIFORNIA, INC. -. -IRVINE - -.PROJECTcf3Y PAGEJ4IkL I I BY jt L DATE 4_4 "CKDBY± DATE _LL. -k6i ------ H------_ I -ICAM ! I I -. •- ---•--- -H-- .----- : I,.j.LLIj i: ft L.iAL L j4 f (I i_IT T j~ POO t:Tr . t L/\T:rtFIi t -4---•f•' 4• 4 —t - "LH •j -•t --[- '-F----Ji--I--l--•T- ii -r t ---- - - m:thJ.iH,±J I-. 0 . , Th cl LI4 t z± ¶r4: -i-- ! --------- '- H - -- H—f--i- __LJ4 4 r I A- - - DASSE DESIGN SOUTHERN CAORMA, C.• ARNrM ( - - BY __t DATE - - 5 -. - ---- --- -CKDBY---_ 4 - 'L fl---- ti74 i 11i1IrlL - r r= - - -- L -- H -H--- iø±'#l; 1.0 ---H--'-------t—-----H--i------------------ ----- -i-H --- - - - IIVE 1 L_L_ - .L - - - - - - H - 4 - -j -- - - (4<,o) 4( - 11 .o •-- - -. •. -----. .- - i1 •I I I (1sb S RISA-2D (R) Version 3.03 DASSE Design, Inc. Job PagiFT I-. Date_________ SCHUMACHER BLDG 1969 BRACE FRAME @ E.2 Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) ----- (in,K/in) ---- (in,K/in) --- (r,K-ft/r) ----- (F)- 1 0.00 0.00 R R 0.00 2 0.00 25.00 0.00 3 13.00 25.00 0.00 S 26.00 25.00 0.00 5 26.00 0.00 R R 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) STL1 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 ---------------------------------------------------------------------------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(in'2) ---------(inA4) COL TtJ8X8X4 STL2 7.59 75.100 1.20 BEAM W18X35 STL1 10.30 510.000 1.20 BRACE TU8X8X4 STL2 7.59 75.100 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in) ----(in) ------(ft) 1 1- 2 COL 25.00 2 5 - 4 COL - 25.00 3 2- 3 BEAM 1 13.00 ' 4 3 - 4 BEAM 1 13.00 5 1- 3 BRACE 1 1 28.18 6 3 - 5 BRACE 1 1 28.18 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job__________ Page S.11 Date_________ SCHUMACHER BLDG 1969 BRACE FRAME @ E.2 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------(ft) -----(ft) -----(ft) ---------------------------------- 1 1- 2 2 5- 4 3 2 - 3 21.17 2.00 4 3 - 4 21.17 2.00 5 1- 3 6 3- 5 BLC ---------------------------------------------------------------------------- Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DEAD ---------------------------------------------------------------------------- LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD . Node Number Global X Global Y Moment ------------------------(K) ------------------(K) ------------------ (K-ft) 2 0.000 -7.700 0.000 4 0.000 -7.700 0.000 Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 3 85.300 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 0.85DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 .1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 DASSE Design, Inc. 40-SCHUMACHER BLDG 1969 BRACE FRAME @ E.2 RISA-2D (R) Version 3.03 Job Page -II. Date ENVELOPE SOLUTION Nodal Displacements Node Global X Global Y Rotation ------------(in) ------ LC----------(in) ------LC----------(rad) -----LC- 1 max 0.00000 2 0.00000 2 -0.00103 2 min 0.00000 2 0.00000 2 -0.00103 2 2 max 0.30783 2 -0.01033 2 -0.00103 2 min 0.30783 2 -0.01033 2 -0.00103 2 3 max 0.30783 2 -0.00023 2 -0.00000 2 min 0.30783 2 -0.00023 2 -0.00000 2 4 max 0.30783 2 -0.01033 2 -0.00103 2 min 0.30783 2 -0.01033 2 -0.00103 2 5 max 0.00000 2 -0.00000 2 -0.00103 2 min 0.00000 2 -0.00000 2 -0.00103 2 ENVELOPE SOLUTION Reactions Node Global X Global Y Moment -------------(K) ------LC-----------(K) ------ LC --------- -(K- ft) ----LC- 1 max -42.58860 2 -74.31924 2 0.00000 2 mm -42.58860 2 -74.31924 2 . 0.00000 2 5 max -42.71140 2. 89.71924 2 0.00000 2 mm -42.71140 2 89.71924 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,mn)LC(jc,Kft,jn)LC(K,Kft,in)LC-- 1 1- 2 A 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.077 2 -0.154 2 -0.231 2 -0.308 2 0.000 2 -0.077 2 -0.154 2 -0.231 2 -0.308 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job________ Page _S-u Date o. SCHUMACHER BLDG 1969 BRACE FRAME @ E.2 Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 2 5 4. A 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 7.58 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.077 2 -0.154 2 -0.231 2 -0.308 2 0.000 2 -0.077 2 -0.154 2 -0.231 2 -0.308 2 3 2 3 A -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 . -0.12 2 M 0.00 2 0.38 2 0.77 2 1.15 2 1.54 2 0.00 2 0.38 2 0.77 2 1.15 2 1.54 2 D -0.010 2 -0.006 2 -0.003 2 -0.001 2 .0.000 2 -0.010 2 -0.006 2 -0.003 2 -0.001 2 0.000 2 4 3 4 A -0.00 2 -0.00 2. -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V 0.12 2 0.12 2 0.12 2 0.12 2 . 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 ' 0.12 2 M 1.54 2 1.15 2 0.77 2 0.38 2 2 1.54 2 1.15 2 0.77 2 0.38 2 -0.00 2 D 0.000 2 -0.001 2 -0.003 2 -0.006 2 -0.010 2 0.000 2 -0.001 2 -0.003 2 -0.006 2 -0.010 2 5 1 3 A -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 -92.31 2 V 0.00 2 0.00 2 0.00 2 0.002 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.064 2 -0.128 2 -0.193 2 -0.257 2 0.000 2 -0.064 2 -0.128 2 -0.193 2 -0.257 2 6 3 5 A 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 92.58 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page 5-11t< Date o SCHUMACHER BLDG 1969 BRACE FRAME @ E.2 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J. Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.049 2 0.05 2 0.05 ---------------------------------------------------------------------------- 2 0.05 2 0.05 2 0.05 2 0.00 2 2 5- 4 0.049 2 0.05 2 0.05 2 0.05 2 0.05 2 0.05 2 0.00 2 3 2- 3 0.010 2 0.00 2 0.00 2 0.01 2 0.01 2 0.01 2 0.00 2 4 3- 4 0.010 2 0.01 2 0.01 2 0.01 2 0.00 2 0.00 2 0.00 2 5 1- 3 0.331 2 0.33 2 0.33 2 0.33 2 0.33 2 0.33 2 0.00 2 6 3- 5 0.712 2 0.71 2 0.71 2 0.71 2 0.71 2 0.71 2 0.00 2 I.. DASSE DESIGN COMBINED FOOTING DESIGN N/S SEISMIC, BRACE FRAME @ E.2 O.85D1 + ED DESIGN DATA Allowable Soil Pressure 2000.0 psf Short Term Factor 1.33 Seismic Zone 4 Live Does Not Combine With Short Term f'c: Concrete 3000 psi Fy: Reinforcing 60000 psi Concrete Weight 145 pcf Overburden Dead Wt. 145.0 psf Min. As% = 0.0014 Column Size... #1= 80in #2= 8.0in ...Base Height #1= 2.Oin #2= 2.0in Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col #1: Axial Shear Moment Dead = 7.70 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft ShrtTrm =100.75 k 42.7 k 0.0 k-ft At Col #2: Axial Shear Moment Dead 7.7 k 0.0 k 0.0 k-ft Live - 0.0 k 0.0 k 0.0 k-ft ShrtTrm -100.75 k 42.7 k 0.0 k-ft DIMENSIONS Ftg Dist left of Col #1 - 8.00 ft Distance Between Columns = 21.17 ft Ftg Dist right of Col #2 8.00 ft Total Footing Length - 37.17 ft Footing Width 8.00 ft Footing Thickness = 30.00 in a SCHUMACHER BLDG 1969 GLOBAL SEISMIC 95B1013X5 _II M. POWER Date: 06107196 Page: ACI Factored 9-1 783.0 psf 9-2 = 2722.1 psf 9-3 = 1749.9 psf 9-1 783.0 psf 9-2 = 0.0 psf 9-3 = 0.0 psf Resultant Ecc.: Static -0.00 ft Stability Short Term -1146 ft Ratio 1.40 :1 Col #1 ...Between. Col #2....... Ru/Phi As Ru/Phi As Ru/Phi As Using Mu from ACI 9-1 34 psi 0.50 in 3.3 psi 0.50 in 34 psi 0.50 in ACI 9-2 - 78.4 psi 0.56 in 81.1 psi 0.58 in 33.0 psi -0.50 in ACI 9-3 50.4 psi 0.50 in 49.7 psi -0.50 in 21.2 psi -0.50 in As(in/ft of width), negative -- > As @ top of footing MOMENT & SHEAR FORCE SUMMARY - ACI 9-1 ACI 9-2 Mu @ column # 1 - 2.13 k-ft 4956 k-ft Mu btwn columns 2.07 k-ft 51.24 k-ft Mu @ column #2 2.13 k-ft -20.88 k-ft One-Way Shears.... Allow.: Vn=2(f'c.5) - 109.54 psi 109.54 psi .Actual: Vu 1.85... Left of Column #1 - 1.46 psi 33.61 psi Between Columns 2.21 psi 0.00 psi Right of Column #2 - 1.46 psi 14.35 psi Two-Way Shears.... Allow.: Vn=4(f'c.5) = 219.09 psi 219.09 psi Actual @ Column #1 3.25 psi 4.617 psi Actual @ Column #2 - 3.25 psi 40.05 psi Left S.P.: Static 0+1 Short D+1+S Right S.P.: Static D+1 Short D+L+S SUMMARY - Service Allow 559.3 psf 2000.0 psf 1944.3 psf 2660.0 psf 5593 psf 2000.0 psf 0.0 psf 2660.0 psf ACI 9-3 31.86 k-ft -31.42 k-ft -1342 k-ft 109.54 psi 21.60 psi 0.00 psi 9.22 psi 219.09 psi 46.14 psi 41.95 psi (c) 1983-95 ENERCALC DASSE Design, Inc., KW060232 - DASSE DESIGN SOUTHERN CALWoRIIA;LNc. - . -•- - -IRVINE 4- e L C9 I I PROJECT '1S I) I oj3 PAGE • - ó - :--- - - - ---H--i- - j+—r TJJ -"r - oo -, -- - k-- -- F-- -: -•-•--4—± - _•_1 tt LJ - ---_ - - --- - I / - L..:......... ..........J ........ 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IRVINE - - - _--- - —4- - - -4---- —CKDBY.—DATE_kLLJ_— tt T4It±±. ir'1Hd. 4:±tt it 4± *:i4 '•.. 434 4 i: --±-t---/\ 1---t---i--1 -- I' .•• II r H--m- . .-.••- --- --- . •.1-- ¶r(7' 141 -+-; -±--t---i--i - • __1 -o/C—- - IN --- -----t----- - ----V-- ii --Ii- --t• -H --- 4- f- --I- -• ' : : - . • .1 -r --- - •:--n-- . ................. •.!---- r±t TTr -:-- •-••-• - - .. •. 7_trHttH1_•. I, H iAiJ f ,I1J - o : iMc4- L') cL e. '---- -. -: 1 i.o.6itf DASSE DESIGN SOUTHERN CALIFORNIA, INC. IRVINE •—HH-- PROJECT 11 1OL)( PAGE 0 V BY DATE - - - '1 CKDBY DATE - i-JL 2.T 111 1 (-o 441 Is r- •' r;.- I'- g, c.2. ( - 7 - ----,--,-------:--i 1 I I I OIL - 'H - I •• 1_i_J_ DASSE DESIGN SOUTHERN CALIFORNIA,1NC.T IRVWE .......................................... . 2(AJ tiCr J PROJECT PAGE ----------------------------------------------DATE - o ____ l - BY-- = - ---_---DATE - __-?___---•---1 L1 1-fo; x/b A 6- -i -- L- 27,Ib 'I . /..\...... ........... - ---.I --- . ... _ 1. iii j): • ..... :.. 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Job Page ThiP o SCHuMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ G.1 Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) -----(in,K/in) ---- (in,K/in) --- (r,K-ft/r) -----(F)- 1 0.00 0.00 R R 0.00 2 0.00 25.00 0.00 ce 3 13.00 25.00 0.00 4 26.00 25.00 0.00 5 26.00 0.00 R R 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) STL1 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 -------------------------------------------------------------------------- Section Database Mati. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(in'2) ---------(inA4) COL TU8X8X4 STL2 7.59 75.100 1.20 BEAM W18X35 STL1 10.30 510.000 1.20 BRACE TU8X8X4 STL2 7.59 75.100 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in) - - - - (in) ------.(ft) 1 3. - 2 COL 25.00 2 5 - 4 COL . 25.00 3 2 - 3 BEAN 1 13.00 .4 3- 4 BEAM 1 13.00 5 1 - 3 BRACE 1 1 28.18 6 3 - 5 BRACE 1 1 28.18 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page Date________ W SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ G.l I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft) -----(ft) -----(ft) ---------------------------------- 1 1- 2 2 5- 4 3 2 - 3 26.67 2.00 4 3 - 4 26.67 2.00 5 1- 3 '6 3 - 5 ---------------------------------------------------------------------------- BLC Basic Load Case Load Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 DEAD LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD ' Node Number Global X Global Y Moment ------------------------(K) ------------------(K) ------------------ (K-ft)--7 - 2 0.000 -7.500 0.000 4 0.000 -7.500 0.000 Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ----------------- (K) ------------------(K) --------------------(K-ft) 3 88.100 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 RISA-2D (R) Version 3.03 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ G.1 Job Page Date ENVELOPE SOLUTION Nodal Displacements Node Global X Global Y Rotation ------------(in) ------LC----------(in) ------ LC ---------- (r&d) -----LC- 1 max 0.00000 2 0.00000 2 -0.00106 2 min 0.00000 2 0.00000 2 -0.00106 2 2 max 0.31793 2 -0.01007 2 -0.00106 2 min 0.31793 2 -0.01007 2 -0.00106 2 3 max 0.31793 2 -0.00022 2 -0.00000 2 min 0.31793 2 -0.00022 2 -0.00000 2 4 max 0.31793 2 -0.01007 2 -0.00106 2 min 0.31793 2 -0.01007 2 -0.00106 2 5 max 0.00000 2 -0.00000 2 -0.00106 2 min 0.00000 2 -0.00000 2 -0.00106 2 ENVELOPE SOLUTION Reactions Node Global X ce Global Y Moment --------------------(K) ------ -LC ----------- (K) ------ LC ------- ---.(K-ft) -7--LC- 1 max -43.99019 2 -77.21153 2 0.00000 2 mm -43.99019 2 -77.21153 2 0.00000 2 5 max -44.10981 2 92.21154 2 0.00000 2 mm -44.10981 2 92.21154 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,jn)LC(K,Kft,jn)LC-- 1 1- 2 A 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.079 2 -0.159 2 -0.238 2 -0.318 2 0.000 2 -0.079 2 -0.159 2 -0.238 2 -0.318 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ G.1 Job Page_______ Date Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------------- (K,Kft,±fl)LC(K,Kft,±fl)LC(K,Kft,jfl)LC(K,Kft,fl)LC(K,Kft,jfl)LC 2 5 4 A 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 7.38 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.079 2 -0.159 2 -0.238 2 -0.318 2 0.000 2 -0.079 2 -0.159 2 -0.238 2 -0.318 2 3 2 3 A -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 -0.12 2 M 0.00 2 0.37 2 0.75 2 1.12 2 1.50 2 0.00 2 0.37 2 0.75 2 1.12 2 1.50 2 D -0.010 2 -0.006 2 -0.003 2 -0.001 2 0.000 2 -0.010 2 -0.006 2 -0.003 2 -0.001 2 0.000 2 4 3 4 . A 0.00 2 0.00 2 0.00 2 0.00 2 0.00 '2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 V 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 M 1.50 2 1.12 2 0.75 2 0.37 2 0.00' 2 1.50 2 1.12 2 0.75 2 0.37 2 0.00 2 D 0.000 2 -0.001 2 -0.003 2 -0.006 2 -0.010 2 0.000 2 -0.001 2 -0.003 2 -0.006 2 -0.010 2 5 1 3 A -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 -95.35 2 V 0.00 2 0.00 2 0.00 2 0.00 2 .0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.066 2 -0.133 2 -0.199 2 -0.265 2 0.000 2 -0.066 2 -0.133 2 -0.199 2 -0.265 2 6 3 5 A 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 95.61 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 N 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 0.000 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job________ Page Date SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ G.1 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.048 2 0.05 2 0.05 ---------------------------------------------------------------------------- 2 0.05 2 0.05 20.05 2 0.00 2 2 5- 4 0.048 2 0.05 2 0.05 2 0.05 2 0.05 2 0.05 2 0.00 2 3 2- 3 0.010 2 0.00 2 0.00 2 0.00 2 0.01 2 0.01 2 0.00 2. 4 3- 4 0.010 2 0.01 2 0.01 2 0.00 2 0.00 2 0.00 2 0.00 2 5 1- 3 0.341 2 0.34 2 0.34 2 0.34 2 0.34 2 0.34 2 0.00 2 6 3- 5 0.735 2 0.73 2 0.73 2 0.73 2 0.73 2 0.73 2 0.00 2 7 DASSEDESIGN SOUTHERN CALIFORNIA, INC. i - IRVINE - .PROJECT1'7Ci3X( PAGE -t---- - -- 4-r-------- f-y-H- - --- BY ±t_- DATE- -=1---' I I t I _____ I • I I CKDBY-_---_ -_ •DATE -_ - --t j ---• -- (1 - L : H I (! L FIL JA,1 Pipf4I2J •_ f 'I J . -. -- -- p -,-. •-.. I. -4 .7 - •--- IC.. J'A + 1 4 t __ t73 . -:-TJ t4i 'lit __ J Li 1 1 -- - - -' ), H fl IJJ! 1 irTiTil fl1J "r,-- 1•:-- I 1 i • ------1-) - - - - -•-' H • DASSE DESIGN SOUTHERN CALIFORNIA, INC. 'PROJECT C57b 1 BY - _N1 - - - ;DATE_-J - W BY -CKD •T 5t1ier I. I TXVi r IL - ' ••- --f---4 -Xi rT Ft - I LLI I c. ( (t/JJii '•s - - - I ti+ rtj ------- ___ -• ------L-- --H-------- _'_ F.---L ,211IT H .. .-. .-•• - 1øt#Cs'/' o,11 - : •IiI, I - 0- i T A. .11 - • I i---- -i I • • 1 ri 1T oc' 14t-)k 4 - --I-i -i-- —F--- ".'i (r4.i : k-''i .;. •_ P (i1iXi.i= 1i AL4tJ u Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) ----- (in, K/in) ----(in,K/in) --- (r,K-ft/r) ----- (F)- 1 0.00 0.00 R R 0.00 2 0.00 25.00 0.00 3 8.83 25.00 0.00 4 17.67 25.00 0.00 5 17.67 0.00 R R 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) o STL1 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 ---------------------------------------------------------------------------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(iflA2) --------- (jA4)_____ COL TtJ8X8X4 STL2 7.59 75.100 1.20 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page Date ISCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ H SectionDatabase Mati. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(in'2) --------- (jfr4)... BEAM W18X35 STL1 10.30 510.000 1.20 BRACE TU8X8X4 STL2 7.59 75.100 1.20 I ---------------------------------------------------------------------------- J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in) --- - (in) ------(ft) 1 1 - 2 COL 25.00 2 5 - 4 COL 25.00 3 2- 3 BEAM 1 8.83 4 3- 4 BEAM 1 8.84 5 1 - 3 BRACE 1 1 26.51 6 3 - 5 BRACE 1 1 26.52 I ---------------------------------------------------------------------------- J Unbraced Lengths K Factors Bending Coefs ' No Node ---------------------(ft) Node Lb-in Lb-out Lc -----(ft) -----(ft) ---------------------------------- In Out Cfrt Cb 1 1-.2 2 5- 4 3 2 - 3 18.00 2.00 4 3 - 4 18.00 2.00 5 1- 3 6 3- 5 ---------------------------------------------------------------------------- BLC Basic Load Case I Load Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 DEAD LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment -----------------(K) ------------------(K) ------------------(K-ft) 2 0.000 -7.000 0.000 4 0.000 -17.300 0.000 Nodal Loads, BLC 2: SEISMIC LOAD RISA-2D (R) Version 3.03 DASSE Design, Inc. 6 SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ H Job Page gm- 2-Q Date ---------------------------------------------------------------------------- Node Number Global X Global Y Moment -----------------(K) ------------------(K) ------------------(K-ft) 3 59.500 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action X only Acceleration of Gravity : 32.20 ft/sec**2 ENVELOPE SOLUTION Nodal Displacements Node Global X Global Y Rotation ------------(in) ------LC----------(in) ------LC----------(rad) -----LC- 1 max 0.00000 2 0.00000 2 -0.00129 2 min 0.00000 2 0.00000 2 -0.00129 2 2 max 0.38735 2 -0.00878 2 -0.00129 2 min 0.38735 2 -0.00878 2 -0.00129 2 3 max 0.38735 2 -0.00085 2 -0.00007 2 min 0.38735 2 -0.00085 2 -0.00007 2 4 max 0.38735 2 -0.02282 2 -0.00129 2 min 0.38735 2 -0.02282 2 -0.00129 2 5 max 0.00000 2 -0.00000 2 -0.00129 2 min 0.00000 2 -0.00000 2 -0.00129 2 ENVELOPE SOLUTION Reactions Node Global X Global Y Moment --------------------(K) ------LC-----------(K) ------ LC ---------- (K-ft) ----LC- 1 max -29.53652 2 -77.18223 2 0.00000 2 mm -29.53652 2 -77.18223 2 0.00000 2 5 max -29.96348 2 101.48223 2 0.00000 2 mm -29.96348 2 101.48223 2 0.00000 2 DASSE Design, Inc. IW SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ H RISA-2D (R) Version 3.03 Job PageJ2441..3 Date ENVELOPE SOLUTION Member Section Results Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------------- (K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft,in)LC-- 1 2 A 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 6.44 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.097 2 -0.194 2 -0.291 2 -0.387 2 0.000 2 -0.097 2 -0.194 2 -0.291 2 -0.387 2 2 5 4 A 16.74 2 16.74 2 16.74 2 16.74 2 16.74 2 16.74 2 16.74 2 16.74 2 16.74 2 . 16.74 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 .2 1 -0.00 2 D 0.000 2 -0.097 2 -0.194 2 -0.291 2 -0.387 2 0.000 2 -0.097 2 -0.194 2 -0.291 2 -0.387 2 .3 2 3 A 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 V -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 -0.56 2 M 0.00 2 1.23 2 2.46 2 3.69 2 4.92 2 0.00 2 1.23 2 2.46 2 3.69 2 4.92 2 D -0.008 2 -0.004 2 -0.001 2 0.000 2 0.000 2 -0.008 2 -0.004 2 -0.001 2 0.000 2 0.000 2 4 3 4 A -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 0.56 2 M 4.92 2 3.69 2 2.46 2 1.23 2 -0.00 2 4.92 2 3.69 2 2.46 2 1.23 2 -0.00 2 D 0.000 2 -0.003 2 -0.008 2 -0.015 2 -0.022 2 0.000 2 -0.003 2 -0.008 2 -0.015 2 -0.022 2 5 1 3 A -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 -88.69 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 -0.086 2 -0.172 2 -0.257 2 -0.343 2 0.000 2 -0.086 2 -0.172 2 -0.257 2 -0.343 2 . S. RISA-2D (P.) Version 3.03 DASSE Design, Inc. Job_________ Page_ Date SCHUMACHER BLDG 1969 MECH MEZZ BRACE FRAME @ H Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 6 3- 5 A 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 89.88 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.000 2 0.000 2 0.001 2 0.001 2 0.000 2 0.000 2 0.000 2 0.001 2 0.001 2 ENVELOPE SOLUTION AISC Code Checks Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.0422 0.04 2 0.04 ---------------------------------------------------------------------------- 2 0.04 2 0.04 2 0.04 2 0.00 2 o, 2 3 5- 2- 4 3 0.108 0.032 2 2 0.11 0.00 2 2 0.11 0.01 2 2 0.11 0.02 2 2 0.11 0.02 2 2 0.11 0;03 2 2 0.00 0.01 2 2 4 3- 4 0.032 2 0.03 2 0.02 2 0.02 2 0.01 2 0.00 2 0.01 2 5 1- 3 0.318 2 0.32 2 0.32 2 0.32 2 0.32 2 0.32 2 0.00 2 6 3- 5 0.628 2 0.63 2 0.63 2 0.63 2 0.63 2 0.63 2 0.00 2. DASSE DESIGN SOUTHERN CALffORN,C. - -r -mvINE -----.j-- --r- - r -14-4Y 11''1 PROJECT PAGE_L.II3-- .-L- ---' BY iDATE - - - -CKD BY , --_-- DATE L4 tJ/4 f 4MIO 1-iv--t T 10 : •- ---jH -4---- 1 i C Jt X4 ~~` t+Hc T:HIt l •--r--+ 7-L tt !, ---- - 1 - . :1 i DASSE DESIGN SOUTHERN CALIFORNIA, INC. - - ____ - - -4- - --i-. IRVINE -• -: i- - - - PROJECT .-ft1°I PAGE_.J' -p-- ---t - -- - -• - DATE- I I -t----- --- ----- -- ------ -- •DATE._.__L_+ _ jJt.L .4iL4LLJ —4--'_I -- {I1. I _fi i- -1 I •1 __i _____ I ____ i-&i- ixcj,x'Y 3 1 --- :---- :Y T ir--1- P - 4 ,1 1--- (t.c r j T±t I 11J— :LTIILLLJ I I -I - 94, -'1- Lta1 ç $lII. I , , (_c •.•- J -r:5 %;-~ Y, ~' x ~+ RISA-2D (R) Version 3.03 DASSE Design, Inc. Job________ Page_ Date SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) -----(in,K/in) ---- (in,K/in) --- (r,K-ft/r) ------ (F)- 1 0.00 0.00 R R 0.00 2 0.00 12.50 0.00 0.00 25.00 0.00 .3 4 16.75 0.00 R R 0.00 5 16.75 12.50 0.00 6 16.75 25.00 0.00 7 8.38 12.50 S 0.00 8 8.38 25.00 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) STLl 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 ---------------------------------------------------------------------------- Section Database Mati. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(in'2) ---------(in4) ----------------- COL TU8X8X4 STL2 7.59 75.100 1.20 BEAM W18X35 STL1 10.30 5 510.000 1.20 BRACE TU5X5X4 STL2 4.59 16.900 1.20 STRUT TU5X5X4 STL2 4.59 16.900 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length -------------------OL ------------------------------------(in) ----(in) ------(ft) 1 1 2 C 12.50 2 2 - 3 COL 12.50 RISA-2D (R) Version 3.03 DASSE Design, Inc. W SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 Job Page 1t441.. Z,f. Date I J ---------------------------------------------------------------------------- I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length -----------------------------------------------(in) ---- (in) ------(ft) 3 4 - 5 COL 12.50 4 5 - 6 COL 12.50 5 2 - 7 STRUT 1 8.38 6 7- 5 STRUT 1 8.37 7 3- 8 BEAN 1 8.38 8 8- 6 BEAN 1 8.37 9 1- 7 BRACE 1 1 15.05 10 7 - 4 BRACE 1 1 15.04 11 2 - 8 BRACE 1 1 15.05 12 8 - 5 BRACE 1 1 15.04 ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb -------------(ft) -----(ft) -----(ft) ---------------------------------- 1 1 - 2 11.50 25.00 2 3 2 - 4 - 3 5 12.50 25.00 11.50 25.00 4 5 - 6 12.50 25.00 5 2- 7 16.50 6 7- 5 16.50 7 3- 8 2.00 8 8- 6 2.00 9 1- 7 10 7- 4 11 2- 8 12 8- 5 BLC ---------------------------------------------------------------------------- Basic Load Case Load Totals No. Description Nodal Point Dist. 1 ---------------------------------------------------------------------------- DEAD LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD Node ---------------------------------------------------------------------------- • Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 3 0.000 -12.200 0.000 6 0.000 -4.800 0.000 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job________ Page _ S . Date________ SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 6 -35.300 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None - BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 ENVELOPE SOLUTION Nodal Displacements Node Global X Global Y Rotation ------------(in) ------LC----------(in) ------LC----------(rad) -----LC- 1 max -0.00000 2 -0.00000 2 0.00058 2 mm -0.00000 2 -0.00000 2 0.00058 2 2 max -0.09083 2 -0.02624 2 0.00066 2 mm -0.09083 2 -0.02624 2 0.00066 2 3 max -0.19841 2 -0.03440 2 0.00075 2 mm -0.19841 2 -0.03440 2 0.00075 2 4 max -0.00000 2 0.00000 2 0.00056 2 mm -0.00000 2 0.00000 2 0.00056 2 5 max -0.09059 2 0.01466 2 0.00070 2 mm -0.09059 2 0.01466 2 0.00070 2 6 max -0.21028 2 0.01155 2 0.00085 2 mm -0.21028 2 0.01155 2 0.00085 2 7 max -0.07737 2 -0.00001 2 0.00020 2 mm -0.07737 2 -0.00001 2 0.00020 2 8 max -0.19842 2 -0.00629 2 0.00023 2 mm -0.19842 2 -0.00629 2 0.00023 2 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 RISA-2D (R) Version 3.03 Job Page_ie.i -1-7 Date ENVELOPE SOLUTION Reactions Node Global X Global Y Moment --------------------(K) ------LC-----------(K) ------LC----------(K-ft)----LC- 1 max 17.67212 2 64.88657 2 0.00000 2 min 17.67212 2 64.88657 2 0.00000 2 4 max 17.62788 2 -47.88657 2 0.00000 2 min 17.62788 2 -47.88657 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,ifl)LC(K,Kft,ifl)LC(K,Kft,jfl)LC(K,Kft,jfl)LC-- 1 1 2 A 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 38.50 2 V 0.02 2 0.02 2 0.02 2 0.02 2 .0.02 2 .: N 0.02 2 0.02 2 0.02 2 0.02 2 0.02 2 0.00 2 -0.05 2 -0.10 2 -0.15 2 -0.20 2 0.00 2 -0.05 2 -0.10 2 -0.15 2 -0.20 2 D 0.000 2 0.022 2 0.044 2 0.067 2 0.091 2 0.000 2 0.022 2 0.044 2 0.067 2 0.091 2 2 2- 3 A 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 11.98 2 V -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 -0.02 2 M -0.20 2 -0.15 2 -0.10 2 -0.05 2 -0.00 2 -0.20 2 -0.15 2 -0.10 2 -0.05 2 -0.00 2 D 0.000 2 0.026 2 0.052 2 0.080 2 0.108 2 0.000 2 0.026 2 0.052 2 0.080 2 0.108 2 3 4- 5 A -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 -21.52 2 V 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 M 0.00 2 -0.09 2 -0.18 2 -0.26 2 -0.35 2 0.00 2 -0.09 2 -0.18 2 -0.26 2 -0.35 2 D 0.000 2 0.021 2 0.043 2 0.066 2 0.091 2 0.000 2 0.021 2 0.043 2 0.066 2 0.091 2 4 5- 6 A 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 4.58 2 V -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 M -0.35 2 -0.26 2 -0.18 2 -0.09 2 0.00 2 • -0.35 2 -0.26 2 -0.18 2 -0.09 2 0.00 2 D 0.000 2 0.028 2 0.057 2 0.088 2 0.120 2 0.000 2 .0.028 2 0.057 2 0.088 2 0.120 2 DASSE Design, Inc. W SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 RISA-2D (R) Version 3.03 Job Pagegb4-2 Date Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 5 2- 7 A -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 -17.82 2 V -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 M 0.00 2 0.02 2 0.03 2 0.05 2 0.07 2 0.00 2 0.02 2 0.03 2 0.05 2 0.07 2 D -0.026 2 -0.019 2 -0.012 2 -0.006 2 0.000 2 -0.026 2 -0.019 2 -0.012 2 -0.006 2 0.000 2 6 7- 5 A 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 17.52 2 V 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 M 0.07 2 0.05 2 0.03 2 0.02 2 -0.00 2 0.07 2 0.05 2 0.03 2 0.02 2 -0.00 2 D 0.000 2 0.005 2 0.008 2 0.012 2 0.015 2 0.000 2 0.005 2 0.008 2 0.012 2 .0.015 2 A 0.02 2 0.02 2 0.02 2 0.02 2 0.02 2 3- 8 0.02 2 0.02 .2 0.02 2 0.02 2 0.02. . 2 V -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 M 0.00 2 0.47 2 0.94 2 '1.41 2 1.87 2 0.00 2 0.47 2 0.94 2 1.41 2 1.87 2 D -0.028 2 -0.020 2 -0.013 2 -0.006 2 0.000 2 -0.028 2 -0.020 2 -0.013 2 -0.006 2 . 0.000 2 8 8- 6 A 35.27 2 35.27 2 35.27 2 35.27 2 35.27 2 35.27 2 35.27 2 35.27 2 35.27 2. 35.27 2 V 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 M 1.87 2 1.41 2 0.94 2 0.47 2 0.00 2 1.87 2 1.41 2 0.94 2 0.47 2 0.00 2 D 0.000 2 0.005 2 0.010 2 0.014 2 0.018 2 0.000 2 0.005 2 0.010 2 0.014 2 0.018 2 9 1- 7 A 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 31.77 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.017 2 0.033 2 0.050 2 0.066 2 0.000 2 0.017 2 0.033 2 0.050 2 0.066 2 DASSE Design, Inc. *SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ H.7 RISA-2D (R) Version 3.03 Job Page£i- Date Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,jn)LC(K,Kft,jn)LC-- 10 7 4 A -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 -31.73 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.001 2 0.003 2 0.004 2 0.006 2 0.000 2 0.001 2 0.003 2 0.004 2 0.006 2 11 2 8 A 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 31.94 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.039 2 0.079 2 0.118 2 0.158 2 0.000 2 0.039 2 0.079 2 0.118 .2 0.158 2 12 8- 5 A -31.39 2 -31.39 2 -31.39 2 -31.39 2 -31.39 2 -31.39 2 -31.39 2 -31.39 2 -31.39 2 .31•39 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 -0.014 2, -0.029 2 -0.043 2 -0.057 2 0.000 2 -0.014 2 -0.029 2 -0.043 2 -0.057 2 ENVELOPE SOLUTION AISC Code Checks Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.251 2 0.25 2 0.25 ---------------------------------------------------------------------------- 2 0.25 2 0.25 2 0.25 2 0.00 2 2 2- 3 0.081 2 0.08 2 0.08 2 0.08 2 0.08 2 0.08 2 0.00 2 3 4- 5 0.083 2 0.08 2 0.08 2 0.08 2 0.08 2 0.08 2 0.00 2 4 5- 6 0.036 2 0.04 2 0.03 2 0.03 2 0.03 2 0.03 2 0.00 2 5 2- 7 0.109 2 0.11 2 0.11 2 0.11 2 0.11 2 0.11 2 0.00 2 6 7- 5 0.210 2 0.21 2 0.21 2 0.21 2 0.21 2 0.21 2 0.00 2 7 3- 8 0.012 2 0.00 2 0.00 2 0.01 2 0.01 2 0.01 2 0.00 2 8 8- 6 0.178 2 0.18 2 0.18 2 0.17 2 0.17 2 0.17 2 0.00 2 9 1- 7 0.334 2 0.33 2 0.33 2 0.33 2 0.33 2 0.33 2 0.00 2 10 7- 4 0.188 2 0.19 2 0.19 2 0.19 2 0.19 2 0.19 2 0.00 2 11 12 2- 8- 8 5 0.336 0.186 2 2 0.34 0.19 2 2 0.34 0.19 2 2 0.34 2 0.34 2 0.34 2 0.00 2 0.19 2 0.19 2 0.19 2 0.00 2 DASSE DESIGN SOUTHERN CALIFORNIA, INC. IRVINE - I PROJECT 7 11915 X 6AGE 4t Ji BY - - - - DATE CKDBY L_. DATE - iiL -L\J- JI ' -.--- t'14 cal LLA 4 1A - ... -•:-- .. •1 .-- --. tLA tJ EA Yl .. ax 1 1 ì I .................................................................................................................. --H —h L------ . L - - - . •. .i_ -- 4/ - 610 IL k..- -. (17,( + 1 . (('o Ve ip) 1 1. k- t-i M V -( to/ • 0 k - c •/-l. + Lb6r /t4 Ml1-' 4,1 _.c_ r1 -' DASSE DESIGN SOUTHERN CALIFORNIA, INC. - IRVINE PROJECT 1B 10 3)? PAGE BY ---DATE CKDBY _._ -DATE --• H ----- ------------- / Fly I '4, - e 4- (MAX urLtri- IZ ® •. lz -- - Q'..i° -•&c' a •- ;- -• -1 - •._i__t . C' (MAX .- : (.Ac1i1 iJe.1) • DASSE DESIGN SOUTHERN CALIFORNIA,-INC. IRVINE - .- •-. - ei J)(( ( BY DATE DATE _==------ L L1j Iii' Ii' 60, -• . .. . •--;-: - - I - .................J.... •_ u_._ I0 Lo ((,foj ') •f- +b (11I - I'- -. . - ...........-- •.. __1l L: - I -- /{i kk,z I -:4; 111lii1i fH ........................................ L) 1 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page44.33 ri- *SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) -----(in,K/in) ---- (in,K/in) --- (r,K-ft/r) - ----- (F)- 1 0.00 0.00 R R 0.00 2 0.00 12.50 :0.00 .: 3 0.00 25.00 0.00 4 22.00 0.00 R R 0.00 5 22.00 12.50 0.00 6 22.00 25.00 0.00 7 11.00 12.50 0.00 8 11.00 25.00 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (FY) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) STL1 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 Section Database Mati. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA2) (in COL TU8X8X4 STL2 7.59 75.100 1.20 BEAM W18X35 STL]. 10.30 510.000 1.20 BRACE TU8X8X4 STL2 7.59 75.100 1.20 STRUT TtJ6X6X4 STL2 5.59 30.300 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length . ---------------------------------------(in) ---- (in) ------(ft) 1 1 - 2 COL 12.50 2 2 - 3 COL 12.50 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Pagei€øj.J4/ Date to-SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in) -- - - (in) ------(ft) 3 4- 5 COL 12.50 4 5 - 6 COL 12.50 5 2 - 7 STRUT 1 11.00 6 7 - 5 STRUT 1 11.00 7 3- 8 BEAM 1 11.00 8 8 - 6 BEAM 1 11.00 9 1 - 7 BRACE 1 1 16.65 10 7 - 4 BRACE 1 1 16.65 11 2 - 8 BRACE 1 1 16.65 12 8 - 5 BRACE 1 1 16.65 I J ----------------------------------------------------------------------------- Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft) -----(ft) -----(ft) ----------------------------------- 1 1 - 2 11.50 25.00 .2 3 2 - 4 - 3 5 12.50 25.00 11.50 25.00 4 5 - 6 12.50 25.00 5 2- 7 21.75 6 7- 5 21.75 7 3- 8 2.00 8 8- 6 2.00 9 1- 7 10 7 - 4 11 2 - 8 12 8- 5 BLC ---------------------------------------------------------------------------- Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DEAD LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD Node Number Global X Global Y Moment- ------------------------ (K) ------------------(K) ------------------(K-ft) 3 0.000 -8.200 0.000 6 0.000 -6.000 0.000 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job______ Page Date________ 41 SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 6 -85.600 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 ENVELOPE SOLUTION Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation ------------(in) ------LC----------(in) ------LC----------(rad) -----LC- 1 max -0.00000 2 -0.00000 2 0.00082 2 mm -0.00000 2 -0.00000 2 0.00082 2 2 max -0.12397 2 -0.03871 2 0.00084 2 mm -0.12397 2 -0.03871 2 0.00084 2 3 max -0.25141 2 -0.04424 2 0.00086 2 mm -0.25141 2 -0.04424 2 0.00086 2 4 max -Ô.00000 2 0.00000 2 0.00076 2 mm -0.00000 2 0.00000 2 0.00076 2 5 max -0.12390 2 0.02904 2 0.00096 2 mm -0.12390 2 0.02904 2 0.00096 2 6 max -0.28922 2 0.02501 2 0.00117 2 mm -0.28922 2 0.02501 2 0.00117 2 7 max -0.08907 2 -0.00001 2 0.00026 2 mm -0.08907 2 -0.00001 2 0.00026 2 8 max -0.25141 2 -0.00501 2 0.00026 2 mm -0.25141 2 -0.00501 2 0.00026 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. to SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) Job Page g44t-3(. Date ENVELOPE SOLUTION Reactions Node Global X Global Y Moment ---------- ---------- (K) ------LC-----------(K) ------LC----------(K-ft)----LC- 1 max 42.82323 2 105.47272 2 0.00000 2 min 42.82323 2 105.47272 2 0.00000 2 4 max 42.77677 2 -91.27272 2 0.00000 2 min 42.77677 2 -91.27272 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,jn)LC(K,Kft,jn)LC-- 1 1 2 A 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 56.81 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 2 0.00 2 0.00 2 0.00. 2 0.00 2 to 0.00 M 0.00 2 -0.01 2 -0.02 2 -0.03 2 -0.04 2 0.00 2 -0.01 2 -0.02 2 -0.03 2 -0.04 2 D 0.000 2 0.031 2 0.062 2 0.093 2 0.124 2 0.000 2 0.031 2 0.062 2 0.093 2 0.124 2 2 2- 3 A 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 8.11 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M -0.04 2 -0.03 2 -0.02 2 -0.01 2 -0.00 2 -0.04 2 -0.03 2 -0.02 2 -0.01 2 -0.00 2 D 0.000 2 0.032 2 0.063 2 0.095 2 0.127 2 0.000 2 0.032 2 0.063 2 0.095 2 0.127 2 3 4- 5 A -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 -42.62 2 V 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 M -0.00 2 -0.13 2 -0.25 2 -0.38 2 -0.50 2 -0.00 2 -0.13 2 -0.25 2 -0.38 2 -0.50 2 D 0.000 2 0.029 2 0.058 2 0.090 2 0.124 2 0.000 2 0.029 2 0.058 2 0.090 2 0.124 2 4 5- 6 A 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 5.91 2 V -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 M -0.50 2 -0.38 2 -0.25 2 -0.13 2 0.00 2 -0.50 2 -0.38 2 -0.25 2 -0.13 2 0.00 2 D 0.000 2 0.038 2 0.079 2 0.122 2 0.165 2 0.000 2 0.038 2 0.079 2 0.122 2 0.165 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. - SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) Job Page Date Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 5 2- 7 A -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 -42.86 2 V -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 M 0.00 2 0.02 2 0.03 2 0.05 2 0.06 2 0.00 2 0.02 2 0.03 2 0.05 2 0.06 2 D -0.039 2 -0.028 2 -0.018 2 -0.009 2 0.000 2 -0.039 2 -0.028 2 -0.018 2 -0.009 2 0.000 2 6 7- 5 A 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 42.78 2 V 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 M 0.06 2 0.05 2 0.03 2 0.02 2 0.00 2 0.06 2 0.05 2 0.03 2 0.02 2 0.00 2 D 0.000 2 0.008 2 0.015 2 0.022 2 0.029 2 0.000 2 0.008 2 0.015 2 0.022 2 .0.029 2 . 7 3- 8 A 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 V -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 -0.09 2 M 0.00 2 0.24 2 0.49 2 0.73 2 0.98 2 0.00 2 0.24 2 0.49 2 0.73 2 0.98 2 D -0.039 2 -0.029 2 -0.019 2 -0.009 2 0.000 2 -0.039 2 -0.029 2 -0.019 2 -0.009 2 0.000 2 8 8- 6 A 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 V 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 0.09 2 M 0.98 2 0.73 2 0.49 2 0.24 2 0.00 2 0.98 2 0.73 2 0.49 2 0.24 2 0.00 2 D 0.000 2 0.008 2 0.016 2 0.023 2 0.030 2 0.000 2 0.008 2 0.016 2 0.023 2 0.030 2 9 1- 7 A 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 64.83 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.017 2 0.034 2 0.051 2 0.068 2 0.000 2 0.017 2 0.034 2 0.051 2 0.068 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page L.IF Date &SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 4 (MAX UP) Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 10 7- 4 A -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 -64.81 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.001 2 0.002 2 0.004 2 0.005 2 0.000 2 0.001 2 0.002 2 0.004 2 0.005 2 11 2- 8 A 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 64.87 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.045 2 0.090 2 0.134 2 0.179 2 0.000 2 0.045 2 0.090 2 0.134 2 0.179 2 46 12 8- 5 A -64.64 -64.64 2 2 -64.64 -64.64 2 2 -64.64 -64.64 2 2 -64.64 -64.64 2 2 -64.64 -64.64 2 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.016 2 -0.032 2 -0.049 2 -0.065 2 0.000 2 -0.016 2 -0.032 2 -0.049 2 -0.065 2 ENVELOPE SOLUTION AISC Code Checks Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.368 2 0.37 2 0.37 ---------------------------------------------------------------------------- 2 0.37 2 0.37 2 0.37 2 0.00 2 2 2- 3 0.053 2 0.05 2 0.05 2 0.05 2 0.05 2 0.05 2 0.00 2 3 4- 5 0.161 2 0.15 2 0.15 2 0.16 2 0.16 2 0.16 2 0.00 2 4 5- 6 0.047 2 0.05 2 0.04 2 0.04 2 0.04 2 0.04 2 0.00 2 5 2- 7 0.210 2 0.21 2 0.21 2 0.21 2 0.21 2 0.21 2 0.00 2 6 7- 5 0.485 2 0.48 2 0.48 2 0.48 2 0.48 2 0.48 2 0.00 2 7 3- 8 0.006 2 0.00 2 0.00 2 0.00 2 0.00 2 0.01 2 0.00 2 8 8- 6 0.528 2 0.53 2 0.53 2 0.53 2 0.52 2 0.52 2 0.00 2 9 1- 7 0.309 2 0.31 2 0.31 2 0.31 2 0.31 2 0.31 2 0.00 2 10 7- 4 0.232 2 0.23 2 0.23 2 0.23 2 0.23 2 0.23 2 0.00 2 0 RISA-2D (R) Version 3.03 DASSE Design, Inc. S Job________ Page i'I? fl ate .SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node ---------------------------------------------------------------------------- Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) -----(in,K/in) ---- (in,K/in) --- (r,K-ft/r) -----(F) - 1 0.00 0.00 R R 0.00 2 0.00 12.50 0.00 3 0.00 25.00 0.00 4 22.00 0.00 R . R 0.00 6 o 22.00 12.50 22.00 25.00 . 0.00 0.00 7 1100 1250 000 8 11.00 25.00 Material ---------------------------------------------------------------------------- Elastic Poisson's Thermal Weight Yield Stress, Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) ------(Ksi) STL1 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 5 0.30000 0.65000 0.490 46.000 Section ----------------------------------------------------------------------------- Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------(inA2) ---------(•4) ----------------- CCL TU8X8X4 STL2 7.59 75.100 1.20 BEAM W18X35 STL]. 10.30 510.000 1.20 BRACE TtJ8X8X4 STL2 7.59 75.100 1.20 STRUT . TU6X6X4 STL2 5.59 30.300 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length -----------------------------------------------(in) ----(in) ------(ft) CO 1 1 - 2 L 12 .50 2 2 - 3 COL 12.50 W 3 4- 5 COL 12.50 4 5 - 6 COL 12.50 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page _C'i- s4 Date_________ SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) I J I Releases 3 End Offsets No Node Node Section x y z x y z Sec Sway I 3 Length ------------------------------------------------------(in) ----(in) ------(ft) 5 2 - 7 STRUT 1 11.00 6 7 - 5 STRUT 1 11.00 7 3 - 8 BEAM 1 11.00 8 8 - 6 BEAM 1 11.00 9 1 - 7 BRACE 1 1 16.65 10 7 - 4 BRACE 1 1 16.65 11 2 - . 8 BRACE 1 1 16.65 12 8 - 5 BRACE 1 1 16.65 I 3 ---------------------------------------------------------------------------- Unbraced Lengths K Factors Bending Coef s No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft) -----(ft) -----(ft) ----------------------------------- 1 1 - 2 11.50 25.00 2 2 - 3 12.50 25.00 3 4 - 5 11.50 25.00 4 ' 5 - 6 12.50 25.00 5 2- 7 21.75 6 7- 5 21.75 7 3- 8 2.00 8 8- 6 2.00 9 1- 7 10 7- 4 11 2 - 8 12 8- .5 BLC ---------------------------------------------------------------------------- Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DEAD ---------------------------------------------------------------------------- LOAD 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD --------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 3 0.000 -19.400 0.000 6 0.000 -16.500 0.000 1•• RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_______ Page , -// Date________ *SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 6 -85.600 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 Ô ENVELOPE SOLUTION Nodal Displacements - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - Node Global X Global Y Rotation -------------------(in) ------LC----------(in) ------LC----------(rad) -----LC- 1 max -0.00000 2 -0.00000 2 0.00082 2 mm -0.00000 2 -0.00000 2 0.00082 2 2 max -0.12407 2 -0.04634 2 0.00084 2 mm -0.12407 2 -0.04634 2 0.00084 2 3 max -0.25168 2 -0.05941 2 0.00086 2 mm -0.25168 2 -0.05941 2 0.00086 2 4 max -0.00000 2 0.00000 2 0.00076 2 mm -0.00000 2 0.00000 2 0.00076 2 5 max -0.12381 2 0.02189 2 0.00096 2 mm -0.12381 2 0.02189 2 0.00096 2 6 max -0.28949 2 0.01080 2 0.00117 2 mm -0.28949 2 0.01080 2 0.00117 2 7 max -0.08907 2 -0.00002 2 0.00026 2 mm -0.08907 2 -0.00002 2 0.00026 2 8 max -0.25168 2 -0.01270 2 0.00027 2 mm -0.25168 2 -0.01270 2 0.00027 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page - Date________ SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) ENVELOPE SOLUTION Reactions Node Global X Global Y Moment ----------- --------- (K) ------LC-----------(K) ------ LC ---------- (K-ft) ----LC- 1 max 42.83086 2 116.67273 2 0.00000 2 min 42.83086 2 116.67273 2 0.00000 2 4 max 42.76914 2 -80.77272 2 0.00000 2 min 42.76914 2 -80.77272 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------------- (K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC-- 1 2 A 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 68.00 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.01 2 -0.02 2 -0.03 2 -0.04 2 0.00 2 -0.01 2 -0.02 2 -0.03 2 -0.04 2 D 0.000 2 0.031 2 0.062 2 0.093 2 0.124 2 0.000 2 0.031 2 0.062 2 0.093 2 0.124 2 2 2- 3 A 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 19.18 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M -0.04 2 -0.03 2 -0.02 2 -0.01 2 -0.00 2 -0.04 2 -0.03 2 -0.02 2 -0.01 2 -0.00 2 D 0.000 2 0.032 2 0.063 2 0.096 2 0.128 2 0.000 2 0.032 2 0.063 2 0.096 2 0.128 2 3 4- 5 A -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 -32.13 2 V 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 M 0.00 2 -0.13 2 -0.25 2 -0.38 2 -0.51 2 0.00 2 -0.13 2 -0.25 2 -0.38 2 -0.51 2 D 0.000 2 0.029 2 0.058 2 0.089 2 0.124 2 0.000 2 0.029 2 0.058 2 0.089 2 0.124 2 4 5- 6 A 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 16.28 2 V -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 -0.04 2 M -0.51 2 -0.38. 2 -0.25 2 -0.13 2 0.00 2 o. -0.51 2 -0.38 2 -0.25 2 -0.13 2 0.00 2 D 0.000 2 0.038 2 0.079 2 0.122 2 0.166 2 0.000 2 0.038 2 0.079 2 0.122 2 0.166 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page_______ Date_________ SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------------- (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC. 5 2- 7 A -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 -42.98 2 V -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 M 0.00 2 0.04 2 0.08 2 0.12 2 0.15 2 0.00 2 0.04 2 0.08 2 0.12 2 0.15 2 D -0.046 2 -0.033 2 -0.021 2 -0.010 2 0.000 2 -0.046 2 -0.033 2 -0.021 2 -0.010 2 0.000 2 6 7- 5 A 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 42.66 2 V 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 M 0.15 2 0.12 2 0.08 2 0.04 2 -0.00 2 0.15 2 0.12 2 0.08 2 0.04 2 -0.00 2 D 0.000 2 0.007 2 0.013 2 0.018 2 0.022 2 0.000 2 0.007 2 0.013 2 0.018 2 0.022 2 A 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 3- 8 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 V -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 -0.22 2 M 0.00 2 0.62 2 1.23 2 1.85 2 2.46 2 0.00 2 0.62 2 1.23 2 1.85 2 2.46 2 D -0.047 2 -0.034 2 -0.021 2 -0.010 2 0.000 2 -0.047 2 -0.034 2 -0.021 2 -0.010 2 0.000 2 8 8- 6 A 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 • 85.56 2 85.56 2 85.56 2 85.56 2 85.56 2 V 0.22 2 0.22 2 0.22 2 0.22 • 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 0.22 2 M 2.46 2 1.85 2 1.23 2 0.62 2 0.00 2 2.46 2 1.85 2 1.23 2 0.62 2 0.00 2 D 0.000 2 0.008 2 0.014 2 0.019 2 0.024 2 0.000 2 0.008 2 0.014 2 0.019 2 0.024 2 9 1- 7 A 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 64.84 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.019 2 0.037 2 0.056 2 0.075 2 0.000 2 0.019 2 0.037 2 0.056 2 0.075 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. o: SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6 (MAX DOWN) Job Page£s -y' Date Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,jn)LC(K,Kft,jn)LC(K,Kft,in)LC-- 10 7 4 A -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 -64.80 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.003 2 0.006 2 0.009 2 0.012 2 0.000 2 0.003 2 0.006 2 0.009 2 0.012 2 11 2 8 A 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 65.05 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.045 2 0.091 2 0.136 2 0.182 2 0.000 2 0.045 2 0.091 2 0.136 2 0.182 2 Ô 12 8- 5 A -64.46 -64.46 2 2 -64.46 -64.46 2 2 -64.46 -64.46 2 2 -64.46 -64.46 2 2 L64.46 -64.46 2 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2: 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 -0.015 2 -0.031 2 -0.046 2 -0.062 2 0.000 2 -0.015 2 -0.031 2 -0.046 2 -0.062 2 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.440 2 0.44 2 0.44 ---------------------------------------------------------------------------- 2 0.44 2 0.44 2 0.44 2 0.00 2 2 2- 3 0.125 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.00 2 3 4- 5 0.124 2 0.12 2 0.12 2 0.12 2 0.12 2 0.12 2 0.00 2 4 5- 6 0.114 2 0.11 2 0.11 2 0.11 2 0.11 2 0.11 2 0.00 2 5 2- 7 0.214 2 0.21 2 0.21 2 0.21 2 0.21 2 0.21 2 0.00 2 6 7- 5 0.485 2 0.49 2 0.48 2 0.48 2 0.48 2 0.48 2 0.00 2 7 3- 8 0.016 2 0.00 2 0.00 2 0.01 2 0.01, 2 0.02 2 0.00 2 8 8- 6 0.535 2 0.53 2 0.53 2 0.53 2 0.53 2 0.52 2 0.00 2 9 1- 7 0.309 2 0.31 2 0.31 2 0.31 2 0.31 2 0.31 2 0.00 2 10 7- 4 0.232 2 0.23 2 0.23 2 0.23 2 0.23 2 0.23 2 0.00 2 11 2- 8 0.310 2 0.31 2 0.31 2 0.31 2 0.31 2 0.31 2 0.00 2 12 8- 5 0.231 2 0.23 2 0.23 2 0.23 2 0.23 2 0.23 2 0.00 2 : DASSE DESIGN SOUTHERN CALIFORNIA,. INC. IRVINE tC J-• -PROJECT 1ii X PAG1E tvr i.. BY-DAT.1..J_ - ----4-- CKDBY__rj= DATE_LJt_J I 3 I ±' 1 -, •--- 4 :. IL&tJA - L: L TH _______________ • t l •__ ___ f,4J(')' 911j Tl - • .i \~.•t4_ J L ) iii J1 J L It7 CiJ r2xx4__. 4 __ 4 H41N LIJ_L 3 ItI,.P -I H : -••- •-+l --- I I I rrrrm• • - .• - - '-•• -; - I 1 I LJ I I I _•_.•t• .,-•. _.,, ___ 4-.-- •LrI.4). 0 I DASSE DESIGN SOUTHERN CALIFORNIA, INC. - .-. 1- ;-----IRVINE --_-. PROJECT I il BV------Ij+-.----__ -DATE--_-IL. 4-CKDBYJ L_LJ.DAT LI LLJ IrJI IIT - ----. I. - I, r r ----,----,----- - H - ji- f OO •-.IL ! LL L! .i- •;i- :- 4_.L/4 \. L. (L 1 g1.j . - :---• I I I I %---- -- 'IJ Ij 41LJd ie (I/o4 ( LLJ 4 --H -+--lH-.- ¶ tin iiiifftI 1 tb ThLLLJt7J7* - -- --- - - H: jfl 1 r j ;-• 4 - • - -•- --- - -••-- - -. - I-- -- . o_( S - LJ4 1-1crx '+ I- t.kL' b RISA-2D (R) Version 3.03 DASSE Design, Inc. Job_________ Page V7 SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft) --------(ft) -----(in,K/in) ---- (in,K/in) --- (r,K-ft/r) ----- (F)- 1 0.00 0.00 R R 0.00 2 0.00 12.50 0.00 o 0.00 25.00 0.00 4 22.00 0.00 R R 0.00 5 22.00 12.50 0.00 6 22.00 25.00 0.00 7 11.00 12.50 0.00 8 11.00 25.00 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi) -----------------------(F) --------(K/ft3) -------(Ksi) STLl 29000.00 0.30000 0.65000 0.490 36.000 STL2 29000.00 0.30000 0.65000 0.490 46.000 ---------------------------------------------------------------------------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(iflA2) ---------(in4) ----------------- COL TU8X8X4 STL2 7.59 75.100 1.20 BEAM W14X22 STL1 6.49 199.000 1.20 BRACE TU5X5X4 STL2 4.59 16.900 1.20 STRUT TU5X5X4 STL2 4.59 16.900 1.20 ------------------------------------------------------- I J I Releases J End Offsets .- No Node Node Section x y z x y z Sec Sway I J Length -(in) -.--- (in) ------(ft) 1 1 - 2 COL 12.50 2 2- 3 COL 12.50 DASSE Design, Inc. to SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 RISA-2D (R) Version 3.03 Job Page Date I J ---------------------------------------------------------------------------- I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in) ----(in) ------(ft) 3 4- 5 COL 12.50 4 5 - 6 COL 12.50 5 2 - 7 STRUT 1 11.00 6 7 - 5 STRUT 1 11.00 7 3 - 8 BEAM 1 11.00 8 8 - 6 BEAM 1 11.00 9 1 - 7 BRACE 1 1 16.65 10 7 - 4 BRACE 1 1 16.65 11 2 - 8 BRACE 1 11 16.65 12 8 - 5 BRACE 1 1 16.65 I J ---------------------------------------------------------------------------- Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------------(ft) -----(ft) -----(ft) --------- _________________________ 1 1 - 2 11.50 25.00 2 - 3 12.50 25.00 '2 3 4 - 5 11.50 25.00 4 5 - 6 12.50 25.00 5 2- 7 22.00 6 7- 5 22.00 7 3- 8 2.00 8 8- 6 2.00 9 1- 7 10 7- 4 11 2 - 8 12 8 - 5 BLC Basic ---------------------------------------------------------------------------- Load Case Load Totals No. Description Nodal Point Dist. 1 DEAD LOAD ---------------------------------------------------------------------------- 2 2 SEISMIC LOAD 1 Nodal Loads, BLC 1: DEAD LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------------(K) ------------------(K) ------------------(K-ft) 3 0.000 -6.500 0.000 6 0.000 -6.500 0.000 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 RISA-2D (R) Version 3.03 Job Page iQ 4-t-V7 Date Nodal Loads, BLC 2: SEISMIC LOAD ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ------------------(K) ------------------(K) ------------------(K-ft) 6 9.200 0.000 0.000 Load Combination Self Wt BLC ---------------------------------------------------------------------------- BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 2 DL + SEISMIC 1 1 ---------------------------------------------------------------------------- 2 1 N Y Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft/sec**2 ENVELOPE SOLUTION 40 Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation ------------(in) ------LC-----------(in) ------ LC ---------- (rad)- ----- LC- 1 max 0.00000 2 0.00000 2 -0.00014 2 min 0.00000 2 0.00000 2 -0.00014 2 2 max 0.02036 2 -0.00087 2 -0.00013 2 min 0.02036 2 -0.00087 2 -0.00013 2 3 max 0.04025 2 -0.00528 2 -0.00013 2 min 0.04025 2 -0.00528 2 -0.00013 2 4 max 0.00000 2 -0.00000 2 -0.00013 2 min 0.00000 2 -0.00000 2 -0.00013 2 5 max 0.02043 2 -0.00799 2 -0.00016 2 min 0.02043 2 -0.00799 2 -0.00016 2 6 max 0.04670 2 -0.01240 2 -0.00018 2 min 0.04670 2 -0.01240 2 -0.00018 2 7 max 0.01583 2 -0.00001 2 -0.00003 2 min 0.01583 2 -0.00001 2 -0.00003 2 8 max 0.04025 2 -0.00454 2 -0.00003 2 min 0.04025 2 -0.00454 2 -0.00003 2 DASSE Design, Inc. SC}flJMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 RISA-2D (R) Version 3.03 Job Page Date ENVELOPE SOLUTION Reactions Node Global X ---------------------------------------------------------------------------- Global Y Moment --------------------(K) ------LC-----------(K) ------ LC ---------- (K -ft) ----LC- 1 max -4.60057 2 -3.95455 2 0.00000 2 mm -4.60057 2 -3.95455 2 0.00000 2 4 max -4.59943 2 16.95455 2 0.00000 2 mm -4.59943 2 16.95455 2 0.00000 2 ENVELOPE SOLUTION Member Section Results Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,jn)LC(K,Kft,jn)LC-- 1 1 2 A 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 1.27 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 ' 0.00 2 0.00 2. 0.00 2 0.00 2 0.00 2 M -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.01 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.01 2 D 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2 2 2- 3 A 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M -0.01 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.01 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 D 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2. 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2 3 4- 5 A 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 11.72 2 V -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 -0.01 2 M 0.00 2 0.02 2 0.04 2 0.05 2 0.07 2 0.00 2 0.02 2 0.04 2 0.05 2 0.07 2 D 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2 0.000 2 -0.005 2 -0.010 2 -0.015 2 -0.020 2 4 5- 6 A 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 2 6.47 . 2 V 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 0.01 2 M 0.07 2 0.05 2 0.04 2 0.02 2 -0.00 2 . 0.07 2 0.05 2 0.04 2 0.02. 2 -0.00 2 D 0.000 2 -0.006 2 -0.013 2 -0.019 2 -0.026 2 0.000 2 -0.006 2 -0.013 2 -0.019 2 -0.026 2 RISA-2D (R) Version 3.03 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 Job Page jeMi ..f) Date Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,in)LC(K,Kftin)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 5 2- 7 A 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 4.57 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.01 2 0.02 2 0.02 2 0.03 2 0.00 2 0.01 2 0.02 2 0.02 2 0.03 2 D -0.001 2 -0.000 2 0.000 2 0.001 2 0.000 2 -0.001 2 -0.000 2 0.000 2 0.001 2 0.000 2 6 7- 5 A -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 -4.64 2 V 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 • M 0.03 2 0.02 2 0.02 2 0.01 2 0.00 2 0.03 2 0.02 2 0.02 2 0.01 2 0.00 2 D 0.000 2 -0.001 2 -0.003 2 -0.005 2 -0.008 2 0.000 2 -0.001 2 -0.003 2 -0.005 2 -0.008 2 o 7 3- 8 A 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 0.00 0.00 2 2 V -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 -0.03 2 N 0.00 2 0.09 2 0.18 2 0.27 2 0.36 2 0.00 2 0.09 2 0.18 2 0.27 2 0.36 2 D -0.001 2 -0.000 2 0.000 2 0.001 2 0.000 2 -0.001 2 -0.000 2 0.000 2 0.001 2 0.000 2 8 8- 6 A -9.19 2 -9.19 2 -9.19 2 -9.19 2 -9.19 • 2 -9.19 2 -9.19 2 -9.19 2 -9.19 2 -9.19 2 V 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 M 0.36 2 0.27 2 0.18 2 0.09 2 0.00 2 0.36 2 0.27 2 0.18 2 0.09 2 0.00 2 D 0.000 2 -0.001 2 -0.003 2 -0.005 2 -0.008 2 0.000 2 -0.001 2 -0.003 2 -0.005 2 -0.008 2 9 1- 7 A -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 -6.96 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 -0.002 2 -0.003 2 -0.005 2 -0.007 2 0.000 2 -0.002 2 -0.003 2 -0.005 2 -0.007 2 DASSE Design, Inc. SCHUMACHER BLDG 1969 MECH MEZZ BRACE FR @ 6.7 RISA-2D (R) Version 303 Job Page Date Nodes Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -------------- (K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC(K,Kft, in) LC-- 10 7 4 A 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 6.97 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 0.001 2 0.002 2 0.003 2 0.004 2 0.000 2 0.001 2 0.002 2 0.003 2 0.004 2 11 2 8 A -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 -6.92 2 V -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 . -0.00 2 M 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2,. 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 D 0.000 2 -0.007 2 -0.013 2 -0.020 2 -0.027 2 0.000 2 -0.007 2 -0.013 2 -0.020 2 . 0.027 2 . 12 8 5 A 7.00 7.00 2 2 7.00 7.00 2 2 7.00 7.00 2 2 7.00 7.00 2 2 - 7.00 7.00. 2 2. V 0.00 2 0.00 2 0.00 2 0.00 2 . 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 M 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 D 0.000 2 0.003 2 0.007 2 0.010 2 0.014 2 0.000 2 0.003 2 0.007 2 0.010 2 0.014 2 ENVELOPE SOLUTION AISC Code Checks Nodes ---------------------------------------------------------------------------- Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.008 2 0.01 2 0.01 ---------------------------------------------------------------------------- 2 0.01 2 0.01 2 0.01 2 0.00 2 2 2- 3 0.042 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.00 2 3 4- 5 0.077 2 0.08 2 0.08 2 0.08 2 0.08 2 0.08 2 0.00 2 4 5- 6 0.043 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.00 2 5 2- 7 0.096 2 0.09 2 0.10 2 0.10 2 0.10 2 0.10 2 0.00 2 6 .7- 5 0.029 2 0.03 2 0.03 2 0.03 2 0.03 2 0.03 2 0.00 2 7 3- 8 0.005 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 8 8- 6 0.054 2 0.05 2 0.05 2 0.05 2 0.05 2 0.05 2 0.00 2 9 1- 7 0.041 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.00 2 10 7- 4 0.084 2 0.08 2 0.08 2 0.08 2 0.08 2 0.08 2 0.00 2 11 2- 8 0.041 2 0.04 2 0.04 2 0.04 2 0.04 2 0.04 2 0.00 2 12 8- 5 0.084 2 0.08 2 0.08 2 0.08 2 0.08 2 . 0.08 2 0.00 2 DASSE DESIGN SOUTHERN CALIFORNIA, INC. IRVINE PROJECT 1(L PAGE - BY ---DATE - - CKDBY ____.-DATE -Y I + 07 L 2). 1 Ii II tA.i LI.O& H :L --- rt'/ s --.-.-.--.---,,---.--- IIô'l 44 44 ,o ,4 1 1-exfxV1- I I I - I r •-' - - +,- - cg C-i'+AXIAIL, 1i'LiIte- AL1.AL 0L -' L.'4.r U1l OJ1 T /cLt4.f. I H 1 i - .L. c414 +-- I DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR "8 MECH MEZZ 95B1013X5 M. POWER Date: 05128196 _f:2 Page: STEEL COLUMN DESIGN BRACE FRAME COLUMNS @ H.7 COLUMN DATA APPLIED LOADS AISC Section : ts8x8x 114 Axial Dead Load = 34.90 k °V" Eccentricity = 0.00 in Column Height 24.00 ft Live Load 0.00 k "X" Eccentricity = 0.00 in Fixity @ Top : Pinned Short Term = 86.6 k Fixity @ Bottom : Pinned Unbraced Lengths... - Dead - - Live - - Short - - X:Start - - X:End - For V-V Buckling = 11.50 ft X.X Axis Moments: Top --None-- For X-X Buckling 24.00 ft Bottom = --None-- DESIGN DATA Btwn Ends .-None-. Fy 46 ksi V-V Axis Moments Top --None-- Load Duration Factor = 1.700 Bottom = --None-- Live & Short Loads Don't Combine Btwn Ends --None-- Sidesway... X-X Axis : Restrained Point Loads X.X Axis 0.0 0.00 1.30 11.50 ft Y-V Axis : Restrained V-V Axis --None-- Effective length Factors... Uniform Loads X-X -None-- X-X Axis = 1.00 Y-V = --None-- V-V Axis - 100 SECTION DATA SUMMARY Depth 8.00 in Width = 8.00 in Combined Stress Ratios... - Dead - - Live - - DL + LL - - DL + ST - Top Thickness 0.250 in Formula 1.6- la 0.287 0.287 0.813 Web Thickness 0.250 in Formula 1.6- lb 0.167 0.167 0.447 Area 7.590 in2 Formula 1.6-2 - Weight 25.770 plf Actual & Allowable Stresses... rT - 0.000 in Fa : Allowable 16.01 0.00 16.01 27.22 ksi lxx 75.1 1n4 fa: Actual - 4.60 0.00 4.60 16.01 ksi Sxx 18.8 in3 Fb:xx : Allow [Fl-6) - 27.60 0.00 27.60 4.6.92 ksi Rxx - 3.15 in " - [F1-7&Fl-8] - 27.60 0.00 27.60 48.92 ksi Ivy 75.1 in4 fb:xx Actual 0.00 0.00 0.00 4.97 ksi Syy 18.8 in3 Fb:yy : Allow [Fl-61 - 27.60 0.00 27.60 46.92 ksi Ryy = 3.15 in ' IF1-7 & Fl-8] - 27.60 0.00 27.60 46.92 ksi fb:yy Actual = 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection -0.296 in at 11.84 ft from column base - Max V-V Axis Deflection 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values F'ex (DL+LL) 17814 psi Cm:x (DL+LL) 0.60 Cb:x (DL+LL) - 1.75 Fey (DL+LL) - 77587 psi Cm:y (DL+LL) - 0.60 Cb:y (DL+LL) 1.75 F'ex (DL+LL+ST) - 30284 psi Cm:x (DL+LL+ST) - 1.00 Cb:x (DL+LL+ST) - 1.00 F'ey (DL+LL+ST) - 131899 psi Cm:y (DL+Ll+ST) - 0.60 Cb:y (DL+LL-i-ST) - 1.75 V4.413 (c) 1983-95 ENERCAIC - DASSE Design, Inc., KW060232 STEEL COLUMN DESIGN BRACE FRAME COLUMNS @ 4.1 & 5.9 COLUMN DATA AISC Section 1sl0x6x3/8 Axial Dead Load Column Height = 24.00 ft Live Load Fixity @ Top : Pinned Short Term Fixity @ Bottom : Pinned Unbraced Lengths... For V-V Buckling 11.50 ft X-X Axis Moments: For X-X Buckling = 24.00 ft DESIGN DATA Fy 46 ksi V-V Axis Moments Load Duration Factor 1.700 Live & Short Loads Don't Combine APPLIED LOADS 48.40 k "V" Eccentricity = 0.00 in 0.00 k "X' Eccentricity 0.00 in 153.0 k - Dead - - Live - - - Short - -X:Start--X:End- --None-- --None-- --None-- --None-- = --None-- --None-- 0.0 0.00 2.40 11.50 ft --None-- --None-- Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis V-V Axis x.x V-V DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR B" MECH MEZZ 95B1013X5 M. POWER £41 -fT Date: 05128196 Page: Sidesway.. X-X Axis : Restrained V-V Axis : Restrained Effective Length Factors... X-X Axis = 1.00 V-V Axis - 1.00 SECTION DATA Depth 10.00 in Width - 6.00 in Top Thickness = 0.375 in Web Thickness 0.375 in Area = 11.100 in2 Weight 37.688 plf 0.000 in 1-6 iT lxx 145.0 in4 Sxx 29.0 in3 Rxx 3.61 in IVY 65.4 in4 Syy 21.8 in3 Ryy 2.43 in SUMMARY Combined Stress Ratios... - Dead - - Live - - DL + LL - - DL + ST - Formula 1.6- la - 0.240 0.240 0.799 Formula 1.6. lb - 0.158 0.158 0.502 Formula 1.6 -2 Actual & Allowable Stresses... Fa : Allowable 18.14 0.00 18.14 30.84 ksi fa : Actual - 4.36 0.00 4.36 18.14 ksi Fb:xx : Allow [F1-61 - 30.36 0.00 30.36 - 51.61 ksi IF1-7 & F1-8] - 30.36 0.00 30.36 51.61 ksi fb:xx Actual - 0.00 0.00 0.00 594 ksi Fb:yy : Allow IF1-6] 30.36 0.00 30.36 51.61 ksi [F1-7 & F1-8] 30.36 0.00 30.36 51.61 ksi fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection - -0.283 in at 11.84 ft from column base Max V-V Axis Deflection 0.000 in at 0.00 ft from column base Point Loads Uniform Loads F'ex (DL+LL) 23519 psi F'ey (DL +LL) 46201 psi Fex (DL+LL+ST) 39982 psi Fey (DL+LL+ST) - 78541 psi Intermediate Stress Calculation Values Cm:x (DL+LL) - 0.60 - Cm:y (DL+LL) 0.60 Cm:x (DL+LL+ST) - 1.00 Cm:y (DL+LL+ST) 0.60 Cb:x (DL+LL) - 1.75 Cb:y (DL+LL) - 1.75 Cb:x (DL+LL+ST) - 1.00 Cb:y(DI+LL+ST) - 1.75 V4.413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR "B MECH MEZZ 95B1013X5 M. POWER -4 Date: 05128196 Page: STEEL COLUMN DESIGN TYPICAL INTERIOR NON-BRACE COLUMNS COLUMN DATA APPLIED LOADS AISC Section : ts8x8x1!4 Axial Dead Load 19.80 k "V" Eccentricity - 0.00 in Column Height 24.00 ft Live Load 29.70 k "X" Eccentricity 0.00 in Fixity @ Top : Pinned Short Term 0.0 k Fixity @ Bottom : Pinned Unbraced Lengths... - Dead - - Live - - Short - - X:Start - - X:End - For Y-Y Buckling = 24.00 ft X-X Axis Moments: Top S-None-- For X-X Buckling = 24.00 ft . Bottom -None-- DESIGN DATA Btwn Ends --None-- Fy 36 ksi Y-Y Axis Moments Top --None-- Load Duration Factor = 1.330 Bottom = --None-- Live & Short Loads Don't Combine Btwn Ends = --None-- Sidesway... X-X Axis : Restrained Point Loads X-X Axis --None.. Y-Y Axis : Restrained Y-Y Axis - --None-- Effective Length Factors... Uniform Loads X.X --None-- X-X Axis = 1.00 Y-Y = --None-- Y-Y Axis 1.00 SECTION DATA SUMMARY Depth 8.00 in Width - 8.00 in Combined Stress Ratios... - Dead - - Live - - DL + LL - - DL + ST - Top Thickness 0.250 in Formula 1.6- la 0.186 0.279 0.485 Web Thickness 0.250 in Formula 1.6- lb - 0.121 0.181 0.302 Area = 7.590 in2 Formula 1.6-2 - 0.140 Weight 25.770 plf Actual & Allowable Stresses... 0.000 in Fa : Allowable - 14.02 14.02 14.02 18.64 ksi o rT lxx 75.1 in4 fa : Actual = 2.61 3.91 6.52 2.61 ksi Sxx 18.8 in3 Fb:xx : Allow (F1-6] - 21.60 21.60 21.60 28.73 ksi Rxx 3.15 in [F1-7&Fl-8] - 21.60 21.60 - 21.60 28.73 ksi Ivy 75.1 in4 fb:xx Actual 0.00 0.00 0.00 0.00 ksi Syy = 18.8 in3 Fb:yy: Allow lFl-61 - 21.60 21.60 21.60 28.73 ksi Ryy = 3.15 in " [Fl -7 & F1-8] - 21.60 21.60 21.60 28.73 ksi fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection = 0.000 in at 0.00 ft from column base Max Y-Y Axis Deflection 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values F'ex (DL+LL) = 17814 psi Cm:x (DL+LL) - 0.60 Cb:x (DL+LL) - 1.75 F'ey (DL-'-LL) - 17814 psi Cm:y (DL+LL) - 0.60 Cb:y (DL+LL) = 1.75 F'ex (DL+IL+ST) = 23693 psi Cm:x (DL+LI+ST) - 0.60 Cb:x (DL+LL+ST) = 1.75 Fey (DL+LL+ST) - 23693 psi Cm:y (OL+LI+ST) - 0.60 Cb:y (DL+LL+ST) - 1.75 V4.413 (C) 1983-95 ENERCALC DASSE Design, Inc, KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR MECIl MEZZ 95B1013X5 M. POWER Date: 05128196 Page: SUMMARY Service Allow ACI Factored Left S.P.: Static D+L 563.9 psf 2000.0 psf 9-1 = 789.4 psf Short D+L+S = 2284.9 psf 2660.0 psf 9-2 = 3198.9 psf 9-3 = 2056.4 psf Right S.P.: Static 0+1 563.9 psf 2000.0 psf 9-1 = 789.4 psf Short D+L+S = 0.0 psf 2660.0 psf 9-2 = 0.0 psf 9-3 = 0.0 psf Resultant Ecc.: Static -0.00 ft Stability Short Term -12.75 ft Ratio 1.35 :1 Col #1 ...... ... Between ... ......Col #2....... RulPhi As RujPhi As RulPhi As Using Mu from ACI 9-1 2.0 psi 0.50 in 8.8 psi -0.50 in 2.0 psi 0.50 in ACI 9-2 55.0 psi 0.50 in 111.2 psi -0.80 in 18.0 psi -0.50 in ACI 9-3 - 35.4 psi 0.50 in 78.4 psi -0.56 in 11.6 psi -0.50 in As(in/ft of width), negative --> As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9-2 ACI 9-3 COMBINED FOOTING DESIGN NIS SEISMIC, BRACE FRAME @ G.1 0.85DL + ED DESIGN DATA Allowable Soil Pressure = 2000.0 psf Short Term Factor 1.33 Seismic Zone 4 Live Does Not Combine With Short Term fc : Concrete = 3000 psi Fy: Reinforcing 60000 psi Concrete Weight = 145 pcf Overburden Dead Wt. 145.0 psf Min. As% = 0.0014 Column Size... #1 = 8.Oin #2= 8.01n ...Base Height #1 = 2Dm #2 = 2.Oin Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col #1: Axial Shear Moment Dead = 7.50 k 0.0 k 0.0 k-ft Live 0.00 k 0.0 k 0.0 k-ft Shrtlrm = 82.58 k 44.1 k 0.0 k-ft At Col #2: Axial Shear Moment Dead 7.5 k 0.0 k 0.0 k-ft Live = 0.0 k 0.0 k 0.0 k-ft Shrtlrm = -82.58 k 44.1 k 0.0 k-ft DIMENSIONS Ftg fist left of Col #1 = 6.00 ft Distance Between Columns = 26.00 ft Ftg Dist right of Cot #2 6.00 ft Total Footing Length = 38.00 ft Footing Width = 7.00 ft Footing Thickness = 30.00 in Mu @ column #1 1.27 k-ft Mu btwn columns -559 k-ft Mu@column #2 1.27 k-ft One-Way Shears.... Allow.: Vn=2(fc.5) - 109.54 psi Actual: Vu 1.85... Left of Column #1 - 1.01 psi Between Columns - 3.11 psi Right of Column #2 - 1.01 psi Two-Way Shears.... Allow.: Vn=4(f'c.S) 219.09 psi Actual @ Column #1 3.14 psi Actual @ Column #2 3.14 psi 34.78 k.ft 22.36 k-ft -70.26 k-ft 49.54 k-ft -11.41k-ft -7.33 k-ft 109.54 psi 109.54 psi 28.06 psi 18.04 psi 13.72 psi - 8.09 psi 9.09 psi 5.84 psi 219.09 psi 219.09 psi 36.65 psi 37.08 psi 31.95 psi 33.83 psi V4.4B (c) 1983-95 ENERCALC DASSE Design, Inc., KW060232 Left S.P.: Static D + L Short D+1+S Right S.P.: Static D + L Short D+L+S SUMMARY - Service Allow 542.7 psf 2000.0 psf 0.0 psf 2660.0 psf = 672.5 psf 2000.0 psf = 2446.9 psf 2660.0 psf ACI Factored 9-1 = 759.8 psf 9-2 = 0.0 psf 9-3 = 0.0 psf 9-1 = 941.5 psf 9-2 = 3425.7 psf 9-3 = 2202.2 psf Resultant Ecc.: Static 0.62 ft Stability Short Term 11.60 ft Ratio 1.36:1 Cot #1 ...Between Cal #2....... RulPhi As RulPhi As Ru!Phi As Using Mu from ACI 9-1 3.4 psi 0.50 in 11.5 psi 0.50 in 11.4 psi 0.50 in ACI 9-2 - 37.5 psi -0.50 in 94.2 psi 0.68 in 114.7 psi 0.83 in ACI 9-3 - 24.1 psi -0.50 in 47.9 psi 0.50 in 73.7 psi 0.53 in As(inlft of width), negative --> As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9-2 ACI 9-3 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR B" MECH MEZZ 95B1013X5 M. POWER Date: 05128196 Page: COMBINED FOOTING DESIGN NIS SEISMIC, BRACE FRAME @ H 0.8501 + ED DESIGN DATA Allowable Soil Pressure = 2000.0 psf Short Term Factor 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term f'c: Concrete 3000 psi Fy: Reinforcing - 60000 psi Concrete Weight 145 pcf Overburden Dead Wt. = 145.0 psf Min. As% = 0.0014 Column Size... #1= ODin #2= 8.0in ...Base Height #1= 2.0in #2= 2.Oin Rebar CL to Soil 01st. = 3.50 in APPLIED LOADS At Col #1: Axial Shear Moment Dead = 7.00 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm = -82.64 k 29.8 k 0.0 k-ft At Cot #2: Axial Shear Moment Dead = 17.3 k 0.0 k 0.0 k.ft Live = 0.0 k 0.0 k 0.0 k.ft Shrt Trm = 82.64 k 29.8 k 0.0 k-ft DIMENSIONS Ftg Dist left of Col #1 = 8.50 ft Distance Between Columns 17.67 ft Ftg Dist right of Col #2 = 8.50 ft Total Footing Length - 34.67 ft Footing Width - 7.00 ft Footing Thickness = 30.00 in Mu @ column #1 2.12 k-ft Mu btwn columns - 7.26 k-ft Mu @ column #2 - 7.23 k-ft One-Way Shears.... Allow.: Vn=2(fc.5) - 109.54 psi Actual: Vu I .85... Left of Column #1 - 1.4.3 psi Between Columns - 4.80 psi Right of Column #2 - 4.75 psi Two-Way Shears.... Allow.: Vn=4(f'c.5) = 219.09 psi Actual @1 Column #1 = 2.87 psi Actual @ Column #2 = 7.23 psi - -23.69 k-ft -15.23 k-ft 5956 k-ft 30.30 k-ft 72.48 k-ft 4860 k-ft 109.54 psi 1 109.54 psi 15.66 psi 10.07 psi 48.99 psi 28.04 psi 48.79 psi 30.08 psi 219.09 psi 21909 psi 32.21 psi 3377 psi 40.77 psi 39.50 psi V4.413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 ACI Factored 9-1 = 969.3 psf 9.2 = 3375.9 psf 9-3 = 2170.2 psf 9-1 = 726.5 psf 9-2 = 0.0 psf 9.3 = 0.0 psf Resultant Ecc.: Static - .0.59 ft Stability Short Term .8.23 ft Ratio = 1.39 :1 Col #1 ...Between Col #2....... Ru!Phi As RulPhi As Ru!Phi As Using Mu from ACI 9-1 2.6 psi 0.50 in 6.5 psi -0.50 in 0.3 psi 0.50 in ACI 9-2 24.8 psi 0.50 in 47.3 psi -0.50 in 7.6 psi -0.50 in ACI 9-3 16.0 psi 0.50 in 33.2 psi -0.50 in 4.9 psi -0.50 in As(inlft of width), negative --> As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9.1 ACI 9-2 ACI 9-3 Mu @ column II 1 - 1.66 k-ft 15.69 k-ft 10.08 k-ft Mu btwn columns = 4.12 k-ft -29.91 k-ft -20.99 k-ft Mu @ column #2 - 0.19 k-ft 4.78 k-ft -3.07 k-ft One-Way Shears.... Allow.: Vn=2(f'c.5) - 109.54 psi 109.54 psi . 109.54 psi Actual : Vu 1 .85... Left of Column #1 = 1.36 psi 13.31 psi 8.56 psi Between Columns - 2.38 psi 9.80 psi 6.06 psi Right of Column #2 = 0.12 psi 3.83 psi 2.48 psi Two-Way Shears.... Allow.: Vn=4(f'c.5) = 219.09 psi 219.09 psi 219.09 psi Actual @ Column #1 - 4.88 psi 25.35 psi 25.29 psi Actual @ Column #2 - 2.00 psi 20.06 psi 21.50 psi DESIGN DATA Allowable Soil Pressure = 2000.0 psf Short Term Factor 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term f'c: Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145 pcf Overburden Dead Wt. = 145.0 psf Min. As% 0.0014 Column Size... #1 8.Oin #2= 8.0in ...Base Height #1 = 2.Oin #2= 2.Oin Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col #1: Axial Shear Moment Dead = 12.20 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k.ft Shrtlrm = 53.48 k 17.7 k 0.0 k-ft At Col #2: Axial Shear Moment Dead = 4.8 k 0.0 k 0.0 k-ft Live = 0.0 k 0.0 k 0.0 k-ft Shrt Trm --53.48 k 17.7 k 0.0 k-ft DIMENSIONS Ftg Dist left of Col #1 = 4.00 ft Distance Between Columns = 16.75 ft Ftg Dist right of Col #2 = 4.00 ft Total Footing Length = 24.75 ft Footing Width = 7.00 ft Footing Thickness = 30.00 in Left S.P.: Static D + L Short D+L+S Right S.P.: Static D + L Short D+L+S SUMMARY - Service Allow 692.3 psf 2000.0 psf 2411.4 psf 2660.0 psf - 518.9 psf 2000.0 psf = 0.0 psf 2660.0 psf DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR "B" MECH MEZZ 95B1013X5 M. POWER Date: 05128196 Page: COMBINED FOOTING DESIGN NIS SEISMIC, BRACE FRAME @ H.7 0.85D1 + ED V4.413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR MECH MEZZ 95B1013X5 COMBINED FOOTING DESIGN EIW SEISMIC, BRACE FRAME @4.1 085D1 + EQ. (MAX UPLIFT) M. POWER Date: 05128196 * Am • 60 Page: DESIGN DATA Allowable Soil Pressure = 2000.0 psf Short Term Factor 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term fc: Concrete 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight 145 pcf Overburden Dead Wt. 145.0 psf Min. As% = 0.0014 Column Size... #1 = 8.0in #2= 8.Oin ...Base Height #1 = 2.0in #2= 2.Oin Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col #1: Axial Shear Moment Dead = 8.20 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k.ft Shrt Trm = 97.27 k 42.8 k 0.0 k.ft At Cal #2: Axial Shear Moment Dead = 6.0 k 0.0 k 0.0 k-ft Live = 00 k 0.0 k OO k-ft Shrt Trm --97.27 k 42.8 k OO k-ft DIMENSIONS Ftg Dist left of Cal #1 8.00 ft Distance Between Columns - 22.00 ft Ftg Dist right of Col #2 8.00 ft Total Footing Length 38.00 ft Footing Width = 8.00 ft Footing Thickness = 30.00 in ACI Factored 9.1 = 793.5 psf 9-2 = 2617.4 psf 9-3 = 1682.6 psf 9.1 = 758.3 psf 9-2 = 0.0 psf 9-3 = 0.0 psf Resultant Ecc.: Static -0.14 ft Stability Short Term - -11.49 ft Ratio = 143 :1 Cal #1 ...Between Cal #2....... Ru!Phi As RulPhi As Flu/Phi As Using Mu from ACI 9-1 3.7 psi 0.50 in 3.7 psi 0.50 in 2.3 psi 0.50 in ACI 9-2 = 74.9 psi 0.54 in 77.3 psi 0.55 in 33.0 psi -0.50 in ACI 9-3 - 48.1 psi 0.50 in 50.1 psi -0.50 in 21.2 psi -0.50 in As(in!ft of width), negative --> As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9-2 Mu @ column # 1 - 2.37 k-ft 47.32 k-ft Mu btwn columns = 2.31 k.ft 48.85 k-ft Mu @ column #2 - 1.47 k.ft -20.88 k-ft One-Way Shears.... Allow.: Vn=2(f'c.5) - 109.54 psi 109.54 psi Actual : Vu 1 .85... Left of Column #1 - 1.62 psi 32.10 psi Between Columns - 1.87 psi 0.00 psi Right of Column #2 - 1.02 psi 14.35 psi Two-Way Shears.... Allow.: Vn=4(f'c.5) - 219.09 psi 219.09 psi Actual @ Column #1 3.48 psi 44.87 psi Actual @ Column #2 2.53 psi 39.25 psi Left S.P.: Static D + L Short 0+1+5 Right Si.: Static D + L Short D+L+S SUMMARY - Service Allow 566.8 psf 2000.0 psf 1869.6 psf 2660.0 psf 541.6 psf 2000.0 psf = 0.0 psf 2660.0 psf ACI 9-3 30.42 k-ft -31.64 k-ft -13.42 k-ft 109.54 psi 20.64 psi 0.00 psi 9.22 psi 219.09 psi 4476 psi 40.88 psi V4.4B (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR "B" MECH MEZZ 95B1013X5 COMBINED FOOTING DESIGN EIW SEISMIC, BRACE FRAME @ 5.9 0.8501 + ED, (MAX DOWN) M. POWER Date: 05128196 ..,) Page: DESIGN DATA Allowable Soil Pressure = 2000.0 psf Short Term Factor = 1.33 Seismic Zone 4 Live Does Not Combine With Short Term Vc : Concrete 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145 pcf Overburden Dead Wt. 145.0 psf Min. As% = 0.0014 Column Size... #1 = 8.0in #2= 8.Oin ...Base Height #1 2.0in #2= 2.0in Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Cot #1: Axial Shear Moment Dead = 19.40 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm 97.27 k 42.8 k 0.0 k.ft At Col #2: Axial Shear Moment Dead = 16.5 k 0.0 k 0.0 k-ft Live = 00 k 0.0 k 0.0 k-ft Shrt Trm --97.27 k 42.8 k 0.0 k-ft DIMENSIONS Ftg Dist left of Cot #1 = 8.00 ft Distance Between Columns = 22.00 ft Ftg Dist right of Cot #2 = 8.00 ft Total Footing Length 38.00 ft Footing Width = 8.00 ft Footing Thickness 30.00 in SUMMARY Service Allow ACI Factored Left Si.: Static 0+1 642.2 psf 2000.0 psf 9-1 = 899.0 psf Short D+L+S = 1805.0 psf 2660.0 psf 9-2 = 2527.0 psf 9-3 = 1624.5 psf Right S. P.: Static 0+1 = 609.0 psf 2000.0 psf 9-1 = 852.6 psf Short D+L+S 0.0 psf 2660.0 psf 9-2 = 0.0 psf 9-3 = 0.0 psf Resultant Ecc.: Static -0.17 ft Stability Short Term = -10.22 ft Ratio = 1.57 :1 C01#1 ...Between Col #2....... RulPhi As RujPhi As RulPhi As Using Mu from ACI 9-1 = 8.6 psi 0.50 in 8.4 psi -0.50 in 6.8 psi 0.50 in ACI 9-2 = 73.1 psi 0.52 in 74.4 psi 0.53 in 33.0 psi -0.50 in ACI 9-3 47.0 psi 0.50 in 50.7 psi -0.50 in 21.2 psi .0.50 in As(injft of width), negative --> As @ top of footing MOMENT & SHEAR FORCE SUMMARY ACI 9-1 ACI 9-2 ACI 9-3 Mu @ column # 1 - 5.45 k-ft 46.18 k-ft 29.69 k-ft Mu btwn columns -5.31 k-ft 47.01 k-ft -32.03 k-ft Mu @ column #2 - 4.27 k-ft -20.88 k-ft -13.42 k-ft One-Way Shears.... Allow.: Vn=2(f'c.S) - 109.54 psi 109.54 psi 109.54 psi Actual : Vu 1 .85... Left of Column #1 3.74 psi - 31.39 psi 20.18 psi Between Columns - 5.03 psi 0.00 psi 0.00 psi Right of Column #2 - 2.94 psi 14.35 psi 9.22 psi Two-Way Shears.... Allow.: Vn=4(f'c.5) - 219.09 psi 219.09 psi 219.09 psi Actual @ Column #1 - 8.23 psi 49.73 psi 48.24 psi Actual @ Column #2 - 7.01 psi 34.52 psi 37.84 psi V4.413 (c) 1983-95ENERCALC DASSE Design Inc., KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR "B" MECH MEZZ 95B1013X5 6. SQUARE FOOTING DESIGN Date: 05/28196 Page: BRACED COLUMN @ 6.7 PAD FTG LOADING DATA - 1 2 Dead Load k: 7.60 6.50 Live Load k: 10.80 0.00 Short Term Load k: 10.45 -10.45 Seismic Zone : 4 4 Overburden Weight psf: 145.0 145.0 Combining Live & Short Term Loads ? Yes No FOOTING DATA Size (Length & Width) ft: 5.00 5.00 Thickness in: 18.00 18.00 #ofBars : 6 6 Rebar Size Number II: 6 6 Column Dimension in: 6.0 6.0 fc psi: 3000 3000 Fy psi: 60000 60000 Cover over rebar in: 3.0 3.0 Concrete weight pcf: 145.0 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 2000 2000 -, Short Term Duration Factor : 1.33 1.33 Ftg. Depth Below Soil ft: 1.00 1.00 CALCULATED FORCES Maximum Static Soil Pressure pst: 1098.5 622.5 Allow Static Soil Pressure psf: 2000.0 2000.0 Max. Short Term Soil Pressure psf: 1516.5 204.5 Allow Short Term Soil Pressure psf: 2660.0 2660.0 1-Way: Allowable Shear psi: 109.5 109.5 V Vu/Phi psi: 14.7 6.0 2-Way: Allowable Shear psi: 219.1 219.1 Vu/Phi psi: 45.6 18.7 Mn k-ft: 37.2 V 37.2 Mu/Phi k-ft: 6.0 2.5 REINFORCING Actual Bar Depth in: 14.63 14.63 Mm. Allow % Reinforcing : 0.0014 0.0014 - 200/Fy : 0.0033 V 0.0033 Req'd Per Analysis : 0.0004 0.0002 USE %: 0.0017 0.0017 Rebar Area Req'd iñ21ft: 0.30 0.30 Total Area Req'd in: 1.51 V 1.51 REBAR CHOICES Quantity of: #4 Bars : 9 9 V #5 Bars : 6 6 #6 Bars : 4 4 #7 Bars : 4 4 #8 Bars : 3 3 #9 Bars : 3 3 #10 Bars : 2 2 V4.4B (c) 1983-95 ENERCAIC DASSE Design, Inc., KW060232 o DASSE DESIGN SOUTHERN CALIFORNIA, INC. IRVLNE---- 1'1 PROJECT BY__tf____ DATELj_. . CKDBY = DATE - Hr 4c- 1--±-H- L&Tl 1 I - 4'ç A-J '- . L ' - L/\--. ri S (. 3') t L - rA9Ioo, r- ii HL i .5- DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR B" MECH MEZZ 95B1013X5 Date: 05128196 Page: SQUARE FOOTING DESIGN TYPICAL INTERIOR COLUMN PAD FTG LOADING DATA - 1 - Dead Load k: 18.20 Live Load k: 27.20 Short Term Load k: 0.00 Seismic Zone : 4 Overburden Weight psf: 145.0 Combining Live & Short Term Loads No FOOTING DATA Size (Length & Width) ft: 6.00 Thickness in: 18.00 #ofBars : 6 Rebar Size Number #: 6 Column Dimension in: 6.0 f'c psi: 3000 Fy psi: 60000 Cover over rebar in: 3.0 Concrete weight pcf: 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 2000 V * Short Term Duration Factor : 1.33 Ftg. Depth Below Sail ft: 1.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 1623.6 Allow Static Soil Pressure psf: 2000.0 V Max. Short Term Soil Pressure psf: 868.1 V Allow Short Term Soil Pressure psf: 2660.0 1-Way: Allowable Shear psi: 109.5 V Vu/Phi psi: 25.7 2-Way: Allowable Shear psi: 219.1 - V Vu/Phi V psi: 80.5 Mn k-fl: 31.2 Mu/Phi k-fl: 10.5 REINFORCING * Actual Bar Depth in: 14.63 Mm. Allow % Reinforcing : 0.0014 200/Fy : V V 0.0033 Req'd Per Analysis : 0.0007 V USE %: 0.0017 V Rebar Area Req'd in2lft: 0.30 Total Area Req'd in: 1.81 REBAR CHOICES Quantity of: #4 Bars : 10 #5 Bars : 7 #6 Bars : 5 #7 Bars : 4 #8 Bars : 3 V #9 Bars : 3 #10 Bars : 2 V4.413 (c) 1983-95 ENERCAIC V DASSE Design, Inc, KW0602325 DASSE DESIGN SCHUMACHER BLDG 1969 REDESIGN SECTOR MECH MEZZ 95B1013X5 Date: 05/28196 Page: SQUARE FOOTING DESIGN TYPICAL EXTERIOR COLUMN PAD FTG LOADING DATA - 1 - Dead Load k: 7.20 Live Load k: 10.80 Short Term Load k: 0.00 Seismic Zone : 4 Overburden Weight psf: 145.0 Combining Live & Short Term Loads ? No FOOTING DATA Size (Length & Width) ft: 5.00 Thickness in: 18.00 #of Bars : 6 Rebar Size Number #: 6 Column Dimension in: 60 fc psi: 3000 Fy psi: 60000 Cover over rebar in: 3.0 Concrete weight pcf: 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 2000 Short Term Duration Factor : 1.33 Ftg. Depth Below Soil ft: 1.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 1082.5 Allow Static Soil Pressure psf: 2000.0 Max. Short Term Soil Pressure psf: 650.5 Allow Short Term Soil Pressure psf: 2660.0 1-Way: Allowable Shear psi: 109.5 Vu/Phi psi: 11.4 2-Way: Allowable Shear psi: 219.1 Vu/Phi psi: 35.4 Mn k-ft: 37.2 Mu/Phi k-ft: 4.6 REINFORCING Actual Bar Depth in: 14.63 Mm. Allow % Reinforcing : 0.0014 200IFy : 0.0033 Req'd Per Analysis : 0.0003 USE %: 0.0017 Rebar Area Req'd in2/ft: 0.30 Total Area Req'd in: 1.51 REBAR CHOICES Quantity of: #4 Bars : 9 #5 Bars : 6 #6 Bars : 4 #7 Bars : 4 #8 Bars : 3 #9 Bars : 3 #10 Bars : 2 V4413 (c) 1983-95 ENERCALC DASSE Design, Inc.. KW0602325 DASSE DESIGN SOUTHERN CALffORN,C PAGE .----.- .-•- . .•.PRCT - BY MATE - f CKD BY -H Jki -tt. C, JLjJ L 1JIIr::T1 r -- f-HTHf-H ... __ I Ji IlILIl I11IL1 t t J_LTtii3 } (i (I)q.Lr I)` t - - - ---- - - - - -I i) - 11 1 44iIc(' fEHE - L- (I 'DASSE DESIGN SOUTHERN CALIFORNIA, IN ERVINE C. -. - .. T. frLt(1 II "1 ROJ PAGE JLKI I I -: - BY DATE ' II I ---W - ---44--: 'r - 4 CKDBY-_LL - MATE ----=-_---- i44 ecei LALØL iT ---a •- - - . - - - . . - + - -• ---:--• L LLt,L LJ LI L1 J L ;LL..LLL4 LL. ti_j I r±r t- ..i1T ,I1>tJ goo. il i IrIITIJITI.LL Ti I I I I H! '' I __II_II1.ItI I -, f .. ---•-- HH t iM4fl P*- 1Tj f_I 1-4-.i_J- ~U_t i LIA I I I , . -: •-'l - 1 -:- t. L DASSE DESIGN SCHUMACHER BLDG 1969 SOUTH MECH YARD SCREEN WALL 95B1013 M. POWER Ô Date: 06117196 Page: STEEL COLUMN DESIGN SCHUMACHER BLDG 1969 COLUMN DATA APPLIED LOADS AISC Section : w10x22 Axial Dead Load 0.50 k Y' Eccentricity 0.00 in Column Height 18.50 ft Live Load 0.00 k "X Eccentricity 0.00 in Fixity @ lop : Free Short Term - 0.0 k Fixity @ Bottom : Fixed Unbraced Lengths... - Dead - - Live - - Short - - X:Start - - X:End - For Y-Y Buckling 6.00 ft X-X Axis Moments: Top = --None-- ForX-X Buckling = 18.50 ft Bottom --None-- DESIGN DATA Btwn Ends --None-- Fy = 36 ksi Y-Y Axis Moments Top ..None.. Load Duration Factor - 1.330 Bottom - -None-- Live & Short Loads Don't Combine Btwn Ends = -None- Sidesway... X-X Axis : Free Point Loads X-X Axis - -None-- Y-Y Axis : Free Y.Y Axis = --None-- Effective Length Factors... Uniform Loads X.X 0.00 0.00 0.16 klft 0.50 ft 18.50 ft X-X Axis = 2.00 Y.Y -None-- Axis 2.00 SECTION DATA SUMMARY Depth 10.17 in Width 5.75 in Combined Stress Ratios... - Dead - - Live - - DL + LL - - DL + ST - Top Thickness 0.360 in Formula 1.6-la Web Thickness 0.240 in Formula 1.6- lb - Area = 6.4.90 1n2 Formula 1.6 . 2 0.006 0.458 Weight 22.035 plf Actual & Allowable Stresses... o: rT 1.510 in Fa : Allowable 11.85 0.00 11.85 15.76 ksi lxx 118.0 in4 fa : Actual - 0.08 0.00 0.08 0.08 ksi Sxx 23.2 in3 Fb:xx : Allow FF1.6] - 23.76 0.00 23.76 31.60 ksi Rxx 4.26 in " [F1-7&F1-8j - 23.76 0.00 23.76 31.60 ksi Ivy 11.4 in4 fb:xx Actual - 0.00 0.00 000 14.33 ksi Syy 4.0 in3 Fh:yy : Allow (F1-6] 23.76 0.00 27.00 35.91 ksi Ryy 1.33 in " [F1-7 & F1-8J - 2376 0.00 27.00 35.91 ksi fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max XX Axis Deflection - -1.198 in at 18.50 ft from column base Max Y-Y Axis Deflection 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values Fez (DL+LL) 13773 psi Cm:x (DL+LL) 0.85 Cb:x (DL+LL) - 1.75 Fey (01+11) = 12650 psi Cm:y (DL+LL) 0.85 Cb:y (DL+LL) 1.75 Fex (DL+LL+ST) 18318 psi Cm:x (DL+LL+ST) - 0.85 Cb:x (DL+LL+ST) - 1.00 F'ey (DL+LL+ST) - 16824 psi Cm:y (DL+LL+ST) 0.85 Cb:y (DL+LL+ST) - 1.75 I41rJ fre- S 1, f (I. Ib10 rr o V4.4B (c) 1983-95 ENERCAIC DASSE Design, Inc., KW0602321 DASSE DESIGN SCHUMACHER BLDG 1969 SOUTH MECH YARD SCREEN WALL 95131013 M. POWER Date: 06117196 Page: DESIGN OF EMBEDDED POLE FOOTINGS SCHUMACHER BLDG 1969 SOUTH MECH YARD SCREEN WALL BASE NON-RESTRAINED DFSIGrJ flATA Allow Passive Max Passive Load Duration Factor Point Load Load Height Dist. Load Start Height End Height Pole Type Width/Diameter Surface Restraint 7 SUMMARY Moments @ Surface... - Point Load Uniform Load Total Moment Total Lateral Load - NON-RESTRAINED RESULTS - Mm. Req'd Embedment A0 +0 +4.36h lAY .5)12 A=2.34P1(S 1 b) Press @ 113 Embed Actual Allowable - RESTRAINED RESULTS - Min. Reqd Embedment (4.25*P*h1S3*b)^ .5 Pressure @ Bottom Actual Allowable Surface Restraint Force 150.0 psf 2000.0 psf 1.330 0.0 # 0.00 ft 162.0 plf 0.50 ft 18.50 ft Circular 24.0 in Free 0.0 ft-# 27702.0 ft-# 27702.0 ft-# 2916.0 # 10.17 ft 677.0 psf 676.4 psf V4.413 (c) 1983-95 ENERCAIC DASSE Design, Inc., KW060232 BEAM DATA Center Span Length = 25.00 ft AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 0.00 ft Web Thickness Unbraced Length 25.00 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Term Section Area Fy = 46 ksi Section Weight Load Duration Factor = 1.33 rT, y Beam End Fixity : Pin:Pin STEEL SECTION DATA tslOx4xll4 = 10.00 in lxx = 79.30 1n4 - 0.250 in Ivy = 18.80 in4 4.00 in Sxx 15.86 in3 0.250 in Syy 9.40 in3 = 6.59 in2 r:xx 3.469 in 22.38 /1 r:yy = 1.689 in 0.00 in APPLIED LOADS Uniform Loads - DASSE DESIGN SCHUMACHER BUILDING 1969 CENTRAL PLANT EAST ENCLOSURE 9581013X5 M. POWER Date: 07101196 Page: STEEL BEAM DESIGN MECHANICAL EQUIPMENT SCREEN WALL WALL SUPPORT AT CMU Short Term Load = 0.26 klft Distance To Start 0.00 ft Distance To End 25.00 ft SUMMARY USING ts10x4x 114, Max Stress Ratio - 45.47%, Min Defi. Ratio 277.99 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums.. Actual Allowable Dead Load + Loads Placed as follows Moment 22.1 485 k-ft Placed DL LL L1+ST LL LL+ST Stress = 16.69 36.71 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 3.53 46.00 k Stress 0.71 1840 ksi Moments.. M+ @ Center 22.1 1.7 0.0 22.1 0.0 0.0 k-ft Deflection -1.079 M- @ Center - 0.0 0.0 -0.0 0.0 0.0 k-ft fbi Fb : % max = 0.455 @ Left - 0.0 0.0 0.0 0.0 0.0 k-ft fv / Fv : % max 0.038 @ Right - 0.0 0.0 0.0 0.0 0.0 k-ft Mm. DL Defi Ratio 3508.31 Shears... @ Left - 3.53 0.28 0.00 3.53 0.00 0.00 k Mm. TL Defi Ratio = 277.99 @ Right 3.53 0.28 0.00 3.53 0.00 0.00 k Deflection. @ Center - .1.079 -0.086 0.000 -1.079 0.000 0.000 in @ Left - 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 3.53 0.28 0.00 3.53 0.00 0.00 k Reactions @ Right - 3.53 0.28 0.00 3.53 0.00 0.00 k V4413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN SCHUMACHER BUILDING 1969 CENTRAL PLANT EAST ENCLOSURE 95B1013X5 M. POWER Date: 07102196 Page: STEEL BEAM DESIGN MECHANICAL EQUIPMENT SCREEN WALL WALL SUPPORT AT CMU BEAM DATA STEEL SECTION DATA Center Span Length 25.00 ft AISC Section : ts10x6x318 Left Cantilever 0.00 ft Section Depth 10.00 in lxx = 145.00 in4 Right Cantilever = 0.00 ft Web Thickness = 0.375 in Ivy 65.40 in4 Unbraced Length = 25.00 ft Section Width 6.00 in Sxx 29.00 in3 Beam Wt. is ADDED To applied loads Flange Thickness 0.375 in Syy - 21.80 in3 Live Load Not Acting with Short Term Section Area = 11.10 in2 r:xx 3.614 in Fy = 46 ksi Section Weight = 37.69 It r:yy = 2.427 in Load Duration Factor 1.33 rT. y = 0.00 in Note: MINOR AXIS BENDING! Beam End Fixity : Pin:Pin APPLIED LOADS Uniform Loads Short Term Load 0.26 k!ft Distance To Start = 000 ft Distance To End 25.00 ft USING tsl0x6x3l8, Max Stress Ratio 31.70%, Min Defi. Ratio 217.47 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment = 23.3 734 k-ft Placed DL LL LI+ST LL LL+ST Stress - 12.80 4.0.38 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 3.72 8280 k Stress 0.83 18.40 ksi Moments.. Mi- @ Center 23.3 2.9 0.0 23.3 0.0 0.0 k-ft Deflection - -1.379 M- @ Center -0.0 0.0 -0.0 0.0 0.0 k-ft th I Fb : % max - 0.317 @ Left - 0.0 0.0 0.0 0.0 0.0 k-ft fv I Fv : % max - 0.045 @ Right 0.0 0.0 0.0 0.0 0.0 k.ft Mm. DL Defl Ratio = 1717.77 Shears.. @ Left 3.72 0.47 0.00 3.72 0.00 0.00 k Min. TL Defi Ratio = 217.47 @ Right 3.72 0.47 0.00 3.72 0.00 0.00 k Deflection.. @ Center = -1.379 .0.175 0.000 -1.379 0.000 0.000 in @ Left - 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left - 3.72 0.47 0.00 3.72 0.00 0.00 k Reactions @ Right - 3.72 0.47 0.00 3.72 0.00 0.00 k V4.413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW060232E DASSE DESIGN SCHUMACHER BUILDING 1969 CENTRAL PLANT EAST ENCLOSURE 95B 1013X5 STEEL COLUMN DESIGN MECHANICAL EQUIPMENT SCREEN WALL WALL BRACE STRUTS M. POWER Date: 07101196 s-r Page: Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y•Y Axis x.x v-v COLUMN DATA AISC Section 1s10x6x3/8 Axial Dead Load Column Height 25.00 ft Live Load Fixity @ lop : Pinned Short Term Fixity @ Bottom : Pinned Unbraced Lengths... For Y-Y Buckling 25.00 ft X-X Axis Moments: For X-X Buckling = 25.00 ft DESIGN DATA Fy = 46 ksi Y-Y Axis Moments Load Duration Factor 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y.Y Axis : Restrained Effective Length Factors... X-X Axis = 1.00 Axis = 1.00 SECTION DATA Depth 10.00 in Width - 6.00 in Top Thickness 0.375 in Web Thickness = 0.375 in Area = 11.100in2 Weight 37.688 plf rT 0.000 in lxx 145.0 1n4 Sxx 29.0 in3 Rxx = 3.61 in In 65.4 in4 Syy = 21.8 in3 Ryy = 2.43 in - Dead - - Live - - Short - -X:Start--X:End- --None-- = --None-- --None-- - --None-- = 10.0 0.00 0.00 12.50 ft. = --None-. = --None-- SUMMARY 13.00 ksi 0.90 ksi 36.71 ksi 3671 ksi 25.86 ksi 40.38 ksi 4038 ksi 0.00 ksi Point Loads Uniform Loads - APPLIED LOADS 0.00 k "Y" Eccentricity 0.00 in 0.00 k "X" Eccentricity 0.00 in 10.0 k Combined Stress Ratios... - Dead - - Live - - DL + LL - - DL + ST - Formula 1.6. la Formula 1.6. lb - Formula 1.6 .2 - 0.937 0.774 Actual & Allowable Stresses... Fa : Allowable 9.78 0.00 9.78 fa : Actual = 0.00 0.00 0.00 Fb:xx : Allow [Fl-61 - 27.60 0.00 27.60 [F1-7 & F1-8] - 27.60 0.00 27.60 fb:xx Actual 25.86 0.00 25.86 Fb:yy : Allow [F1-6] 27.60 0.00 30.36 0 [Fl-i & Fl-8] 27.60 000 30.36 fb:yy Actual 0.00 0.00 0.00 Max X.X Axis Deflection - -1.338 in at 12.50 ft from column base Max Y-Y Axis Deflection - 0.000 in at 0.00 ft from column base F'ex (DL+LL) - 21675 psi F'ey (DL+LL) 9776 psi F'ex (DL+LL+ST) 28827 psi Fey (DL-.-LL+ST) 13002 psi Intermediate Stress Calculation Values Cm:x (DL+LL) - 1.00 Cm:y(OL+LL) 0.60 Cm:x (DL+LL+ST) - 1.00 Cm:y (DL+LL+ST) 0.60 Cb:x (DL+LL) - 1.00 Cb:y(DL+LL) 1.75 Cb:x (DL+LL+ST) - 1.00 Cb:y (DL+LL+ST) 1.15 V4.413 (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN 0 MASONRY WALL DESIGN MECHANICAL EQUIPMENT SCREEN WALL 8" CMU DESIGN DATA fm = 1500 psi Clear Span Ht. Fs 24000 psi Parapet Height For calc of Em = f'm * 750 Uniform Dead Load Em = Mutt. & fm = 1125000 psi Uniform Live Load n : Es/Em = 25.78 Uniform Load Ecc. Special Inspection Required Grout Wall @ Rebar Cells Only Axial DL @ Top of Wal Seismic Factor 0.300 Axial LL @ Top of Wall Wind Load = 24.00 psf Load Duration Factor = 1.330 Bar Depth 'd' SCHUMACHER BUILDING 1969 CENTRAL PLANT EAST ENCLOSURE 95B1013X5 M. POWER Date: 07101196 Page: WALL DATA 22.00 ft Wall Thickness (nominal) = 8.00 in 2.00 ft Rebar Size 5 = 0.00 plf Rebar Spacing = 16.00 in = 0.00 plf Place Rebar @ Center of Wall = 0.00 in Use Normal Weight Block ---> > Roof Load Wall Wt. Multiplier - 1.000 0.00 plf Rebar Area 0.233 1n2 0.00 plf Wall Weight - 66.00 psf ---> > Roof Load Equiv Solid Thickness 5.80 in 3.75 in - SUMMARY Bending Stresses Axial fblFh + Top of Wall: Moment Axial Steel Masonry Stress falFa Dead + Live 0 in-#, 0.0 /1 0 psi 0.0 psi 0.0 psi 0.000 <- 1.00 OK Dead+Live+Wind 576 in-il 0.0 il 762 psi 19.7 psi 0.0 psi 0.040 <= 1.33 OK Dead+Live+Eq. = 475 in-il 0.0 il 629 psi 16.3 psi 0.0 psi 0.033 <= 1.33 OK Btwn. Base & Top of Wall: Dead + Live 0 in-il 858.0 il 0 psi 0.0 psi 12.3 psi 0.080 <= 1.00 OK Dead+Live+Wind 17137 in-il 858.0 il 22677 psi 586.1 psi 12.3 psi 1.264 <= 1.33 OK Dead+Live+Eq. 14138 in-il 858.0 II 18709 psi 483.5 psi 12.3 psi 1.057 <= 1.33 OK (Note!... Floor LL only included wjEarthquake!Wind ALLOWABLE STRESSES - • Allow Axial .2*fm*114h142t)3]*(O.5 if w/o Special Insp.) Allow Bending : Masonry: .333*fm*(.5 if w/o insp) < -2,000 Steel Maximum Allowable Moment w/o Axial Load Maximum Allowable Axial Load w/o Moment np = 0.1332 2npY .5-np 0.3998 21k j LOADS & MOMENTS 154.48 psi Axial + Uniform D.L. - 0.0 II @ mid-ht 495.0 psi Axial + Uniform L.L. - 0.0 il @ mid-ht 24000 psi Wall Weight - 858.00 II @ mid-ht - 14474 in-il Ecc. D.L. Moments - 0.00 in-il @ top - 10752 il - 0.00 in-il @ mid-ht = 0.8667 Ecc. L.L. Moments = 000 in-il @ top = 5.771 - 0.00 in-il @ mid-ht Wind Mom. @ Mid-Ht = 17137.2 in-il Seismic Mom. @ Mid-Ht - 14138.2 in-il V4.4B (c) 1983-95 ENERCALC DASSE Design, Inc., KW0602325 DASSE DESIGN OF SO. CALIFORNIA Title: SCHUMACHER BLDG 1969 SOUTHERN CALIFORNIA Descr: RO/DI EQUIPMENT ENCLOSURE 8001 Irvine Center Dr. 14 FT HIGH WALL Page of #825 Job 4*: 95B1013 By:M. POW Date: 4/22/96 me, CA 92718 RetainPro 3.lB(c) 1994 File:SCHUCAN.RPF -------------------------------STEM DESIGN ---------------------------------- (Values shown for concrete stems have been factored) Pg 2 of 2 Descending Stem Sections, Highest @ Left - Stem Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG ------------------------------------------------------------------------- = 0.00 ft WALL TYPE ABOVE HT : Masonry Thickness (nominal) = 12.00 in Rebar Size = 4* 6 Rebar Spacing = 24.00 in Rebar Placed at : Center DESIGNDATA .............................................................. fb/Fb + fa/Fa = 0.982 Lateral Load @ Design Ht = 392 4* MOMENT .....Actual = 2,940 ft-# Allowable = 2,993 ft-it SHEAR ......Actual = 6.34 psi Allowable 44.67 psi Embedment Length Req'd = 15.03 Wall Weight = 124.0 psf Rebar Placed at Depth 'd'= 5.75 in MASONRY DATA............................................................. f'm = 1,500 psi Fs = 24,000 psi • Grouting Special Inspection : Full : Yes n:Es/Em = 25.78 Short Term Increase = 1.33 CONCRETEDATA .............................................................. f'c = psi Fy psi ------------- ------------ SUMMARY OF FORCES & MOMENTS ---------------------- - Overturning Moments -- Resisting Moments - fl 4* ft ft-# 4* ft ft-# 89 0.75 66 165 5.42 894 -89 0.75 -66 160 1.46 234 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 392 9.25 3,626 1,798 3.42 6,143 0 0.00 0 0.00 0 1,816 3.46 6,279 150 3.42 513 0.0.00 0 Origin of Force: Heel Active Press. = Soil over Heel = Toe Active Press. = Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = Active Press. TOTALS = 392 3,626 Totals used for Soil Pressure, Pv Not Included= 4,089 14,062 4,089 14,062 DASSE DESIGN OF SO. CALIFORNIA Title: SCHUMACHER BLDG 1969 SOUTHERN CALIFORNIA Descr: RO/DI EQUIPMENT ENCLOSURE 8001 Irvine Center Dr. 14 FT HIGH WALL Page of #825 Job #: 95B1013 By:M. POW Date: 4/22/96 rnel CA 92718 W RetainPro 3.1B(c)1994 File:SCHUCAN.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ----------SOIL DATA ------------- -------------------------------------------------------------------------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1,300 psf Axial DL on Stem = 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem = 0 plf .Slope Active 45.0 psf . .Ecc Left of Stem CL = 0.00 in .Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkf ill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 200 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Heel : No Soil Ht over Toe = 6.0 in @ Toe : No ------ADDED LATERAL LOADS ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 28.00 psf . . .Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft .height to stop = 14.50 ft Ftg. Base Above/Below Soil . .height to start = 0.00 ft At Wall Face 1+!-] = 0.00 ft Footing Type : Line ----------------------------WALL & FOOTING DATA ------------------------- Retained Height = 0.50 ft Toe Width = 2.92 ft Wall Ht. above soil = 14.00 ft Heel Width = 4.00 ft Total Wall Height = 14.50 ft Key Depth = 12.00 in Total Width = 6.92 ft . Key Width = 12.00 in Thickness = 21.00 in Key Dist. to Toe = 2.917 ft = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = SUMMARY = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = Pressure @ Toe = 1,056 psf Factors of Safety: Pressure @ Heel = 127 psf Overturning = 3.88 :1 Allowable Press. = 1,300 psf Sliding = 6.61 :1 Eccentricity = 10.87 in Allowable Shear = 93.11 psi Resultant Within Middle Third 1-Way Shear @ Toe = 10.5 psi Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 6.0 psi -----------------------------SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.400 Tot Lateral Force*1.5= 588.0 # Soil @ Toe Not Used = 12.00 in (-)Passive Pressure = 956.3 # Factor of Safety = 6.61 (-)Friction = 1,635.6 # Add'l Force Req'd = 0.0 # ----------------------------FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel f'c = 3,000 psi ACI 9.1 Pressure = 1,478 177 psf Fy = 60,000 psi Mu - Upward = 6,416 0 ft-# Upward soil pres negl'd on heel Mu - Downward = 2,229 2,348 ft-# --------Rebar Choices -------- Mu - Design = 4,187 2,348 ft-# Toe(bot) Heel(top) One-Way Shear: #4 @Not Reqd in Not Reqd in vu = 10.55 6.01 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 93.11 93.11 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 2.00 in #7 @Not Reqd in Not Reqd in • Depth to steel = Ru = Mu/bd'2 = 17.50 0.0 18.50 0.0 in #8 @Not Reqd #9 @Not Reqd in Not Reqd in Not Reqd in in Min. Rebar Ratio = 0.0018 #10 @Not Reqd in Not Reqd in