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HomeMy WebLinkAbout2820 WHIPTAIL LOOP; ; PREV2018-0047; PermitIty of Carlsbad- Print Date: 04/18/2019 Permit No: PREV2018-0047 Job Address: 2820 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091202500 Lot #: 23 Applied: 02/27/2018 Valuation: $0.00 Reference #: DEV2016-0023 Issued.: 05/03/2018 Occupancy Group: Construction Type VB Permit 04/18/2019 . , Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CBC2017-0434 Final ' Plan Check #: lnsection: Project Title: PACIFIC VISTA COMMERCE CENTER Description: PACIFIC VISTA: BUILDING B - SITE PLAN MODS, SKYLIGHT SHIFTS, MEZZANINE AND DOOR LOCK CHANGES, FIRE RISER ROOM MODS, STRUCTURAL ELECTRICAL & PLUMBING CHANGES Applicant: Owner: Contractor: WARE MALCOMB ARCHITECTS GATEWAY PACIFIC VIEW LLC RYAN COMPANIES US INC ROBERT PARK . 6363 Greenwich Dr, 175 101 California St, 26Th Floor • 533 S 3Rd St, Ste 100 San Diego, CA 92122-5947 . SAN FRANCISCO, CA 94111 Minneapolis, MN 55415-1101 858-638-7277 858-812-7960 612-492-4791 FEE AMOUNT FIRE Expedited Plan Review Per Hour - Office Hours • . $132.00 MANUAL BUILDING PLAN CHECK FEE . $150.00 MANUAL BUILDING PLAN CHECK FEE • $900.00 Total Fees: $ 1,182.00 Total Payments To Date : $ 1,182.00 • Balance Due: $0.00 Building Division • 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City Of DEFERRED SUBMITTAL Building Division 760-602-2719 Carlsbad APPLICATION 1635 Faraday Avenue B-I 5 www.carlsbadca.gov Original Plan Check Number CBC20I7-0434 Plan Revision Number 2 fes.ioi?GtYFf Project Address 2820 Whiptail Loop General Scope of Revision/Deferred Submittal:Site plan modifications, skylight shifts, mezzanine and dock door changes, fire riser room modifications, structural, electrical, mechanical, and plumbing changes. CONTACT INFORMATION: Name Robert Park Phone 619-564-3697 Fax Address 6363 Greenwhich Dr Suite 175 City San Diego Zip 92122 Email Address rpark@waremalcomb.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 1 Plans 1 Calculations 0 Soils LII Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Please see attached. Does this revision, in any way, alter the exterior of the project? EJ Yes LI No Does this revision add ANY new floor area (s)? II Yes LI No Does this revision affect any fire related issues? LI Yes EI1 No 7, Is this aco Date 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov WARE MALCOMB / architecture.1 planning I interiors I branding I civil Plan Change Narrative . Date: 02-27-2018 . Project Name: PVCC - Building B I To: City of Carlsbad Project No.: CBC2017-0434 From: Ware Malcomb Architectural: L Egress information has been updated based on modified square footage. Sheet A0.13.5. Site data has been updated based on building square footage changes. Sheet A1.13.1 and A1.13.1a. Mezzanine modifications to east and west side of building. Sheet A2.13.1a, A2.13.1b, A2.13.2a, and A2.13.2b. Grade doors have been modified on south side of building. Sheet A2.13.1a, A2.13.1b, and A4.13.1b. Knox box locations have been added: Sheet A2.13.1a and A2.13.1b. Skylight locations have shifted. Sheet A3.13.1a and A3.13.1b. Additional address locations have been placed. Sheet A4.13.1a, A4.13.1b, and A4.13.1c. Modified fire riser room layout. Sheet A6.13.0. g. Miscellaneous roof and stair details have added notes. Sheet A8.13.2 and A8.13.6. Mechanical: 1. Shifted exhaust fan locations. Plumbing: 1. Modified sewer lateral. / . . / 17f W42ol 3' cbff- 6363 Greenwich Dr #175, San Diego, CA 92122 P. 858.638.7277 F 858.638.7506 2.27.2018 PAGE PVCC Bldg B- Bulletin 2 Narrative xs. i±::- 52.1A, West mezzanine framing deleted because mezzanine status S2.2A N/A was changed to "future" S2.1B, Extent of east mezzanine modified S2.213 N/A S2.3A Shifted skylights. Added framing for solar equipment. S2.313 N/A 52.3A, Shifted exhaust fan locations 52.313 N/A 52.4 N/A Modified wall openings in panel 12 & 13 52.5 N/A Modified wall openings in panel 44 & 45 S2.6 N/A Modified wall openings in panel 52 & 53 Braced frames modified per east mezzanine reconfiguration 52.7 N/A 57.0 11 Detail modified per east mezzanine reconfiguration 58.0 13,18 Add solar equipment details Michael Sims Wiseman and Rohy Structural Engineers, 2018.02.20 ICKLER oRpoRAT a I: Pacific Vista Commerce Center Bulletin #2 Summary Dear Ryan Companies, Please see the list of changes that were installed on the Bulletin #2 drawings. Bldg A E3.A.1- Added a 3X5 Communication handhole just outside of Bldg A Telco room on the north side of the building. It has a the handhole is clouded. E4.A.1- Added future signage rough in locations Four total. E5.A.1- Changed the amperage of the switchgear sections in MSA2 and showed the proposed locations for the solar switches Bldg E3.B.1- Showing new communication handhole just outside of the Telco room and to the north side of Bldg B. Also showing another communication handhole as you come into the project north driveway. Both locations are clouded. Another change that was made but inadvertently not clouded was the new 4" conduit run between this new Comm handhole in the north driveway down the east side of Bldg B to another communication handhole on the east side of Bldg C near the middle driveway. E4.B.1- Added signage rough in locations, (8) total. Added roll up door rough in locations at the two roll up doors on the south. side of Bldg B. Also added a 3/4 conduit home run from the Kiosk location on the west side of Bldg B back to the electric room house panel. E.5.13.1- Now shows the moved door change per SDG&E request. Reconfigured the switchgear layout and show the proposed Location for the Solar switches. Bldg C E3.C.1- On the south side of Bldg C we are now showing the SDG&E changes that added a new PME switch and changed the sizes and routing of the SDG&E conduits. We are how also showing the proposed future location of a future SDG&E transformer pad. E4.C.1- Added signage rough in locations, (8) total. E5.C.1- Now shows the moved door change per SDG&E request. Reconfigured the switchgear layout and show the proposed Location for the Solar switches. Sincerely, Rick Curcia Project Manager lckler Electric Corporation Date: 216-18 13250 Kirkham Way Poway, CA 92064 (858)486-1585 FAX 486-4137 Lic. #547388 EsGilV/0 A SAFEbuittCompany DATE: APR. 23, 2018 S I APPLICANT 9.-tJRIS. JURISDICTION: CARLSBAD " I PLAN REVIEWER C3 FILE PLAN CHECK NO.: CBC2017-0434 (REV._3) - PREV 2018-0047 - A SET: I PROJECT ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B" PROJECT NAME: A TILT-UP BLDG. FOR PACIFIC VISTA COMMERCE CENTER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building, codes. 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. LI 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. LII The applicant's copy of the check list has been sent to: 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-Ne4Iei-Befl Telephone #: 858-638-7277 Date contact (b&) 'Email: ndeanwaremalcomb.com Mail Telephone Fax In Person REMARKS: The missing sheets, from Rev. #2 plans, were resubmitted for review & approval, to be slip sheeted into Revision #2 plans, at the building department. *[Miscellaneous changes are under this plan revision. All disciplines are impacted. Selected sheets have been revised & resubmitted along with updated structural calcs. for review & approval. [See architects narrative for details]. By: AL! SADRE, S.E. Enclosures: EsGil Corporation 4/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 JAnLSBAD CBC2017-0434 (REV.-3) - PREV 2018-0047 - A APR. 23, 2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0434 (REV.-3) - PREV 2018-0047 - A PREPARED BY: ALl SADRE, S.E. DATE: APR. 23, 2018 BUILDING ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B" BUILDING. OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: 0 Complete Review 0 Other 0 Repetitive Fee Hourly fl Repeats _________ EsGII Fee * Based on hourly rate 0 Structural Only 1Hr.@* $120.00 I $150.001 I $120.00I Comments: Please see remarks on the cover sheet. Sheet 1 of 1 10, EsGilV/0 A SAFEbuitt'Company DATE: MAR. 12, 2018 LI APPLICANT URIS. JURISDICTION: CARLSBAD LI PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0434 (REV.-1) - PREV 2018-0047SET: I PROJECT ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B" PROJECT NAME: A TILT-UP BLDG. FOR PACIFIC VISTA COMMERCE CENTER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions codes. 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. FJ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck.SEE BELOW FOR CORRECTIONS LII 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: El 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: Nathan Dean Telephone #: 858-638-7277 Date contacted:jt2/W (by.-) Email: ndeanwaremaIcomb.com Mail Teleplone ax In Person S: #1): Clarify on panels 44 & 45, Sht. S2.5, that either the 20'x20' opening, or the (2) 12'x14' knock out panels, as per calc's., not both. Similarly, for panels #52 & 53 : Delete the 'NOT FOR CONSTRUCTION" stamp on plans; I: Submit 4-revised stamped & signed sets to the city. *(Miscellaneous changes are under this plan revision. All disciplines are impacted. Selected sheets have been revised & resubmitted along with updated structural calcs. for review & approval. [See architect's narrative for details]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 3/01 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0434 (REV.-1) - PREy 2018-0047 in MAR. 12, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) The new service layout does not comply with CEC 110.26(A)(C): Double the distance or doors at each end are required. Panic hardware required at service room doors. Emergency illumination required in the electrical service room. Expand on the location of the second service disconnect (EV): Location, signage and grounding. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD CBC2017-0434 (REV.-I.) - PREy 2018-0047 MAR. 12, 2018 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0434 (REV.-1) - PREV 2018-0047 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 12, 2018 BUILDING ADDRESS: 2800 WHIPTAIL LOOP WEST - BUILDING "B" BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $900.001 Type of Review: o Complete Review 0 Structural Only D Repetitive Fee Repeats * Based on hourly rate C1 Other 121 Hourly EsGil Fee 6 Hrs.@* $120.00 I $720.00I Comments: *[Miscellaneous changes are under this plan revision. All disciplines are impacted. Selected sheets have been revised & resubmitted along with updated structural calculations for review and approval. [See architect's narrative for details]. Sheet 1ofi PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CITY 0 APPROVAL 1635 Faraday Avenue CARLSBAD P 29 (760)602-4610 - www.carlsbadca.gov DATE: March 30, 2018 PROJECT NAME: Pacific Vista Commerce Center PROJECT ID: SDP 2017-0002 PLAN CHECK NO: PREy 2018-0047 SET#: 2 ADDRESS: 2820 Whiptail Loop APN: 209-120-25 Project: Building "B"; 113,898 SF (110,485 SF ground floor warehouse + 1,750 ground floor office + 1,663 SF mezzanine office = 113,898 SF) This plan checkreview is complete and has been APPROVED by the Planning Division. By: Shannon Harker A Final Inspection by the Planning Division is required Z Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: rpark@waremalcomb.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Giassen@carIsbadca.gov Gregory.Ryan@carlsbadca.gov - Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.Eov VaiRay.Marshail@carisbadca.gov Cynthia.Wone@carlsbadca.gov Shannon Harker 760-602-4621 Linda Ontiveros . Dominic Fieri Shannon.Harker@carlsbadca.gov \ 760-602-2773 760-602-4664 / Linda.Ontiveros@carisbadca.gov Dominic.Fieri@carisbadca.gov CITY OF CAR LSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division APPROVAL 1635 Faraday Avenue (760) 602-4610 P29 - www.carlsbadca.eov a STRUCTURAL SUPPLEMENTARY CALCULATIONS• FOR Pacific Vista Commerce Bulletin #2 Carlsbad, CA January 15, 2017 W+R Job #17-013.02 {)ESSI\ 4- ZIAJ% ((( *•' 11 OF CA 9915 Mira Mesa Blvd. TEL. (858) 536-5166 Suite 200 WRENGINEERS.COM San Diego, CA 92131 FAX. (858) 536-5163 fl D pj . -CDt-fl TABLE OF CONTENTS PVCC Bulletin #2 Analysis and Designs Bldg A Knock Out Bldg B Knock Out 1 —10 11 -23 0 Bldg B Mezzanine Revision 0 B!dq A Knock Out ST RUCTURAL ENGINEERS Parapet Roof Mezzanine -- RAM Strui1 System V15.06.00.10. - Elevation . . DataBase. B ding A- all knockouts - Revision 2018. 9. 01/09/18 13:36:30 Level: Roof WallGrp.# 22 23 24 Ycg ft 12.71 37.50 62.50 Zcg LocalAxis ft 15.00 0.00 15.00 90.00 15.00 0.00 Xcg ft 0.33 0.33 0.33 Wall Group Force Summary 3 RAM Frame 15.06.00.10 flAMstrucluralsy:em DataBase: Buliding A- all knockouts - Revision 2018.01.09 01/09/18 11:54:02 %Jf3entleg Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline of Joint P-Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): 0.50 Scale Factor (Roof): 1.00 Scale Factor (Snow): 1.00 Ground Level: Base Mesh Criteria: Max, Distance Between Nodes on Mesh Line (ft): 2.00 Merge Node Tolerance (in) : 0.0 100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASES: D DeadLoad RAMUSER E2 Seismic EQ ASCE710YNoE F LOAD COMBINATIONS: . 1 * 1.338 D + 1.000 E2 2 * 1.338D-1.000E2 3 * 0.762 D + 1.000 E2 4 * 0.762 D- 1.000E2 * = Load combination currently selected to use WALL GROUPS INFORMATION: Level: Parapet WallGrp.# Xcg Ycg 22 23 24 25 26 27 28 29 ft ft 0.33 12.71 0.33 37.50 0.33 62.50 0.33 91.09 0.33 121.42 0.33 147.17 0.33 172.01 5.33 192.50 Zcg LocalAxis ft 36.50 0.00 36.50 90.00 36.50 0.00 36.50 0.00 36.50 0.00 36.50 90.00 36.50 90.00 36.50 0.00 Wall Group Force Summary 4 RAM Frame 15,06.00.10 Page 2/5 RAM SUucturalSvstoni DataBase: Buliding A- all knockouts - Revision 2018.01.09 01/09/18 11:54:02 Benttey' Building Code: IBC WallGrp.# Xcg Ycg Zcg LocalAxis 25 0.33 91.09 15.00 0.00 26 0.33 121.42 15.00 0.00 27 0.33 147.17 15.00 90.00 28 0.33 172.01 15.00 90.00 29 5.33 192.50 15.00 0.00 Level: Mezzanine Wal1Grp.# Xcg Ycg Zcg LocalAxis ft ft ft 22 0.33 12.71 0.00 0.00 23 0.33 37.50 0.00 90.00 24 0.33 62.50 0.00 0.00 25 0.33 91.09 0.00 0.00 26 0.33 121.42 0.00 0.00 27 0.33' 147.17 0.00 90.00 28 0.33 172.01 0.00 90.00 29 5.33 192.50 0.00 0.00 a S o Wall Group Force Summary RAM Frame 15.06.00.10 RAM SIiuc(walSystem DataBase: Building A- all knockouts - Revision 2018.01.09 %113enttey-Building Code: IBC WallGrp.# LdC P Mmajor Mminor Vmajor Vminor Torsion 2 81.38 -1338.43 0.00 -62.25 0.00 -0.00 3 46.34 1324.52 -0.00 61.61 -0.00 0.00 4 46.34 -1334.62 0.00 -62.08 0.00 -0.00 24 1 72.55 0.00 887.57 0.00 41.28 0.00 2 72.55 0.00 -906.53 0.00 -42.16 -0.00 3 41.32 0,00 891.65 0.00 41.47 0.00 4 41.32 0.00 -902.45 0.00 -41.97 -0.00 25 1 97.13 -0.00 2056.61 0.00 95.66 0.00 2 97.13 0.00 -1873.12 0.00 -87.12 -0.00 3 55.32 -0.00 2017.12 0.00 93.82 0.00 4 55.32 0.00 -1912.62 0.00 -88.96 -0.00 26 1 81.20 0.00 914.80 0.00 42.51 0.00 2 81.20 -0.00 -1101.87 0.00 -51.29 -0.00 3 46.24 0.00 955.07 0.00 44.40 0.00 4 46.24 -0.00 -1061.61 0.00 -49.40 -0.00 27 1 65.28 746.76 -0.00 34.73 -0.00 0.00 2 65.28 -747.87 0.00 -34.78 0.00 -0.00 3 37.18 747.00 -0.00 34.74 -0.00 0.00 4 37.18 -747.63 0.00 -34.77 0.00 -0.00 28 1 74.94 942.77 -0.00 43.86 -0.00 -0.00 2 74.94 -896.06 0.00 -41.67 0.00 0.00 3 42.68 932.71 -0.00 43.39 -0.00 -0.00 4 42.68 -906.12 0.00 -42.14 0.00 0.00 29 1 46.74 -0.00 350.34 -0.00 16.29 -0.00 2 46.74 -0.00 -350.34 -0.00 -16.29 0.00 3 26.62 -0.00 350.34 -0.00 16.29 -0.00 4 26.62 -0.00 -350.34 -0.00 -16.29 0.00 Level: Mezzanine WailGrp.# LdC P Mmajor Mminor Vmajor Vminor Torsion kips kip-ft kip-ft kips kips kip-ft 22 1 128.58 0.00 2051.3-9--,,0.00 56.20 0.00 2 128.58 0.00 -2057.47 0.00 -56.37 -0.00 3 0.00 2052.70 0.00 56.24 0.00 4 73.23 0.00 -2056.16 0.00 -56.33 -0.00 23 1 130.87 2242. -0.00 61.43 -0.00 0.00 2 130.8-7 -2272.23 0.00 -62.25 0.00 -0.00 3 74.53 2248.60 -0.00 61.61 -0.00 0.00 4 74.53 -2265.74 0.00 -62.08 0.00 -0.00 24 1 105.98 0.00 1506.8 L 0.00 41.28 0.00 2 105.98 0.00 -1539. 0.00 -42.16 -0.00 3 0.00 1513.74 0.00 41.47 0.00 4 60.36 0.00 -1532. 0.00 -41.97 -0.00 25 1 148.97 -0.00 < 3491.46 0.00 95.66 0.00 2 148.97 0.00 -3179.96 0.00 -87.12 -0.00 I 5 Page 4/5 01/09/18 11:54:02 Wall Group Force Summary 6 QSW RAM Frame 15.06.00.10 RAMSIiucturnISysm DataBase: Buliding A- all knockouts - Revision 2018.01.09 IBenttew' Building Code: IBC WallGrp.# LdC Mmajor Mminor Vmajor 3 84,8 -0.00 3424.41 0.00 4 84.84 0.00 -3247.01 0.00 26 1 125.63 -0.00 1822.8& -0.00 2 125.Q 0.00 0.00 3 71.55 -0.00 1881.75 -0.00 4 71.55 0.00 -2037.64 0.00 27 1 92.57 887.9.8 -0.00 9.41 2 92.57 0.00 -9.56 3 888.68 -0.00 9.45 4 52.72 -890.56 0.00 -9.53 28 1 118.14 -0.00 51.57 2 118.14 -1668.74 0.00 -51.16 3 1701.88 -0.00 51.48 4 67.28 -1677.83 0.00..,,, -51.25 29 1 65.14 -0.00 (" -0.00 2 65.14 -0.00 -594.76 -0.00 3 < i'i) -0.00 594.76 -0.00 4 37.10 -0.00 -594.76 -0.00 Page 5/5 01/09/18 11:54:02 Yminor Torsion 93.82 0.00 -88.96 -0.00 59.97 0.00 -66.88 0.00 61.46 -0.00 -65.39 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.29 -0.00 -16.29 -0.00 16.29 -0.00 -16.29 -0.00 U S 7 WISEMAN + ROHY Structural Engineers PROJECT: PVCC Bldg A- Y Dir == Tilt-Up Panel Ho/downs = LOCATION: Carlsbad, CA JOB NO: 17-013 Date: 1/9/2018 Line A 8 w/ knockouts LRFD v](For Holdown Capacity) Length Shear Axial Moment V Holdo,Wn orce Holdown 37.0k 595.0 k-ft 1.13 klf --24.0 k HO-I 2 27 Oft 630k 15100k ft I5616 266k HO-I - 3 230ft 290k 40J 1058Dk4t 126 kIt 211k HO-I 1.66 klf 27.1k HD-I 5 31 2 ft 111 k 4 023 ?I'tt6.3.565 k1f 85.3 k HD-3 6,7,8 25.0 ft .>-530 k 72.0k i,25.O k-fi 44.2 k I HD-2 Line I A 1 wi knockouts LRFD ](For Holdown Capacity) Panel Length Shear Axial Moment V Holdown Force Holdown 22,23,24 :25.0 ft .. 62.0 k . 72:0 k. :1 .275.O.•k-ft 2,48 klf 58.8 k HD-2 25 A 312ft 960k 8501' 5000kft 308k1f 735k HD-3 —2-X. —H02 27-kif-- --38--2-k— wn ---=149 k— '—HO-I —3.2--13-k— —HD ~kMp~'.f 1.l3klf 24.0k HD-1 OM kbz11(R'rAsc:s / * Li !W$EMAN + WHY 163 8 WISEMAN + ROHYStructuralEngineers PROJECT: PVCC Bldg A- w/ mezz loads == Tilt-Up Panel Ho/downs == LOCATION: Carlsbad, CA JOB NO: 17-013 Date: 1/9/2018 no knockouts LRFD J(For Holdown Capacity) Panel Axial Moment V J:ioidown-Fce Holdown 31 240 ft 470 k ..7'O-k 1522-0-kft 1.96 klf 277k HD-1 32 . 27.0 ft ._98.0..--8Yö.lc 1T954 k-ft 3,63 klf 34.0k HD-2 Line A 1Tai' wi knockouts 'vJ(ForHoIdown Capacity) Panel Length Shear Axial Moment V Holdown Force Holdown 26 295ft 100k 710k 26800k-ft 359k1f 585k HD21 27 230ft 16ufr 52Ok 4 ldlookft 70k1f 199k HDI 2.93 klf 53.8 k HD-2 9 . S WISEMAN + ROHY Structural Engineers PROJECT: PVCC Bldg A == Drag Force == LOCATION: Line A.1 JOB NO: 17-013 Date: 1/9/2018 Total Shear Total Length Shear In ° I 401.60k 200.00 ft 2.008 2 Panel Length Shear kif 22 25.00 ft 56.00k 2.240 23 25.00 ft 62.00k 2.480 24 25.00 ft 42.00k 1.680 25 31.17 ft 96.00k 3.080 26 29.50 ft 67.00k 2.271 27 23.00 ft 9.60k 0.417 28 26.33 ft 52.00k 1.975 29 15.00 ft 17.00k 1.133 Drag Force (kips) 0.00 -20.00 0 -9.40 0.60 106 136 - .12 200 -18.8 -40.00 26.24 -60.00 NV' -35.20 -50.57 -80.00 -100.00 -120.00 -85.62 -140.00 -160.00 ~K101.15 : Ok1 ZG M& e.øs 1 B Knock Out 11 - WISEMAN±ROHY STRUCTURAL ENGINEERS PVCC: Bldg. B DRIVE-IN RAMP PROPOSED MODIFICATIONS prepared by Robbie) SITE PLAN: LOCATION OF PROPOSED O.H. DOOR MODIFICATIONS 7cLLLI flu, 4' J. - - - - ........... LOBBY AREA 3a'cL HEIGHT H H suiit I ______ d c,r.tE..1I"*S6W' - I FLOOR 591 E 2 LI 591 E 3 4 - SIJJE 5 ±23,74+ SF GROUND FLOOR fl111011 iI'1 ±3,196 SF 6FZz. ±16,7 8 SF' ±16,7 B SF *16, B S ±lB,iTB SF - ±,718 SF M(Z. . TOTAL 19,639 SF 87 TO1L ±34,462SF TllrLLJ~U4J AAAAA AAAAA o o AAAAA AAAAAA ffJ ( TRUCK OWE U £ I A[AA 0 A+AAAL AA j AA A1 AA AA 010 AAAAA4 AA AAA AAAAA 0 I 963' Provide knock-out condition to accommodate either a single 20 1 x 20 opening centered in the drive ramp or the currently designed 2 ea. 14' x 16' drive ins. See Elevations below for further info. This occurs S at 2 conditions on Bldg. B only. Design team to provide a progress sketch for Ryan Co. review/approval prior to completing CD level revisions. 12 ELEVATION AT GRID B.5/PANELS 52,53 TXLT ) PANEL 6JI I i si. 'I _— 2'l 1A7Ob) IT. — I 246'IO6) Ca{r. I ",. ' -.I POE PNLI ROE I 54LQj 7.7 ---- =::. x/i Mi 91 - D — -- . 7-4• 36• 2-0' '6 '6 70' 3'.3• 3'-4• 5' qO 5-0' 24-0' 240 S AT LINE B.A q 1/4' TIK. ION. ELEVATION AT GRID 8.9/PANELS 44,45. I 01q j 0 CHORD 13AFZS 01000~0 N~W - OHIO- I1I1IIN !!U UU!ijIJi_ NS AT LINE B.A I/4 15K. 1.0.11. SUMMARY: Tension Vertical M,,/phi-Mn Mc,/phi-Mn Controlled Stress Combination 1: 4.1% 19.3% 69.0% 74.2% Combination 2a: 5.9% 19.6% 67.9% 70.0% Combination 2b: 3.6% 20.0% 66.3% 63.6% Combination 3a: 10.4% 18.8% . 84.0% Combination 3b: 3.6% 20.0% 66.3% 63.6% Combination 3c: 48.4% 18.8% 71.4% 84.0% Combination 3d: 40.3% 20.0% 66.3% 63.6% Combination 4a: 81.1% 19.6% 67.9% 70.0% Combination 4b: 78.1% 20.0% 66.3% 63.6% Combination 5: 68.2% 19.5% 68.3% 71.6% Combination 6: 74.7% 21.1% 62.4% 47.7% Combination 7: 62.2% 21.8% 60.4% 39.8% CHECK:1 OR OK OK OK Service Alternate ASD Load Combinations: Deflection = 2.87 in As (in) 2006 IBC Eq (16-18): 2.37 82.6% 2006 IBC Eq (16-20): 2.46 85.7% CHECK: OK o WISEMAN+ROHY Structural Engineers PROJECT: Pacific Vista 13 TILT-UP PROGRAM (ACl 318-11 -14.8) LOCATION: Panel 37- 3.17 pier February 2015 (2012 IBC /2013 CBC / ASCE 7-10) JOB NO: 17-013 12/18/2017 07:56:19 INPUT DATA: ' Bar Size : 6 (0.44 lnA2) Concrete Weight = 145.00 pcI Number of Bars: 7.0 in. 3.1 foot pier (each mat) Wall Weight 150.00 pcI Steel Area (In'/ Pier) = 3.08 in' fy = 60.00 ksi f. = 4.00 ksi SOS = . 0.75 g beta = 0.85 Importance Factor (I) = 1.00 Es = 29000 ksl Ec = 3644 ksi F = 0.40 Sos I W 0.300 x W, (ASCE 7-05 [12.11. 1]) n = 7.96 Wind = 25.00 psf(LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) = 35.92 ft Osteei at Center Reveal Depth = 0.75 In *Steel at Face Steel Depth = 8.88 In 0 steel at Face Inside #3 Stirrups Parapet Height = 4.08 ft Qother: 4.75 In Parapet Thickness = 9.25 in Left Opening Middle Pier (design) Right Opening Thickness = 9.25 inches 10.75 inches 9.25 inches Weight/sf = 115.6 psf 134.4 psf 115.6 psf Full Opening / Pier Width = 29 feet 3.17 feet 3.33 feet 1676.6 p11 426.0 p11 192.5 p11 Solid Panel Above: 15.92 feet 28.75 feet - Height to top: 20 feet 7.17 feet Opening Opening Ht: 20 feet 7.17 feet Height to btm: 0 feet 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity = 7.00 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 390.0 p11 0.0 lb 0.0 plf 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 plf 0.0 lb Roof Live Load 600.0 p11 0.0 lb 0.0 plf 0.0 lb Snow 0.0 plf 0.0 lb 0.0 plf 0.0 lb LOAD COMBINATIONS: Per ASCE 7-05 (2.3.2) 0 L L, S E W Combination 1: 1.40 1.400 Combination 2a: 1.20+ 1.6L + 0.5Lr 1.200 1.600 0.500 Combination 2b: 1.2D + 1.61. + 0.5S 1.200 1.600 0.500 Combination 3a: 1.2D + 1.61. + (IL 1.200 0.500 1.600 Combination 3b: 1.2D + 1.6S + 11L 1.200 0.500 1.600 Combination 3c: 1.213+ 1.6L + 0.5W 1.200 1.600 0.500 Combination 3d: 1.2D + 1.6S + 0.5W 1.200 1.600 0.500 Combination 4a: 1.2D + 1.0W + 11L + 0.5L1 1.200 0.500 0.500 1.000 Combination 4b: 1.213+ 1.OW+ 11L + 0.5S 1.200 0.500 0.500 1.000 Combination 5: (1.2 + EV)D + 11L + 1.OE + 0.2S 1.360 0.500 0.200 1.000 Combination 6: O.9D- 1.0W 0.900 -1.000 Combination 7: 09 - E)D - 1.OE 0.750 -1.000 - f1 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 (2.3.2) Exception 1) E = 0.2S 13= 0.150 x o (ASCE 7-06(12.4.2]) (Note: if Ses <= 0.125 then EV = 0) RAM R2NFrØ lys is - RFAn. 1 DataBase: ling B- large opening test combined panel 12111/ 10:31:07 6 52NRA -M II11FT.: I TTTT 1 H 049 24 528 89108125 156.86 18484 23288 269.83 288312833688 368B 39284 44988 468.84 496.84529.0 549 576-84 60846236528467584 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 U RAM Frame 15.06. 00. Wall Group Force Summary 15 10 flAMStructuraISyem DataBase: Building B- large opening test combined panel 12/11/17 10:43:00 Ieenttey, Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Centerline of Joint P-Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): 0.50 Scale Factor (Roof): 1.00 Scale Factor (Snow): 1.00 Ground Level: Base Mesh Criteria: Max, Distance Between Nodes on Mesh Line (ft): 2.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASES: D DeadLoad RAM-USER Lp PosLiveLoad RAMUSER El Seismic EQ_ASCE7 10_X_NoE_F LOAD COMBINATIONS: 1 * 1.35D+0.5Lp+1.000EI 2 * 1.35D+0.5Lp-1.000EI 3 * 0.75D+1.000E1 4 * 0.75 D - 1.000 El * = Load combination currently selected to use WALL GROUPS INFORMATION: Level: Parapet WaIlGrp.4 Xcg Ycg Zcg LocalAxis ft ft ft 32 695.83 60.00 36.50 0.00 35 664.00 0.42 36.50 0.00 36 640.00 0.42 36.50 0.00 37 616.00 0.42 36.50 0.00 38 590.00 0.42 36.50 0.00 39 562.00 0.42 36.50 0.00 40 534.00 0.42 36.50 0.00 41 508.00 0.42 36.50 0.00 42 482.00 0.42 36.50 0.00 43 454.00 0.42 36.50 0.00 44 416.00 0.42 36.50 0.00 46 378.00 0.42 36.50 0.00 47 350.00 0.42 36.50 0.00 48 324.00 0.42 36.50 0.00 Wall Group Force Summary 16 RAM Frame 15.06.00.10 S RAM SrucWraISytam DataBase: Building B- large opening test combined panel %Ji3enttey, Building Code: IBC Page 8/10 12/11/17 10:43:00 WallGrp.# LdC P Mmajor Mminor Vmajor Vminor Torsion 54 1 122.61 517.59 -0.00 ' 23.90 -0.00 -0.00 2 122.61 -493.76 -0.00 -23.14 -0.00 -0.00 3 68.12 512.29 -0.00 23.73 -0.00 -0.00 4 68.12 -499.05 -0.00 -23.31 -0.00 -0.00 55' 1 112.08 498.74 -0.00 23.38 -0.00 0.00 2 112.08 -422.82 -0.00 -19.49 -0.00 0.00 3 62.27 481.87 -0.00 22.51 -0.00 0.00 4 62.27 -439.69 -0.00 -20.35 -0.00 -0.00 56 1 104.91 393.91 -0.00 18.32 -0.00 -0.00 2 . 104.91 -797.10 -0.00 -37.07 -0.00 -0.00 3 58.28 483.51 -0.00 22.49 -0.00 -0.00 4 58.28 -707.51 -0.00 -32.91 -0.00 -0.00 57 1 104.91 619.37 -0.00 28.81 -0.00 -0.0.0 2 104.91 -403.89 -0.00 -18.79 -0.00 -0.00 3 58.28 571.49 -0.00 26.58 -0.00 -0.00 4 58,28 -451.78 -0.00 -21.01 -0.00 -0.00 58 1 112.08 488.71 -0.00 22.55 -0.00 0.00 2 112.08 -472.44 -0.00 -22.15 -0.00 0.00 3 62.27 485.09 -0.00 22.46 -0.00 0.00 . 4 62.27 -476.05 -0.00 -22.24 -0.00 -0.00 59 1 119.23 486.78 -0.00 21.57 -0.00 -0.00 2 119.23 -537.83 -0.00 -26.09 -0.00 -0.00 3 66.24 498.13 -0.00 22.57 -0.00 -0.00 4 66.24 -526.49 -0.00 -25.08 ' -0.00 -0.00 60 1 104.83 504.51 -0.00 21.31 -0.00 -0.00 2 104.83 -273.98 -0.00 -14.90 -0.00 -0.00 3 58;24 453.28 -0.00 19.88 -0.00 -0.00 4 58.24 -325.21 -0.00 -16.32 -0.00 -0.00 Level: Mezzanine Wal1Grp.# LdC . P Mmajor Mminor Ymajor Vminor Torsion / kips kip-ft kip-ft kips hips kip-ft '-" 32 1 249.57 1551.28 -0.00 46.14 , 0.00 -0.00 2 249.57 -1791.22 -0.00 ô1.) -0.00 0.00 3 129.42 1626.41 0.00 46.33 0.00 -0.00 4 129.42 -1716.08 -0.00 -46.85. -0.00 0.00 /35 1 158.77 1076.76 -0.00 -0.00 -0.00 2 158.77 -935.66 -0.00 -25.23 -0.00 -0.00 3 88.20 1045.41 -0.00 28.86 -0.00 -0.00 1 4 88.20 -967.02 -0.00 -26.27 -0.00 -0.00 V36 1 160.33 1159.50 -0.00 -0.00 -0.00 2 160.33 -1021.62 -0.00 -27.99 -0.00 -0.00 3 89.07 1128.86 -0.00 30.93 -0.00 -0.00 137 4 89.07 -1052.26 -0,00 -28.83 -0.00 -0.00 1 130.38 319.37 -0.00 8.75 -0.00 -0.00 Wall Group Force Summary 17 RAM Frame 15.06.00.10 Page 9/10 RAM StrucWraISstom DataBase: Building B- large opening test combined panel 12/11/17 10:43:00 iIBente Building Code: IBC WallGrp.# LdC P Mmajor Mminor Vmajor Vminor Torsion 2 130.38 -698.36 -0.00 -0.00 -0.00 3 72.43 403.59 -0.00 11.06 -0.00 0.00 4 72.43 -614.14 -0.00 -16.83 -0.00 -0.00 v738 1 159.30 818.51 -0.00 j33_) -0.00 -0.00 2 159.30 -757.07 -0.00 -20.64 -0.00 -0.00 3 88.50 804.85 -0.00 22,11 -0.00 0.00 VI' 39 4 88.50 -770.72 -0.00 -21.06 -0.00 -0.00 1 148.77 724.92 -0.00 1 -0.00 0.00 2 148.77 -804.12 -0.00 -22.1 -0.00 0.00 3 82.65 742.52 -0.00 20.28 -0.00 0.00 4 82.65 -786.52 -0.00 -21.6L,-0.00 0.00 40 1 161.00 846.74 -0.00 23.9 -0.00 -0.00 2 161.00 -867.55 -0.00 -23.02 -0.00 -0.00 3 89.44 851.36 -0.00 23.74 -0.00 0.00 / 4 89.44 -862.93 -0.00 -23.23 -0.00 -0.00 V 41 1 144.25 1061.65 -0.00 (i) -0.00 -0.00 2 144.25 -676.80 -0.00 -19.09 -0.00 -0.00 3 80.14 976.13 -0.00 26.44 -0.00 0.00 4 80.14 -762.32 -0.00 -21.19 -0.00 -0.00 . 42 1 148.77 726.56 -0.00 19.80 -0.00 0.00. 2 148.77 -864.43 -0.00 -0.00 0.00 3 82.65 757.20 -0.00 20.69 -0.00 0.00 4 82.65 -833.79 -0.00 -22.90 -0.00 0.00 43 1 159.30 851.24 -0.00 23.43 -0.00 -0.00 2 159.30 -881.44 -0.00 -0.00 -0.00 3 88.50 857.95 -0.00 23.56 -0.00 0.00 4 88.50 -874.73 -0.00 -23.91 -0.00 -0.00 Oa 44 1 252.84 2687.58 -0.00 II) -0.00 0.00 2 252.84 -2634.97 -0.00 -72.20 -0.00 0.00 3 140.47 2675,89 -0.00 73.31 -0.00 0.00 4 140.47 -2646.66 -0.00 -72.51 -0.00 -0.00 46 1 159.30 886.54 -0.00 -0.00 -0.00 2 159.30 -816.81 -0.00 -22.48 -0.00 -0.00 3 88.50 871.05 -0.00 23.81 -0.00 0.00 47 4 1 88.50 148.77 -832.31 755.63 -0.00 -0.00 -22.86 20.81 -0.00 -0.00 -0.00 0.00 2 148.77 -797.49 -0.00 Z1LIE -0.00 0.00 3 82.65 764.93 -0.00 21.02 -0.00 0.00 4 82.65 -788.19 -0.00 -21.54 -0.00 0.00 48 1 146.28 689.61 -0.00 18.89 -0.00 -0.00 2 146.28 -1307.49 -0.003II)58 - -0.00 -0.00 . 3 81.27 826.91 -0.00 22.66 -0.00 -0.00 /49 4 81.27 -1170.18 -0.00 -32.06 -0.00 -0.00 1 142.56 1060.17 -0.00 -0.00 -0.00 2 142.56 -633.07 -0.00 -17.34 -0.00 -0.00 Wall Group Force Summary RAM Frame l5.06.00.10 ER Mrctu,nI$yni DataBase: Building B- large opening test combined panel %Jf3entkey,Building Code: IBC 18 Page 10/10 12/11/17 10:43:00 WaIlGrp.# LdC P Mmajor Mminor Vmajor Vminor Torsion 3 79.20 965.26 -0.00 26.45 -0.00 0.00 / / 4 79.20 -727.98 -0.00 -19.94 -0.00 -0.00 50 1 148.77 827.56 -0.00 -0.00 0.00 2 148.77 -735.11 -0,00 -20.25 -0.00 0.00 3 82.65 807.02 -0.00 22.05 -0.00 0.00 4 82.65 -755.66 -0.00 -20.76 -0.00 0.00 51 1 159.30 834.60 -0.00 22.97 -0.00 -0.00 2 159.30 -872.26 -0.00 (1I1 -0.00 -0.00 3 88.50 842.97 -0.00 23.15 -0.00 0.00 4 88.50 -863.89 -0.00 -0.00 -0.00 )4 52 1 256.23 2653.77 -0.00 -23.6L-0.00 0.00 2 256.23 -2653.54 -0.00 -72.71 -0.00 0.00 3 142.35 2653.72 -0.00 72.70 -0.00 0.00 4 142.35 -2653.59 -0.00 22-7.0 -0.00 -0.00 54 1 159.30 876.02 -0.00 ( 23.9ft) -0.00 -0.00 2 159.30 -840.91 -0.00 -23.14 -0.00 -0.00 3 88.50 868.22 -0.00 23.73 -0.00 0.00 4 88.50 -848.72 -0.00 -23.31 -0.00 -0.00 55 1 148.77 849.38 -0.00 -0.00 0.00 . 2 148.77 -715.14 -0.00 -19.49 -0.00 0.00 3 82.65 819.55 -0.00 22.51 -0.00 0.00 / 4 82.65 -744.97 -0.00 -20.35 -0.00 0.00 \./ 56 1 146.28 668.73 -0.00 18.32 -0.00 -0.00 2 146.28 -1353.22 -0.00 -0.00 -0.00 3 81.27 820.84 -0.00 22.49 -0.00 -0.00 4 1 81.27 142.56 -1201.11 1051.49 -0.00 -0.00 -32.91 28.8 -0.00 -0.00 -0.00 -0.00 2 142.56 -685.68 -0.00 -18.79 -0.00 -0.00 3 79.20 970.20 -0.00 26.58 -0.00 0.00 4 79.20 -766.97 -0.00 -21.01 -0.00 -0.00 1/58 1 148.77 826.99 -0.00 ciIii) -0.00 0.00 2 148.77 -804.73 -0.00 -22.15 -0.00 0.00 3 - 82.65 822.04 -0.00 22.46 -0.00 0.00 4 82.65 -809.67 -0.00 -22.24 -0.00 -0.00 / 59 1 155.15 810.33 -0.00 2 7 -0.00 -0,00 V 2 155.15 -929.13 -0.00 -2.609- -0.00 -0.00 3 86.19 836.73 -0.00 22.57 -0.00 0.00 4 86.19 -902.73 -0.00 -25.08 -0.00 -0.00 60 1 130.30 824.15 -0.00 -0.00 -0.00 2 130.30 -497.47 -0.00 -14.90 -0.00 -0,00 3 72.39 751.55 -0.00 19.88 -0.00 -0.00 4 72.39 -570.06 -0.00 -16.32 -0.00 -0.00 WISEMAN + ROHY Structural Engineers PROJECT: PVCC Bldg B- X Dir- All Knockouts == Tilt-Up Panel Ho/downs == LOCATION: Carlsbad, CA JOB NO: 17-013 Date: 12/11/2017 19 U Line B D LRFD L"- (For Holdown Capacity) Panel Length Shear Axial Moment V Holdown Force Holdown 1,27 ft 10.0k 70.0 k 732.0 k-ft .38 klf -5.7 k ED-1 72 .79 klf 5.1 k'F 27.0ft"\.38.Ok .75.0k 1.022.0k-ft 1.41 klf t8k- HD-1 .4,24 27.5 ft . . '7 k 77.0k. 988.0 k-ft .98 klf NONE 5. . .25.0t .. 38.0'kN 82.0.k 1,333.0 k-ft 1.52 klf 14.5k HD-1 6 . .. .26.0 ft .:.?.P k k .1,180.0 k-ft 1.23,kl( 7.7k HD-1 ,1015,18 26.5fL .400k •.• 83'k 1,456.0k-ft 11 klf 15.6k HD-1 8;9,16,17 . 26:0 ft,"•. 150 k 77.0k..0.0 f( .58 klf -16.1 k NONE 11,12,13,14: 265 ft •:• 270k 83.0k 10.Jt 1.02 klf -1.7 k NONE 19 305 fv. .. 42.0 k 96.,-"i,536.0k7ft '1.38 klf 4.1 k HD-1 .20 29.5 ft.. . :520 k .. 100.0 k 1,930.0 k4t 176lf 17.7 k HD-1 21 . •. 27.5 ft '75.Q k. 896.0 kft .95 kIN 3.7 k NONE 22 26 0 ft 0 k .0.':0 k k 754 0 -ft 81 klf ,,,4 .8 k NONE 23 26.0t 210 k . . 700 k .775.0k-ft .81 klf - NONE 25 2'76ft 380k 960k 12480k ft 141 klf Ok HD I :26 _-' 24:0ft 18.0k 98.0k 1,090.0k-ft .75k1f -1.6k NQNE Line A LRFD v (For Holdown Capacity) Panel Length Shear Axial Moment V Holdown Force Holdown 32 403 ft .47.0 I.. 129.0 k. 1,800 0 k-ft 1.17 klf -18.7 k NONE 35,36 24.3ft .318k 88.0k 1,1300k-ft 1.31 klf 4.4k HD-1 37,60 24.0 ft 21.3 k 72.0 Ic 825.0 k-ft .89 klf -.1 k NONE 44,52 48.0 ft 736k 140.0.k 2,690.0k-ft 1.53 klf -12.8k NONE 36,40,43,46 . 54 '59 28.0 ft 2:4 0 k 88.5 k 930.0 kft .86 klf -9.8 k NONE . 55,58 28.0 ft 4'6 k 82.0 k . 865.0 k.ft .86 kif -9.0 k NONE 1.21 klf 6.6k HO-I 57'-"24.oft 29.0k .79.0k 1,060b k-ft 48,56 • 24.oft 37.0k 81.0k 1,3.0k-ft 60 1.54k1f 18.6k HD-1 Drag Force (kip 80.0 60.0 40.03 40.0 28. 23.3 21.21 20.0 17.17 18.78 0.02 99 . .60 7 - g•39 8 0 : 197 221 249 277 :4 3 : 485 6.X IN -29.53 -30.94 -60.0 Panel Length She kif 32 40.33 ft 47.00k 1.165 35 24.33 ft 29.90k 1.229 36 24.00 ft 31.80k 1.325 37 24.00 ft 19.20k 0.800 38 28.00 ft 22.60k 0.807 39 28.00 ft 22.20k 0.793 40 28.00 ft 24.00k 0.857 41 24.00 ft 28.50k 1.188 42 28.00 ft 23.80k 0.850 43 28.00 ft 24.10k 0.861 44 48.00 ft 73.60k 1.533 45 0.01 ft 0.01k 1.000 46 28.00 ft 24.20k 0.864 47 28.00 ft 21.80k 0.779 48 24.00 ft 35.90k 1.496 49 24.00 ft 29.10k 1.213 50 28.00 ft 22.60k 0.807 51 28.00 ft 23.80k 0.850 52 48.00 ft 72.70k 1.515 53 0.01 ft 0.01k 1.000 54 28.00 ft 23.90k 0.854 55 28.00 ft 23.40k 0.836 56 24.00 ft 37.10k 1.546 57 24.00 ft 28.80k 1.200 58 28.00 ft 22.60k 0.807 59 28.00 ft 26.10k 0.932 WISEMAN + ROHV Structural Engineers PROJECT: PVCC Bldg B = Drag Force = LOCATION: Line B.A JOB NO: 17-013 Date: 12/11/2017 TotaiShear TotalLength Shearin I 1 760.02k 717.35 ft 1.059 2 F'., WISEMAN + ROHY STRUCTURAL ENGINEERS BY ________ DATE _______ PROJECT if Vc fl1G ' SHEET NO. ________ OF JOB NO. QCJ4L / v / / / / .. - _1114 72: VE LP4) ft i c! V(i -i' Sa/ -4 IOL4 2(? 0 • c+ VH MF) 'V4 o //_. srL1cIt ic.' 0 LIiiI 22 www.hiltl.us Profis Anchor 2.7.2 S Company: Wiseman and Rohy Page: Specifier: MS Project: Address: Sub-Project I Pos, No.: Phone IFax: 'I Date: 12/13/2017 E-Mail: Specifier's comments: linput data Anchor typo and diameter: AWS 01.1 GR. B 314 Effective embedment depth: h01 = 5.500 In. Material: Proof: Design method ACI 318-14 / CiP Stand-off Installation: eb = 0.000 In. (no stand-off); I = 0.500 In. Anchor plate: ,l,,x l x It = 12.000 in. x 12.000 ln.,x 0.500 In.: (Recommended 'plate thickness: not calculated Profile: no profile Base material: cracked concrete, 4000, f5 = 4000 psi; h = 9.250 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading (Ib, nib] ..' , ' 0J $ •" : ' 'i' Input data and results must be checked for agreement with the existing conditions and for piauslblillyi PROFIS Anchor (c ) 2003-2009 KIM, FL-9494 Schoen Hilt Is registered Trademark 01 111111 AG, Schoen 1i1:IrI.:; 23 www.hliti.us S Company: Wiseman and Rohy Specifier: MS Address: Phone I Fax: I E-Mail: Pegs: Project; Sub-Project I Pos. No.: Date: 12/13/2017 2 Proof I Utilization (Governing Cases) Design values (lb] Utilization Loading Proof Load Capacity PN'Pv(%] Status Tension - - - -I- - Shear Concrete edge failure indirection y- 15400 29024 454 OK Loading Combined tension and shear loads Utilization j3 Status [%] 3 Warnings Please consider all details and hints/warnings given In the detailed reporti Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hliti products and are based on the principies, formulas and security regulations in accordance with Hillis technical directions and operating, mounting and assembly instructions, etc., that must be strictly compiled with by the user, All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hliti product. The results of the calculations carried out by means or the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an S aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. in particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hlitl on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HiltiWebsite. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. a Input date and results trust be Chocked for agreement with the existing conditions and for ptausthliiiyl FROFIS Anchor Ic 12003-2009 Huh AG, FL-9494 Schoen 111111 is a registered Trademark of Hflti AG, Schaaa Bldq B Mezzanine Revision 24 - WISEMAN±ROHY STRUCTURAL ENGINEERS FMap RAM Steel 15.06.00.10 DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 6entLey Building Code: IBC 01/12/18 10:12:55 Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine Beam Numbers (14 97 cy- 135 H /D . ...... ....... 1330 134 -7— t_I;. r _ A (0 N- CY) LU CO CO CO CO (0 co CO 1385 I loo Lap RAM Steel 15.06.00.10 RU rucISystm DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl %Ji3entleV Building Code: IBC Floor Type: Mezzanine Beam Designs 01/12/18 10:12:55 Steel Code: ATSC 360-10 LRFD 04 CN .,1 ............ 14 : ...... 0 C) LO C.',' C',' >( ak CC; - 8 W210c/2 wl"3: 04 04 C",' W12x.4(10) W12x14(10) FW__"4a1D RAM Steel 15.06.00.10 RAMStiucturSystem DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- lnfill 01/12/18 10:12:55 %jBentley-Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine CO __ 0 - FL Map RAM Steel 15.06.00.10 RAMSmxunISvsm DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Jnfill 01/12/18 10:12:55 eentteg Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine Ff /lap .. RAM Steel 15.06.00.10 Page 2/2 RAM.RfmLft.ral Sysim DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:12:55 Bentley Building Code: IBC Steel Code: AISC 360-10.LRFD Decks: Deck Label II W3 Deck Type 5.5?, Slab Action Orientation Lt Wt VERCO W3 Formiok F1ap S RAM Steel 15.06.00.10 DataBase: Bulidmg B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:12:55 BentLey- Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine FtMap RAM Steel 15.06.00.10 Page 2/2 DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- lafihl 01/12/18 10:12:55 %Jf3enttev Building Code: IBC Steel Code: AISC 360-10 LRFD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psi psf psf IIIIM Mezzanine 46.0 40.0 100.0 Reducible 0.0 0.0 56.0 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P1 Stair Loads 1.000 0.000 1.500 Reducible 0.000 0.000 1.000 Beam Summary 32 RAM Steel 15.06.00.10 RAM SlmclwalSystem DataBase: BulidingB- all knockouts - Bulletin 2 Mezz Changes- Infill 01/12/18 10:12:55 6ent(ey Building Code: IBC Steel Code: AISC 360-10 LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm # Length +Mu -Mu cbMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1262 46.67 106.6 0.0 357.8 50.0 W21X44 u 1279 52.67 157.4 0.0 750.0 50.0 W24X76 u 1280 59.58 182.5 0.0 915.0 50.0 W27X84 u 1281 59.58 182.5 0.0 915.0 50,0 W27X84 u 1282 49.67 141.9 0.0 750.0 50.0 W24X76 u 1290 50.17 125.6 0.0 502.5 50.0 W24X55 u Floor Type: Mezzanine Bm # Length +Mu -Mu DMn Fy Beam Size Studs ft kip-ft ldp-ft kip-ft ksi 1261 25.25 328.5 0.0 340.4 50.0 W16X31 u 32 1262 18.75 182.3 0.0 349.8 50.0 W16X31 u 26 1263 25.25 182.1 0.0 227.6 50.0 W14X22 u 26 1266 21.50 111.6 0.0 138.6 50.0 ' W12X14 u 14 S 1268 22.17 50.1 0.0 114.0 50.0 W12X14 8 1270 23.58 183.1 0.0 261.3 50.0 W16X26 u 24 1272 19.17 88.7 0.0 114.6 50.0 W12X14 8 1273 27.50 235.5 0.0 292.9 50.0 W16X26 u 28 1276 27.50 174.8 0.0 209.5 50.0 W14X22 u 14 1277 27.50 167.0 0.0 209.5 50.0 W14X22 u 14 1278 21.50 112.4 0.0 138.6 50.0 W12X14 u 14 1279 21.50 105.6 0.0 138.6 50.0 W12X14 u 14 1280 18.75 82.6 0.0 223.8 50.0 W14X22 u 20 1283 19.17 84.0 0.0 114.6 50.0 W12X14 8' 1284 19.17 64.7 0.0 114.5 50.0 W12X14 8 1300 33.67 379.0 0.0 412.5 50.0 ' W21X50 #u 1324 22.09 269.5 0.0 284.3 50.0 W16X26 u 22 1327 1.00 0.0 0.0 65.3 50.0 W12X14 1335 21.50 116.6 0.0 200.0 50.0 W14X22 u 14 1336 9.38 11.1 -2.7 124.5 50.0 W14X22 u 1337 5.00 0.0 -30.4 10.75 10.4 -30.4 124.5 50.0 W14X22 u 1338 4.33 0.3 0.0 64.4 50.0 W12X14 1339 27.50 133.8 0.0 156.6 50.0 W18X40 u 1340 16.42 68.6 0.0 114.4 50.0 W12X14 8 1341 19.17 80.1 0.0 189.9 50.0 W14X22 u 10 S 1342 19.17 93.5 0.0 114.6 50.0 W12X14 8 1346 17.67 50.1 0.0 114.5 50.0 W12X14 u 8 1358 1.17 0.0 0.0 32.9 50.0 W8X1O 1376 17.67 51.2 0.0 114.5 50.0 W12X14 u 8 Beam Summary 33 RAM Steel 15.06.00.10 Page 2/2 flAMStnictjjralSyslom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/1810:12:55 %jeentley-Building Code: IBC Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 1380 18.67 74.0 0.0 124.6 50.0 W12X14 u 10 1382 4.00 4.1 0.0 65.3 50.0 W12X14 u 1383 32.17 493.9 0.0 642.0 50.0 W21X50 u 32 1.384 13.81 45.5 0.0 114.1 50.0 W12X14 u 10 1385 19.77 235.0 0.0 468.5 50.0 W21X44 u 20 1386 15.50 67.9 0.0 124.5 50.0 W14X22 u 1387 15.50 67.9 0.0 124.5 50.0 W14X22 u 1388 15.50 48.3 0.0 65.3 50,0 W12X14 u 1393 33.17 134.3 0.0 227.9 50.0 W14X22 u 20 1395 33.17 198.4 0.0 230.8 50.0 W14X22 u 20 1400 18.67 59.8 0.0 123.4 50.0 W12X14 u 10 1401 11.50 33.5 0.0 65.3 50.0 W12X14 u 1402 17.67 63.5 0.0 114:5 50.0 W12X14 u 8 1403 17.67 64.4 0.0 114.5 50.0 W12X14 u 8 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. a ., Beam Design Criteria 34 RAM Steel 15.06.00.10 RAM StructuraISyEom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:12:55 (eenttey, Building Code: IBC Steel Code: AISC 360-10 LRFD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE IEFF: Do Not Reduce leff per AISC 360 Commentary DEFLECTION CRITERIA: Floor Criteria L/d delta (in) . Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superirnp-Camber): 240.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Roof Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 240.0 0.0 Total Superimposed: 180.0 0.0 Total (Init+Superimp-Cainber): 180.0 0.0 Shored . Dead Load: 0.0 0.0 Live Load: 240.0 0.0 Total Load: 180.0 0.0 [I Beam Design Criteria 35 RAM Steel 15,06.00.10 Page 2/3 IlAMSIructurel System DataBase: Buliding B- all knockouts - Bulletin 2 Mczz Changes- Infihl 01/12/18 10:12:55 %Jaentley- Building Code: IBC Steel Code: AISC 360-10 LRFD Noncomposite Dead Load: 0.0 0.0 Live Load: 240.0 0.0 Total Load: 180.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < 12.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth <0.0 in Do not Camber Beams with Depth> 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 (For Unshored Composite the specified % of Construction DL is used) Camber Increment (in): 0.250 Minimum Camber (in): 0.500 Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMTOSITE BEAMS: Do not Camber Beams with Span < 0.0 ft Do not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth <0.0 in Do not Camber Beams with Depth> 100.0 in Do not Camber Beams with Cantilevers Percent of Dead Load used for Camber: 80.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.500 Maximum Camber (in): 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Beam Design Criteria 36 RAM Steel 15.06.00.10 Page 3/3 RAM StrueWral System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infill 01/12/18 10:12:55 t-i jeentLey-Building Code: IBC Steel Code: AISC 360-10 LRFD Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web 0 Gravity Column Design Criteria 37 RAM Steel 15.06.00.10 fiAM Structural Systoni DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:22:52 n-JE3enney-Building Code: IBC Steel Code: AISC 360-10 LRFD DEFAULT SPLICE LEVELS: Level Splice Parapet N Roof N Mezzanine N DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip-load the Live Load around Column STANDARD COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 ISection W14 W12 WIO Rect. HSS HSS22X22 HSS20X20 HSS18X18 Round HSS HSS20 HSS18 HSS16 HANGING COLUMN TRIAL GROUPS: Trial Group I Trial Group 2 Trial Group 3 ISection W14 W12 W10 Rect. HSS HSS22X22 HSS20X20 HSS18X18 Round HSS HSS20 HSS18 HSS16 Channel C15 C12 CIO Tee WT22 WT20X16 WT20X12 Flat Bar FlatBar FlatBar FlatBar Round Bar RoundBar RoundBar RoundBar Single Angle L12X12 LIOX10 L8X8 Double Angle 2L8X8 21,8X6 2L8X4 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: Design Code: AISC360-10 LRFD Plate Fy (ksi) 50.000 Minimum Dimension From Face of Column to Edge of Plate (in) 3.000 Minimum Dimension From Side of Column to Edge of Plate (in) 3.000 Increment of Plate Dimensions (in) 0.250 Increment of Plate Thickness (in) 0.125 Minimum Footing Dimension Parallel to Web (ft) 4.00 Minimum Footing Dimension Perpendicular to Web (ft) 4.00 Keep Base Plate Square: y Gravity Column Design Summary 38 RAM Steel 15.06.00. 10 Page 4/4 RAM clurnlSystom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infill 01/12/18 10:23:14 IBentLey' Building Code: IBC Steel Code: AISC 360-10 LRFD Mezzanine 101.1 0.9 -0.2 1 0.87 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 662.33ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle FySize__\ Mezzanine 43.8 13.4 -6.5 1 0.76 Eq (Hi-la) 0.0 466/) Column Line 675.00ft-60.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 48.4 -29.0 0.0 1 0.67 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 49.1 0.0 0.0 1 0.42 Eq (Hl-la) 0.0 46 HSS8X8X3/8 Column Line 14-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 91.4 -12.9 0.8 1 0.90 Eq (HI-la) 0.0 46 HSS8X8X3/8 Mezzanine 92.0 -5.4 0.3 1 0.83 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 676.00ft-155.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy S'ze- Mezzanine 41.1 0.0 18.7 1 0.71 Eq (Hi-la) 0.0 46 çSS6/? Column Line 682.10ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Mezzanine 48.6 -15.0 -5.3 12 0.80Eq(1-11-1a) 0.0 46(6 , ) Column Line 700.77ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Mezzanine 30.1 0.4 -6.9 1 0.37 Eq (1-11-1a) 0.0 4 I-ISS6X6X1/4 Column Line 709.67ft-139.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Si e • Mezzanine 46.2 -21.0 0.0 1 0.80 Eq (Hi-la) 0.0 4 HSS6X6X1/4 Column Line 14.9-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 32.1 -16.9 0.0 1 0.42 Eq (HI-1a) 0.0 46 HSS8X8X3/8 Mezzanine 32.7 -6.9 0.0 1 0.34 Eq (HI-1a) 0.0 46 HSS8X8X3/8 Column Line 714.58ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Mezzanine 6.7 6.7 -2.9 0.0 1 0.10 Eq (Hl-lb) 0.0 Column Load Summary 39 RAM Steel 15.06.00.10 Page 5/6 RAMSI;ucturSystom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:23:24 Ieenfler Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 11-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 64 21.50 44.3 0.8 31.3 0.0 45.0 76.3 Mezzanine 64 15.00 44.7 1.3 31.3 0.0 46.0 77.3 Column Line 12-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 65 21.50 36.8 0.8 34.0 0.0 37.6 71.6 Mezzanine 65 15.00 36.8 1.3 34.0 0.0 38.1 72.1 Column Line 12-C Level CoI# Length Dead Self +Live -Live MinTot MaxTot Roof 66 21.50 38.6 0.8 30.9 0.0 39.4 70.3 Mezzanine 66 15.00 38.6 1.3 30.9 0.0 39.9 70.8 ' Column Line 13-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 67 21.50 39.4 0.8 34.0 0.0 40.1 74.1 Mezzanine 67 15.00 39.4 1.3 34.0 0.0 40.7 74.7 Column Line 13-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 68 21.50 41.5 0.8 31.1 0,0 42.2 73,4 Mezzanine 68 15.00 41.5 1.3 31.1 0.0 42.8 73.9 Column Line 662.331t-123.50ft Level CO Length Dead Self +Livc -Live MinTot Max t Mezzanine 101 15.00 11.7 0.3 18.4 0.0 12.0 30.4 Column Line 675.00ft-60.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 73 21.50 19.0 0.8 15.4 0.0 19.8 35.2 Mezzanine 73 15.00 19.1 1.3 15.4 0.0 20.3 35.8 Column Line 14-C Column Line 676.00ft-155.67ft Level C W, Length Mezzanine 97 15.00 Column Line 682.10ft-123.50ft Level Cul Length Mezzanine 98 15.00 Column Line 700.77ft-123.50ft Level C Length Mezzanine 99 15.00 Column Line 709.67ft-139.00ft Level l# Length Mezzanine 92 15.00 r Column Load Summary 40 RAM Steel 15.06.00.10 Page 616 RAM StructurnlSyslom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes- Infihl 01/12/18 10:23:24 IBenttey' Building Code: [BC Steel Code: AISC 360-10 LRFD Level Co1# Length Dead Self +Live -Live MinTot MaxTot Roof 69 21.50 40.0 0.8 26.5 0.0 40.8 67.3 Mezzanine 69 15.00 40.0 1.3 26.5 0.0 41.3 67.8 Column Line 14.9-C Level Roof Mezzanine Dead Self +Live -Live MinTot M To 11.7 0.3 16.7 0.0 12.0 28.7 Dead Self +Live -Live MinTot 15.8 0.3 20.5 0.0 16.1 MQ36.5 E Dead Self +Live -Live MinTot Ma 6.8 0.3 13.5 0.0 7.1 (!!.6 1 Dead Self +Live -Live MinTot MaxT 13.4 0.3 18.6 0.0 13.7 32.3 -Live MinTot MaxTot 0.0 14.1 0.0 14.7 Oc LI -Live MinTot Max 0.0 1.7 4.6 Col# Length Dead Self +Live 72 21.50 13.4 0.8 9.4 95 15.00 13.4 1.3 9.4 Column Line 714.58ft-123.50ft Level C Length Dead Self +Live Mezzanine 100 15.00 1.5 0.3 2.9 a Floor Map 41 RAM Steel 15.06.00.10 . RAM Structural System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 %jeenttey-Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine Beam Designs (13 ) ( 14) ... (1(11E - - G.8 . . - I N L 6 6 6 6 21 x5 J Ce)I.. to to x 00 00 TZ ~ W 14ilx44( 0) - 12 14(10- - W12x14(10) /24x55(3) W1 =:L2 _ ____ _______/ II........................................................................................................W262(38)c 1/2' (, .0 - C) C) C') J) to 10 I) U) N N N N ............................................................................................................................3.5 W24 32 (38) 3/4" Oc U) U) It) LI) ~I i X X N (N CI A ................................................................................................................'0 Floor Map 42 RAM Steel 15.06.00.10 1AM SAuclurnI System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 IBentLey Building Code: IBC Steel Code: AISC 3 60- 10 LRFD Floor Type: Mezzanine Beam Numbers ............ ................... El................................................................................ ....El................................................................................ a o Floor Map 43 go RAM Steel 15.06.00,10 flAMSirucluralSysloni DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 %JiBenttey,Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine a .. '*"* "' Floor Map 44 RAM Steel 15.06.00.10 RAM Structural System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 Ieenttey Building Code: IBC Steel Code: AJSC 360-10 LRFD Floor Type: Mezzanine Floor Map RAM Steel 15.06.00.10 DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes Ieent1ey Building Code: IBC Surface Loads Label DL CDL LL Reduction psf psf psf Type Mezzanine 46.0 40.0 100.0 Reducible Point Loads Label DL CDL LL Reduction kips kips kips Type P1 Stair Loads 1.000 0.000 1.500 Reducible 45 Page 2/2 01/12/18 10:16:12 Steel Code: AISC 360-10 LRFD PLL CLL Mass DL psf psf psf 0.0 0.0 56.0 PLL CLL Mass DL kips kips kips 0.000 0.000 1.000 o o Floor Map RAM Steel 15.06.00.10 flMSInicturaISysIorn DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes !IeentLeu Building Code: IBC Floor Type: Mezzanine 46 01/12/18 10:16:12 Steel Code: AISC 360-10 LRFD 0 Floor Map 47 go RAM Steel 15.06.00.10 RAMSirucluraTSystoni DataBase: Building B- all knockouts - Bulletin 2 Mezz Changes Bentley Building Code: IBC Decks: Deck Label Deck Type T3 5.5" Lt Wt S Page 2/2 01/1 2/18 10:16:12 Steel Code: AISC 360-10 LRFD Slab Orientatio Action ii VERCO W3 Formiok Gravity Beam Design RAM Steel 15.06.00.10 S flMStiocWrISystom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes %Jf3enttey,Building Code: IBC 48 01/12/18 10:16:12 Steel Code: AISC 360-10 LRFD Floor Type: Mezzanine Beam Numbe SPAN INFORMATION (ft): I-End (662.33,123.50) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 33.17 COMPOSITE PROPERTIES (Not Shored): J-End (662.33,156.67) Fy = 50.0 ksi Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pet) 115.00 115.00 f (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formiok VERCO W3 Formiok beff(in) 77.94 Y bar(in) = 14.59 Mnf(kip-ft) = 311.89 Mn (kip-ft) = 256.13 C (kips) = 172.30 PNA (in) = 13.40 Jeff (in4) = 611.20 Itr (in4) = 764.68 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 33 Partial = 12 Actual = 20 5 Number of Stud Rows = 1 Percent of Full Composite Action = 53.09 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.299 0.260 0.650 2.7% Red 0.000 0.000 33.170 0.299 0.260 0.650 0.000 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 33.170 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 23.15 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi kip-ft ft ft Center PreCmp+ 1.4DL 54.3 16.6 0.0 1.00 0.90 InitDL 1.4DL 54.3 16.6 Max+ 1.2DL+1.6LL 192.0 16.6 --- --- 0.90 Controlling 1.2DL+1.6LL 192.0 16.6 --- --- 0.90 REACTIONS (kips): Left Right fi 'rn Initial reaction 4.67 4.67 DL reaction 5.32 5.32 ti. Max +LL reaction 10.48 10.48 . Max +total reaction (factored) 23.15 23.15 DEFLECTIONS: (Camber =1) Initial load (in) at 16.59 ft = -1.330 L/D = 299 Live load (in) at 16.59 ft = -0.971 L/D = 410 Phi*Mn kip-ft. 124.50 230.52 230.52 Gravity Beam Design 49. RAM Steel 15.06.00.10 Page 2/2 flAM Structural System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 V IBentLey' Building Code: IBC Steel Code: AISC 360-10 LRFD Post Comp load (in) at 16.59 ft = -1.031 L/D = 386 Net Total load (in) at 16.59 ft = -1.361 LID = 292 o LI[!iTJ 50 www.illtl.us Profis Anchor 2.7.2 Company: Page: 1 Specifier: Project: PVCC Address: Sub-Project I Pos. No.: LC #2 Phone I Fax: I Date: 1/15/2018 E-Mail: Specifiers comments: Mezz Beam to Full height wall I Input data Anchor type and diameter: AWS DI.1 GR. B 5/8 Effective embedment depth: hot = 5.500 In. Material: Proof: Design method ACI 318-14 / CIP Stand-off Installation: eb = 0.000 In. (no stand-off); t = 0.500 in. Anchor plate: I x t x t = 14.000 in. x 8.000 In. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (Lx W xl) = 12.000 In. x 0.375 In. x 0.000 In. Base material: cracked concrete, 4000, f' = 4000 psi; h = 10.000 In. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading (kip, ft.klp] .:. Ot a Input data and results moot be checked for agreement with the oxicting conditloox and for plexulbllltyt PROFIS Anchor I c) 2003.2009 HUh AC, FL-9494 Schean HiIII to a registered Trademark of HUll AC, Schoon 51 www.hllti.us Profis Anchor 2.7,2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: 2 Project: PVCC Sub-Project I Pos. No.: LC #2 Date: 1/15/2018 2 Proof I Utilization (Governing Cases) Design values [kip] Utilization Loading Proof Load Capacity ON I v 1%] Status Tension Concrete Breakout Strength 6.279 17.858 36/- OK Shear Concrete edge failure in direction y- 24.000 37.379 -/65 OK Loading ON 13v Utilization I3e,v [%) Status Combined tension and shear loads 0.352 0.642 5/3 66 - OK 3 Warnings Please consider all details and hints/warnings given in the detailed reporti Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant 1-lilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. 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Input data and results must be checked for agreement with the existing condltons and for ptauotbllttyt PROFtS Anchor (c ) 2003-2009 Hull AG, FL-9194 Schoen Hilt to a registered Trademark at Hilt AG, Schoen C o Beam Summary 52 ww RAM Steel 15.06.00.10 RAM Siruclural System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 Benftey, Building Code: IBC Steel Code: AISC 360-10 LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm # Length +Mu -Mu clMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1262 46.67 106.6 0.0 357.8 50.0 W21X44 u 1279 52.67 157.4 0.0 750.0 50.0 W24X76 u 1280 59.58 182.5 0.0 915,0 50.0 W27X84 u 1281 59.58 182.5 0.0 915.0 50.0 W27X84 u 1282 49.67 141.9 0,0 750.0 50.0 W24X76 u 1290 50.17 125.6 0.0 502.5 50.0 W24X55 u Floor Type: Mezzanine Bm # Length +Mu -Mu cDMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1261 25.25 328.5 0.0 340.4 50.0 W16X31 u 32 1262 18.75 182.3 0.0 349.8 50.0 W16X31 u 26 1263 25.25 182.1 0.0 227.6 50.0 W14X22 u 26 1266 21.50 111.6 0.0 138.6 50.0 W12X14 u 14 1268 22.17 50.1 0.0 114.0 50.0 W12X14 8 1270 23.58 183.1 0.0 261.3 50.0 W16X26 u 24 1272 19.17 88.7 0.0 114.6 50.0 W12X14 8 1273 27.50 235.5 0.0 292.9 50.0 W16X26 u 28 1276 27.50 174.8 0.0 209.5 50.0 W14X22 u 14 1,277 27.50 167.0 0.0 209.5 50.0 W14X22 u 14 1278 21.50 112.4 0.0 138.6 50.0 W12X14 u 14 1279 21.50 105.6 0.0 138.6 50.0 W12X14 u 14 1280 18.75 82.6 0.0 223.8 50.0 W14X22 u 20 1283 19.17 84.0 0.0 114.6 50.0 W12X14 8 1284 19.17 64.7 0.0 114.5 50.0 W12X14 8 1290 5.00 0.0 -9.3 30.25 388.4 -9.3 710.0 50.0 W24X55 u. 35 1291 26.00 155.2 0.0 250.2 50.0 W16X26 u 26 1292 40.67 325.5 0.0 464.3 50.0 W18X35 u 40 1295 13.50 57.4 0.0 250.0 50.0 W16X31 u 10 1297 25.00 76.2 0.0 277.4 50.0 W16X31 u 10 1299 38.58 728.4 0.0 848.3 50.0 W24X62 u 38 1300 33.67 235.6 0.0 412.5 50.0 W21X50 u 1301 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 1302 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 1303 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 1304 25.00 139.0 0.0 169.7 50.0 W12X14 u 25 1324 22.09 269.5 0.0 284.3 50.0 W16X26 u 22 1327 1.00 0.0 0.0 65.3 50.0 W12X14 1335 21.50 116.6 0.0 200.0 50.0 W14X22 u 14 Beam Summary 53 RAM Steel 15.06.00.10 Page 2/2 RAM Structural System DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:16:12 %113entley-Building Code: IBC Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu ctMn Fy Beam Size Studs 1336 9.38 11.1 -2.7 124.5 50.0 W14X22 u 1337 5.00 0.0 -30.4 10.75 10.4 -30.4 124.5 50.0 W14X22 u 1338 4.33 0.3 0.0 64.4 50.0 W12X14 1339 27.50 133.8 0.0 156.6 50.0 W1 8X40 u 1340 16.42 68.6 0.0 114.4 50.0 W12X14 8 1341 19.17 80.1 0.0 189.9 50.0 W14X22 u 10 1342 19.17 93.5 0.0 114.6 50.0 W12X14 8 1346 17.67 22.9 0.0 113.6 50.0 W12X14 u 8 1353 40.67 380.1 0.0 461.7 50.0 W18X35 u 40 1354 40.67 381.9 0.0 467.8 50.0 W18X35 u 40 1355 20.67 65.1 0.0 178.3 50.0 W14X22 u 8 1356 5.00 0.0 -30.4 10.08 0.0 -30.4 124.5 50.0 W14X22 u 1357 4.33 1.6 0.0 65.3 50.0 W12X14 1358 1.17 1.7 0.0 32.9 50.0 W8X1O 1359 25.00 76.6 0.0 330.7 50.0 W18X35 u 10 1371 38.58 581.9 0.0 848.3 50.0 W24X62 u 38 1372 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 o 1373 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 1374 25.00 131.1 0.0 169.7 50.0 W12X14 u 25 1375 25.00 139.0 0.0 169.7 50:0 W12X14 u 25 1376 17.67 51.2 0.0 114.5 50.0 W12X14 u 8 1379 18.67 55.9 0.0 123.2 50.0 W12X14 u 10 1380 18.67 30.0 0.0 122.7 50.0 W12X14 u 10 1381 11.00 30.6 0.0 65.3 50.0 W12X14 u 1382 4.00 4.1 0.0 65.3 50.0 W12X14 u 1383 32.17 406.8 0.0 642.0 50.0 W21X50 u 32 1384 13.81 80.2 0.0 115.1 50.0 W12Xl4 -Li 10 1385 19.77 260.2 0.0 470.2 50.0 W21X44 u 20 1386 15.50 50.4 0.0 124.5 50.0 W14X22 u 1387 15.50 35.0 0.0 124.5 50.0 W14X22 u 1388 15.50 48.3 0.0 65.3 50.0 W12X14 u 1389 13.50 36.9 0.0 65.3 50.0 W12X14 u 1390 13.50 45.0 0.0 65.3 50.0 W12X14 u 1391 13.50 45.0 0.0 65.3 50.0 W12X14 u 1393 33.17 192.0 0.0 230.5 50.0 W14X22 u 20 1395 33.17 198.4 0.0 230.8 50.0 W14X22 u 20 1397 4.50 3.8 0.0 65.3 50.0 W12X14 u 1398 4.50 3.6 0.0 65.3 50.0 W12X14 u (. 1399 40.67 266.8 0.0 453.4 50.0 W18X35 u 40 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Gravity Column Design Summary 54 RAM Steel 15.06.00.10 Page 3/5 RAM ScturaISystem DataBase: Building B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:21:03 %JfBentkey-Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 8-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 98.3 1.5 0.0 1 0.85 Eq (HI-la) 0.0 46 HSS8X8X3/8 Mezanine 98.9 0.6 0.0 1 0.85 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 9-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 100.6 0.0 1.3 1 0.87 Eq (HI-la) 0.0 46 HSS8X8X3/8 Mezzanine 101.3 0.0 0.6 1 0.86 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 9-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 101.0 0.0 -1.4 1 0.87Eq(HI-1a) 0.0 46 HSS8X8X3/8 Mezzanine 101.6 0.0 -0.6 1 0.87 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 10-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 99.5 0.0 0.0 1 0.84 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 100.1 0.0 0.0 1 0.85 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 10-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 98.3 -1.5 0.0 1 0.85Eq(H1-la) 0.0 46 HSS8X8X3/8 Mezzanine 98.9 -0.6 0.0 1 0.85 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 12-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 99.5 0.0 0.0 1 0.84 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 100.1 0.0 0.0 1 0.85 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 12-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 96.7 -0.0 0.0 1 0.82 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 97.3 -0.0 0.0 1 0.83 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 13-B Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 102.6 1.5 0.9 1 0.89Eq(H1-la) 0.0 46 HSS8X8X3/8 Mezzanine 103.2 0.6 0.4 1 0.89 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 13-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 100.5 2.3 -0.4 1 0.88 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Gravity Column Design Summary 55 RAM Steel 15.06.00.10 Page 4/5 flAMSirucluralSystom DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:21:03 Ieentteu' Building Code: IBC Steel Code: AISC 360-10 LRFD Mezzanine 101.1 0.9 -0.2 1 0.87 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 650.00ft-119.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 66.6 -11.9 -11.7 12 0.71 Eq (HI-la) 0.0 46 HSS6X6X3/8 Column Line 662.33ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Mezzanine 48.3 13.2 -8.0 10 0.82 Eq (Hi-la) 0.0 46 HSS6X6X1/4 Column Line 675.00ft-60.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 48.4 -29,0 0.0 1 0.67 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 50.0 0.3 0.0 1 0.43 Eq (HI-1a) 0.0 46 HSS8X8X3/8 Column Line 676.00ft-85.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 72.8 27.6 2.4 6 0.84 Eq (Hi-la) 0.0 46 HSS6X6X3/8 Column Line 14-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 88.2 -10.1 2.2 7 0.43 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezzanine 128.1 15.7 0.5 1 0.52 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 676.00ft-155.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mezzanine 36.5 0.0 16.6 1 0.63 Eq (Hi-la) 0.0 46X6X1 Column Line 682.10ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy fiizc-_---- Mezzanine 52.4 -17.6 3.9 6 0.85 Eq (Hi-la) 0.0 Column Line 700.77ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Mezzanine 31.4 5.4 2.9 1 0.41 Eq (Hi-la) 0.0 46HSS6)(6XiX6X1/4 Column Line 709.67ft-139.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy ize' Mezzanine 31.5 -14.3 0.0 1 0.55Eq(HI-la) 0.0 46SS6X6X1./46X1/4 Column Line 714.58ft-85.00ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary 56 RAM Steel 15.06.00,10 Page 5/5 flAMStwcturalSrn DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:21:03 Inenttey' Building Code: IBC Steel Code: AISC 360-10 LRFD Mezzanine 64.4 -29.3 0.0 1 0.79 Eq (Hi-la) 0.0 46 HSS6X6X3/8 Column Line 14.9-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 32.1 -16.9 0.0 1 0.23 Eq (Hl-lb) 0.0 46 HSS8X8X3/8 Mezzanine 74.3 -16.6 0.0 1 0.36 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Column Line 714.58ft-123.50ft Level Pu Mux Muy LC Interaction Eq. Angle Fy S Mezzanine 10.8 -4.8 0.0 1 0.16 Eq (HI-lb) 0.0 46S/ o a Column Load Summary 57 RAM Steel 15.06.00.10 Page 5/7 RAM StiucluralSystem DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:23:49 %Ji3enttey, Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 11-C Level Col# Length Dead Roof 64 21.50 44.3 Mezzanine 64 15.00 44.7 Self +Live -Live MinTot MaxTot 0.8 31.3 0.0 45.0 76.3 1.3 31.3 0.0 46.0 77.3 Column Line 12-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 65 21.50 36.8 0.8 34.0 0.0 37.6 71.6 Mezzanine 65 15.00 36.8 1.3 34.0 0.0 38.1 72.1 Column Line 12-C Level Co1# Length Dead Self +Live -Live MinTot MaxTot Roof 66 21.50 38.6 0.8 30.9 0.0 39.4 70.3 Mezzanine 66 15.00 38.6 1.3 30.9 0.0 39.9 70.8 Column Line 619.75ft-119.00ft Level Co1# Length Dead Self +Live -Live MinTot MaxTot Mezzanine 89 15.00 17.6 0.3 24.7 -0.6 17.3 42.6 Column Line 619.75ft-139.00ft Level Coli Length Dead Self +Live -Live MinTot MaxTot Mezzanine 94 15.00 6.5 0.3 12.5 0.0 6.7 19.2 Column Line 13-B Level Cola Length Dead Self +Livc -Live MinTot MaxTot Roof 67 21.50 39.4 0.8 34.0 0.0 40.1 74.1 Mezzanine 67 15.00 39.4 1.3 34.0 .0.0 40.7 74.7 Column Line 13-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 68 21.50 41.5 0.8 31.1 0.0 42.2 73.4 Mezzanine 68 15.00 41.5 1.3 31.1 0.0 42.8 73.9 Column Line 650.00ft-119.00ft +Live -Live MinTot Ma 15.0 0.0 10.4 25.4 P1 +Ljve -Live MinTot MaxTot 21.9 0,0 17.9 39.8 FL +Live -Live MinTot Ma t 13.4 0.0 8.2 (~.7 Column Load Summary 58 1 41 0 RAM Steel 15.06.00.10 Page 6/7 RMSIwcWraISysWiu DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:23:49 V IeentLey Building Code: IBC Steel Code: AISC 360-10 LRFD Level Co1# Length Dead Self +Live -Live MinTot MaxTot Mezzanine 88 15.00 25.5 0.4 28.9 -0.3 25.6 54.8 Column Line 662.33ft-123.50ft Level ol Length Dead Self +Live -Live MinTot M u Mezzanine 101 15.00 14.9 0.3 19.8 0.0 15.2 35.0 Column Line 675.00ft-60.00ft Level Co1# Length Dead Self +Live -Live MinTot MaxTot Roof 73 21.50 19.0 0.8 15.4 0.0 19.8 35.2 Mezzanine 73 15.00 19.5 1.3 16.2 0.0 20.8 37.0 Column Line 676.00ft-85.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Mezzanine 84 15.00 25.6 0.4 29.2 0.0 26.0 55.2 Column Line 14-C Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 69 21.50 40.0 0.8 26.5 0.0 40.8 67.3 Mezzanine 69 15.00 61.0 1.3 51.6 0.0 62.3 113.9 Column Line 676.00ft-155.67ft Level n97 Length Dead Self Mezzanine 15.00 10.1 0.3 Column Line 682.10ft-123.50ft Level 14 Length (!D17 Self Mezzanine \\ 15.00 0.3 Column Line 700.77ft-123.50ft Level rcc99~ l# Length Dead Self Mezzanine 15.00 8.0 0.3 Column Line 709.67ft-139.00ft Level C Length Dead Mezzanine 92 15.00 7.7 Colunm Line 714.58ft-85.00ft Level Col# Length Dead Mezzanine 85 15.00 20.1 Colunm Line 14.9-C Level Col# Length Dead Roof 72 21.50 13.4 Mezzanine 95 15.00 29.1 Column Line 714.58ft-123.50ft Level Col# Length Dead Mezzanine 100 15.00 2.4 Self +Live -Live MinTot Ma ot 0.3 4.8 0.0 2.6 7.4 +Live -Live MinTot M 13.7 0.0 8.0 21.7 ZL +Live -Live MinTot MaxTot 24.9 0.0 20.5 45.4 Self 0.3 Self 0.4 +Live -Live MinTot MaxTot 9.4 0.0 14.1 23.6 30.1 0.0 30.4 60.6 Self 0.8 1.3 Column Load Summary 59 RAM Steel 15.06.00.10 Page 7/7 46 RAM SfrcturnISystm DataBase: Buliding B- all knockouts - Bulletin 2 Mezz Changes 01/12/18 10:23:49 iI8entLey Building Code: IBC Steel Code: AISC 360-10 LRFD a H I. SI33N!ON3 1Vfl1)fl1S j AHOd + NVW3SIM o S BY WISEMAN+ROHY ii 61 STRUCTURAL E1!.NEER L..-... . J SHEET NO. I OF - JOB NQ. -CI o WISEMAN + MY 62 STRUCTURAL ENO ERS BY /11T DATE (/I2/1 !ROJECT SHEET NO. J OF JOB NO. I-d3 6entLe Current Date: 1/15/2018 9:44 AM Units system: English File name: \\WRESERVER\Engineering\Projects\17\17-013 Pacific Vista Commerce Center\Calculatlons\17-013.02 Bulletin #2\Bldg B\Mezzanine Revislon\Coiumn Base Plate.cnx\ Steel connections Data Connection name : Fixed biaxial BP Connection ID : I Family: Column - Base (CB) Type: Base plate GENERAL INFORMATION Connector B C D 63 a MEMBERS Column Column type Section Material Longitudinal offset Transversal offset CONNECTOR Base plate Connection type Position on the support N: Longitudinal dimension B: Transversal dimension Thickness Material Column weld D: Column weld size (1/16 in) Override A2/A1 ratio Include shear lug Support With pedestal Longitudinal dimension Transversal dimension Thickness Material Include grouting Grout thickness Prismatic member HSS_SQR 8X8X3_8 A500 GrB rectangular in in Unstiffened Center 161n 16 in 1.75 in A572 Gr50 E7OXX 5 No No No 72 in 72 In 48 In C 3-60 Yes 2 in Pagel Anchor Anchor position Rows number per side Anchors per row Longitudinal edge distance on the plate Transverse edge distance on the plate Anchor type Head type Include lock nut Anchor Effective embedment depth Total length Material Fy Fu Cracked concrete Brittle steel Anchors welded to base plate Tension seismic requirements Shear seismic requirements Anchor reinforcement Type of reinforcement Tension reinforcement Tension bar size Tension bar grade Tension number of bars Shear reinforcement 64 Longitudinal position 2 2 In 2 In Headed Heavy hexagonal No 18 in 23.07 In F1554 Gr105 105 kip/1n2 125 kip/in2 Yes No No D.3.3.4.3 (d) D.3.3.5.3 (c) Primary Yes no. 5 60 kip/in2 16 No Page2 M."enfiev L! = Current Date: 1/15/2018 9:42 AM Units system: English File name: \\WRESERVER\Engineering\Projects\17\17-013 Pacific Vista Commerce Center\Calculations\17-013.02 Bulletin #2\Bldg B\Mezzanine Revision\Column Base Plate.cnx\ Steel connections Results Connection name : Fixed biaxial BP Connection ID : I Family: Column - Base (CB) Type: Base plate Design code: AiSC 360-10 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] IKip*ft] [Kip*It] [Kip] [Kip] ------------------------------------------------------------------------------------------ SpS5P -259.30 0.00 0.00 0.00 0.00 Seismic SpS7P -237.50 0.00 0.00 0.00 0.00 Seismic LC3 -56.80 0.00 0.00 0.00 0.00 Design SpS5N 188.70 0.00 0.00 0.00 0.00 Seismic SpS7N 210.50 0.00 0.00 0.00 0.00 Seismic Design for major axis Base plate (AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Base plate Longitudinal dimension [in] 16.00 8.63 -- Transversal dimension [in] 16.00 8.63 -- Distance from anchor to edge [in] 2.00 0.25 -- Weld size (1/161n] 5 3 -- *1 table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Lb/f12] 477360.00 145856.30 SpS5P 0.31 ® DG1 3.1.1; Base plate Flexural yielding (bearing interface) [Klp*ftlft] 34.45 8.93 SpS5P 0.26 DG1 Sec 3.1.2 Flexural yielding (tension interface) [Klp*ftlft] 34.45 27.57 SpS7N 0.800 DG1 Eq. 3.3.13 Column Weld capacity (Kip/ft] 125.29 126.30 SpS7N 1.010 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 Elastic method weld shear capacity [Kiplft] 83.53 0.00 SpS5P 0.00 P. 8-9, ( . Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity (Kip/ft] 125.29 90.82 SpS7N 0.72 Q0 p. 8-9, Sec. J2.5, Sec. J2.4 Pagel 65 66 Ratio 1.01 Design for minor axis Base plate (AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Base plate Longitudinal dimension [in] 16.00 8.63 -- Transversal dimension [In] 16.00 8.63 -- I Distance from anchor to edge [In] 2.00 0.25 -- I Weld size [1/161n] 5 3 -- I table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Lb/ft2] 477360.00 145856.30 SpS5P 0.31 DGI 3.1.1; Base plate Flexural yielding (bearing interface) [Kip*fl/ft] 34.45 8.93 SpS5P 0.26 DGI Sec 3.1.2 Flexural yielding (tension Interface) [Klpft/ft] 34.45 27.57 SpS7N 0.800 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft] 125.29 126.30 SpS7N 1.010 p. 8-9, Sec. .12.5, Sec. J2.4, HSS Manual p. 7•10 Elastic method weld shear capacity [Kip/ftj 83.53 0.00 SpS5P 0.00 0 P. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Klp/ft) 125.29 90.82 SpS7N 0.720 p. 8-9, Sec. J2.5, Sec. J2.4 Ratio 1.01 Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Anchors Anchor spacing [in] 12.00 4.00 -- I Sec. D.8.1 Concrete cover [In] 29.50 3.00 -- I Sec. 7.7.1 Effective length [in] 18.65 -- 47.35 1 jorc DESIGN CHECK / Verification Unit Capacity Demand Ctrl EQ Ratio Ref Anchor tension [Kip] 56.79 52.62 SpS7N .93$k,/. D-2 Pullout of anchor In tension [Kip] 18.92 52.62 SpS7N 2.78 Sec. D.3.3.4.4 Group of Anchors reinforcement In tension [Kip] 223.20 210.50 SpS7N 0.94 Sec. D.5.2.9, D,6.2.9 Anchor shear (Kip] 23.62 0.00 SpS5P 0.00 0 Eq. D-29, Sec. 0.6.1.3 Breakout of anchor In shear [Kip] 41.58 0.00 SpS5P 0.000 Table D.4,1.1, Sec. D.4.3 Pryout of anchor in shear [Kip] 151.68 0.00 SpS5P 0.00 0 Eq. 0-3, Table 0.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip] 226.58 0.00 SpS5N 0.00 0 Eq. 0-4, Page2 Table DA. 1.1, Sec. D.4.3 Ratio 2.78 Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Anchors Anchor spacing (in) 12.00 4.00 -- Sec. D.8,1 Concrete cover [in] 29.50 3.00 -- id Sec. 7.7.1 Effective length [In] 18.65 -- 47.35 id DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension (Kip] 56.79 52.62 i SpS7N 0.930 Eq. 0-2 Pullout of anchor in tension [Kip] 18.92 52.62 SpS7N 2.780 Sec. D.3.3.4.4 Group of Anchors reinforcement In tension [Kip] 223.20 210.50 SpS7N 0.940 Sec. 0.5.2.9, D.6.2.9 Anchor shear 0 [Kip] 23.62 0.00 SpS5P 0.00 ® Eq. D-29, Sec. D.6.1.3 Breakout of anchor in shear [Kip] 40.82 0.00 SpS5P 0.00 0 Table 0.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip] 151.68 0.00 SpS5P 0.00 Eq. D-3, Table D.4.1,1, Sec. D.4.3 Pryout of group of anchors in shear [Kip] 226.58 0.00 SpS5N 0.00 Eq. D-4, Table D.4.1.1, Sec. 0.4.3 • Ratio 2.78 Global critical strength ratio 2.78 67 a Page3 e plate hem tension Biaxial Maximum compression (SpS5P) S I Base plate Cortcrete stress (IbTin2j 101289 iJjIii I° 101289 101289 101289 j I, {101289 1012.89 1012 89 101289 $5• 101.89 101289 I'[ . .1-' ' f 101289 fr( 101289 1012.89 1012.29 ------------------------------------------------------------ Maximum bearing pressure 1012.89 [psi] Minimum bearing pressure 1012.89 [psi] Maximum anchor tension 0.00 [Kip] Minimum anchor tension 0,00 (Kip] Neutral axis angle 0.00 Bearing length 1,2E31 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] [in] [Kip] [Kip] o 1 -6.00 -6.00 0.00 0.00 . 2 -6.00 6.00 0.00 0.00 3 6.00 6.00 0.00 0.00 4 6.00 -6.00 . 0.00 0.00 Maximum tension (SpS7N) Base plate Concrete stress (lb/1n2] 13 NIN gg ( -------------------------------------------------------------- Maximum bearing pressure 0.00 [psi] ' Minimum bearing pressure 0.00 [psi] Maximum anchor tension 52.62 [Kip] Minimum anchor tension - 52.62 [Kip] Neutral axis angle 0.00 Page4 68 IC plate hors tension -52.62 -52.62 -52.62 -52.02 -52.02 -52.02 -5262 -52.62 -52.02 -52.62 -52.62 -52.82 -52.82 -52.02 -52.62 -52.62 U Bearing length -1.2E31 (in] . Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] ------------------------------------------------------------------------ (in] [Kip] [Kip] 1 -6.00 -6.00 0.00 52.62 2 -6.00 6.00 0.00 52.62 3 6.00 6.00 0.00 52.62 4 6.00 -6.00 0.00 52.62 69 S a Page5 WISEMAN + ROHY STRUCTURAL ENGINEERS BY MS DATE 2017.01.15 PROJECTPVCC Bldg B Bulletin #2 Mezz Revision SHEET NO. OF_______ JOB NO. 17-013 Tension Anchorage @ East MezzBF Check Anchors Nu= 51.95k (Ea. Anchor) d= lOOm Anet= 0.606iflA2 F= 125ksi Grade= 105 4= 0.75 F'c= 4000psi 4 Anchors total @ base plate 4N5B= 56.79k Okay USE: 1.00in F1554A.B. Grade 105 Check Development Bar Bar Size: #5 Ab= 0.310in'2 db= 0.63in F= 60ksi Bend Dia= 3.751n n= N/[Fy(2A)] =7.45 USE: 8 #5 Bars TOTAL Development Length edh— 0.70db*[(0.02*Fy)/vfc) = 8.30in Min= 8.00in USE: tdh= 8.30in Embedment Length = 2" dr + db dh + 1/2 Bend Diam. = 12.80in USE: 13.00in Embedment 1 Minimum Footing Thickness t= 2 + 2db + 3" dr + 2" dr = 22.85in -- USE: 23.001n Thick Footing 1 Detail Graphic Pullout Ca NP8*ABRG*?C Washer S41 3.0 Inches Square = 141.0k FO K-1 71 a Current Date: 1/15/2018 10:17 AM Units system: English File name: \\WRESERVER\Engineering\Projects\17\17-013 Pacific Vista Commerce Center\Calculations\17-013,02 Bulletin #2\Bidg B\Mezzanlne Revislon\Brace Base Plate.cnx\ Steel connections Data Connection name Fixed biaxial BP Connection ID :1 Family: Column - Base (CB) Type: Base plate GENERAL INFORMATION Connector B 1II wI M. 13 : MEMBERS Column Column type : Prismatic member Section : HSS_RECT 10X2X1_4 Material : A500 GrB rectangular Longitudinal offset : 0 in Transversal offset 0 in CONNECTOR Base plate Connection type : Unstiffened Position on the support : Center N: Longitudinal dimension : 12 in B: Transversal dimension : 12 in Thickness : 1.75 in Material : A572 Gr50 Column weld : E70XX 0: Column weld size (1/16 in) : 6 Override A2/AI ratio : No Include shear lug : Yes Shear lug Orientation : Transversal direction Consider same width as base plate : Yes Depth : 6.5 in Thickness : 2.25 in Weld type : Full penetration Consider friction : No Support Pagel With pedestal No Longitudinal dimension : 72 in Transversal dimension 72 in Thickness : 48 in Material S : C 3-60 Include grouting : Yes Grout thickness 2 in Anchor Anchor position : Longitudinal position Rows number per side 1 Anchors per row : 2 Longitudinal edge distance on the plate : 2 in Transverse edge distance on the plate 2 in Anchor type : Headed Head type Heavy hexagonal Include lock nut : No Anchor : 1° Effective embedment depth 18 in Total length 23.07 in Material : F1554 Gr105 Fy 105 klp/in2 Fu : 125 kip/iri2 Cracked concrete Yes Brittle steel No Anchors welded to base plate No Tension seismic requirements D.3.3.4.3 (d) Shear seismic requirements D.3.3.5.3 (c) Anchor reinforcement Type of reinforcement Primary Tension reinforcement : Yes Tension bar size : no. 5 Tension bar grade 60 kip/in2 Tension number of bars : 16 Shear reinforcement : No 72 o Page2 %,-tenfley- . Current Date: 1/15/2018 10:16 AM Units system: English File name: \\WRESERVER\Engineering\Projects\17\17-013 Pacific Vista Commerce Center\Calculatlons\17-013.02 Bulletin #2\Bldg B\Mezzanlne Revlsion\B race Base Plate.cnx\ Steel connections Results Connection name : Fixed biaxial BP Connection ID : I Family: Column - Base (CB) Type: Base plate Design code: AISC 360-10 LRFD, ACt 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [lip] [Klpft] ------------------------------------------------------------------------------------------------- [Kip*ft] [Kip] [Kip] SpS5P -224.00 0.00 0.00 134.00 0.00 Seismic SpS71P -224.00 0.00 0.00 134.00 0.00 Seismic LC3 0.00 0.00 0.00 0.00 0.00 Design SpS5N 224.00 0.00 0.00 -134.00 0.00 Seismic SpS7N 224.00 0.00 0.00 -134.00 0.00 Seismic 73 o GEOMETRIC CONSIDERATIONS Dimensions Base plate Longitudinal dimension Transversal dimension Distance from anchor to edge Weld size Design for major axis Base plate (AISC 360-10 LRFD) Unit Value Mm. value Max. value Sta. References [in] 12.00 10.75 -- [In] 12.00 2.75 -- [in] 2.00 0.25 -- [1/16in] 6 2 -- f table J2.4 a Capacity Demand Ctrl EQ Ratio References 477360.00 224000,00 SpS5P 3445 19.84 SpS5P 34.45 33.82 SpS5N 136.89 134.00 SpS5P 456.96 134.00 SpS5P 56.95 47.46 SpS5P 150.35 134.40 SpS5N Pagel 0.47 DGI 3.1.1; 0.580 DGI Sec 3.1.2 0.980 DG1 Eq. 3.3.13 0.980 DGI Sec 3.5.2 0.29 DG1 Sec 3.5.2, DG1 p. 42 0.830 DG1 p. 43, DG1 Sec 3.5.2 0.890 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 DESIGN CHECK Verification Unit Concrete base Axial bearing [Lb/1t21 Base plate Flexural yielding (bearing interlace) [Kip*ltlft] Flexural yielding (tension interface) [Kip*ftlft] Shear lug Bearing on the concrete [Kip] Shear on the concrete [KIP] Flexural yielding [KIp*ft] Column Weld capacity [Kip/It] Elastic method weld shear capacity [Kip/ft] 100.23 86,44 SpS5P 0.860 p. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ItI 150.35 126.77 SpS5N 0.840 p. 8-9, Sec. J2.5, Sec. J2.4 Ratio 0.98 Design for minor axis Base plate (AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Base plate Longitudinal dimension [In] 12.00 2.75 -- Transversal dimension [in] 12.00 10.75 -- Distance from anchor to edge [In] 2.00 0.25 -- Weld size [1/161n] 6 2 -- f table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Lb/ft2l 477360.00 224000.00 SpS513 0.47 0 DGI 3.1.1; Base plate Flexural yielding (bearing Interface) [Klp*ftlft] 34.45 19.84 SpS513 0.584 -DG1 Sec 3.1.2 Flexural yielding (tension Interface) [Kiptftlftj 34.45 33.82 SpS5N 0.980 DG1 Eq. 3.3.13 Column Weld capacity [Kip/It] 150.35 134.40 SpS5N 0.89 E p. 8-9, Sec. J2.5, o Sec. J2.4, HSS Manual p. 7-10 Elastic method weld shear capacity [Kip/ft) 100.23 0.00 SpS5P 0.00 0 P. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ft) 150.35 126.77 SpS5N 0.840 p. 8-9, Sec. J2.5, Sec. J2.4 Ratio 0.98 Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Anchors Anchor spacing [in] 8.00 4.00 -- 1 Sec. D.8.1 Concrete cover [In] 31.50 3.00 -- Sec. 7.7.1 Effective length [in] 18.65 -- 47.35 t DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 56.79 56.00 SpS5N 0.99 Eq. D-2 Pullout of anchor in tension [Kip] 18.92 56.00 SpS5N 2.96 Sec. D.3.3.4.4 Group of Anchors reinforcement in tension [Kip] 223.20 224.00 SpS5N 1.00 Sec. D.5.2.9, D.6.2.9 Anchor shear [Kip] 23.62 0.00 SpS5P 0.00 0 Eq. D-29, Sec. 0.6.1.3 e JGY4 9M7 Page2 AS 74 75 Breakoutofanchorin shear [Kip] 42.16 0.00 SpS5P 0.000 Table D.4.1.1, Sec. D.4.3 . Pryout of anchor in shear (Kip] 151.68 0.00 SpS5P 0.000 Eq. D-3, Table 0.4.1.1, Sec. 0,4.3 Pryout of group of anchors In shear [KIp] 199.95 0.00 SpS5N 0.00 0 Eq. D-4, Table 0.4.1.1, Sec. D.4.3 Ratio 2.96 Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Mm. value Max. value Sta. References Anchors Anchor spacing (ml 8.00 4.00 -- t/ Sec. D.8.1 Concrete cover [In] 31.50 3.00 -- ' Sec. 7.7.1 Effective length [In] 18.65 -- 47.35 1 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 56.79 56.00 SpS5N 0.990 Eq. D-2 Pullout of anchor In tension [Kip] 18.92 56.00 SpS5N 2,960 Sec. D.3.3.4.4 Group of Anchors reinforcement in tension [Kip] 223.20 224.00 SpS5N 1,0040 Sec. 0.5.2.9, D.6,2.9 Anchor shear [Kip) 23.62 0.00 SpS513 0.00 0 Eq. D-29, Sec. D.6.1.3 Breakout of anchor in shear [Kip) 42.16 0.00 SpS5P 0.00 0 Table 0.4.1.1, ' Pryout of anchor in shear [Kip] 151.68 0.00 SpS513 0.000 Sec. D.4.3 Eq. D-3, Table D.4.1.1, Sec. 0.4.3 Pryout of group of anchors In shear (Kip] 199.95 0.00 SpS5N 0.000 Eq. D-4, Table 0.4.1.1, Sec. D.4.3 Ratio 2.96 Global critical strength ratio 2.96 o Page3 e plate ,hors tension 76 e prate hors tension Biaxial Maximum compression (SpS5P) .. Sc plale nrete stress 1n2J 1555.56 1558.56 1555.56 155&56 1555.58 1555.56 1555.56 1555.58 1555.56 1555.56 1555.56 1555.58 1555.50 1555.58 1855.56 1555.56 Maximum bearing pressure 1555,56 [psi) Minimum bearing pressure 1555.56 [psi] Maximum anchor tension 0.00 [Kip] Minimum anchor tension 0.00 [Kip] Neutral axis angle 0.00 Bearing length ---------------------------------------------------------- 1.2E31 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension . [in] [in] , [Kip] [Kip] 1 -4.00 -4.00 33.50 0.00 2 -4.00 4.00 33.50 0.00 3 4.00 4.00 33.50 0.00 4 4.00 ----------------------------------------------------------------------- -4.00 33.50 0.00 Maximum tension (SpS5N) Base plate Concrete stress (lbn2] - i ''. ' i' ( 0 a i~l G 12 f3 4 ---------------------------------------------------------------- I. _._......_ .._ I' l'l' - IVIDAIl I lull I IJOOI 1119 F" COUI 0 V.01,1 IPbIJ Minimum bearing pressure 0.00 [psi] Maximum anchor tension 56.00 (Kip] Minimum anchor tension 56.00 [Kip] Neutral axis angle 0.00 ri Page4 Bearing length ------------------------------------------------------------ -1.2E31 [in] Anchors tensions . Anchor Transverse Longitudinal Shear Tension [in] [in] [Kip] (Kip) 1 -4.00 --------------------------------------------------------------------------- -4.00 -33.50 56.00 2 -4.00 4.00 -33.50 56.00 3 4.00 4.00 -33.50 56.00 4 4.00 -4.00 -33.50 56.00 77 PageS O.T. Mn.v. Pm-SI Ro.nt. Mo... Q.-ft) Foote. ..f Softly Xfm,,e rlalnt (It) afro,,, em,lo, (6) In Corn? CS/NI Boarl,,g LaneS (50) Mac. 8000In. (1.9 Mb. Boonna 11.9 OK? Mans 1k-a) O.T.Ro*,al. Mono 11.09 Fool.., of Safety Xfro,. loft tftl afro., 00.10. (09 In Kom? (YIN) 6ac49 Lanes, 1111 Moo. Bomina /3.15 Mb,. Baa,Ine. pooft OK? 0.0 1012.8 118,00 12.35 1.16 V 27.0 1.20 0.71 GOOD 0.0 2272.0 111-ito 14.08 -1.18 V 27.0 0.71 120 GOOD 0.0 1812.8 1-1-co 12.34 1.10 V 27.0 1.20 0.71 GOOD 0.0 2272.8 1-felt. 14.68 -1.18 V 27.0 0.71 1.20 GOOD 0.0 1012.8 1-1-ito 12.34 1.16 V 27.0 1.20 0.71 GOOD 0.0 2272.0 blhlito 1.568 4.18 V 27.0 0.71 1.20 GOOD 0.0 1012.8 1-1-ito 12.34 1.16 V 27.0 1.20 5.71 GOOD 0.0 0272.0 1-b.c. 14.66 -1.16 V 27.0 0.71 120 GOOD 0.0 1012.8 1-543. 12.34 1.16 V 27.0 120 0.71 GOOD 0.0 3572.0 1-111110 14.68 -1.16 V 27.0 0.71 120 GOOD 1103.1 1012.8 1.62 4.71 8.70 N 14.1 3.08 0.00 0000 1183.1 0073.8 1.02 7.03 6.47 N 21.1 2.45 0.00 GOOD 1183.1 1543.3 1.30 3.01 10,49 N 0.0 4.42 0.00 GOOD 1162.1 1889.1 1.43 4.23 827 N 12.7 3.15 0.00 GOOD 0.0 1140.9 611000 12,69 0.61 V 27.0 0.82 0.48 GOOD 00 1257.4 810+1, 14.11 -0.01 V 27.0 0.48 0.62 GOOD LOAD COMBINATIONS ISoned on ASO -Al'Pn2O12SCI2O13 CSC I605.3.2 0 L L S 0 Vi 00.0118, 10-17101 Ononlion 10-17 hI 0LL, S • LoS .000 1.000 1.000 1.000 1.000 1.000 EsoolionlO-lO DOL+13W 1.001 1.000 5.3 Equation 10-10 O*Ln0.5S01.354 3.000 1.000 0,501 1.300 E.oalionlo-20 0.LnS.o.65W 1.000 1.000 1000 0.650 Eooalion 10-21 0. L • $ + rho E 1.00D 1.000 1.001 1.300 hearten 10-22 0.00-rile E 4.000 1.300 hq0000n 10-23 0.070-1.3W 0.070 1.30 150.02 155.02 155.02 155.02 155.02 105.02 119.72 00.12 O.T. Mom. (k-h) noonS Mom, (1,-fl) Factor of Softly Xe.... rlsht (it) .5mm cooler (8) In Ken,? (YIN) Bao,40g Lonoll. (It) ""01*. 8-i- (1o1) Booth,o (1.1) OK? O.T. Mans ..ft) Roolni. M- tim-SI Factor of Solely Xfrnn, loft (It) afro.. oonto, (fi) I, Kern? (ff19 600,308 10.85 IN Moo. B.,bne 11.0) Mm. Boorica 5.1) OK? 0.0 1714.8 1-f.,llo 12.09 0.81 V 27.0 0.63 0.71 GOOD 0.0 1876.0 'nfb,itn 14.11 -0.61 V 27.0 0.71 0.03 GOOD 0.0 1012.8 1-1-i,. 12.34 1.16 V 27.0 1.20 0.71 GOOD 0.0 2272.0 1-0a0. 14.68 .1.16 V 27.0 0.71 1.20 GOOD 0.0 1718.8 'n1-lln 12.89 0.81 V 27.0 0.93 0.71 GOOD 00 1878,6 '.,Onitn 14.11 .0.61 V 27.0 0.71 0.03 GOOD 0.0 1714.8 1-8+00 12.89 0.61 V 27.0 0.83 0.71 GOOD 0.0 1876.6 n9,0n 14.11 .0.61 V 27.0 0.71 0.93 GOOD 0.0 1083.3 11in 12.48 1.04 V 27,0 1.14 0.71 GOOD 0.0 2173.0 lolbdi, 14.54 .1.04 V 27.0 0.71 1.14 GOOD 0.0 1603.3 1-l38Eo 12.48 1.54 V 27.0 1.14 0.71 GOOD 00 2172.8 1-111110 14.54 -1.04 V 27.0 0.71 1.14 GOOD 0.0 1714.8 'ol1-'oo 52.89 0.61 V 27.0 0.83 0.71 GOOD 0.0 1876.8 b,t61ila 14.11 .0.01 V 27.0 0.71 0.03 GOOD 687.3 1714.6 1.03 8.22 7.28 N 10.7 2.36 0.00 GOOD 887.3 1076.0 2.12 7.04 6.01 N 22.3 1.05 0.00 GOOD 0.0 1062.3 1-8,11. 12.48 1.04 V 27.0 1.14 0.71 0000 0.5 2173.0 1folIo 14.54 -1.04 V 27.0 0.71 1.14 GOOD 0.0 1663.3 b1finito 12.40 1.04 V 27.0 1.18 0.71 GOOD 00 2173.0 elfofta 14.54 .154 V 27.0 0.71 1.14 GOOD fOSS 1063,3 7.80 0.01 5.49 N 24.0 2.07 0.00 GOOD 005.5 2173.0 3.27 10.09 3.41 V 27.0 1.02 0.22 GOOD 0.0 1028.9 1-0+0. 12.89 0.61 V 27.0 0.58 0.43 GOOD 00 1126.1 6111-Ire 14.11 -0.61 V 27.0 ' 0.43 0.50 GOOD 087,3 1020.0 1.18 1.77 11.73 N 5.3 5.00 0.00 50 007.3 1126.1 127 2.99 10.51 N 0.0 2.06 0.00 GOOD CAD COI l8tNATI0NSlBaeodenASOBoinot: P,, 05CC T-10(2.&r&12.4,2.3)&206121801806.3 0 L L 5 E 71 ,ollcn II i-a 1,0010 +'o,lion II 3-9 oL 1.0100 1.000 Equation 11 3-10101 +1.0 1.000 1.000 oration II EISIItL. _ .0 1.000 1.005 qoalien it 3-it lal 0.751 • 0.75., 1.010 0.750 0.750 ration II 3-1151 OWL • 0.750 E4ua11r it 3-12101 + SI 1.000 1.000 1.00 0 0.750 0.751 0.70.500 1.000 0.075........... station II 3-lxlal Do OWL • 0.75.,.0.75W 1.000 0.750 0.750 0.750 Eaootion It 1-1318.1 * OWL 0.75S • 0.70W 1.000 0.750 0.700 0.750 IJOSOnhI 1.18 OOWL + 0,75.5 • 0.50254,. ____________ 1.000 0.750 0.754 0.731 oration 16-15 0600 1.001 .341-nIl 1-10 +0-0.75,0.00 '1600 0.975 PlOT 1147.1 133.02 155.02 133.02 133.02 149.52 148.52 133.02 135.02 140.02 140.02 140 52 70.01 70.01 Seedo fao,ar0decreased bn0.25e0,ASCE 12.13.4 _U July GRADE BEAM DESIGN I PROJECT: PVCC Bldg B U RCIURAL ENGINEERS CBC 2016/IBC 2015/ASCE 7-10/AC! 318-14 I LOCATION: East Mezzanine Grade Beam July2017 Version 2.01 I JOB NO: 17-013 1/15/2018 09:12:0( SOIL: CONCRETE: Allowable Soil Bearing = 3400 psI (not increased) AllowableIncrease = 1.333 (for lateral loads in Alt Cases) Use (A)ltemale or (B)asic Load Combos: A )'c= 3.110 its! phi = 0.75 (shear) lt,o= 1.30 (1.0or1.3) fy = 60 ksi phi= 0.9 (bending) blended factor= 1.5 d=thictrnoss - 4.0 in FOOTING: d= 44.0 in Extension at left = 9 ft (to left ol first load) Extension at right = 9 it SHEAR IN EXTENSION (not between columns). Length= 27.00 it max extension shear Vu= 163.4 hips pod Vc = 260.3 hips distanco from Slab to TOF = 1 II (shear steel not needed) Thickness 4 ft use min steel excep080'?(VIN) V ACI 11.5.6.1 exception (a) Width = 6 It Shear Reinf. Size = 9 3 0.11 in' number of shear steel legs = 2 Grade-Beam Volume = 648 cu, 5. VS Regd = 0.0 hips Spacing = 0.00 in Added DL Surcharge = 0.00 hE GB Concrete Weight= 3.60 klf(concrete 150 pd) BENDING IN EXTENSION (not between columns); Soil Above Weight = 0.66 klf (soil = 110 pcI) max extension moment = 902.56 k-ft Total GBWeight = 4.26 kit AS ,s, = 10.56 ire a= 1.02 in As= 4.64 1n2 DSAIOSHPO? N (YIN) [I908A.1.51 Beta = 0.85 1.33xAs c 6.17 In' [fdQI: For 1-story tight-framed DSPJOSI-IPD buildings, choose NO] 0.75 Co balanced = 0.0160 AS ,. = 50.80 ire Alternate Load Combinations: GOOD Longitudinal Bar= II 5 I 20 #5 barn ruired Basic Load Combinations: NO GOOD I000D (either at basic or all alternate eases mast work) I VERTICAL LOADS (All ASD): Dist Load -1 Dist Load -2 Load Load Load Load Load Load Load Load Distance to: Distance nor I 2 3 4 5 6 7 8 Stortlldf End/hips Start End Dist from Load l 0.0010 9.00 ft 0.0011 9.00 it 0,00)1 I 0.005 000 18.00k 0.00k 0.00k L = 22.00k 0.00k 0.006 Lr 0.00k 0.00k S 0.133k 0.00k E( sop) = 0.00k 0.00k W('0.isopl 0.00k 0.00k Level Height Height Above Above Bt-- Slab (ft) of FIg (ft) Seismic Seismic .(kips) Moment (k-fl) Wind Wind (hips) Moment (k-fl) Rant 14.0010 19.00 47.90k 910.1 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 fLoods. I I Moments= 910.1 k-ft I Mo,eenls= 0.0 k-ft Legend: Notes: 0 = Dead Load Ev = 0 per IBC (alternate) and ASCE (basic) No toads possible on extensions - model ex0005l00 past last toad L = Floor Line Load Overturning farces (W & B) x0.75 for basic cases per ASCE 12.13.4 L, 0 Roof Live Lead This spreadsheet considers both 6 and Was ASD E = Earthquake Load Uses lowest of controlling case from basic or 011mote load mmas for Shear & Moment S Snow Load Load 1 * first load from left after left 0110t00i05 00 Aul 79 S Member MIOA, Envelope 84.4 - ________ 75;025- 63.3 42.2 -- 21.1 C) A L1 21.1 -42.2 - U) .63.3 - -84.4 -105.5 0 2.7 5.4 8.1 10.8 13,5 16.2 18.9 21.6 24.3 27 Member Location (ft) 80 o r~ Frame Line 6 Thickness = 4 ft Wldth= 6 ft Extensions = 8 ft -M = 173.0 k-ft = 560.0 k-ft V= 96.0. k d = 44.19 in phi Vc= 302 k Omega = 1.0 -Mu-omega = 242.2 k-ft +Mu-omega = 764.0 k-ft Vu -omega = 134.4 k GRADE-BEAM DESIGNS (Alternate allowable load combinations 1.4) 81 Material Properties: fy = 60.0 ksl (tens & shr) fc = 4.0 ksi lar Sizes: TOP BTM Longitudinal Bar = II 7 Longitudinal Bar # 7 Sheer Hoops Bar = U 3 As = 0.60 in' As = 0.60 In' As 0.11 In' dia = 0.88 In dia = 0.88 in dia = 0.38 in phI-bending = 0.90 phi-shear = 0.75 As-mm = 10.61 In' As-max = 68.02 In' a = 0.300 In As = 1.22 In' = 3 top bars (mm) a = 0.977 in As = 3.99 in' = 9 bottom bars (mm) s= 12 In Av= 0.00 In 1 legs a