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Home My WebLink About2081 FARADAY AVE; ; CB112502; PermitCity of Carlsbad 02-08-2012 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB112502 Building Inspection Request Line (760) 602-2725 Job Address: Permity Type: Parcel No: Valuation: Occupancy Group: 2081 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: 5B Reference# 2121202600 $971,208.00 Status: ISSUED Applied: 11/28/2011 Entered By: JMA Plan Approved: 02/08/2012 Issued: 02/08/2012 Inspect Area Project Title: SKLZ: 26, 164 SF REMODEL OF OFF FROM EXISTING OFFICE Applicant: LUCE ET STUDIO ARCHITECTS ANDY CROCKER 5070 SANT A FE ST, #A SAN DIEGO CA 92109 858-27 4-0223 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Storn Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee . Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review Total Fees: $3,830.66 $0.00 $2,681.46 $0.00 $0.00 $203.95 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $36.00 $385.00 otal Payments To Date: Plan Check #: Owner: BIODEC LL C PO BOX 230931 ENCINITAS CA 92023 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) T raffle Im pact Fee ( 4305541 ) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $7,582.57 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $51.00 $337.50 $57.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $7,582.57 $0.00 Inspector: Clearance: _____ _ NOTICE: Please take NO ICE th t approval of your project includes the "Imp ition" o fees, dedications, reservations, or other exactions hereafter collectively referred to as ·~ees/exaclions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified lees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. <(~~ '~ CITY OF C/-\.RLSBAD JOB ADDRESS CT/PROJECT U LO II Building Permit Application 1635 Faraday Ave., carfsbad, CA 92008 760-602·2717 / 2718/ 2719 Fax: 760-602-8558 www.carlsbadca.gov A J:> t:4-SUITEU/SPACE#/UNI:.. r.8EDROOMS -#BATHROOM Workers' Compensation Declaration: I hereby affirm under penalty of peljuryone ofthe following declarations: •2502 Est. Value Plan Ck. Deposit Date SWPP CONSTfl. lYPE OCC. GROUP • _ 0 I have and will rnaintarn a certificate of consent to self-insure forworkers' compensalion as provided by Section 3700 of lhe labor Code, for the performance or the work for which this permit is issued. 0 f have and will mainta[n workers' c91]1Pe'uk r<?quir b SeoUon 3700or lhe Labor Code, for !he pcrlormanc8/~e 11ork for which lhis p0nn· is y workers' compensation insurance carrier and policy number are: Insurance Co. fl'A,l ~--'1--"'--l-="-"'-----Poficy No. --!!=f-/;J~.J....'lil-~~ Expiralion Date-/'()/ f ~---·---- This seciion need not be completed if tho perm ii ls ror one hundred dollars (S100) or fess. 0 Certificate or Exemption: I certify lhal in lhe perlomiance ol lhe work for which this pennil Is Issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' mpensalion ovarage is unlawful, and shall subject an employer to criminal penalties and civil fines upto one hundred thousand dollars (&100,000), In addilion to the cost or compensation, damage1,a pr ided I n S 'ion 3706 of tho Labor code, Interest and al\omoy's foes. ,if{ CONTRACTORSIGNATURE I hereby affirm that I am exempt from Conftaclar's Ucense Lart for the following reoson: 0 I, as 0V/rler of the properly or myemp!oyees with wages as their sole componsalion, will do !he work and lho structure is not intended or offered !or sale (Sec. 70-14, Business and Professions Code: Tho Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who doss sudrnork himsel! or through his own employees, provided that such improvements are i,ot intended or oflered for sale. If, however, the ounding orlmprovcmontis so!d "ilhin one year of completlon, the 01•mer-builder l'rill have the burden of proving !hat ho did not build or improve for the purpose of sa!e). O I, as owner of Ute properly, am exclusively contrlleling v.ith licensed contractors lo construct the project (Sec. 7044, tluslness and Professions Code: The Contractor's License 12w does not apply to an owner of properly who builds or improves !hereon, and contracts for such projects with con~2clor(s) licensed pu1Suan1 lo tho Conlraclo(s license I.aw). o I am exempt uoder Seclion ____ Business and Professions Code for this reason: 1. f personally plan lo provide the major labor and materials for constn1cUon or lhe proposed property improvement. D Yes o No 2.1 (have/ have nol) signed an application for a buUcllng permit for lhe proposed work. 3. I have contracted wilh the lollowing person (firm) lo provide Uie prnposed constrnclion (include name address/ phone/ contractors' license number): 4.1 plan to provide po1lions of !he work, but l have hired the following person lo coordinate, supervise and provide the major work (include name f wdress / phone I con:ractors' license number): 5. I 1'oill provide some of fhe work, but I have contracted (hired) lhe following persons to provide the work indicated (include name/ address I phone I type or wort.): .J!6 PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Cl Yes ,pf4o Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Cl Yes ~o Cl Yes _mlo • IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's·Name Lender's Address Y, '' ----:::,•, I certifythatl have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carisbad to enter upon the above mentioned perty for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CllY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN WAY ACCRUE AGAINST SAID CllY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for ex · and demoli · ction of structures over 3 stories in height. -------------- EXPIRATION: Every permit issued e Building Official under the · ions of de sha x ire by limitation and become null and void if th_gj)uilding-6Fwork authorized by such permit is not commenced v.ithin 180 days from the date of su rmit or if the building or wo o orized · · s d or abandoned at any time afte ~ commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). DATE /' • 1,.. , • I I Inspection List Permit#: CB112502 Type: Tl INDUST SKLZ: 26,164 SF REMODEL OF OFF FROM EXISTING OFFICE Date Inspection Item ___ ~-____ Inspector _ Act Comments ---------. ---------• ------~----- 06/08/2012 .89 Final Combo RI 06/08/2012 89 Final Combo PY AP 06/05/2012 14 Frame/Steel/Bolting/Weldin MC CA PER CONTRACTOR 06/05/2012 89 Final Combo MC CA 05/09/2012 84 Rough Combo MC PA SEE CARD 05/08/2012 84 Rough Combo MC NS 04/27/2012 84 Rough Combo PB AP 04/25/2012 84 Rough Combo MC CA PER CONTRACTOR 04/20/2012 82 Drywall/Ext Lath/Gas Test MC CA PER CONTRACTOR 03/29/2012 84 Rough Combo MC PA RM 218/219 FLOOR CONNECTION 03/28/2012 31 Underground/Conduit-Wirin MC AP CONDUIT FOR EVCS 03/28/2012 84 Rough Combo MC WC 03/27/2012 31 Underground/Conduit-Wirin MC PA EV CHARGERS 03/27/2012 84 Rough Combo 'MC co 03/15/2012 14 Frame/Steel/Bolting/Weldin MC PA WALLS ONLY AT 2ND FLR 03/15/2012 24 Rough/Topout MC WC 03/15/2012 34 Rough Electric MC PA 2ND FLOOR WALLS 03/15/2012 44 Rough/Ducts/Dampers MC WC 03/07/2012 31 Underground/Conduit-Wirin MC AP RM 102 ONLY 03/07/2012 92 Compliance Investigation MC co NOTICE, SEE CB112677 03/05/2012 84 Rough Combo MC PA LINE 16.5 WALL ONLY 02/29/2012 17 Interior Lath/Drywall MC PA WALLS ONLY, SEE CARD 02/28/2012 17 Interior Lath/Drywall MC PA RM 103 INTERIOR ONLY 02/28/2012 34 Rough Electric MC PA 2ND STOP, DEMISING WALL PRE LIM 02/28/2012 34 Rough Electric MC NR 1ST STOP 02/27/2012 14 Frame/Steel/Bolting/Weldin MC PA RM 103, WALLS 02/27/2012 24 Rough/Topout MC PA RN 103 AND 107, WALLS 02/27/2012 34 Rough Electric MC PA RM 103, WALLS 02/27/2012 44 Rough/Ducts/Dampers MC PA 02/23/2012 11 Ftg/Foundation/Piers MC PA COLUMN DRY-PAC SEE CARD 02/23/2012 16 Insulation MC WC 02/23/2012 31 Underground/Conduit-Wirin MC PA SEE CARD 02/23/2012 84 Rough Combo MC WC 02/21/2012 14 Frame/Steel/Bolting/Weldin MC CA PER CONTRACTOR PHONE CALL 02/16/2012 14 Frame/Steel/Bolting/Weldin MC PA SEE CARD 02/16/2012 24 Rough/Topout MC WC 02/16/2012 34 Rough Electric MC PA SEE CARD 02/16/2012 44 Rough/Ducts/Dampers MC WC 02/10/2012 11 Ftg/Foundation/Piers MC AP PENDING CITY APPROVAL OF CHANGES 02/10/2012 21 Underground/Under Floor MC AP 02/09/2012 11 Ftg/Foundation/Piers MC co 02/09/2012 31 Underground/Conduit-Wirin MC co 02/09/2012 39 Final Electrical MC PA SEE CARD Monday, June 11, 2012 Page 1 of 1 Janean Hawney From: Sent: To: Subject: Expires: Janean, I finalec;t this Project on Friday. GR Gregory Ryan Monday,-June 11, 2012.1:56 PM Christina Wilson; Janean Hawney RE: Fire Final for CB112502 -2081 Faraday Av Friday, August 10, 2012 12:00 AM . 1 City of Carlsbad Bldg Inspection Request For: 06/08/2012 Permit# CB112502 Title: SKLZ: 26,164 SF REMODEL OF OFF Description: FROM EXISTING OFFICE Type:TI Job Address: Suite: Sub Type: IN DUST 2081 FARADAY AV Lot: . O Inspector Assignment: MC Phone: 6192477245 Location: Inspector: OWNER BIODEC LL C Owner: BIODEC L L C Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 .Final Mechanical Act Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# CV050549 CLOSED Z-BANNER ON BUILDING; ---t---t- Requested By: JOHN Entered By: JANEAN PCR12019 ISSUED SKILZ; ROOFTOP UNITS, CATWALK, PORTHOLE WINDOWS AND SKYBOX Inspection History Date Description Act lnsp Comments 06/05/2012 14 Frame/Steel/Bolting/Welding CA MC PER CONTRACTOR 06/05/2012 89 Final Combo CA MC 05/09/2012 84 Rough Combo PA MC SEE CARD 05/08/2012 84 Rough Combo NS MC 04/27/2012 84 Rough Combo AP PB EsGil Corporation In {J?artnersnip witn (Jovernment for (]Juifaing Safety DATE: FEB.07,2012 JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-2502 PROJECT ADDRESS: 2081 FARADAY PROJECT NAME: SKLZ RENOVATION SET: IV g_AeP.LiGf',NT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. IZJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IZJ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDY Telephone#: 858-274-0223 Date contacted: (by: ) Email: andy@lucestudio.com Fax #: Mail Telephone Fax In Person IZJ REMARKS: On detail 15/S810, specify (2) ½" Titen Anchors. Applicant to slip sheet set IV plans into set Ill plans at the building department. By: ALI SADRE . EsGil Corporation D GA D EJ D PC Enclosures: LOG IN & OUT 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 j EsGil Corporation In <Partnersfiip witfi government for (Bui(d'ing Safety DATE: FEB.02,2012 JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-2502 PROJECT ADDRESS: 2081 FARADAY PROJECT NAME: SKLZ RENOVATION SET: III g_.AiaP-LJ_~NT ~/ Cl PLAN REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes " when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW D 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: LUCE ET STUDIO AIA 5070 SANTA FE ST.,# A, SAN DIEGO, CA 92109 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDY Telephone#: 858-274-0223 Date contacted: 2-} z_/ 1 z_ (by: /&:-) Email: andy@lucestudio.com ...---Fax #: ,./ t Mail,./ Telephone Fax In Person [8J REMARKS: Please see attached for outstanding correction items. Please submit three sets of revised stamped and signed plans to the Building Department for review and approval. By: ALI SADRE EsGil Corporation [8J GA D EJ D PC Enclosures: 1/25 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .I -i CARLSBAD 11-2502 FEB.02,2012 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold underlined font are current. 1. On detail 15/S810, specify (2) ½" Titen Anchors. + PLUMBING & MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 11-2502 PLAN REVIEWER: Glen Adamek DATE: 1/2/2012 SET: III • GENERAL AND ARCHITECTURAL P/M/E ITEMS 1. The final set of corrected drawings to be reviewed for signing and sealing iust before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business & Professions Code. • MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 11. The new MECH-3C forms show the incorrect number of people in column E for the Conference Room 1 (HP1-13) and Conference Room 2 (HP2-8), both 800 square feet each. The correct value is 25 people for each of the 800 square foot conference rooms. Not the 10 people each used. Please correct the ventilation calculations and the outside air amounts for HP2-8 and (HP1-13). On the MECH3C form in column N for Conference Room 1 (HP1-13), Product Conference Room 1 (HP1-13) Testing (HP1-14), Photo Lab (HP1-15), and Conference Room 2 (HP2-8) all require over 210 CFM of Transfer Air, but the plans and the energy design do not show the source of the conditioned outside air to be used as Transfer Air. Please correct. The mechanical drawings and the MECH-3C forms do not show the source of the Transfer Air (conditioned outside air) that is required as per the column Non the MECH-3C form. Also, the Occupancy Basis calculations of the MECH-3C form columns E, F, & G. Much more outside air is required for the following numbered heat pumps: HP1-13, HP 1-14, HP1-15 & HP 2-8. Please correct to agree. 12. Plans show only roof hatch, still no ladder to roof hatch shown. The required ladder to access the roof to service the HVAC equipment is not shown and the locations of the existing roof access hatch on sheet A107 does not agree with sheet M2.3. Please correct to show ladder and agree. Please detail roof access to roof mounted HVAC equipment. CMC 904.10.3.3. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. EsGil Corporation In (J?artnersfi.ip wit/i. government for (JJuiCaing Safety DATE: JAN. 18,2012 JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-2502 PROJECT ADDRESS: 2081 FARADAY PROJECT NAME: SKLZ RENOVATION SET: II ~~T ifl JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D 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. PLEASE SEE BELOW D 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: LUCE ET STUDIO AIA 5070 SANTA FE ST., # A, SAN DIEGO, CA 92109 D 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: ANDY Telephone#: 858-274-0223 Date contacted: 1 [ 1'1 / 12... (by: /A.,) Email: andy@lucestudio.com Fax #: c,../ t Mail .,,,-Telephone Fax In Person ~ REMARKS: Please see attached for remaining items from previous list. Please submit three sets of revised stamped and signed plans to the Building Department for review and approval. By: ALI SADRE EsGil Corporation [XI GA [XI EJ O PC Enclosures: 1/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 11-2502 JAN. 18,2012 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. STRUCTURAL 1. The 2nd story conference room (or office) addition on wheels is not acceptable as presented. Show positive anchorage to the floor capable of resisting lateral inertia forces. [Positive anchorage can not be accomplished via friction either]. + PLUMBING & MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 11-2502 PLAN REVIEWER: Glen Adamek DATE: 12/18/2011 SET: II • GENERAL AND ARCHITECTURAL P/M/E ITEMS 1. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 4. The locations of the existing roof access hatch on sheet A 107 does not agree with sheet M2.3. Please correct to agree. The sheet M2.3 roof hatch location requires a 42 inch tall Guard (parapet wall) where the roof hatch is within 10 of the edge of the roof. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface ... " • PLUMBING (2010 CALIFORNIA PLUMBING CODE) 10. No response provided and no calculations for the required number of plumbing fixtures found in the plan package. Provide calculations to show compliance with UPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities).For the proposed larger occupant load for the proposed changes in use. • MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 11. On the MECH3C form in column N for Conference Room 1 (HP1-13), Product Testing (HP1-14), Photo Lab (HP1-15), and Conference Room 2 (HP2-8) all require over 210 CFM of Transfer Air, but the plans and the energy design do not show the source of the conditioned outside air to be -~ J CARLSBAD 11-2502 JAN. 18,2012 used as Transfer Air. Please correct. The mechanical drawings and the MECH-3C forms do not show the source of the Transfer Air (conditioned outside air) that is required as per the column N on the MECH-3C form. Also, the Occupancy Basis calculations of the MECH-3C form columns E, F, & G. Much more outside air is required for the following numbered heat pumps: HP1-13, HP 1-14, HP1-15 & HP 2-8. Please correct to agree. 12. The required ladder to access the roof to service the HVAC equipment is not shown and the locations of the existing roof access hatch on sheet A107 does not agree with sheet M2.3. Please correct to show ladder and agree. Please detail roof access to roof mounted HVAC equipment. CMG 904.10.3.3. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen I'm not sure who did the responses for the electrical/energy (the sheet is devoid of culpability) however the responses do not match the plan submittal. ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Detail the electrical connection method to the "treehouse". Treehouse shown on A 503. ENERGY CONSERVATION 3. Check with the architect for possible conditioning of the research and testing areas. This is a new (large area) that has been created out of previously unconditioned warehouse areas. Heating is required per CBC 1204.1. 4. I think that's a new demising wall@ room 105/106 (warehouse). Include on the energy design. See preceding comment. Note: If you have any questions regarding this Electrical 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. EsGil Corporation In (}!artnersliip witli government for (J3ui[aing Safety DATE: DEC. 09, 2011 JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-2502 PROJECT ADDRESS: 2081 FARADAY PROJECT NAME: SKLZ RENOVATION SET: I D APPLICANT ~ D ~tfoVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. · D 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. D 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: LUCE ET STUDIO AIA 5070 SANTA FE ST.,# A, SAN DIEGO, CA 92109 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsG.il Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDY Telephone#: 858-274-0223 Date contacted: rt.~ i2..! ~ i (by: i<"'-) Email: andy@lucestudio.com 6 Mail/ Telephone ./ Fax In Person D REMARKS: By: ALI SADRE EsGil Corporation [gj GA [gj EJ O PC 12/01 Enclosures: Fax#: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 11-2502 DEC.09,2011 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 11-2502 JURISDICTION: CARLSBAD OCCUPANCY: B/81 USE: OFFICE/WAREHOUSE TYPE OF CONSTRUCTION: V-B ACTUAL AREA: 15T FLR. = 137,949 S.F.; 2ND FLR. = 13,883 S.F. ALLOWABLE FLOOR AREA: UNLIMITED STORIES: TWO HEIGHT: 33' SPRINKLERS?: Y REMARKS: AREA OF WORK = 26, 164 S. F. DATE PLANS RECEIVED BY JURISDICTION: 11/28 DATE INITIAL PLAN REVIEW COMPLETED: DEC. 09, 2011 FOREWORD (PLEASE READ): OCCUPANTLOAD: 300 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/01 PLAN REVIEWER: ALI SADRE This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department,· Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. _Code sections cited are based on the 201 O CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans· will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i:e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD 11-2502 DEC.09,2011 • GENERAL 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. 3. Include the following code information for the proposed building on the Title Sheet. + Occupancy Classification(s_): B (Office)/ S1 (Storage) -Ok as noted + Type of Construction: V-B -Ok as noted + Sprinklers: Yes -Add to Sheet G000 Ok as noted + Stories: Two -Revise Sheet G000 accordingly -There is no advantage to calling the 2nd floor a mezzanine + Height: 34' -Add to plans + Floor Area: Floor area of Addiition under this permit= ..... (Add to G000) + Occupant Load: 300 -Add to plans + Justify actual areas versus allowable area in Table 503 (if applicable) 4. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2010 California Building Code, which adopts the 2009 IBC, 2009 UMC, 2009 UPC and the 2008 NEC. Revise the note on Sheet G000. 5. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). CARLSBAD 11-2502 DEC.09,2011 6. Roof mounted equipment must be screened and roof penetrations should be minimized as applicable. (City Policy 80-6). • SITE PLAN 7. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 8. Clearly designate any side yards used to justify increases in allowable area based on Section 506.2. 9. Specify the required and provided HC parking spaces including the van accessible ones on plans. Section 107.2. • EXITS 10. Note on the plans: "All egress doors shall be readily openable from the egress side without the us~ or special knowledge or effort." Section 1008.1.9.3. In lieu of the abov~p B or S occupancies (or Group A having an occupant load of 300 or less), you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." This signage is only allowed at the main exit. 11. Regardless of occupant load, a floor or landing not more than ½ inch below the threshold is required on each side of an egress door. Sectio"n 1008.1.7. • MISCELLANEOUS LIFE/SAFETY 12. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-05 Section 13.5.6.2.1 as follows: a) All ceilings shall use a Heavy Duty T-bar grid system. b) The width of the perimeter supporting closure angle shall be not less than 2 inches. c) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. d) ~ The other end in each horizontal direction shall have a ¾" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. e) Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 90° to each other and sloped 45° to the horizontal, spaced 12" o.c.). f) Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. g) Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. CARLSBAD 11-2502· DEC.09,2011 13. Guards (Section 1013): This applies to the openings in the 2nd floor: a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. b) Glass balusters shall be installed with a continuous rail along the top. Section 2407.1.2. 14. Please show details and references for the wall between the testing area and warehouse. Also label all the doors and reflect them on the door schedule. 15. Please show level or HC complying access to the 2nd story conference room with sloped access as noted on plans. 16. · Please clarify the tree house conference on wheels and its locking mechanism to the floor above and below as well as lateral restraint on plans. 17. Please complete all the blank bubbles on plans. + STRUCTURAL 18. Please add base plate information on the column schedule on Sheet S200. This information is not shown on details as per Sheet S500. 19. Please specify weld size and type on details 3 & 5/S500. 20. Please show the reinforcing bars size and number on the tie beams as shown on Sheet S200. 21. Where are details 1 & 6/S800 as cross referenced on Sheet S201? 22. Where are details 2, 8, 11, 13, 14, 15, 18, 19 & 20/S810 as cross referenced on Sheet S210? 23. Detail 3/S.800, as referenced on Sheet S300, does not match the detail on Sheet S800. 24. Where are details 1, 4 & 6/S800, as cross referenced on Sheet S300? 25. Please specify where details 2, 7, 8, 9 & 17/S800 are cross referenced on plans. 26. Where are details 3 & 20/S810, as cross referenced on details 9 & 10/S810, respectively? 27. On detail 9/S801, show stiffener plate size and welding to the WT5x11. 28. On detail 19/S801, show the blow up detail for the top of existing WF beam. I.e., show plate thickness, length, screw size arid number to the wood blocks. 29. Please show how detail 19/S801 accounts for the torsional forces due to the new cantilevered floor. CARLSBAD 11-2502 DEC.09,2011 30. Please complete all blank bubbles on the structural sheets of plans. Too many places to itemize. 31. Additional corrections may be necessary once revised and complete plans with details & references are submitted for review and approval. + ADDITIONAL 32. Please see attached for P/M/E items. 33. To speed up the review process, note on this list (or a copy) where each correction ite_m has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 34. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 35. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE at Esgil Corporation. Thank you. CARLSBAD 11-2502 DEC.09,2011 + PLUMBING-& MECHANICAL CORRECTIONS + JURISDICTION: + PLAN REVIEW NUMBER: PLAN REVIEWER: Glen Adamek DATE: 12/07/2011 SET: I • GENERAL AND ARCHITECTURAL P/M/E ITEMS 1. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 2. Correct the statement on the Title Sheet of the plans to show compliance with the current Codes, as of the first day of 2011. The following are the correct current Codes: a) The 201 0 edition of the California Building Code (CBC) adopts the 2009 International Building Code (IBC) and the 201 0 California Amendments. · b) The 2010 edition of the California Electrical Code (CEC) adopts the 2008 National Electrical Code (NEC) and the 2010 California Amendments. c) The 201 0 edition of the California Mechanical Code (CMC) adopts the 2009 Uniform Mechanical Code (UMC) and the 201 0 California Amendments. d) The 201 0 edition of the California Plumbing Code (CPC) adopts the 2009 Uniform Plumbing Code (UPC) and the 201 0 California Amendments. e) The 2010 edition of the California Fire Code (CFC) adopts the 2009 International Fire Code (IFC) arid the 2010 California Amendments. f) The 2008 edition of the California Energy Efficiency Standards. 3. Review CBC 1204.1 for the "research and testing areas" and provide outside air and heat, where required. 4. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface ... " • PLUMBING (2010 CALIFORNIA PLUMBING CODE) 5. Please provide plumbing plans for the new and or relocated plumbing fixtures. The plans show two new sinks, two new dishwashers and water lines to two refrigerators. 6. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, and the drain, waste, and vent piping,. CARLSBAD i 1-2502 DEC.09,2011 7. Please provide drain waste and v~nt drawings. 8. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. 9. Please provide plumbing plans for the new and or relocated plumbing fixtures. 10. Provide calculations to show compliance with UPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities).For the proposed larger occupant load for the proposed changes in use. • MECHANICAL .(2010 CALIFORNIA MECHANICAL CODE) 11. The mechanical drawings and the MECH-3C forms do not show the source of the Transfer Air (conditioned outside air) that is required as per the column N on the MECH-3C form. Also, the Occupancy Basis calculations of the MECH-3C form columns E, F, & G. Much more outside air is required for the following numbered heat pumps: HP1-13, HP 1-14, HP1-15 & HP 2-8. Please correct to agree. 12. Please detail roof access to roof mounted HVAC equipment. CMC 904.10.3.3. 13. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0. 14. Review CBC 1204.1 for the "research and testing areas" and provide outside air and heat, where required. 15. sProvide the exhaust and make-up air design for the occupancy type listed in Table 4.4. UMC 403.7. 16. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CMG 309.0 & CPC 807.0. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Detail the electrical connection method to the "treehouse". CARLSBAD 11-2502 DEC.09,2011 2. Provide an architectural path summary for exiting purposes combined with the exit and egress lighting design. I can't make heads or tails of the design presently. ENERGY CONSERVATION 3. Check with the architect for possible conditioning of the research and testing areas. 4. I think that's a new demising wall @ room 105/106 (warehouse). Include on the energy design. Note: If you have any questions regarding this Electrical 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 11-2502 DEC.09,2011 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE BUILDING ADDRESS: 2081 FARADAY BUILDING OCCUPANCY: B/Sl BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier T.I. 26164 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance / Bldg. Permit Fee by Ordinance ~ I Plan Check Fee by Ordinance iJ Type of Review: P Complete Review r Repetitive Fee "" r-3 Repeats ,. Comments: ,. r Other r Hourly EsGil Fee ,. PLAN CHECK NO.: 11-2502 DATE: DEC. 09, 2011 TYPE OF CONSTRUCTION: V-B/SPR. Reg. VALUE ($) Mod. 971,208 $3,830.66] $2,489.93) r Structural Only EHr@• $2,145.17) Sheet 1 of 1 macvalue.doc + ,-, ,. l «~ ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 11-2502 Date: 11/30/11 Project Address: 2081 FARADAY Project Description: Tl (NO CHANGE IN USE) ENGINEERING Contact : Kathleen Lawrence Phone: 760-602-2741 0 RESIDENTIAL 0 RESIDENTIAL ADDITION MINOR ( <$20,000.00) 0 CARLSBAD COMPANY STORES OOTHER: APN: Valuation: $971,208 Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 GZ]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING f "-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-.. , OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: KATHLEEN LAWRENCE REMARKS: Notification of Engineering APPROVAL has been sent to via on DATE: 11/30/11 -•. -a a -a a--· a-·· a -I I -a I-• I I -I a -I a -•• _. a a--I a -•• -a I -I a -• • -• • -• E-36 Page 1 of 1 REV 4/30/11 ~,~ ~ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT 8-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: Zf Building Permit D Right-of-Way Permit ~y project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Electrical ; Fire Additional Fire Alarm Fixed Systems Mechanical, Mobile Home Plumbing" Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria Jl[ My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier 1 -Low Threat Assessment Criteria D My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria D My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria D My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or D My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, D My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. Project Address: Assessor Parcel No. *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. B-24 i/J-,Df,/ f'M{)Jr~ tMt18J/J Owner/Owner's Authorized Agent Name: Title: ~l,ff-(,r.~, Date: //·~·// Page 1 of 1 Rev.03/09 ~> ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov [. iN$TRµ_ctfONS: '. ,.j • ' ·-~ ·J To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Section 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. lsectioN, 1 • ' ' ,, " ... ,,. NEW DEVELOP.MENt "'' , ' --"' . ~--.. -· Does your project meet one or more of the following criteria: YES NO 1. Housing subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes, / condominium and apartments 2. Commercial -greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial / nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; hotels; office buildinQs; public warehouses; automotive dealerships; airfields; and other liQht industrial facilities. 3. Heavy Industrial I Industry-greater than 1 acre. Examples: manufacturing plants, food processing plants, metal / working facilities, printing plants, and fleet storage areas (bus, truck, etc.). 4. Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, / 5014, 5541, 7532-7534, and 7536-7539 5. Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the / land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements. E-34 Page 1 of 3 REV 1/14/11 6. 7. 8. 9. 10. 11. 12. «~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Hillside development. Any development that creates more than 5,000 square feet of impervious surface and is / located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or qreater. Environmentally Sensitive Area (ESAJ1. All development located within or directly adjacent2 to or discharging directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the / ESA), which either creates 2,500 square feet or more of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site 10% or more of its naturally occurring condition. Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban / runoff Streets. roads. highways. and freeways. Any paved surface that is 5,000 square feet or greater used for the / transportation of automobiles, trucks, motorcycles, and other vehicles Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet ,, Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than ~ 2500 square feet of impervious surface or (2) increases impervious surface on property by more than 10%. More than 1-acre of disturbance. Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development Project4• / .. . . 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces. INSTRUCTIONS:, Section 1 Results: If you answered YES to ANY of the questions above, your project is subject to Priority Development Project requirements. Skip Section 2 and please proceed to Section 3. Check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. Additional storm water requirements will apply per the SUSMP. If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the instructions. E-34 Page 2 of 3 REV 1/14/11 «~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ,, &ECT!ON.i . . ... . . --·" ... ., ,. ·, . -,. _. . -· .. . .. INSTRUCTIONS: Complete the questions below regarding your project YES NO 1. Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development / Project*? INSTRUCTIONS: If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. 2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) / INSTRUCTIONS: If you answered YES, please proceed to question 3. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 3. Is the work limited to trenching and resurfacing associated with utility work; resurfacing and reconfiguring surface j parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged .; pavement such as pothole repair? ,Reswfl:!cing/reconfiguring i:?_arking Lots is where the work does not expose underlying soil I during construction. INSTRUCTIONS: If you answered NO, then proceed to question 4. If you answered YES, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on existing developed property or will your project be located within 200 feet of the Pacific Ocean and (1) create 2500 square feet or / more of imp!3rvious surface or (2) increases impervious surface on the property by more than 10%? Replacement of existing impervious ·surfaces includes any activity that is not part of routine maintenance where impervious material(s) are removed, exposinQ underlyinQ soil durini:i construction. INSTRUCTIONS: If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Review SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. *for definition see Footnote 4 on page 2 QUESTIQNNAIF{p.RESULTS D My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. ja My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development stratei:iies throui:ihout my project. Applicant Information and Signature Box This Box for City Use Only Assessor's Parcel Number(s): NO E-34 Page 3 of 3 REV 1/14/11 I .I ~ «!•0,J ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov REVIEW#: 1 2 3 [g] D D fZI D D Plan Check No. CB112502 Address 2081 Faraday Av Date 1ffiett+ Review#~~ Planner Gina Ruiz Phone (760) 602-4675 Vl'f'l~ APN: 212-120-26-00 Type of Project & Use: Tl Net Project Density: DU/AC Zoning: C-M General Plan: Pl Facilities Management Zone: § CFO (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: _) Legend: [g] Item Complete {i;) Item Incomplete -Needs your action Environmental Review Required~ YES D NO [g] TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES O NO [gj TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO rgi CA Coastal Commission Authority? YES D NO rgi If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES O NO [gj If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO.[ZI (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES O NO 0 (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [g] D D Housing Tracking Form (form P-20) completed: YES D NO D N/A [gj P-28 Page 1 of 2. 07/11 Site Plan: ~DD ~DD ~DD ~DD !8J D D ~DD 'r'-: ' Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO ~ 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required __ . Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: 4. Height: 5. Parking: Required __ Shown __ Required Shown • 1,vrAL. ~O: '2.'ff.p ~ts.\bv1;-e: lo4-,&IOO/I000 ::: (04',4:f s~ .lt:4.et WTAL-f'~PD : ?4-0 t>ff'=.: 4*!P,'t,~z.g,:: t e1.1 1St-fr>Wcv: ,e1.1 Spaces Required TOTAL SQ. FT. IS INCORRECT Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ Additional Comments #1. PLEASE ADD SECTIONS SHOWING HOW THE NEW ROOF MOUNTED EQUIPMENT IS SCREENED FROM STREETS WITHIN 500 FEET. AN EXAMPLE HAS BEEN PROVIDED FOR YOUR REFERENCE. #2. THE TOTAL SQUARE FOOTAGE ON SHEET G000 STATES 151,832 SQ. FT. OF FIRST FLOOR AND MEZZANINE AND THE TOTAL SQ. FT. FOR PARKING SHOWS 147,946 WITH A DIFFERENCE OF 3,886 THAT IS NOT ACCOUNTED FOR IN THE PARKING TOTALS. PLEASE REVISE. '5ee--'[ll»-6 -AODeD1VSlff AfDO · tL) · OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER~--DATE j11/, :>- Carlsbad Fire Department /,, ---------------------------------- ' .. Plan Review Requirements Category: TI , INDUST Date of Report: 02-06-2012 Name: Address: Permit#: CBl 12502 LUCE ET STUDIO ARCHITECTS ANDY CROCKER 5070 SANTA FE ST, #A SANDIEGO CA 92109 Job Name: SKLZ: 26,164 SF REMODEL OF OFF Job Address: 2081 FARADAY AV CBAD Conditions: Cond: CON0005203 Reviewed by: -~'-~4-~---- [NOT MET] CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED:** See NOTES BELOW** THIS PROJECT HAS BEEN REVIEWED AND-APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Cond: CON0005204 [NOT MET] Provide a 'Knox' key-box at SE entry near fire sprinkler risers <ML G/23>; Provide knox-key box at SW entry at <ML G/3.6>; Provide 'Knox' key-box near entrance at <ML A/3.6>; Provide iK.nox' key-box at Lobby entrance <ML A/12>; Provide 'Knox' key-box at Entry door at <ML A/24>. Fire department will determine the location of any additional the key box(es) and/or gate(s) switches. An authorization order form may be obtained by calling the Fire Prevention Division at 602-4665. Provide a 'Knox' key-switch for powered gates controlling access to_ loading dock area. Cond: CON0005205 [NOT MET] Exits shall be illuminated at any time the building is occupied with light having intensity ofnpt less than I-foot-candle at floor level. The power supply for exit illumination shall comply ~with the Building Code. Reyjew of these plans indicate that the absolute minimum amount of emergency pathway lighting does 1 not exists. Field verification and a photometric test under dark-hours light in emergency mode ' SHALL be conducted. ~ Cond: CON0005206 [NOT MET] Comply with Articles I and 81 of the California Fire Code for high-piled combustible storage. High piled combustible storage is storage of combustible materials of more than 500 square feet where materials are stored over 12 feet in height from the floor to the top of the storage. For certain high-hazard commodities, storage height. over 6 feet will require a permit from the fire department. Cond: CON0005207 [MET] Refer to Article 1 of the California Fire Code for permits required for this process. Entry: 02/03/2012 By: GR Action: AP FIRE DEPARTMENT approves this plan per Building Official's request. Noted above are several items that shall be field verified.· With regards to the Emergency and Pathway Lighting, iit should be noted that the Fire Department SHALL conduct a field test of the emergency and exit pathway lighting to determine compliance with Chapters 10 and 1 IB. RECOMMENDED FOR APPROVAL BLDGo DEPT COP-ry Page: 1 of 1 Daryl K. James & Associates, Inc. 205 Colina Terrace Checked by: Anne Marie Bland Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Luce et Studio PROJECT NAME: SKLZ Date: January 19, 2012 JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2081 Faraday PROJECT DESCRIPTION: CB112502 Tenant Improvement INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. • Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net · • ·coRRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: • ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS G000 General Information Applicable Codes ~Amend to current 201 0 California Codes Deferred Submittal !tAdd high-piled storage permit and storage racks to deferred submittals. G0001 Overall Site/Floor Plan MGeneral office located in the southern porti_on of the warehouse may not obstruct required fire access door. G003 Code Plan ~ Provide occupant load calculations for break room and lounge. Show exit path and secondary exit path from break room -if occupant load exceeds 49. Panic hardware required on exit doors and all intervening doors on the exit path from assembly areas requiring two exits. Add to the door schedule. E2.1 -E2.2 First and Second Floor Li htin Plan Clearly indicate locations of egress lighting equipped with 90 minute emergency power. 1Show egress lighting with emergency power symbol on the fixture plan. Note 90 minute emergency power or self luminous requirement for exit signs on the fixture plan. CORRECTION LIST Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Luce et Studio PROJECT NAME: SKLZ BJ:..1DG. DEPT cop---y Page: 1 of 1 . Checked by: Anne Marie Bland Date: December 21, 2011 JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2081 Faraday PROJECT DESCRIPTION: CB112502 Tenant Improvement INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • ·Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. • Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net • CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING. DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: • ANNE IViARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS G000 General Information Applicable Codes o Amend to current 2010 California Codes Deferred Submittal o Add high-piled storage permit and storage racks to deferred submittals. G0001 Overall Site/Floor Plan . o General office located in the southern portion of the warehouse may not obstruct required fire access doo~ · G003 Code Plan o Provide occupant load c~lculations for break room and lounge. o Show exit path and secondary exit path from break room -if occupant load exceeds 49. o Panic hardware required on exit doors and all intervening doors on the exit path from assembly areas requiring two exits. Add to the door schedule. E2.1 -E2.2 First and Second Floor Lighting Plan o Clearly indicate locations of egress lighting equipped with 90 minute emergency power. o Show egress lighting with emergency power symbol on the fixture plan. o . Note 90 minute emergency power or self luminous requirement for exit signs on the fixture plan. • • • SKLZ Tl CAL CU LA TIONS Structural Calculations November 28, 2011 These structural calculations have been prepared by me or under my direction and are-intended to ·be submitted for plan review. Final _ calqµlaticms_will be stamped and .signed by me in accordance with the r~quirernents of the-Business .and Profe·ssional Code of the state of California Prior to the issua · of e onstruction permit for this project. Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 Date 11-2s-11 .~ ~~\ '\J· C6ll·2Soz. • Calculation Index Job: SKLZTI KPFFJobNo 111226 Address: 2081 Faraday Ave. Carlsbad CA (These calculations apply to the job at this address only) Client: LUCE Item: Sheet: Design Criteria: 1-10 Seismic Parameters 11 Catwalk A1-A11 New Mezzanine Void B1-B8 New Office Space C1-C10 New Meeting Room D1-07 Existing Beam Checks E1-E8 New Columns F1-F5 Rolling Office Calculations • • Index page 1 of 1 1 • SKLZTI DESIGN CRITERIA AND LOADS KPFF-JOB #111226 • November, 2011 • i i I . ! SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND L;OADS . TABLE ·OF CONTENTS . 1 STRUCTURAL DESIGN AND SYSTEMS SUMMARY CODES AND REFERENCES COMPUTER PROGRAMS USED MATERIALS SPECIFICATIONS AND-STRENGTHS' . . DEFLECTION AND CAMBER , LIVE LOADS DEAD.LOADS. Roof Loads Wall And Stair Loads LATERAL LOADS Seismic Design. Deslgn_Cfiteria . · .. • 1 2 2 3-4 5 6 ·6 7 '·I • 8 • • • • SKLZ Tl KPFF-JOB #111226 DESIGN CRITERIA AND LOADS STRUCTURAL DESIGN A.ND SYSTEMS SUMMARY These design calculations are for the SKLZ Tenant Improvement located at 2081 Faraday Avenue in Carlsbad, CA. The existing building is a concrete tilt-up building utilizing panelized roof construction. The building consists mainly of a one story warehouse with a second story wood and steel framed mezzanine within . . , . 11/28/11 PAGE 1 3 SKLZTI KPF F-JOB #111226 DESIGN CRITERIA AND LOADS l.[2!i1;~~RitR~fft;Ji~1i[1;ti;:i:~.,;.~.:j,"~'"·~ ""··~ ,.,~ • 2010 CBC with City of Carlsbad Amendments • CBC Standards • AGl.318..,08 • ACI 530-08/ ASCE 5.:oe I TMS 402-08 • AWS D1 .1-06, 01.4-05 • AISC ASD/LRFD -Thirteenth E.dition (2005) • ASGE 7-05 Minimum desi~n loads for buildings and other-structures • AISI 2007 • Recommended lateral force requirements and c.:ommentacy -Seismology . Committee Structural -Engineers Association of California -1999 • Verco Steel Deck Catalog. ,, ,.S,;v'I, • AF&PA NOS -National Desigr') Specification for Wood Construction and Supplement -2005 • .AF&PA SDPW$ -Special Oe$ign-Provisions for Wind and Seismic -2005 • • Simpson Strong-Tie Catalog CRSI Handbook Steel $tud Man_Lifac.:turer's Association Cat~log -ICC No. 4943P • Vulcraft Steel Joist Catalog • ·r:ruTrUs, Wood Joist and Truss Catalog • Enercalc f .,,~r:;,;:;,t.¥'_ ~:1.:~1 , , ,) t· , ....,,.,.,,,,,;, ,., -, v..,,.,,,,,' _,....,,, .. ;;....,..:;;._,....., __ 11/28/11 PAGE 2 ;, 4 • • • • • • SKLZ Tl KPFF-JOB #111226 DESIGN CRITERIA AND LOADS -MATERIALS SPECIFICATIONS AND STRENGTHS Concrete -{Normal Weight Unless Noted) (E) Pad Footings f'c = 2500 psi (N) Footings 3000 psi f'c = (E) Grade Beams 2500 psi f'c = (E) Slab on Grade 4000 psi f'c = (E) Tilt up Wall Panels 3000 psi f'c = Reinforcing Steel (E) & (N) Unless noted otherwise ASTM -A615, Grade 60 Structural Steel -{Unless Noted Otherwise in Drawings) (E)Wide Flange Beams ASTM-A36 (E) Pipe Columns ASTM -A53 Type E or S, Grade B (E) Bolts ASTM -A307 Wide Flange Beams ASTM-A992, Grade 50 Wide Flange Columns ASTM -A992, Grade 50 Pipe ASTM -A53 Type E or S, Grade B Tubes ASTM -A500 -Grade B Angles and Channels ASTM -A36 Plates ASTM -A36, or ASTM -A572, Grade 50 Base Plates ASTM -A36 Connection Mat'I, Embedded Plates ASTM -A36 Bolts ASTM -A325, or ASTM -A490 Rods ASTM -A36 Anchor Bolts in Concrete or Masonry ASTM -F1554, Grade 36, 55, or 105 Welding Electrodes ASTM -E70xx (U.N.O.) Headed Shear Studs ASTM -A108 11/28/11 PAGE 3 5 SKLZ Tl. KPFF-JOB #111226 DESIGN CRITERIA AND LOADS Foundations and Soils Per Original As-Builts ;Criteria as per Geotechnical Investigation Report by Geot~9hnics Incorporated July 12, 1996. ' SPREAD FOOTINGS Soil Bearing - :wood · Use ; Wall Studs and Plates , · (E) Joists and Planking (2x & 4x) Beams and $trin.gers (5x5 & Larger) · Posts Cold Forme~ Ste~I Per SSMA ice 4943P, galvanized 33 mil,. 43 rniHhickness 54 mil and thicker Allowable ·2000 psf 2•·qeep min Allowable including lncreas~ for Wind or Seismic -p~f Grade Fb p$i (Single Use) Douglas. Fir No.2: 900 Douglas Fir No~ 1 1000 Douglas Fir No.1. 1350 Dou~Jas Fir No.1. 1200 3-3.ksi 50 ksi Punched studs and joists acc~ptableU.N.Q. 11/28/11 PAGE 4 ·-- J' ·.~ • • • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS DEFLECTION AND CAMBER Steel Beam Deflection Criteria . L/360 L/240 L/180 L/360 L/600 Dead load (see camber restrictions below) Roof Live Load on beams supporting plaster ceilings Roof Live Load on beams not supporting plaster ceilings Roof Live Load on beams not supporting ceilings Live Load on floor beams-U.N.O. Total Load on beams supporting masonry or concrete L/600 (1/2" max.) Live Load on beams supporting exterior cladding Camber Criteria Steel beams shall be cambered up at mid-span as follows: • 85% of construction dead load deflection for beams framing into perimeter girders on one or both ends or interior girders with no beam opposite • 85% of construction dead load deflection for beams framing into interior girders on both ends • 60% of construction dead load deflection for beams framing into a column at either end Minimum camber shall be ¾" with ¼" increments. Maximum camber shall be L/300. Light Framing Deflection L/360 Total Load on floor joists L/480 Live Load on floor joists L/240 Total Load on floor beams L/360 Live Load on floor beams L/240 Total Load on roof joists L/360 Live Load on roof joists 11/28/11 PAGE 5 7 j I Roof 20 psf Floors 100 psf 100' ~sf 80 psf 50 psf SKLZTI KPFF-JOB #tt1226, .· DES.IGN CRITERIA AND LOADS. Hoofs with no sp.ecial use -(Reducible per CBC 1607.11.2) or 300 lb, point load for maintenance worker first level· office lobbies and corridors, 15 -psf partition load 9mitted Office corridors ab0v.e first f!oor, inc:luding 15 psf partition load (non-reducible) Office Space To Match E.xisting @ Mezzanine New Office Spac:e * Members supporting 2 or mqre fioors may use live load reduction up to: 20%. ,_,:' ,,: ', --:,,. , : ,< ' -~ .... ,-,,.-·--·-·---·---"-·~"· .... ,,_ ', ~ .. :Roof Loads (E) Flat R~of w/ Trusses -Wood Construction. .Per As-B.uilts Per As-.Builts .Floor Loads· . DL= 16.0 · DL= 14.0 (E)&(N) tygical ·Flo9r -Wood Construction (.CFS Similar) . 'Flooring 1.0 1.5" Gypcrete 18.8 3/4'( Plywood 2.3 T~l 22"@ 16" 3.0 Insulation/Mech/Misc. 5.1 5/8 Gyppoard 2.8 DL = :33.0· 11/28/1'1 Comments psf @Office psf @Warehouse Comments psf psf psf psf psf gsf psf PAGE p " 8 • • • • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS Wall And Stair Loads Exterior Walls (E} 8" Precast Concrete Panels Curtainwall/Windows = 100 psf = 80 plf Typical Steel Stair Dead Loads Steel Framing Concrete Fill 11/28/11 15 psf 25 psf Total Stair DL per S.F. of horiz. area = 40 psf (At wood stairs, match floor loads} 9 Comments Comments PAGE 7 SKLZ Tl KPFF-JOB #111226 DESIGN CRITERIA AND LOADS Seismic Design 11/28/11 Ss=1.2g S1= 0,442g I= 1.00 Sit~ Ciass = D Fa.= 1.0 Fv = 1.5 SosP: 2/3 F aSs So1= 2/3 FvS1 Seismic Design Category D ~ "'"'-~-~ ........ ;">,,:---. ..-:-: .,_ -<'"; ~-.... ::-~~ ,¥,/,:',c~·::.,l!r,(•>/",,,_,.,·~, • "'"" :,,,,~~",, Short Spectral Acceleration per Figure 22 1 second Spectral Acceleration per Figure 22 Importance Factor per Table ·11..5-1 Sqil Profile Table 20:3--1 Site coefficientPer Table 11 .4..:1 Site coefficient Per Cl;3C Table 1-1 .4-2 Design Short Spectral Acceleration -Design 1 second. Spectr~il· Acceleration Per Table 11.6-1 and 11.6-2 PAGE 8 10. • • • • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.134218 Longitude=· -117.285808 Spectral Response Accelerations Ss and 81 Ss and S1 = Mapped Spectral Acceleration Values Site Class B-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacinQ Period Sa (sec) (g) 0.2 1.168 (Ss, Site Class 8) 1:0 0.442 (S1, Site Class-B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions L.atitude = 33.1342t8 Longitude= -117.28580~ Spectral Response Accelerations SMs and SM1 SMs -= Fa X· Ss -and 'SM1 = Fv x S1 • Site Class D ,.. Fa = 1.033 ,Fv = 1,558 Period Sa (sec) (g) -0.:2 1.207 (SMs, Site Class D) 1.0 0.689 (SM1, Site Cl~ss. D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33. 1-34218 Longitude =. -117 .285808 Design Spectral Response Accelerc;1ti_ons SDs and SD1 SDs = 2/3 x SM$ and SD1 = 2/3 x SM1 Site Class D -Fa= t.033 ,Fv = 1.558 Period -Sa (sec) (g)' 0.2 0.805 (SDs, Site Class O) ~- • /,o ,~:ft (S1>,5 1 stt(.0.,,.(;) D) 11 SKLZ Tl CALCULATIONS Catwalk · Consultit'tg£ngipeers 3-131 Carnin9De1Rio North, Suite 1080 San Diego, CA 92108 • • • £ix LO I0,.,,·.:,.::·0:..::8~3,___:2:;p,::.5 __ ____;2=:;.;.:::.5_-A-_2=+.~-N'~ 1 Member Length (ft) Displayed Results for LC 5, DL +0.5LL (SERVICE) A1 SK-1 Nov 21, 2011 at 4:31 PM catwalk.r3d &.x -.625k 1 Loads: BLC 1, dead Results for LC 3, DL +LL {SERVICE) -.6.251<. I I I •. ~5~ ~ A2 · SK-1 ' Nov 21, 2011 at 4:20 .PM catwalk.r3d - fzt.x -2.5k -2.5k l co I ~ • w·m----F' _ _._4--------'KJ~ Cf) :c Loads: BLC 2, live Results for LC 3, DL +LL (SERVICE) A3 SK-1 Nov 21, 2011 at 4:26 PM catwalk.r3d ·.Results for LC 2, 1.2DL +1.6LL ,!Member y Bending Moments (k-ft) i I , i 22.5 CO 0 ,.A4 SK-1 · Nov 21, 2011-at 4:27 PM · cEitwalk.r3d &.x Results for LC 2, 1.2DL +1.6LL Member z Bending Moments (k-ft) 1 5.9 AS SK-1 Nov 21, 2011 at 4:28 PM catwalk.r3d 1.2 ~:esults for LC 3, DL +L!,. -(ASD) Member z Bending Moments (k-ft} 6.2 . Y-direction Re~ction units are k and k-ft -1.2 ,A6 SK-1 Nov 21, 2011 at4:·29 P:M catwalk.r3d • • ro·ect b Consu//ing Engineers location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 t--c=lien-'-'-t-------------1 job no. 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Vv1i::, ::;. 9t. fif t:. ~f.\.S'/t. ~ j'1./?J VL.-f- lN1 ~ ~ ·;(:p'~ ~Sf-)t i-~,,5'/z. ~ 1 \.,~Of--' ~Lf- Vvz.t) ':.,'·i;tf t~f--.x 1./Jl'!i/i. ::: -.WiS4 · ~Or -~~zl,.. ~· .to~ f>f, u. s.'/7-:. at~\. V\.f- f" *-·tpi(. f~f ,2,'(l·z.,1tSji.,;e(-£1io) ':v\Sl'Li\-• ?,.: ."' la<> f'Sf-~··d;z. ,,,•/,..~(~/ .... ) • -Z.,SU> if. [Mo : '\ _ vl\ r\/\ W ........--,-......--, f111 v..,l B3 sheet no. Title: SKLZ Dsgnr, Job# M 1226. ,i\ 134· Project Desc.: SK4Z NEW MEZZ. VOID EXISTING BEAM CALC Project· Notes : / ~----:·t~----7''.,"":"7~----"''• ----·--· ---~ .... -~-,,~~~~ 1 ~.~.~iet1,aJ:er9p~.,t_!~~.;.:.: ;,, ~~ _ ·~ -~ ;:-::;~.;_., < ,_::: _;.,;1'----,---~-------C---'al_"--cu __ la,,,_tio.:.:.n;,;.s_,__pe_rc_A_"'"l~~C_36_0---'·0""""5,--IB_C __ 2_00--9.:_, C_B_C..:._2 __ 01'-'0'-'-, A.:...S_C_E'_7;-'--05~. Analysis Method : Load .Resistance Factor Design Fy .: Steel Yield : 36.0 ksi Be~mBracing: Eieam is Ful!yBraced against lateral-torsional buckling E:.Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination-2006 IBC & ASCE 7-05 1·---·-... ··--·--·-.-------·---·-··----------, , ---···· ,.,,,_,,_,,,.,., ·-· , _ ... ,-,"··, """'"'"""""' ,,,,, ..... ,. ,_,_,,,,,,,._,,,_,,,,,,,,,,,,,,,,_,.,.,,., , -·-·-,, ___ ,. __ , , _____ ,. __ ,, ,,,.,,,, _____ ,,,,,,,.,,, ____ , , D 0.684 L 0.941 I f'"""'"" .,,,.,.,..,,_"1,, ~ '"'""' ir~,,-~..:....,,.,.,..,..,,.,......;.,..~,...'/Y ..... •...l,,.. ~,,,_..',A ,,i,~, ,;,,,.. ....... ,-A,'<,"#";,"'\,.._,,,__,-fl'/ HONN---------_, ___ ,_,_.,, ------•-,... __ , ,. ____ , __ ,~_,._, __ , ___ ,_, __ ,,, ____ '"' H" ., .. -------•• ____ ., .. ,_ .. ,_..,_.,_,J l\.1At>,pliecl toa~s ,: >' . · , , ,. ;' '\ .,,, ;· >; d ' ~ervjce loads-entered. Load;Fqctors will be applied for calculations. ,'i"'..,,._,,;, .. ~1 -....~~'\w,,..:....;...,""'<l~•>,_,/,.,w.<.v.._....,,-,w~~; =-'--'-"'·•-,..:,,_...._,.,,._ ---' lload for Span Number-1 · · · · · · · Uniforrn Load.: D·= b.8280-k/ft, Tributary Width= 1.0 ft _: Point ~oad·: D = 7.10 k·@·o.o ft Load for $pan Number 2 . Uniform ~oad : D = 0.82'80, .L·= 1: 139 k/ft, Extent =0.0->> 9.50 ft, TributaryWidth = 1.0f:t Uniform Load : D = 0.6840, ~ = 0.941 O k/ft, Extent= 9:50 ->> 24.o ft, Tributary Width = 1.0 ft Point Load·: O = 1.512, L = 2.520 k.@ 9.50 ft ~oad for Span·Number:3 1 ·uniform Load : D =-0.6840 k/ft, Tributary Width :;:: 1.0 ft Point Load : D = 7.40 k @ 3.0 ft • [ 7 r5E'sRiFls1J't~ff/(ftf};: .. ·~-~~::_~-:~·--:-:~ :71 ................... ___ .... ·---·-----·--------------------___ --------------·---·--------· 0.3071·1 j Maximum Bending Stress Ratio = 0.994: 1 Maximum Shear Stress Ratio = Section us·ed for this sp~n -W18X35 Section l,ISf?d for this span ' Mu :.Applied 178:401 k-ft Vu: Applied Mn* Phi : Allowable 179.550 k-ft Vn * Phi : Allowal;>le Load,Combination +1 :20D+1·.60L:J-0:50S+1.60H Load Combination · · Location of,maximuni,on span · · 10.633ft ~ocation of maximum 6nspi:in W18X35 35.167 I< 114.70 I< +1.20D+1.60L +0.50S+1.60H 3.000 ft Span# 1 Sppn'# where maximum occurs Span.# 2. Span #-Where maximurn occurs Maximum 'Deflection Max Downward'L,+Lr+S· Deflection 0.601 in Ratio= · Max Upwa(d. L +Lr+S Deflection -0'.239 in Ratio = Max,Downward Total Deflection o:810 in Ratio,,; 479 300 355 244 I '! Max Upward·Total Deflection · · . -0;294 in Ratio.= -' _,,,,_,,.,. __ , __ ,_ --· ,. ___ ,_., _.,_,,., __ , ____ ,., ____ ,._,_,,_ ..... , ............. _,_,._ _,,, l ........................... -...... ,_. ---,, _____ ,,,,,,_,,,, ___ ,,,, _____ , _,. ___ ,_,, -··· ... -, ............... ., __ ..... ·------·--..._ .. , .. J (t;Maximunifor~es:&,&tresses'.'f6r:L'o,ad-Combinafions-............. ~-;.....,;,,:,,..A---;,;,,,.,,.~-~~-,,, 4¥/,.;-.»;.:,.,~-.:;w,«),.-.,~,,....,~ ..... ,.,,.,,~.....,,._,,,.->M-,,r;-,;.,_,.,;;.,', ~""-"«-~,,,.,__ ____ --,,--~,...,-'-,---,-....,,.,.~------'------~-~~-'-='c---Lqad Combination Ma_x S!res~ Ratios Summary of Mom~rij Values Summary of Shear Valyes Segment Length Span# M V max M,u + max Mu -Mu Max. ;Mnx · Phi*Mnx. Cb Rm VuMax Vnx · :Phi'Vn1< +1.400 Qsgn. L = 3.00 ft psgn. L = 24;00 ft Psgn. L. = 3.00 ft +1.20D+1.60L+0,50S+1.60H 1 2 3 0.195 0:274 0.197 0.125 0.125 0.115 49.13 -35.04 ~35.39 ~~5.39 bsgn: L = 3.00 ti 1 0.167 0.307 -30:03 psgn. L = 24:00 ft 2 0.994 0.307 17&,40 -30.33 ,Osgn. L = 3.00 (I 3 0,169 0.099 -3.0.33 35.04 49.13 35.39 30.03 178.40 30.33 199:50 179.55 1.00 1.00 199.50 17:9.55 1.00 1.00 199.50 179.55 1:00 1.00 199.50 179.55 1.00 1.00 199.50 179.55 too too 199.50 179.55 1.00 f.00 14.29 14.29 13.23 35.17 35.17 11.34 114:70 114.70 114.70 114.70 114.70 114.70 114:70 114.70 114,70 114.TP 1-14.70 114.70 ,,.,,=""<'_.,._.,;.,,.....,-~<""' ,,.,,,.v~~,><""'r""' ""<A .,,_,.,...,. ___ ,,,,,,"<'1,.-,wp~--.... ,...,,,,,,,....,y,,.,.o.,v,+ .,,_,,! 1:.,.PJru:ajtMrus.im~m:;Qeij_~fl2.11~i·1mf~£t.~(~,gi!:~!.C£!~ .. ::.. __ ,,,,;,·_::::;Li ------,---.--,--------0----------~-- .Loadcomtiinauon Span ,Max."-" Defl Locatipn in Span Load Combination . 1 0.0000 0.000· 2 0.0000 0.000 3 0.0000 0.000 , ;,,.,......,v,..,, O,o"'(>w,,-.,M> ,,t, ½ ,...,,_,w ,..,,.,,, '"""v =w,..,.. """,.'," ,,~~,,~w-.,t-,.,.........,,,..,,., ~..,..,_,.,_ .,,. : ::,,.,.,,,,.1 Max."+" Defl 0.0000 0.0000 0.0000 Values in KIPS Localion·in Span 0.000 • 0:000 _ · ·0.000 r·-·Vertical:Reactions:-.Unfactored ··.: · · ,: ;.;, . ·: ; Supportnotat\on: Far!eftis#1 -,.~-;...<,,.,_'....,,.,,.,,,,,:,.,,',_.,,,,,,,.='.,,.._ ,....,..,>,'~ ,,..,,{,.,..)>,..,.,,,...,.,.,:,,,,.,.,.,,,..,,.,,,,'~w,v.,},,.,',,.v,f ~ ,.,,,'~,..,,.,.,,,\,e_·~-'-'---~--;-'-~----'-~-~---~--~--------~ Loc!d Comb.inatiori Support 1 Support 2 Support 3 Support 4 OveralLMAXimum 34.115 31.202 D Only 19.792 18.540· L Qnly 14:323 12.662 Title: SKLZ Job# 111226 BS Dsgnr: Project Desc.: SKLZ NEW MEZZ. VOID EXISTING BEAM CALC Project Notes : Description : beam from grid 15-16 · Mat~rial Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(1.512) L(2.52) Span = 21.0 ft W18X40 -File: P:\111\111?-26_SK!-Z\~rig\rnezivoid\exisljng ~e~m,che_cK1~c6 . . ,·,_ "ENERCALO, . 198,3-2911;'. ulld:6.1J.5';26:Ver;6A1.5;26,, Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D 0.828 L 1.139 ,. ,. ,,,r,: --,,.,, .. ··-----,.,_____ -----------.. -------------------------------------------------------.. .. . Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.6840, L = 0.9410 k/ft, Extent= 0.0 -» 10.50 ft, Tributary Width= 1.0 ft Uniform Load: D = 0.8280, L = 1.139 k/ft, Extent= 10.50 -» 20.0 ft, Tributary Width= 1.0 ft Point Load: D = 1.512, L = 2.520 k@ 10.50 ft DESIGN SUMMARY · Maximum Bending Stress Ratio = 0.824: 1 Maximum Shear Stress Ratio = • : Section used for this span W18X40 Section used for this span 0.239: 1 W18X40 29.075 k 121.79 k +1.20D+1.60L +0.50S+1.60H 0.000 ft Span# 1 Mu: Applied 174.384k-ft Vu: Applied Mn * Phi : Allowable 211.680 k-ft Vn * Phi : Allowable Load Combination +1.20D+1.60L +0.50S+1.60H Load Combination Location of maximum on span 10.500ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.305 in Ratio= 0.000 in Ratio = 0.530 in Ratio= 0.000 in Ratio= 827 0 <1.0 475 0 <1.0 ·----------"" n -·------••• ---------·---·-----------------------________ ,R_, -·---- . MaximUrri Forces.& Stresses for Load Go_m,binations Load Combination Max Stress Ratios ------S-u-mm_a_ry_o_f_M-om-e-nt_V_a_lue_s _________ S_u_m_m_ary-of-S-he_a_r V-a-lu-es- Segment Length Span # M V max Mu + max Mu -Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 21.00 ft 0.341 0.100 72.27 72.27 235.20 211.68 1.00 1.00 12.21 121.79 121.79 +1.20D+1.60L +0.50S+1.60H • Dsgn. L = 21.00 ft 1 0.824 0.239 174.38 174.38 235.20 211.68 1.00 1.00 29.07 121.79 121.79 Overall Maximum Deflections -Unfactored Loads . . . . . . Load Combination Span Vertical Reactions ~ Unfactored Load Combination Overall MAXimum DOnly LOnly D+L Support 1 20.351 8.718 11.633 20.351 Max. "-" Defl Location in Span Load Combination 0.0000 0.000 Support notation : Far left is #1 Support2 20.273 8.685 11.588 20.273 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS ,,,, , .. _:.,.:. ,,.',:,.,. ,_, :, .. ·, .. 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' ,: •,:, J!-·· ,, ,, :,.·'.,,' ''1 ,·:· :•. ' .. .:-.: .-, . : ' ' ', " '' ., '.,;: .: ', .. J .,. ..... ~ '.,.,, , • ·~ ....... > d¥ , 11' ~-',,.' .. , ·· .... date. Job:n6. ' :sreetiiio;j ·:· . ' ', ,, ,,,,,.,_,",:.,·:· :· 1 "• ~ ' ' •, .. ' .·. ' . . -.,",; '' ~ ..... .;, _, .. j •·'!••,.:' .,.,:, ,.··: . . . ,:,·· • • • SKLZ Tl CALCULATIONS New Office Space @ Mezzanine Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 .SK-1 C2 17.493 Member Length {ft) Displayed PFF SK-1 SW Nov 28, 2011 at 12:02 PM hanging room v6 with cable.r3d Member Cod~ Ch~cks Displayed Results f6rLC 3·, 1.2DL+1.6LL (mezz on!y) SW NC SK.-1 ;.C3, Code Check No Cale > 1.0 .90-1.o · · .75-.9 t,. .. 50-,75 0.-.50 Nov 28, 2011 at 12:03 PM : · hanging room i16 with cable.r3d . I Results for LC 3, 1.2DL +1.6LL (mezz only) Member z Bending Moments (k-ft) Z-direction Reaction units are k and k-ft PFF SW I 1.2 1.21.3 .3 ! 1.2 ·1 _11.2 SK-1 Nov 28, 2011 at 12:04 PM hanging room v6 with cable.r3d C4 SERVICE. LOAD COMBO TO CHECK D:¢FLECTION Bean,: M2.8 Shap$: W8X24 Material: A992 Dy --------=;;,.,,,-i!l Length: 8 ft I Joint: . N39A JJo1ni: N57 ·oz--:·-------in Oat .25 ft LC 6;;0L+LL (SVC) (mezz-only) Code Check; 0·.048 (bending) · · Report Based On 97 Sections ... o5~ ;:it Oft -.1 at Oft Oat Oft. Oat Oft A·,-. -------k Vz -----------k T ., f~ __ 9·35 at 8 ft 4.14 at 8 ft Oat oft Oat Q ft k-f( . ,My . a.at 8 .ft Mz k-ft Oat Oft 2.~81 at 8 ft -;003 at Oft ft 0 at O·ft ksi fc · ksi .003 at Oft -2.381 at 8 ft . A/SC 13th(360-05): LRFD Code Check Max aending Cheqk Location Equation Bending.Flange . Bending Web Fy phi*Pnc phi*Pnt phi*Mny phi:i".Mnz phi*Vny phi*Vnz Cb 50 ksi '245.485 k '318;6k 32.138 k-ft 87 k-ft 58.286.k 140.292 k 2.161 0;048 ~-ft H1-1b Compact 'Cpmpact Max $bear Ch$ck Loc;:ition Max OeftRatio 0.016 (y) 8ft L/1801 Compression Flange Non .. Slender Compression Web Non-Slender y~y Lb 8 ft KL/r 59,11,2 Swt=;\y No L Cqn,p Flange Torque Length. z-z 8ft 2~.072 No k-ft ksi ... C5 • • SERVICE LOAD COMBO TO CHECK DEFLECTION Beam: M28 Shape: W8X24 Material: A992 ength: 8 ft I Joint: N39A J Joint: N57 LC 5: DL (SVC) (mezz only) Code Check: 0.022 (bending) Report Based On 97 Sections Oat Oft A--------k Oat Oft T --------k-ft oat Oft fa ksi fc -.026 at Oft -.103 at Oft -.366 at 8 ft 1.879 at 8 ft k-ft 0 at Oft 1.08 at 8 ft ksi Oat Oft Dz--------in 0 at.25 ft Oat Oft Vz --------k Oat Oft My --------k-ft 0 at 8 ft Oat Oft ft ksi -1.08at8ft A/SC 13th(360-05): LRFD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 245.485 k 318.6 k 32.138 k-ft 87 k-ft 58.286 k 140.292 k 1.981 0.022 8ft H1-1b Compact Compact Max Shear Check Location Max Defl Ratio 0.006 (y) 8 ft L/3696 Compression Flange Non-Slender Compression Web Non-Slender y-y Lb 8 ft KL/r 59.712 Sway No L Comp Flange Torque Length 8ft 8ft z-z 8 ft 28.072 No C6 CABLE AXIAL WITH ACTUAL-FIXED EN];) CONDITION ~ x· y· Results for LC 3, 1.2DL +1.6LL (m~zz only) Member Axia.l Forces (k) . KPFF svv SK--1 · Nov 28, 2011 at 12:1:t .PM hanging room v6 with cable.r?d CABLE AXIAL WITH CONSERVATIVE PINNED END CONDITION cs y Results for LC 3, 1.2DL +1.6LL (mezz only) Member Axial Forces (k) PFF SW SK-1 Nov 28, 2011 at 12:10 PM hanging room v6 with cable TO CH ... ~ -. ~ lx-Lv t ~ - ,.,.54 Results for LC 4, 1.2DL +0.5LL +1.6Lr Member z Bending Moments (k-ft) KPFF lSW p:J :>< H ~8 I -74~3 < 95 l{IP~Fi MODELLED AS PIN TO CREATE A CONSERVATIVE SITUATION FOR TRUSS CHECK. SK-1 SEE HAND CJU,C Nov 28, 2011 at 11 :48 AM ~ ~ ·C:: C/l Cll ·n ::c p:J n -~ hanging room v6 with cable TO Cf:::!£CK TRUSS ... J ~ • Beam: M23 Shape: RE30X0.178 Material: gen_Steel Length: 480in I Joint: N26 J Joint: N38 LC 4: 1.2DL+0.5LL+1.6Lr Code Check: 0.000 (bending) Report Based On 97 Sections 6.052 at 0 in AIJ&J I k -1.174at80in Oat 80 in T --------k-ft 0 at O in 1.133 at O in fa ...._.. -.22 at 80 in ksi Dy Vy Mz in -1.881 at 235 in 9.148 at 0 in k -6.896 at 480 in -7 4.294 at 220 in .056 at 21 0 in Dz in -.011 at 50 in Oat 0 in Vz k Oat 80 in .002 at 75 in My --------k-ft Oat O in 33.402 at 220 in -.012 at 480 in .012 at 480 in -33.402 at 220 in C10 SKLZ Tl CALCULATIONS New Meeting Rooms @ Mezzanine Consulting Engineers 3131 'Camino-Del Rio North, Suite 1080 Sim Diego, CA92108 • • • D1 y 4 PFF SK-1 SW Nov 28, 2011 at 11 :25 AM cant. meeting room.r3d D2 A X , y 4 Me.mber Length {in} Displayed .KPFF SK-1 ., SW Nov 28, 2011 at 11 :28 AM cant. meeting room.r3d A y ~6 Loads: BLC 1, DL PFF SW D3 -.081</ft 4 SK-1 Nov 28, 2011 at 11 :29 AM cant. meeting room.r3d .,D4 ' ·JR ),( y Loads: BLC 2, Llve Load KPFF SK-1 SW Nov 28, 2011: at 11·:3.o AM · cant. meeting-rooin.r3d J& y Member Code Checks Displayed Results for LC 2, 1.2DL +1.6LL PFF SW SK-1 D5 Code Check No Cale > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Nov 28, 2011 at 11 :35 AM cant. meeting room.r3d :fa X' y I 1'.2 1.6 1.6 Results for LC 2, 1.2bL +U31,:.L Member z Bending Moments (k-ft) Z-directi0n Reaction units are k and k-ft KPFF SW 1.0 \ I i I 1.7 1..T 1.5 I I I i 1.6 SK-1 ,D6, 1.2 Nov 28, 2011 a;t 1 t:32 AM . . , cant. meeting room.r3d SERVICE LOAD COMBINATION Beam: MB Shape: W6X12 Material: A992 ength: 48 in I Joint: N18 J Joint: N9 LC 4: DL+LL Code Check: 0.087 (bending) Report Based On 97 Sections .01 at O in A Ullll J JU Ull k Oat O in T --------k-ft .003 at O in fa ksi -.035 at 48 in 1.104 at O in Vy;.· .. ·-- .25 at48 in 2.708 at O in Mz 4.433 at O in fc 0 at 48 in A/SC 13th(360-05): LRFD Code Check k ksi Dz--------in 0 at O in Vz --------k 0 at48 in My --------k-ft Oat O in 0 at48 in ft ksi -4.433 at O in Max Bending Check 0.087 Location O in Max Shear Check Location 0.027 (y) 0in Equation H1-1b Bending Flange Bending Web Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 130.79 k 159.75 k 8.7 k-ft 31.125 k-ft 41.607 k 60.48 k 2.029 Compact Compact /T,,<1'~~=-:-": ~--~ ' ~----.,,, Compression Flange Non-Slender Compression Web Non-Slender y-y Lb 48in KUr 52.302 Sway No L Comp Flange Torque Length 48in 48in z-z 48in 19.238 No D7 SKLZ Tl CALC,ULATIONS. Exisfing .Beam Checks·@ Mezzanine -Consulting·Engineers 3131 Camino De1Ri9°North, Suite 1080 Sari Diego, CA 92108 • • • E1 sheet no. b Coasu//ing Engineers location date • 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 1----"-'cl=ien __ t --,-----------1 (619) 521-8500 Fax (6-19) 521-8591 Job no. l l\ 1.:2., 1-. -.......lll!--~-..2-___,,.~+----.&..:----------;J r_~ 1° ~' .. \It' ,f .. ~· ~-;1 t:•==' ± -.:i' . ~ "'. ·Q~: . ;:, ,;;. -~, ,~,-. , , ~Oet-;: ...a.---: ~l ~W.--1\e~}S;iL. ---------0 i~ \7::: '5, -it"'" I-· -----------~~ ~ ~ \'i,?tu~t '1'5{ . /( -W-p;:, o~z.~S"'~f ~ ., •-----..,.:,_,;~---i-,..,-:..........:. .......... ,..............--_-_ ...,i·, _-z :: : °i:~~f f 7. 10'1 V'l\ -=-t?t4.tl ~:,..~ l p i\\(t..)( 4 Mf\; IY~~t f>f+ . ·cs~i ~ri-i:\e,tta). ~ HltET) \ ( ' • '------------------------------·--·--·------------- ,.E~ ___ ............... _ ............... ·-----~--..... -· . .......,.... __ ................... -· .. --~~--------·---- Mu.ltif)I~ Simple i3eartt ENERCALC, INC.1_983~2011, Bulld:6.11.10.09,Ver:6.1.1.10.09' Description : Ste~I Beam Design : 4' Ca~t. @Grids 5/6 ------'-· Calculations per AISC 360-05, ASCE 7-06 STEE;L Section: W16X31, Defined Brace Spaci_ng, 1stat ft and,spaced·at 2.0 ft . . ·-- : Using Loa9 Resistance Factor Desigri with 2006 lBC & ASCE-7-05 Load Combinations, Major Axis Bendin1 Fy = 36.0 ksi E = 29;000;0 ksi Applied Loads .·Beam self weight calculated and added to loads -lJnif Load: D = 0.3960, L = 1.20 k/ft, Trib::= 1.0 ft .. : Unif Load: D = o.~550, L = 0.40k/ft, -3.0 to 7.0 ft,.Trib= 1.0 ft Point: -P'=-5.280, 'L = 14.360'k@--3.0 ft Design Summary Maxfb/Fb Ratio 0.943: 1· Mµ: Applied· 137.438.k-ft at 13.320,ft in-Span# 2 ocs.2~o)L(i4,aeo} 00.2550 L0.4o ·Mn~ Phi : Allow 145:800 k~fl . EEESE5::S.2~=o~· o~.3~9afo ~L 1~:2~0 :;:==.::==:=i:==;:;:::;;::;;:;:;;:::;::::;:::t M~6;~;;;a~io = +1.20i;~:~~r+1,60l+1.60H . .':/·;;;~;_;~:~C...'.!.;..:.::_:_·c:..;;__::;;L:'.!.t·.· ···;.7:: ... ,._, ''/" .:·~,:.;,)L'..,.~'.-.. : •vu:Applied 39.447k at 3.000ft ipSpan#t 3,011. 24,011 . Vn * Phi : Allow 94.446 k : Load Comb: +1;20D+0.50Lr+1:qQL+1.60H ivlax·Reactions (k) Q .b .b!'. .§ Y':1. ' Left Support 14.76 38.05 .1 Right Support .4.60 12.71 ti Max Deflections. · Downward t.+Lr+S Upward'L+Lr+S tlve .Load Defl,Ratio 0,594 in ~0.142 .in 484 Downward Total Upward Total Total Defl Ratio 0.815 in -0.196.fa 353 • • I I •• • • E3 sheet no. b Consullfng Engineers location date 313.1 Camino Del Rio North, suite 1osor-~~--'----------t--=-W-!--,1__ __ ------1 San Diego, CA 92108 client 1--"';.;:..:..;..:_ __ ..:.:__ _______ __j (619) 521-8500 Fax (619) 521-8591 41 ef\Nt' ORK @ 6l'Z.H)$ 'iS/9 . ( f \$ r~ Lol\Q b 14 c~ttrl\.£\JS!:., . . .LL I!' l>_o f's f ;-:zg ys f-i::.. , cop;; r D L = 3 ;,. f S-\ -t' G~~ t..t>~P job no. \ltzla \,\,>t) ~ ~~~1i(){~1)\-\-:(~et{}(ro'){4 1+'-/'+1s·)/15' = o,,2ss~..Qf \\)C ,( t 90.psf )( '-I f.) :; o., l/ J'1 -F ~ NT, f l-Ct>\Z. LOA{): {f\'S$V.I(\\;, O,ltt(?P') .:: Ii-I t"(l..ti) a·-r :. .. (12 .. ,}( il 1) : ·1.,Cj7, s{:.. LL: roo r~f DL--:: :>?>ps f wt> ::-( ~ ~:psf )( I '2.') = O, "3<;\'4 1t..Jl t w~; ( r:0'6~~~ )( it. 11 ): &; I ;t./ta..ef r W\),;; 0, ~q\J;l ti!.I 1-----;;...-~ ..... ::z......,. ~ ...... ;;..,. .... ~-rw..-....! ...... ::......,.. ..:z-.... -...!....,.. ..... -..... ...,....~ -..... -....... 7:J Wt.-~ t, 2.-~.t.( . ; \-~· t J -----· : ..... :_:: ..... : :.,...: .... : .... , ....... , ;_: : ...... : :...r.~r-, '.,.,.. ........ , -· ,-,~~f 1.,1 ~ fYln = /115. '&. D/c :: I ;_22.. . (SE€ A'1l~C~~O ~~~) b. OIL. #I H t ,,E4 [:Multiple Simple :Seam ----···---.. -.......... -... ---------J ENERCALC, INC.1983-2011, Build:6.11.10.09, Ver:6.11.10.09 ,- :Description : -~teel Beam Design: 4' Cant..@Grids'-8/9 ___ . Calculations per AISC 360~05, ASCE 7-05 , STEEL Section: W16X31, DE;)fined 8race-Sp~cing, 1s.t-at ft·and spaced at 2.0 ft -·-···- . Using Loaq Resistance Factor Design with 2006· IBC 8< ASCE 7-05 L()ad,Combin~tioris, MajorA?(is Bendln! Fy = 36.0 ksl E = 29,000.0 ksi · Applied Loads .Beam self weight calculated and added to loads Uni[ Load: D =0.3960, L = 1.20 k/ft, Trib= 1.0 ft Unif,Load: D = 0.2550, L.= 0.40 k/ft, O.Oto 15.0 ft, Trib= 1.0.ft , Design -Summary Max fb/Fb ·Ratio = 1 .. 220.: 1 . .. . Mu , Applied · 177.821 k-ft at 10.290 ft in Span #1 Mn* Phi: Allow 14s;ao.o k-ft Load Comb : +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.3,67: 1 yu : Appliecf 34_663 k at 0.000 ft in Span-# 1 ,:,. Vn * Phi : Allow -94.446 k · Load Comb : +f.20O-i-0.50Lr+1.60L+1.60H Max Reactions {k) .Q · .b 1r §. . YJl. Left Support 6.94 16.46 Right Support 5:85 14.74 fl. · Max Deflections Downward L+l:.:r+S i.Jpward · L +Lr+S Live-Load Defl:Ratio 21.0ft 0_617 iil 0.000 in 408 Downward Total Upward Total Total Defl Ratio 0,874 in 0.000 in 288 • • •• • • Consulting Engineers location 3131 Camino Del Rio North, Suite 1.080 · San Diego, CA 92·108 i-----cl_ieh..,_t __ --......-,.--~------1 (619) 521-8500 Fax (619) 521·8591 •'. r,'\~~ m l::rJ-~~· It -f,t 1Mi\-:. 1ttf$, g., v~"" fi· I"'>, I (\' ,,,, , : v/ c. . ~ , t,.,~-J ~ ffi,n -:.. I-'\ 7 ;,"o ¥-.. f-t .D ( C ~ tJ/"to wt):;; o,. i'1¾? \£-..tf w,~ t:'. t, 1.-~(.f \Aflto}(, sr w/ wr 5"Jlll t f • U. FT ~ J~ ~ ,.,f'll!fl-.~,l'!l!I" ~ li-4 ,II __ ES sheet no. date HJ H job no. Hi 2,2.tc ~ ~ { o.~Q1e ~f )~u') .0 1.. p~ ~ 4,l.lf- f\ .. '.: .( \,2-~Jlf)(z.l') 2 r\., ~ \1..l.o't- 'EG. ,., . , -!-----'---'-'---'-'--····-:'-' ---..,.....-------____ ................... ------------- ,Multiple Simple Beam ENERCALC, INC.198?-2011, Bulld:6.11.10.09,Ver:6.11.10.09 ·oescriptton : ----''--------"--· ------,-~----....... -----····--~--------~..,..... ....... ,---'---------------,.---~t~el Be;:im Design : 81 De9k wi Cables ,.......----------------------__ ....,.. __________ Calculations per AISC 360-05, AS«;:E 7-~i>. STEELSectfon ; W16X31, .DefiOed Brc\ce Spacing; 1·st at ft and.spaced at.2.0 ft Using Load Resistance Factot Design with 2006 IBC. & ASCE7-05 Load Combinations, Major Axis Bendln! Fy= 36.0 ksi E = 29,000.0ksi · Applied Loads .aeamself weight calculated.and added to.Joads Unif Load: D·= 0.3960, L:;: 1.20-k/ft, Trib= 1.0 ft Unif load: .D·=0.160, L = 0.260 klft, o.o to24:6 ft, Trib= 1.0 ft Point: D:= 4.20, L = 12.60 k@ 27.0 ft . Design Summary Maxfb/Fb Ratio = 1.219·: 1 Mu: Applied · 177.782 k-ft at '10:800 ft In Span# 1 Mn * Phi : Allow 145.800 k-ft · · · Loacj Comb: +1.20D+0.50Lr+1.60L+1.60H M~x fv/FvRatio :;: 0.424: 1· Vu ,Appli~d 40.092 k at 24.000 ft in Span# 1 Vn • Phi : Allow 94 .. 446 k Load Comb: +1,20D+0.50Lr+1.60L+1:60H Max Reactions (k) Q 1 !J: ~· 'it Left Support E,>.44 1. 5. 72 Right Support 13.13 35.52 0(0.168 ~ 0. 0 • 24.0ft .Ii . Max Deflections: .Downward L+tr+S ·upward L+Lr+S · Live Load Deft-Ratio 0.763 in Downward Total ..0'.216 in Upward Total 332 <360 Total Def! Ratio D(4.20}.L(12.6_0) 3.011 1.086 in ~o.315 in 228 •• • E7 ~-Section Property Calculator··---------------------------· -- ENERCALC, INC. 1983-2011, Build:6.11.10.09, Ver:6.11.10.09 1,11 Description : -None-- Final Section Properties Total Area 12.370 jnA2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. 8.569 in ' -~~--··· ....... -· Edge Distances from CG. : ---·------------------------~ +X 2.875 in -X -2.875ln +Y 10.991 in -Y -9.639 in lxx= 704.22 jnA4 lyy= 18.110 inA4 Sxx :-Y 73.Q59 jnA3 Sxx: +Y 64.073 in"3 Syy :-X 6.299 in"3 Syy:+X 6.299 in"3 rxx 7.545 in ryy 1.210 in Steel Shapes ,,,,.. WT5x11 : 1 lxx= Area= 3.240 ln"2 lyy= Height 5.090 in Sxx= 6.880 in"4 Rotation= 180decCCW 5.710 in"4 Xcg= 0.000 in 6.430 inA3 Ycg= 0.000 in Width 5.750 in Syy= 1.986 in"3 lllll(W16X31 : 2 lxx= Area= 9.130 in"2 lyy= 375.000 in"4 Rotation= OdecCCW 12.400 in"4 Xcg= 0.000 in Height 15.900 in Sxx= 47.170 jnA3 Ycg= 11.610 in Width 5.530 in Syy= 4.485 inA3 • ,', ·.,' ,~,' i· :, . ,:i. ', ! • •, • -~··' {'"''. 11 ' ·~~ .., ' '. i. ,'\3'\.t.:\:~r--· ·tA:P· /ste.+fo~r-, ... · ,,", . .: ; •" . . _: ! .. ·.. ·-' ' : ,': ,' '·.:' : ·_., . 1 . . t ·\/J:.'.,\li?t:ie,\ .. :vi,;f'. : . wrrs:x: ii . ·.: . !"" • • . • . :_ !f. ,-! • • • • • • ... ····:·:--'~--·· .. . 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Spicer SK-2 Code Check INoCat >10 .90-1.0 .75-.90 .50-.75 0.-.50 Nov 28, 2011 at 3:14 PM its a rolling office.r3d • Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Nov 28, 2011 2:37 PM Checked By: __ Page 1 • • • Company Designer Job Number : KPFF Consulting Engineers : Bryon E. Spicer Envelope A/SC 13th(360-05): LRFD Steel Code Checks Nov 28, 2011 2:37 PM Checked By: __ Function Lateral Lateral Member l=:hanA r.nrlA Check l_odftl LC Shearr. 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Spicer Nov 28, 2011 2:37 PM Checked By: ·-=J,;;.01=-=-·n=t..:C:;..;o:;..;o=n=d.:.:.in.:.:a:.::t,;;.es:..::a.:.:.n.::.d-=Ti..:e;.:.:m:.:..1p::;..:e=::.r.=a-=-=tu::.:.n-=e.=.s-'-~.=.C-=o.:.:.n.::.ti.:.:.n.::.u.:.ed=-}'-------------------- 1 ~bel X fftl V fftl Z fftl T~mn fFl Detach From Dia~ 45 N45 0 36 13.5 0 ,:,~t6'·· .:/.~-?: . .::?;,1:1&46'. -.·:· :. ·:.: :.:.::.:i:"-,,:_tr->:rn~i,-"-J·r::·, '::'. _ ... J1::s5, . .,:·b·:r ... ::I::-::~:f:t3~tt~'~i/i,:: ,,, :'·io'itit,;\::2:::.}~rJ:t::~:):::;:1:i:.<:J:: ·: 47 N47 7 48 13.5 0 iiaa, · ,f:: 7::3;,i;\·::;,~: ;KJ4a:, ~z-<',',.,, -~,'-']: ,\ ,,: . ·: ,.;~\,. 5:'tJ'/i~:2:'Y-¾; jf\, :.:. ~}?:(41{: ''o>';(:;:{' iii,\:Ji,-}3{:5(.; ·; '.·\ :s':;]t\{;¥:1,{l"?:,:./-:'>>, .,.,ii }:c:,/t:,, /t'.,,cc'.: ,.;· 49 . N49 7 40 13.5 0 /'.5ot ,, }di.'i,,;t::::, .. r:;J50}}'~'t.:I;J:r _:;· <'-Q,':/?.: i'.:'~1->., :·,_:,ft1-t~;,;;'if-:,\s:·;t"@:.'.f-tti:\::i itti::it:::'if3}6\~·,,J;ft :=',1:M~:tf:o: _;: .:\:·;_;"', ~,,,.,:,:,-,: _,:~::. ,.:::',;,:, .i,: 51 N51 7 32 13.5 0 :-:Mt:t .< \ Xt'::;.:{/i.>~52::;:::.:',~~,' _.;,ti 3: •' 'rr'i;;,g:r:··, .. -, //· J.1'. · >:2a,. ;;5 ·:.;::<::'i<ll:I't;;.f1,3fi§,:;i:',:f,Ir:, ,.;· :{r:~,~-:~o;J}J{;_;t:;.:;;;<:;;-::;,,,/:t:'t>;i --,;:~". 53 N53 7 24 13.5 O :.,,.:-sa:}1 :,_:kt1t 3 ·_:::~'¼J.t,,N 5& !:ip,;;ti~'i ·,\·r:: '12f.'">';,;;,-;_;f,;-7.~::, · ,;---?'" ::,:'; ,i : ~ ;-,\2:©ft?,-:,:~-, Jj< ;:·i't;.H!'lS;i'J.':iz;i /:f-;.t~"::· :':clef'.1!i~-~~t~ :;, · 1J,-;\t?h · ';,._ ··" ·-. " 55 N55 7 16 13.5 O : '6E3'}; Jrr::. :a /:f,,;ii: :fJs.lr'':J:::i~ti)~:J :-~ t l"?: ~::i-t i_:;· , : ;,:.:-r, ·;':,;z1(·t~:·_1:'t.:/l\?3i· ~tfI?i '1Bf-6~tn:;_ri; f'.~Er·.:;i0.,c: , ;s;rk ;r,,:/ · \: ·.;.·s: ·,_ :-;:;p ;1 57 NS? 7 8 13.5 0 :':' '58 ;'l >]:; ':'ij; * :s' >-:·,:: ::f,tair:; .tt:t '.' ;{~)i':"/'; . ,; /f;.t:-'fl,/. : , .:':'~:;,'.i ';',; ':'-i':·1t:l .jjf,:; ;::,,@fj ;"U: 11Sl:f5M~t'.f {;Jt2if~0tl ' J,'.f%f.i'".l.l:~ ::·: .: ,, }?:;, -;.2:,,.:·::-:,'3{i: 59 N59 7 O 13.5 O Envelope Joint Displacements .lnint X finl Ir. V finl LC Z finl LC X ~ . . .. LC Y Rotation .. LC 7 Rof:,fion . Lr. 1 N1 max O 3 O 4 O 5 1.149e-4 2 4.069e-2 3 3.191e-4 6 : :.121~1 ll:t::f.:.f::; ::,,r\ , -mirf ""' rfo ,_, J Y . :Qt, i:t{-iP;o ,:·:: : .• ;.2, · :_ <.:: ,-.:0::;,,· ... -; : ,:~,:2:-;::->; \stsn4·e1s, F ~ti ~1-,tin$e~-, t2t :,;5';,'.l11Jse'$ :0.sE,· 3 N2 max O 3 O 4 O 6 1.149e-4 2 4.107e-2 3 3.726e-6 2 ; :.1ft =i:.,:-::i1I'1.fi,:::'' _ .. ; :ftllif ;ii·:.;:rj:: ':'::r ?er;::?·,\' xr ··' r : , .. _, rH'~,,,:ie': t ;t ':"t,-a'-i, ·:::i :~f:l)s)rn:13~i ?4.fi ia;sat~~5:; ,:ti, :;s,-fb9"§t45 ,,;,:;3\r 5 N3 max O 5 O 6 O 5 3.919e-4 2 3.655e-2 3 2.183e-5 6 • ti75:'.' ;Ji'-:_· \: -,, . ,,, ,~;::~,j'" :,mrif :,;;-:(,~\ -,_, t2 > : ¾ ')flbi 0i;Y ,' -~2?', ,f:'t:,~,;,:tei'.:-,'.g t: :\:i'2:?-t i '~9:46'!:i'~:;i ,?~-:';::~ ~1io/&-e"4t f\2-t ·41~02s~~2' '13 < 7 N4 max O 5 O 6 O 5 3.919e-4 2 3.?e-2 3 1.336e-6 2 ::::a·?; .Y · .. ·_ :, .":::z:-·,--\_,,.Jnin':i -:·: _, 'o . .-· ,·: :'a~"':::, , ''0>: :: ,; · · ·'a"·--"',¥')),o:fi, _,.,..,, ,,,,~y, 2/·::~ :~ 09:<aB9eia ·xiPI, o:::ezge':1f ·. Jfi w~a:t5"6"<'2· ;d'; 9 NS max O 5 O 6 O 5 O 3 6.272e-2 3 9.922e-5 6 ··\1:oi? it;{~\~·"' :-;}:::,r ;., -: -:-i:nin; :e::.}ro, ,f;,, .. ; :,. ·2-J; /i ?<:i;~O :,:r::-:fat i:\-. .:-0:.::: -.'\;~ :it'·\2::%t ::.@ .. s-1~{3~,: :\f:4t :;,\fli'9M·;,j,_ <'2· f: .. · :l;:,.-.''0P~:({,,,"t;\ tJ~~-".;: 11 N6 max O 5 0 6 0 6 0 3 6.405e-2 3 0 8 :::3 zt:; ~'t~f;:,f~,~t1·,.-J:; ri:titnt~::;, ?<,o:, .:--ii+ ;;;:lfF 1:::g:,t , ,~ ; ,~1J\··: h~;;:;;tlf::'J:.-:: .:> L\~ 2 \:1;% ii.g,i6'1i~ts':.: :~itWi :_:f a1aiit~ i:6~ itl§'2:2~-:.-'8, If('3X:' 13 N7 max O 5 0 4 0 6 -8. 762e-5 8 3.655e-2 3 1.026e-2 3 ·,;\1.4i) 4:tif.:::;r;,::&:t.< ·_J;, i:i:Wlm} rtt,;:trf,~-:r j;it:{ .,,, ·:l., .. o.· " " · tla;.;. :;,;\7>::dti:!}··/r: ~{2'. '.ti ~§Jasai;s· tta:>} £A~sa~:.a~ ;'.:~~~ :;4t§'s_1:eis;1 ¾a-~1 15 NS max O 5 O 4 O 6 -6.138e-5 5 3.?e-2 3 1.025e-2 3 • :, 1'Et~ :t~0A· :fo,}}1~::~:,:: , j:ffir,} r_;i;?f'!Oi ,:j; f,\8~~;: ~,~1iio:•\:i~": ',_5:' · . _,:'-?0:l'< • :::I r/~{;;i·' ~~ Pa:s''S"Ef,,'g\ ~?if::; ;;5\41~H!f5{ '&a~~ 'i2~2S'l'ei5~ ;~? 17 N9 max O 3 0 4 0 5 7.738e-6 5 4.069e-2 3 5.175e-4 3 ::_\ff!~ · 1titt"l t-?~r~. f/4:: :t;: ·!tntfr: : .-.. ". ,)tt ,,,r:::::. ,:!2;:· , i~:i'.i'Q;~½:iW }i5:-: ~t1tr,,01~t::>, :~21\:t 1;9:'e~f:ftl{, :: ~,; ~3-J)@'5e~~f-'-:;2,;::_ ::m~R4ftitf 'ttf~ 19 N10 max O 3 0 4 O 8 -3.835e-5 8 4.107e-2 3 5.109e-4 3 "' 20'1 <: · ,, 'N{),j '0}-::{~'· ' :ff!th' ?: ·:··';'Q, · : • ,, .. ,_.3&1: ?~:·:·'~t::~· ,? ';t8'' . ~-'.; (d'~v;::) rxfs_f''''_/,49 :t§·:~f-re·~& ~~;4f; ':J;1'.tl'2'eM:, · :'8';~ '::'s'!22's7e~~ ;~'_4-_ .. ~1. f~'i~--,J'P1,":2,;:,• IT,I~)( ·"~~-~~,14,.,,,, _3_ ''•' -~·9?, ,,, .:4.,' '_._0.91 ___ '''0 --~ 'f '1'.§~~1~'' 5, ,~:1._~7~~:? .,_3,"~~:_1_~1~ I '; -::-2; . '""-, ·. ,, '!nfn .. -"" ·-.:;o,· ,,' ;, ;2~' :::·: ·,'0:",,.' ... :. ,"'!2", ,"";;:·005:_"'}''' ,::2' :·_'.,: .. 4,'Q"z -V ·.st,,<4 ·.,':,, ·:6i7£e4:·. ;5,,:' "G,:1,,, · · :,, 23 N12 max 4.515 3 1.05 4 -.001 6 -7.667e-5 8 1.388e-3 3 3.726e-6 2 ::p.a · · ,.,: :·~'?:'. :~-"Y. ·J:n1h· · -, bt ,,,.. "e::::·. ·· ','J-,. --, ·_ ·. '2 -· -Y,.J)ot:·:.,:; ···.,3'.·-~ ·.:;.1iro26e'Jf -,··,,r·,,,;s ·00111M; ·;z~:: · s,1b9'e,,,f .,,.3~A 25 N13 max 4.868 3 1.05 4 -.004 5 -1.752e-4 8 1.702e-2 3 2.183e-5 6 ;{26 :-t,,:, tf½· :';1i.:. t-miiii. "< ':,:.g;;;\':: \@! .' ·_:c:t:r: :-: , 1 '·2:: r\~.::;(f1:tt;;\:F/-'l2~.: _,: ,~1:sg§~4t::·-z~;'44~74e:,,afr.:'6,-,,;J~::026°Ef.:2;:(3··::· 27 N14 max 4.868 3 1.05 4 -.004 5 -1.23e-4 5 1.612e-2 3 1.336e-6 2 i:_,:2a:'::· .-;-;,>:,· :J.:: :fain: :.,:,,Jro?~ ,.::: , ·.2,:::/ ~::1-10;::';:t:S.? ;?2\-·.;,-')l>±iO~s~,y;,;::1\:~:; :i ,:.,,1;-as9t~~>2::'\:~t:5·t,a~i44 r:'2~r1}1.t02ie~2·,,;,3 .. , 29 N15 max 7.106 3 1.05 4 0 5 0 2 6.038e-3 3 9.922e-5 6 ,.,;-so·, -% :' ;:;.Jr ;.}f?f,./· ;m1Aff :·: ·· .~tl ·: ;.)' J~f '-~~f.-:;0;/: t::; .; r::s;i+"'::?+f02Ild :'.\i::2it, ;.:ii~tb413~:.m~ · '.-f4·ti ;:3;_o/63e~:.: r-'6''.ff :.:::\%D/tr.: tt2% 31 N16 max 7.106 3 1.05 4 -.005 6 0 8 3.772e-3 5 0 8 -, §2,, 1;,: .:/.::~\ ': .. ;t,-"2 tmln . ··_: ·-:.:,o'-;; \i~\ .i 2-,; .. fi:::/5:e'·;;A: :: ,,t~? }:J;,~-;02~"''.Zs~\~I .:2.-:J*,: ~23Jl&e4V' ~4J ½3!G<D6gf,;j: ;,;ti .. ~§Ji2,2~g§it?6:f • . -~~'--'~.t·: .:-~-~;,;,~s~, · :·~Mi:-... 4.·-~?_8 J5-/~X'-''~\~6:, __ .. ,,~-,-7~:s;,,·,~-~g;,._;2:"~-,, ,~:,~~~:-i'·',~:/'h~8¥~£i-·-;:~---J~~,~ 35 N18 max 4.868 3 1.05 4 -.003 6 7.839e-4 2 1.612e-2 3 1.025e-2 3 : s6: :-,>'· . .-· ·:>:<_·,. >ri,,fr. .: ·, ~db: _. .. · .·2 ·, <"i-:.:o_;;e:,, ··~:'B'_ · ,,-:-;:c'.l'it:'J''~:~·:0,'.~: .. :, '6~s9'7eJ,;: 6-~·: ::Eft£fi:e·4,, :~v >z,.2J.+e':s· >ht.: 37 N19 max 4.514 3 1.05 4 .001 5 2.287e-4 2 2.137e-3 3 5.175e-4 3 ::@·a, •. -.:ft,i};'_},':z~::::?:::-::mr,1:';:_:,,·J0it::?V2"·1\(Y.:!~O.·:-\\\:'t'jf~::t:f-:.'00s-.::t£ir·:2.-_,:,'..,ftfi4'e'~J.1~,,-$:;lJ2:2-5g~:;;a.:l?fsL:,1i::-23~e:J3;t~a':-: RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page4 • • • Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Envelope Joint Displacements (Continued) Nov 28, 2011 2:37 PM Checked By: Joint X finl LC~ Y finl LC z finl I f' X Rntation . 1 " Y Ro+<>+ion I C Z Rotation LC 39 N20 max 4.515 3 1.05 4 -.002 8 2.287e-4 2 1.388e-3 3 5.109e-4 3 :. :ao'J*>,tt" tJtsc· ,; :;mitr ,,_:\· <:-J:L: ;~ /:' 2 ;a' j.Al~-.:tf/::·:;: i -:::s <: '.f 1 ;ftio7'.· , ~. jt ·a?.:7 it :.79'.'.4'A'~,.f i;5 . :::.e1Ml'f:e~),t ~:2"? 1 :;3~222e';:4:s t,~rr 41 N21 max 4.815 3 1.092 4 .001 5 4.95e-4 3 2.132e-3 3 1.526e-3 6 t:a-2:;~ :~ >·: · ·· __ : ,~ · -.;:';;rtt,n~ ':,_ 'iJZo ::·, ·:. ··:a .. '"' t:::ii );i;'i:·:-: ''.'.:s< :::~tocilt<::.: '?,~t2< Jf; ~@T261\~M :'::ir"' :~2Ja2;;t:~~~ \:~.:J tn1~0:9.te~1: :;;s;.:1 43 N22 max 4.814 3 1.092 4 -.001 6 6.534e-5 2 2.394e-3 3 5.453e-4 2 ~A.a::·····,:::·:·'(">.::· :·,'i:nrn~ :~v·:·,::o,.f,. ·.2:: .,·:.,002 __ . :.,;3;:_ .'f.'..J1o"iJ};;_ ::;3~~:: :,A;354'.e4~l3:~. ·,.:5}ie:g~: .. '"6.,·~l01He?2 ·,tf; 45 N23 6825 3 1.092 4 -.004 5 2.389e-4 2 1.596e-2 3 -1.859e-4 8 ·. '.4t::z -; ,,7".. ";? ~ .. :'";\ .·:· , 115-t:<c"' .;a ·. ,. .. ,._:·'wi .. · · .\' >arir~:,~rofa , : ... : ·::22 ·~·:r. :.:37:sa~e/4".: B.;: ;rB43a§! :]3 ·) A>0a:1 gfi; :}·~r· 47 N24 max 6.711 3 1.092 4 -.004 5 2.389e-4 2 1.499e-2 3 1.291e-3 2 i~aY, 1-; J:1,ft-::;:J2::t::jt·:: t:hih.· -x~r0§'1:t \ ";,z:: tit:oaf:' ·;: .. : · ;'3/ .. ·:tto:fBitl ~ff;lJ:2·-;; ½:, ;;3:sst~~-iU(f:1 ~ai1:9set~r :!·2·.:' ,;1~'9s1 ·e;~i ic~z'if 49 N25 max 7.958 3 1.091 4 o 5 0 2 7.613e-3 3 0 8 >B(f}I;.:~,:·,,·:• ?,:,,.•,W}T , .'inin <••;···,.;g,!l):,f''·.·· '.'.3::; l .,v5·,, .,.,, .;·2,~2:';,;;\{)2(1;';:?·:",.."t.2•:'"'-i· 1:'3'54fre\i.\f ':4}; ;'':::f!65~ffl\<;/6°Tl?,405Cffe' (i:(;·· 51 N26 max 7.64 3 1.091 4 -.005 6 O 8 5.315e-3 5 7.405e-4 4 };2 ,; ~;,c:l;,1: 'ii:.''..i'C , : tnin~ ·,,;£~R4;i -·~:9_;;,_:f.\ , . .O. •. , ;Mht ,, ,,,/n11,:ds .. '.{@.• ·>·. ,,,'$)14-Se~, });p:/ ;:tJ~ljihj~• '.122~ ,. , < \tkt::,S. >::;t,, 53 N27 max 6.825 3 1.091 4 -.004 6 7.63e-5 5 1.596e-2 3 2.081e-2 3 r~~fs 'i \,J. tMi11~\f~·,:, .. :iriin~· :u:.: ,ifijiJ¥t%\t,: ~Jff'!, ff '.t¾)oo1 ··k 1 ·,tr: ':~:i;0a:ot,l Jl:2.a,(~) ::-~J6'~~t4[~'~i:4, ~ . f,:tW4'l~:t ~::tlJ :·4·:;aoa~¥5~ "/;'.Et~ 55 N28 max 6.711 3 1.091 4 -.004 6 -1.4e-5 8 1.499e-2 3 1.951e-2 3 ''i-5$/: '.:}isr?.\::-;,;:.; './0i';, intri . ,:,_;;:::·~;f1/i'l .1 ?4'Y t~t~;\:tr·::~iJ'.i t/jY ·: ':<$.!0~6:~~t\Y;\iir:.:·?;-:(4!J36e~.:1Ri ,t::ir ;4 ;;,9i4'Mfe~;;:~:. :, ;.'.1'f)£9:'.Pe~3 it~If 57 N29 max 4.815 3 1.092 4 .001 5 -8.467e-6 8 2.132e-3 3 1.091e-2 3 ·:s•a: ;.'):>·.·_·'.".···;:\ ... 1n,n··• : .. ·<:o;:·:~\Atf -":,; .. :01r2,:;:,~ ~::a::: .. ~,a0s. :r·L;/':'2. :r .:Jr;g_se.J::: ~:sJ~27s2'41¥t0::.-:e· ... ?§f:laJe:;tr:.~a:¼:: 59 N30 max 4.814 3 1.092 4 -.002 8 4.354e-4 3 2.394e-3 3 1.013e-2 3 ::t'Bet ·.: ?2'.:<·t:·;r::1~Jt·"·· :miri: ,-,~:itcf:r;:::;•: i2"::1s:'~ :;ijt.,:(;t :i·21,:, ;;;:.:,.noa-: "' 1>/ s>-R;-;31Nf:B~~ ; '~f.··: ,:f)te'R'~e':Yt? ts·:· ,i1iJaa2'e:'3'i .:1:ltt'l ... ,.~1 ,.-f,,·.,-~~L" ... _m~x .. j:§.~.., 1 .} .•.• ,.,. .. tQ5, , 4. . -. Q ...... ,,, ..... ? .... , '1:.~.4,9~~::~~ 9 .. §.W.e.:~ .... }. ~7JH!i~-~ . § ... ~-62 Vhdt.~:·,:>1,,)C}\; .:m1m;'./:-/O'»•/. ',->4\:·,·,,\,x(}; ·.,:, .. > .:2: .. <>,0.11::,;,/':' '-'2:,1: __ 'a:s32e.:.5~1:, .. ~1-:4e4~'' \.6 'f'2'84i7e::-:'.:$ <; 63 N32 max 4.58 3 1.05 4 -.004 8 7.212e-5 3 8.754e-3 3 8.528e-5 4 ~4:;: c:~ ':':J.:~i:<.:::-;:0,.:tG >miiif.~ t:fi:o\<\: :-'ff: ·, ·,.::. :: i"O'.:{?;;:: 'J;2:,;;-f-!;~~:i0'1i1.\:' \'.o. J:\!:t~~~-. .,i~ .:_j;:a2:,,e;GR fitt1;; i:~6'J7:9e\'4t'.~ ~2::' l2i:84°4eIB: \!?@L 65 N33 max 5.543 3 1.05 4 -.02 5 -2.564e-4 6 1.427e-2 3 8.497e-7 2 :'~6'-:t i::"'.i:?}:·:. '.:il?t?~;; :'mfrf:: ·;o-.r,r:J \\i ?::ei'.: ~G::Z::·:'J<jY ~::,J, \Q?1 ::\ft:tti'sa:,,;j} ~1~m2:g~.:-i~ta'st¥i~@, s2:J ,;2,;{1.s'ejf gfi{l ~-1~635~?2! taf 67 N34 max 5.543 3 1.05 4 -.019 5 -2~ 6 1.293e-2 3 7.506e-6 6 :{i£5a;,t './'!ff ·:'.?tl>i;;f,t:\ 'mfor :: ,: . .'t(L"i>tf; ,:~( .'.:~(· .o\r:,~; ':>'2~i ~-:.J;i::rH:r~f· .:: :r:-,:2:; .. t~ ~~\~ ;1'Q''\J#\1f-B2~~s .. t t2::,. if[tiS'5''e'42srtsts 69 N35 max 6.896 3 1.05 4 -.014 5 -3.096e-4 6 8.783e-3 3 ~ r.:,;ro'i,: ~·~W:ii/;r,.; .. :, ,,J:,/ i1t1ln . ;\~;':~Xo/t\:: ~,~:;j i.'.:'i:,te:r:\,:ir: <;e,,,; /:d+!ota:,: ::. '::.?:2ttt¥friM:Etie:'. ~e:,) .,:s:4o'9a~J ,Mir·,~ 71 N36 max 6.896 3 1.05 4 -.019 8 -2.669e-4 5 6.553e-3 3 8.583e-3 3 .L/1?;.': '::'''/ 'Y''Y' ,\{?,' · :mln··, '\ '~'?tti ':"; >;> • :21$, ,:.:;>:;n ''??:;' •,, tn ''.d·; 'o'/1:f, ,'' ;': · ~12:-'..: :z< ::'1:¾tl~hY2; >!'22' t2· 44:4;s~•:e:·'2· ·' ;s·;g05gY7:: >;2s:; 73 N37 max 4.58 3 1.05 4 O 5 4.932e-5 3 9.578e-3 3 2.847e-3 3 ,'J14:~.,'.-'J,.•".,, '.·.:/::.:-,rnm'• ::,':'.: ::o ....... /,'"2.· :r::: 0'Y .. ,,-.·8X.>'L.01'1. "'· 'Y,¥X~,,:)·2:t55rl.4e45'.'1.3 '1,Jo:tsef.i-4 .. '"8.'., i,"8i34~~dF':.s\ "~~ .. >lJ NJ,~ .. 6 ..... ~ax , .. 4,58 ,.1 ·· .\g? .... <~··. :j~~··· ... ,.§ .. ~. A-~J.~i!;},, ... 3-. .. l:8-4.4~::~,.}, .. w ·,: ,,,. ·.· ,-_.;,:··: ·mirf .· ~ -::o ., :; . ; . :·,.,,"' • ,.,.,., ,,·/: ., ;;:.:: ~ ,i;", :.->:'2.K~·;-s<,:.:.n · 4 :··2;~:;1;:ect'se::e;,;··2;;:· 77 N39 max 6.318 3 1.05 4 -.025 6 1.455e-4 4 1.153e-2 3 8.211e-6 6 /J,;ff i, ·:i'\·: ./1.t i :'.ffilrt~ .. ,t f1,,ii),;;'.l., > 4:. ,}.;,~,.@::;; t:, ;-::';2;,tt:,/f:;r:i~4iitlt::rf,2%·:f? ier2::faei?.6;:~W!f". J3:~s:t.~£.'51 ~t,-.~~~ifL49'.1-e~2,;;-_3,, 79 N40 max 6.318 3 1.05 4 -.025 6 1.455e-4 4 9.742e-3 3 1.104e-7 2 ,;afY:-:i<, ,.,. :: :,;, ... , .. : .. · \. · · fain\ VitiZo?; ,\ii,\ "J~f :tfJ?:(f:t. ;:. ;.,, l s2>:, '., · ,~:tM.:·~i-, /4t~t · ~1.: !l\:Ot3".4t>'t5: t"t)/ b1~;as~e4~\~i2· ; ,;1M.g'iJ·e-.:2: :. ,.3,: 81 N41 max 6.318 3, 1.05 4 -.026 5 3.828e-5 6 1.153e-2 3 1.491e-2 3 Xt32': ··: •J •:/ fl' Ytn-,::m:. •· mti:t. ·:· /~11@' . ,.::,:.: : ·~';·; :;::,/:'3GJl~t >,8' ·. ; i ,{1'24· . x. "' :_:;iJ{~ :i~'ifJf49~£4i )!j_t~ tf tr~ f,'eM'. (Hi ': :·?0!0fi\t} <''.::'a"ZI' 83 N42 max 6.318 3 1.05 4 -.028 5 3.828e-5 6 9.742e-3 3 1.491e-2 3 ;.84 :,:·:,>;_::·\;,:· ,).,·' · lTiiriI ~·.,·: ?ii •'• · , '6 r··~":tt· ,' L. · 's,·J' y~24: ' '';t~i:1 1:~ :::a i:i)ii'.9e#f':'2:: ~f;882c'i3' ;1:2···, ';.,>f:f1t3eY!:L 4~· 85 N43 max 6.896 3 1.05 4 -.013 6 1.408e-3 2 8.783e-3 3 -5.708e-8 8 /sB ., :r.; t, :·;;:r .:.: ::;( ffifrlf :.:r: -,:o·?·iv:: .: ,tt; ·. · ;.: ::o\:, .-?: \\t:iJ;,. :. :::'011:r-:.;, t{;a2:J\;,,. 2.;92~Jl;.'?f ;1r:;~t:t-.o .. ;i'~4f' 1~~J zis~sse~t'./ts-:.· 87 N44 max 6.896 3 1.05 4 -.013 6 1.408e-3 2 6.553e-3 3 2.676e-5 4 /;a13;,; t:.:::N:;-: ;: .: t: :o:"f:' .. r rr:tifr' ·:;.:,~tif\' ,;..s:, :.'14:t:'; ;·J<\;Q;)z:~:: -,}2~\~ ;;\;J;;;,07,,a':il; j~.'t'.Q:-:;-J;:i5 i2i6B9~~il'.::'. J;s::1 t2.\44\ii:~~~; -t1,\:,~8:5'83'efffl 1~:~ 89 N45 max 5.543 3 1.05 4 -.018 6 1.387e-3 2 1.427e-2 3 1.635e-2 3 ·'1ro·"1>··· s ·· .. ··::·:'."'~,;.·:'min' ··-.·. -'o ·:.,. ,.·tt;;::s:>o\·':· ,. ··:rr1::,''.~.:~:d'inf ·t·'\2>J:.;n:M:fe: a:: "·'s/:~:.86'1\ .. -4;· :"a\'7.91,3eB··~A'.:~·: 91 N46 max 5.543 3 1.05 4 -.018 6 1.387e-3 2 1.293e-2 3 1.635e-2 3 ·,,92··· .. ::·i · · ·. -· .. ,,·, rri'kr'."'' .. o, ·. · A,,.· -·:er·.>: ;>·,bi:·"· ;,ogs·c.,-: ···;::2···;:'' :f1se~'4f•'3/s ~ '.· :f':22e;3: ''"2'· ;a.'s2it<edL-·,ir· 93 N47 max 4.515 3 1.078 4 -.018 5 2.287e-4 2 0 2 0 6 .. ~e4,:··· :.:.J .. ::.·1\:'..··:f:nln::.\t::.~ir (:,': :-:t::::. r:. ,.rt:,:· ... ai•:'7~~;asI"'·.,;, :,:..M2;··-.... c;1tit-§4e'.;A,.,s;6-.:i:ir,~1-.tseit Ts::,. fi2:-ssseA; ;{g\· 95 N48 max 4.58 3 1.078 4 -.029 6 2.647e-5 4 3.924e-5 3 1.492e-7 3 RISA-3O Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page 5 • Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Envelope Joint Displacements (Continued) Nov 28, 2011 2:37 PM Checked By: Joint X fin] I r. Y finl I r. Z fin] LC X Rotation . LC Y Rotation LC Z Rotation .. LC ·jj(t,;._ /:.'\;.;:: •·'..:'! '·'•'.::;:.;mifr,ii.;,,, ,,. ~::·····" 16' -: " .. Jf~-'?J'.-:.tL: ;,,,~.:2'25·:·.> t .. 22r'··.:~:~"1('Srt'A'ei,.5 ~'.~K1~>0'ff&~., .. (; t/L1:2f:'2·ss§/t::)6'i; 97 N49 max 4.868 3 1.078 4 -.03 6 7.839e-4 2 0 2 0 3 \9s··:,·-::.:·,.:..,,./':<:•-., ·ir:in,6.,·,•;,_,,-;(f-.'?-'51\6J[>ri:tiD\.,i~t,,,g+,.';r\;;;~'.$t;;{tt;:.:.::·:2}~:_;\;6~897efts<i~d3"J%-'.'f;15·g~ets;;>.3f(J2,Kl81e"t:.S;.:: 99 N50 max 5.543 3 1.078 4 -.045 6 1.387 e-3 2 0 6 0 3 '.!:1'6ir \\·:., ... : :, :. :l·i,i-Trriln< /t ,·'.:O,'.:,":-f \'t3"< ~'fi\::;_l}it*·:;./'. :~:s:t,'.{1:i:~302/:i: i?Ji~/2~?:fJ 2\96'9.e~' /-5. ";::5''.:0B7e461 t 3\:1Ji.75El6'E:!t:t' ':fi~i' 101 N51 max 6.318 3 1.078 4 -.054 5 3.828e-5 6 1.533e-5 3 0 3 (f02-i :,ii:/·~' , ~-tJ? ./;; :rntn\ :_;f: :::ct.: i\l fs ,, ::·•.)-:-oi1: i,G,, t:.1rr1 ·.t:.=<s3a, _:,, .· ,,: ',t,~;-;, .. r ilM4·§e-4 t2i1: 11;11~: bi,;··: f ; ~:\ 'J::1tM'4ei7l ts:;~ 103 N52 max 6.896 3 1.078 4 -.044 5 -3.01 e-4 5 4.082e-5 3 0 3 ,!io~'1 }~t; ··· :.~ '>:. :>:,:;,;. >mt~: '~I. .:,o., · •. _;;,: :{t:3\, it'-;'~ie!I ;:.,·; i, ... s:: !2i~}M2it; rJJ;~f1f: ~Ntose1s: ~:~:;:; 'z"t~ot\tJi t:z :: ~1;;,_1:,.,r9~}a ·:-: s:t- 1 os N53 max 7.106 3 1.078 4 -.027 6 o 8 o 4 0 2 s~::1:M, if;_:·1i:s·\::-~¥,i/1"'min'\ '·:2:l~:tr:. ··)--.', '::4,,:,, :i':-':'. ,10:·i "'. ';M~~;j _:-,,.._:£it~:r~,,> · < 'J~·;','( \ -~2;04:e~µ1.; .-;ift't tito:r8e'.;,;t , _;:~ti :i'."_, : ;0\ :/\.i ,;,if:: 107 N54 max 6.896 3 1.078 4 -.04 6 1.408e-3 2 4.082e-5 3 5.217e-8 5 '108·: ;-."/""'':·_,'<,,-.Ss :rrfirf"{'. Y;::U'/''f·_ ··2·-··t"· :CL. :,;"ii-.;· :;t' :-•','',2:92f<, ·'p·;:tr'~·. 2J:l2Se@f'.:-'e-.:'·:},"o'·: ·; .·'-'·ir·<:t';,:';·ff·::'.?'_'3(': 109 N55 max 6.318 3 1.078 4 -.052 6 1.455e-4 4 1.533e-5 3 1.044e-7 5 ·fHj-, _,·t,.· \/ --.. ~':,,"-.mm·:_.:, .. -.:o::· -:;~\.rJA-:'0-::J:0: .·: \: &t:ir\<3'3aA':: :.,~~-:,;,":, .. _· d>i'J02"'.:-s: ,a-··, ·,.~.::::o-:;s;:,ii. ;,;13;,, ... ( ~0 ·t:;-:, ·,·a> 111 N56 max 5.543 3 1.078 4 -.046 5 -2.564 6 0 4 1.565e-7 5 ·.:1 1~:" ? .. ~:-~ ·::rr .. ·:}~:·f: ... J :c:miif .:~ ;,::::cfl;-:t /2,t ;t;;;:t:(@'.' .: .. ''i: : :~;,_\ 1::~::'.;~;:a@2t~%t·I;zi}'l·: ~fl38l -2"''· '~5,0'37.effa; .''.Zt ': -\'.'.'~(t)ift~t ,_;;.3i; 113 N57 max 4.868 3 1.078 4 -.031 5 -1.577e-4 5 0 8 2.087e-7 5 '.'1-hk ;J,. . ''.~ 0:/'.' .nmin, /./ .'.{).' <·· ·,·: · ·:2): . ·,,: ·,,:o> .. ·'· ''··. :t.: : -· .?£.23-n:.. >· st:':2.-··'.:t j7 839e1;¢ .-2 , : A]:i91&6,. X :. ·,. ?~o.S:'.r/ 3 . :~-1~~}!.::-::: ~},::,?;,,.-,.~ft11:·r·. 1i;~.'.-!i::r ::'.i1? ~/ }:2ii~r,,:\,j .. :::~;~i~J~J-fiii t,\(~.'i.'.t:iJ \ ?,i : jl?o'it:~, ;::i::: Jt~ii~i~r~i 117 N59 max 4.515 3 1.078 4 -.015 6 --5 0 6 2.558e-4 3 ;;.f1',8:. z : ... i /.J.4_:;;,k?.',~.j 1tntr.ii, . · :.: ':\{}fr.,/::;~ >jzi';(/,~ttt1r)1; '-'-t ,::: 2: 1 >:'!>~:CJ§: )t:;{i t?t21.:; •. tf4t~ i)o/,11?!/Blt+if.:: ff3::~1 :1 'f lfr-?:\ G :::·,lt'; • Envelope Joint Reactions Joint X lkl I C Y lkl I r: 7 lkl I r: MY lk-ftl I r: MY lk-ftl I t" M7 lk-ftl I r. 1 N1 max .016 2 .006 2 3.351 2 0 1 0 1 0 1 r; .2";_ ~::-1 tt ::.:. ::,z:::/ :.;~, -rnihS t:..,~:.:to~1-s,:::-:· i,fBti :r_:·4:;~;§"4l~ : ::i. :, t:r.-:1:ieatc: i1rsf :1 ~;;.; ·::.\{:L .lJii r 1' /. ::€1;,clit?,:t ,::f-' , 'Jitftl'-,,tt:': \, f:·: 3 N2 max -.005 6 .006 2 4.912 3 0 1 0 1 0 1 :24'.,/··i'../ <1:., f ,:;2,-;,:s>mm; ·,> +-:58ff::-,',:,·~3i<1:.·::,;A,ti4,;'· .'A,;;n:.'::.\;;,:92-si·;;t ·:06;.<--'·;;.~0:.;.-"'"'"'~ ::r:T, ·, ~~:{hrx·~ ,}fr_,,_ ... , ,:.lt~~ ,. · ;1n 5 N4 ,. max .012 6 .021 2 11.162 2 0 1 0 1 0 1 ~;e's,' .. c,. ·{ · ,··:,-,;-: f/:·" ~rni'n · ., ;'2fis :<, ?5~-" -~"'";,;"w!3·~v; ,_.. ·: E3'<~ ,,., P4ta517 )· -.,-s,,:' '""";>/o?:t'·:x vr.,,; · :?tHdfiZ:>> M:zrr ·. ,,,_ · o'':1<:::; ,.,r·, t;~, :<'::'·_: · :N· 3 ~/,:-: ·).%fux;,,·:·:.-~i1 ~. :.:~.; ':>;i~~>.:· ·,:,~;··.: · ~,.g1!,~~' . .:'.~,'.' _~v<,gcr-:<;, ~Y-~'_t,}·::-::ii,'g.<r_~:-<,J·-:, 9 N6 max -.01 6 0 3 14.112 2 0 1 0 1 0 1 :~·~{(t'.'·. ,;··. ;~:-~;:, ;;l1:.=,. ·'''rriin. ···:~5684'. ,· .. '5 ;:.;·:·:;,~~~A1ti:4':·: -i'.~· ;::; '}(4'i"':. ;,1e::0$.??'''b:"· ',.. :£;if"'.~ ·,,;~J>.o:t·'; .. ,:f: ··Yl'':'Jj_""t':>";· :, v~t7c 11 NS ~ .082 2 0 5 14.112 2 0 1 0 1 0 1 ?1'0:0 ,:f;iS: i/,;}: ;-'i:f. i :? -,f: :~;8V'1't': ' :: :5 ; · :·_:: ;:IB.4:~T' :'.ift ::':~i°ffi'.68°:ti · ·'.:Is<~:.;};.:;;~?~:;};:; ~:<;fr :::;;i;,,7y(;}'<.' (:\:;, iZ~\;;; \.i;i~l0',tf:i~·,,1 ~{ff,"· 13 N8 max -.003 8 -.003 5 11.162 2 0 1 0 1 0 1 ~ .. ,J,,t) ~)i\:.! ;\tr· ?11/::: .: · mirk ::.::~:2att?:: . ·1it.-: S:tt~, 14Jf:\i f4:;,{ t~1--2-'f.42's-%/1 · :ie: '--' ·!~':.;3:"@,::itl-"" ;:~t11 ,i_ • . .-}-;o ;c::-."'z 1 ,:,it} ;:, .. yr·, t>·tfE\: 1-·::1';r 15 N7 max .024 4 -.005 8 11.162 2 o 1 o 1 0 1 :: 15-<'-7:;;::<:,<,:-··; ;.,:_:1mih··: ·_, __ ·224:;::. ·• ,:S;:.: .-:-:;;:'1)1'1:3: .. :)j>. ~'{"'.2428'.'"'';6 »,<_>·Q'-:·"\ :::a<·:-,x;;·0·sc-:::,·-;1,··_~':, T~o<·.·~_..,,:,1'.:_ 17 N9 max .016 2 0 5 3.351 2 0 1 0 1 0 1 C·;lth' '.>JY:;:;·::·t'·. ,'.:.:.,J} , ... ·miff'. _;:;;::.i/,134,:,:;-:; ·;:.~i;;:-i',i::\jl§4\i/.•.,4?1 '-f:\:~lttif:t1, ··:5~1:'J:.it:.,;tf ;(\-i;:,l:i;:'-~Jf:C-iiit' t.::~'if) ';,:/;.;to/;:::,:: ,;:/£11 19 N10 max -.006 8 -.002 8 4.912 3 0 1 0 1 0 1 i2·GJt.: :t:f.<,:{}i;;:,,,·•:v: · -. · , . · rnfn:'. A\i.sstP?t ,;1ca·:, ,,)· .. ~~tsit.~\J ti4Y: ::?:tff;tt§.t.:, ~,:ar i ;q:; ;i::0':;1,:1rt< rar·. tt: .::: {o,:i:.,~t :,:1 .::i ,f~Hiti:If}i \~f11 21 Totals: max 0 2 0 8 86.278 2 Joint Loads and Enforced Displacements • · Label D D" ec ion No Data to Print ... RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page6 • • • Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Member Area Loads fBLC 1 : Dead) oi J . B 1 N11 N19 Member Area Loads fBLC 2 : Live) I 1 I Joint A Joint B N11 N19 J. C N20 Joint c N20 Member Area Loads (BLC 3 : Out of plane 5 psf) J . Joint P Direction Distribution N12 z A-B RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Nov 28, 2011 2:37 PM Checked By: __ Magnitude[ksfJ -.05 Page 7 • • • Company : KPFF Consulting Engineers Designer : Bryon E. Spicer Job Number Joint Reactions (By Combination) Nov 28, 2011 2:38 PM Checked By: LC Joint 1 <>h,::,I X fkl v fkl z fkl ~AV n<-ftl MY rk-ftl MZ fk-ftl 1 7 N1 .012 .004 2.512 0 0 0 ':;:2:-.:,;:· :1. ,;: .,.,.,~ ··:·X-:;;7f; ·N2,::'""· .. ·>~ {-.1<.:·.··'..~ dl2 '.·::-<:· "·k·',·::oo<Jf:{-;1·:·1'::': ·.:.<&'Jsf:F:"~'::;;·~·.,,,.--"b'.:t:·;;-'":· .. ·:<··v;·:·'.'O"';:;. /: ·<~-:··,.. "'~Ci'1-' ~-";" 3 7 N4 -.014 .015 7.771 O O 0 /;~4'J:>: (:t:t:.-:-.J,.>::;::,,, :-,//J(fg·/;,~-' t:\··f0 './-;-';1:t01-i . .c.>,,:, ·l· : .::-fJ0~1s'i :;;\-g ·?f <'ttI7/7..L:,~;;: ;,;_\'.·fi1-.:'./·'.-:.:::1r tt\t~~:i.o'. '.'":':::l,:, J.:i-,;;;1?0:~/i' ... i6~ 5 7 N6 -.054 0 9.784 0 0 0 --~'\6'.~/li:;/fis, -·:, ·.·:?,· :r :: .Ji;l1tt>t\·::·:·, .:: ... , --:\Z{i:6~4};,:;-~J<' ?f'c:tJ ', .. ,::f .i{f-,gict7Mtt,:::i >·.,~/ff!:(f~{\'.:?~:-~;:.,::·:k~@ifjftf';":-:?:iX0(:~;>-iJx 7 7 NB -.014 -.015 7.771 0 0 0 ,: }k .. {f1'·-:'·,:r>ie.>': ·f<; JSJ;i'''• ·: \.s;{'.i::, ,'j-:/-;-i]0,14',,,::;~;,-·E?J:/(;)'1,5: ,~<-k:, ,,j~·::z::fitff~'/;,· .. ~:-;, {(),Q,'.~{\?:} t'3i::'g~;)::,J1i::' >-IS~Oii·{\J:?i 9 7 N9 .012 -.004 2.512 0 0 0 '.'.}1:Qf · ti .;,T; .. ,; ,:/,,;:<':< ".f :t).1:i) · '.'.:·f :;,;;,: :'.' ·: , ':,:-.hj:1 '..,:?/ .::;;:r\.;;dr@ll.b'~ ·' i'.i'~}e':-5'.ttf::i¥i ;'.'.}_';'{'.( dfft::.>{ , 1\<1st;,;-, li ))';:\Jt: {i\~?t,\:;;,'.'Q".:'.·-'.·~;:·IJ 11 7 Totals: 0 0 60.698 Jo lt,-v ' f {., ~ '1000 f !i [~:~ft{-,' r-, _, tJ.,:~i¥b_ <;-t lp~ Jr¼v,k *-\Jrt A']Lour Aj}1..{(J ) l N llfw<L; -~ i .'' tikt.F 1.P re it> I '5 1t-t(J RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page 8 Load-Carrying Capacity Concrete Slabs-On-Grade Subject To Concentrated Loads By Victor D. Azzi, Ph.D., P.E, and Rttlph H. Laird Employing an Elastoplastic Model For generations, structural engineers, and those who review their work, have been concerned that there was a lack of understanding of how concrete slabs-on- grade (SOG) behave, particularly under the effects of discrete concentrated loads. This has led to results that in m cases have been unrealistic conservative in their applica insufficient information, so speculated abo te slab- beha: · or, inc' non Earl Ringo such as sequen ve been o orkdone standar practice. Standards b ACI also essed the des~· gn · o grade, and Face and Al-N ~ d ped a finite-element basis for t e design of SOG. More recently, a definitive research paper by Shentu, Jiang, and Hsu has brought about some rigorous focus to the problem, and their analytical and confirming testing results have allowed a better understanding of the behavior and design of SOG. And even more recently, Higgins has introduced the Shentu method as an-approach to a practical design method for slabs-on- grade. The significance of this work is further demonstrated by the City of Los Angeles issuing an Information Bulletin stating that this approach, among others, is an ''.Acceptable Design and Analysis Method for Use of Slabs-on-Grade as Foundation." The approach developed here is further cited as an acceptable design ind analysis method in a recent Guidance Document, FEMA 460, by the Building Seismic Safety Council of the Federal Emergency Management Agency, which is focused on issues related to seismic behavior of industrial steel storage racks. The evolution of SOG design behavjoh\has allowed desig anf\f,b.~fding offi · ve a bet G:t<Jaerstanding of, fidence in the 1 s of SOG subje loads. In earlier years, the determination of the allowable concentrated load applied to an existing concrete floor slab system was solved according to the linear elasti~$J-eory of Westergaard. The elastic ' ls cor- rect as-long as the load is when the ultimate load-carr required,~-lastic be crete shou1, The more Nasraindf ereisasu lts produc y 'n ACI when elastoplastic Floor sla on grade can carry t additional load after the onset cracking, and it is necessary to take advant e of this additional load- carrving , in d~ign procedures for centers w e free-·.r rk platf~rms ,9r ~epglTh, Gte , ctu~es.d · · d · l . e inconststency In estgntng ex, ustve y . carrying sto al\ l'l th; elastic range is apparent. Most d equipment oads on uapor evels,i , • bl' 11' knowledge the engtneermg pu tea ons ac s.e large con<_:entr~~d\fo 4ct existence of shrinkage cracks in concrete discrete locattorrs' on ~ rehouse . fl ,.,,. di· <lure based on • ,i. f r oors. J.O use a es gn proce , ~oor ?n w 1eh e~.,.r.ll:"platforms have the analytical model of a floor presumed ee to be uncracked, for a floor slab known h ntu and his colleagues, to be cracked, is inappropriate. The long- a ~parison of their analytt'cal standing use of design methods that predictions and test results, has demon-presumeacrack-freeslab,whilesimplifying strated that the load-carrying capacity, as the analytical model, has encouraged the well as settlement behavior, can be well use of methods that produce results that predicted with good results. On that may not be applicable for the design of a basis, Shentu proceeded to develop a realistic floor slab-on-grade. The design "Simplified Analytical Method" that table presented later in this article is is the basis for this article. With this based on research results employing method, and the resulting equations an elastoplastic model of concrete presented in that paper, the determina-structural behavior. tion of the load-carrying capacity of a SOG is found to be simple, practical, and reliable. Extensive investigations conducted by; and ·on behalf of, the Storage Equipment Manufacturers Association (SMA) have, for several years, been directed to develop an acceptable and reliable design method for floor slabs on grade. This article is intended to summarize their findings. Included here is a brief description of the design parameters for subgrade properties, concrete tensile properties, a.11d the concept of the radius of relative stiffness and its relevance to this problem. Also included is a representative design table, summarizing recommendations resulting from this work for an example six-inch slab. Analysis The design of a floor slab-on-grade in- volves the interaction of a concrete slab and a soil support system. The concrete is a material considered to be heteroge- neous and statistically isotropic, becom- ing orthotropic with the developme?t of micro-cracks. Concrete strength 1n compression is significantly greater than its strength in tension. Micro-cracks may form in the concrete even before load- ing. The soil system, in general, is also heterogeneous; its characteristics and mechanical properties may vary within a wide range. In addition to the concrete slab thickness, the following two properties are critical to the design of a floor slab- on-grade: subgmde strength and concrete tensile strength. STRUCTURE magazine • April 2008 • • • Table I: 6-inch lab, 50pci 52 inch 3000 4000 lOOpci 44 inch 3000 4000 200 pd 37inch Soil-bearing capacity, soil compressibility. and modulus of subgrade reaction are properties of the soil system that require understanding. Soil-bettring cttpttcity is measure of soil shear failure. This value determined· by using vari dardize roil tests. Soil compressi long-term sett nt in This valu · ally det e • soil, the d the moisture con- odulus o bgrade reacti it is the pressure in psi per rmation. The procedure for deter- mining k, is outlined in ASTM D 1.196. For the general relationship between the soil classifications and the modulus of subgrade reaction, see their depiction in Figure 3.3.5 of ACI R-92. Essentially, soils that have high compressibility and low subgrade strength will have a design k, value of about 50 pd. Natural soils of higher subgrade strength have a design k, value of about 200 pci. The tensile strength of concrete is usually determined by using the split cylinder test in accordance with ASTM C 496. The tensile strength is a more variable property than the compressive strength; it is about 10 to 15 percent of the compressive strength. The tensile strength is between 6(~')0.S and 7(£:' )O.S for normal stone concrete. -The tensile strength in flel{ure is the modulus of rupture (ASTM C 78). The modulus of rupture is generally accepted as 7.5(fc')6·5 for normal concrete. The magnitude of the compressive strength for concrete is generally available for use by the design engineer. The values presented in Table 1 are for unre- inforced concrete slabs of six-inch thickness. The tabulated values represent the results for the determination of the allov.rable load- 36 37 41 43 41 44 48 50 52 . 56 38 39 44 45 46 48 @; 52 ius of three times the radius of tiffness. The radius of relative sci ess, b, is expressed as the fourth root of the resu d by dividing the concrete p~ b7the modulus of subgrade Ii? r\tlO~ ows: \ t b = [Ecd3/(12 (1-µ1) kJ]0.2$ d~ where . .7~tk.4R1/EJ104+3.60] ft'{3)]0.S (Equation 2) P" = nominal load-carrying capacity of the slab on grade, in pounds. P._ = allowable load-carrying capacity of the slab on grade, in pounds. k. = modulus of subgrade reaction, in pd. R1 = one-half the width or diameter of the column base plate, in inches. :g, = modulus of elasticity of concrete, in psi. f( = tensile strength in flexure of concrete, in psi. d = slab thickness, in inches. PS= factor of safety. here taken as 3.0. f3 = load reduction factor, 1.0 for d < 7.0 inches; 0.85 ford :i:-7.0 inches. In the analysis on which this article is based, tables were developed for _slab thicknesses from four to eight inches; however, the loads for the seven-inch and eight-inch thick floor slabs were reduced by fifteen percent, using a load-reduction factor, {3, to compensate for apparent deviation of the results of Equation 1 from the finite-element results presented in the Shentu paper. The earlier work of Packard (12), Pickett and Ray (13) and, more recently, by Spears and Panarese (14), and further detailed in ACI 360R-92 (4), treated the area of influence of a single concentrated load. The slab analyzed (Equation 3) where . b = radius of relative stiffness, in inches. Ee = modulus of elasticity of concrete, taken here as 4,000,000 psi. d = slab thickness, in inches. µ = Poissons ratio, taken here as 0.15. k. = modulus of subgrade reaction, in pci. Additionally, the table shows a value, in inches, which represents a distance of 1.5 times the radius of relative curvature for the slab/soil system. From a practical point of view, the radius of relative stiffness is used to determine the distance from the point of an applied concentrated load to a point where the load has virtually no effect on the slab stress. A load that is within a distance of L 5 times the radius of relative stiffness from another load may have an influence on the slab stresses. Essentially, the loads shown in Table 1 assume that the load under consideration is the only load within the distance shown on that Table. Factor of Safety The primary focus of this article is the anal~s and design of concrete floor slabs-on-grade, in warehouses or industrial-type buildings, on which free-stmding work platforms or mezzanine structures are built. Thesestructures are normally designed for heavy storage floor or deck loads of 125 psf or more. Further, these free-standing structures are independent of the building structure and, therefore, the floor slabs are outside the scope of ACI 318 .. STRUCTURE magazine • ,April 2008 • • • Table I: 4-inch Slab 50 pci 39 inch 100 pci 33 inch 200 pci 27inch 100 pci 38 inch 200pci 32 inch Table 4: 7-inch Slab 50 pci 59inch 100 pci 49 inch 200 pci 42 inch When selecting a factor of safety (FS), the following factors should be considered: a) Will the design load be applied to the entire deck surface simultaneously? The likelihood of the design load being applied over the entire deck surface may be unlikely. b) Will any slab failure lead to a catastrophic result? c) Will excessive settlement under load cause problems of function or inconvenience, e.g., will windows break, will doors stick, 3000 16 17 4000 19 19 3000 19 19 4000 21 22 3000 23 25 4000 27 29 50 56 4000 60 65 3000 41 43 4000 48 49 3000 48 50 4000 55 58 3000 60 65 4000 69 75 will stored goods become unstable or dislodged, and will roofu leak due to the floor-slab settlement? d) Will slab failure lead to costly repair? Good engineering judgment should be exercised in the selection of any factor of safety. The tables developed in this study, such as the example presented here, in general use a factor of safety of three versus the predicted nominal load, P,,, ofEquation (1). While this is considered to be very conservative, a factor STRUCTURE magazine • April 2008 17 17 20 20 20 21 24 /::,, 23 -~-t·; 27 31 46 48 52 55 60 65 70 75 44 51 52 53 55 61 63 70 75 80 86 of three was chosen, pending any · further research results on the effects of control joints and the effects of other possibly-neighboring loads on the overall behavior and load- carrying capacity of the floor-slab system. Further, as stated earlier, the loads for seven- inch and eight-inch thick floor slabs have been reduced by approximately fifteen percent to compensate for the apparent deviation of the results of Equation 1 from the finite-element results presented in the Shentu paper.• • • I / / • (1) (2) (3) Table 5: 8-inch Slab 50pci 65 inch 3000 55 56 57 59 4000 62 64 66 68 lO0pci 55 inch 3000 62 65 69 72 4000 72 75 79 83 200pci 46 inch 91 97 · :vements of Airfie d," Transacti 113(2340), pp. 425-444, n or Slabs on ride, Second Edi-ti6n,\ber ~en Group,Addison, Illinois, 1996. ce of Slabs-on-Grade {9r iri':rnifus);Ey,;t,. Journal of the American Concrete Institute, pp. ommittee R 4 ~ Construction," ACI 3 ~~!mittee Report 302, 1989. e olumn Load L' Company Report on Research conducted for the Storage Equipment Manufactur ctauon, aterial H , atch•l 93. asra, M .. -, d M., "Material! te Element Analysis ofTrusses and Slabs-on-Grade Problems," Doctoral Dissertation, ominionlJ'niversity, Norfoll Vi , ·a,"1992 tu, Longmei, DahuaJiang, an~heng-Tzu Thomas Hsu, "Load-CarryingCapacityfor Concrete Slabs on Grade," Journal of Structural neering, ASCE, pp. 9H03,January 1997. (9) Higgins, Peter S., "Industrial Building Slabs on Grade -Strength Design, Serviceability Considerations," SFA.OSC Slabs on Grade Design Seminar, November 2003. (10) City of Los Angeles, ''.Acceptable Design and Anal~s Methods for Use of Slabs-on-Grade as Foundations," Department of Building and · Safety; Information Bulletin/ Publk-Building Code, Reference LA.MC.91.1806, Document No. P/ BC 2002-100, effective May 10, 2004. (A) ~2_-,-_3;:..___:4;........_;.5____;6::.....,:7~8_9~10:.,_ __ 1~5__:~2~0--=:;.-,:--+-.-,--,--,--, (B)·i-:O:__:-i::::.,__--J+:__:_:+:---l----l=+:4-!---!-.:::~__:~___;+-++=-if---"-f~..:+-+--i-+t-+-t (11) "Seismic Considerations for Steel Storage Racks Located in Areas Accessible to the Public," Building Seismic Saferv Council, Federal -, (C) 5 450 50.0 . 50; 6 0 Emergency Management Agency, -?---=i~-f+-____:~--!--f-t-=+---l---++::__-=-:µ,:..____::,t-=---l'-i-'-+-'~MC-:---+i-J\--171-t; FEMA 460, September 2005. i (12) Packard, Robert G., Slab Thickness (D) Design for Industrial Concrete Floors on Grade, IS195.01D, Portland Cement Association, Skokie, Illinois, 1976. (13) Pickett, Gerald, and Gordon K. Ray, "Influence Charts for Concrete Pavements," Transactions of the ASCE, Vol. 116, 1951. (14) Spears, Ralph, and William C. Panarese, Concrete F!oor.s on Ground, EB075. 02D, Portland Cement Association, Skokie, Illinois, second edition, 1983; revised 1990. l <rL l ML! OL! SP SU SC! GC! l l SW'! GP GU J:C !ED EN IT ES NAT~RAL DEN~IT\ES ! 1 I I 1 Nore:comparison of sou type to~ pm:iculariyin the''L"and"H"Group~ should generally Ice rradein the IOW1ar @ngeof the soil type. Figure! STRUCTURE magazine • April 2008 Title,Block Line 1 You can changes this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : -None- t 'l:'filijHt6ijtol, PEof~llte¥,;:I?-::-::I_~:-~r~ sr Total Area 11.125 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. -0.3680 in Edge Distances from CG. : +X lxx= lyy= Sxx :-Y Sxx: +Y Syy :-X Syy: +X rxx ryy -X +Y -Y 5.750 in -5.750 in 0.9930 in -4.632 in 20.270 in"4 95.107 in"4 4.376 in"3 20.414 in"3 16.540 in"3 16.540 in"3 1.350 in 2.924 in Title: Job# Dsgnr: Project Desc.: Project Notes : Printed: 28 NOV 2011, 3:14PM i ----------CG G:<,en~~h~-~~~:=G~~;~~--~~~:~~~~1:1~::=;_~Q}=::_:"---l ________________________ _ .-Rect:1 Height= 0.250 in Width= 11.500 in Rotation= 0 decCCW Area= 2.875 in"2 Xcg= 0.000 in lxx= 0.015 in"4 Sxx= 0.120 in"3 Rxx= 0.072in Veg= 0.000 in lyy= 31.685 in"4 Syy= 5.510 in"3 Ryy= 3.320in Rect: 2 Height= 0.250 in Width= 11.500 in Rotation= 0 decCCW Area= 2.875 in"2 Xcg= 0.000 in lxx= 0.Q15in"4 Sxx= 0.120 in"3 Rxx= 0.072in Ycg= 0.250 in lyy= 31.685 in"4 Syy= 5.510 in"3 Ryy= 3.320in -.tect:3 Height= 0.250 in Width= 11.500 in Rotation= 0 decCCW Area= 2.875 in"2 . , Xcg= 0.000 in lxx= 0.015 in"4 Sxx= 0.120 in"3 Rxx= 0.072in Veg= 0.500 in lyy= 31.685 in"4 Syy= 5.510 in"3 Ryy= 3.320in -Rect:4 Height= 5.000 in Width= 0.500 in Rotation= 0 decCCW Area= 2.500 in"2 Xcg= 0.000 in lxx= 5.208 in"4 Sxx= 2.083 in"3 Rxx= 1.443 in Ycg= -2.500 in lyy= 0.052 in"4 Syy= 0.208 in"3 Ryy= 0.144 in 1;HttJJ I \l?> fe61 ~vfUJ6~ fVi>1'. ·-p er~ b ~ ~ c;~ ~ PD,[JL ~~ ( iJ C, G' N 1' e§ ()-. • Title Block Line'1 Title: Job# Dsgnr: Project Desc.: Project Notes : Description : -None- 2-ta~iY~ri~T sEFariiJii:6;;"etlteit': · · :::;;_-_:_-:_·_. :;23:·_;;:_'-''_:_:?',_i_~ __ :~_:.A_,_)?.:·_1_ ,i;,.J-,'l<--.-.,;;,,_}-,.._,.._,,,,.,,.,, v'r,,,¢..,~ ,.;,,.,,:.,,,,--,.-~,.,,-,.,-,,,,, .,, ., .. ,,.,...,.,._ ., ...,, ·---------------------------- Elastic Modulus 29,000.0 ksi Span #1 Span Length = 16.0 ft Area= 11.125 in"2 Moment of Inertia = 20.270 in"4 ________ ,,,, __ , ____________ _ ---.. "·------------------l i f f Span = 16.0 ft I 1.--.. _.,., .... _ .,_, _____ , ____ ,. ___ , _____ ,,. __________ ,,,___ _ ___ .,,, ____ ,_, .,,, ___________ _ -----------·-·-----------------LAR~J!¥ifC,<>'@:~:S:;;7::}}Y1E'1:'.~-~-:-:."":}:J:. ·:.S'.::~:-:Ji:;_!J Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0330 k/ft, Tributary Width = 1.0 ft Point Load : L = 0.50 k @ 8.0 ft [1it$TiiwlvMflA#.i: .·j.s_/:_,:·.::.:,Tf:'.-:.~:::\~·;:=r-:t:~/:'/,\½1:1 ________________________ ... ___________ __ Maximum Bending = 3.056 k-ft Maximum Shear = Load Combination +D+L +H Load Combination Location of maximum on span 8.000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs • = Maximum Deflection Max Downward L +Lr+S Deflection ,-Max Upward L +Lr+S Deflection · Max Downward Total Deflection 0.126 in 0.000 in 0.210 in 0.000 in -0.5140 "k . .. , +D+L+H 0.000 ft Span# 1 1 _ .... -~a~ ~-P_~~~~-!o!.~~ .I?.:~:~~~~-................. -............ ,_,_,,_,,., .... _ .. _ ---.,,_,_ ------------------·-----·-----------.,,,,,,~::r-~ ,, '5'" .,.,.,..,,,..,v_:,-=~-'1-'"t~'~,,.,...._ '!:'-~~~ -~-7.,.,.,..ti,.,..,__ _,.::w"-< ,........,,.,.,,,.,.,.,.,,.., .,,......,_~ l::_o,~etijlJ,,~~i.11'.l~,m:.Q~ft~:~iQtJ.t:JJtjf~_gti:>r,~~ :.J>.~9,~;~'.~.'::,;;,;_,(:i::;::r: .. _ --------------------- Load Combination Span Max."-" Deft Location in Span Load Combination Max.'+" Deft Location in Span Overall MAXimum 0.514 0.514 D Only 0.264 0.264 L Only 0.250 0.250 0-fl 0.514 0.514 • Title Block Line"1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. itle Block Line 6 Description: Edge angle for glass. Max span is 13 feet Title: Job# Dsgnr: Project Desc.: Project Notes : .li~~(~iijrnrQ1{iijTu~·:tfJ:;::;:_t, ·_:;~;::Etf;]i:{!;'.~~~:5J. ___________ C_a_lc_ul_ati_"o_ns~p_e_rA_IS_C_3_60_-0_5~,IB_C_2_0_09~,C_B_C_2_01_0~,A_S_C_E_7-0_5_ Analysis Method : Load Resistance Factor Design Fy: Steel Yield : 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 --------·--·---·· ----------------·---·-·-·------·-------·-·---- D(0.05) Lr(0.05) L5X5X3/8 ~ABm~A-~a~lf~i~~:2:0:?;~::;;_z:;£;~::;::I-:::~;;;~ .. -.,_l _______ s_e_rv_ice_lo_a_ds_en_te_r_ed_._L_o_ad_F_a_c_to_rs_w_i_ll_b_e_a_pp_li_ed_fo_r_ca_lc_u_la_ti_o_ns_._ Beam self wei~ht calculated and added to loads Uniform Load: D = 0.010, Lr= 0.010 ksf, Tributary Width= 5.0 ft ~2?ifliJGN~flfiiflJfsiif.Yl¥·7;i'~-::-Y,~~3?:I:C?:?iPJv':~~=~A _________ _ i Maximum Bending Stress Ratio = 0.419: 1 --M-a-ximum Shear Stress Ratio= Section used for this span L5X5X3/8 Section used for this span Mu : Applied 3.269 k-ft Vu : Applied • Mn * Phi : Allowable 7.808 k-ft Vn * Phi : Allowable .-Load Combination +1.20D+1.60Lr-t-0.50L Load Combination Location of maximum on span 6.500ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.127 in Ratio= 1223 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.286 in Ratio= 544 Max Upward Total Deflection 0.000 in Ratio= O <180 L ..... ------........ __ --·----·· ---··-·---·-----· -,. __ ·------·-_.., ... , .. _,,_, ___ , __ .. ,, __ ..,,,_,, __ ,,,, __ ,, ...... ·-·. ---·--·----·-............ , .. _____ -----· ---·-----........ .. 0.028: 1 L5X5X3/8 1.006 k 36.450 k +1.20D+1.60Lr-t-0.50L 0.000 ft Span# 1 ---·-·-----'"'' -·-,_.,,_,_ ·--..J rnria"ilnm''\f~£st ·eiies,Ioritaaa·;c61n'b'iif1i_i)iif :!'.,::-r-i.<-, ... :s....,.,,, ·,,tm .......... ;1.,<..,,,,,.......,,,.. ... , ....... ;1.~ \;_ )< ...... '1' ... , 'h.-........... J,,. ~;1..,, ... --,,<,' ..... '11:..:-J .... @-" ..... ,.:YM<.__ ____ --=-__ --:-:-~--:..,..,..----------:=-------= Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu -Mu Max Mnx Phi*Mnx Cb Rm +1.40D Dsgn. L = 13.00 ft +1.20D-!{).50Lr+1.60L +1.60H Dsgn. L = 13.00 ft +1.20D+1.60Lr-!{).50L Dsgn. L = 13.00 ft +1.20D+1.60Lr-!{).80W Dsgn. L = 13.00 ft +1.20D-!{).50Lr-i{).50L +1.60W 0.236 0.270 0.419 0.419 0,016 1.84 0,018 2.11 0.028 3.27 0.028 3.27 Dsgn. L = 13.00 ft 1 0.270 0.018 2.11 1.84 8.68 7.81 1.14 1.00 2.11 8.68 7.81 1.14 1.00 3.27 8.68 7.81 1.14 1.00 3.27 8.68 7.81 1.14 1.00 2.11 8.68 7.81 1.14 1.00 VuMax Vnx Phi*Vnx 0.57 40.50 36.45 0.65 40.50 36.45 1.01 40.50 36.45 1.01 40.50 36.45 0.65 40.50 36.45 ..... , ....... ,.._..v,,,w,,,_,.W-,,.,,,,_,,,,...,~ ....... ~-A-.....,_, .. ,,-.,y,,,,,_ ,•,,,...."/' ,( ">">'",,N' ¥"">;..,.... .. OA"'f'A"'/-'V,)"¥""\/'?;i ~'-:/Y Y, --,AW,("""N''V,..,.,, L.d)~~;M~rp_gm:P~'1~RfiQM-~1.rm:~~ctQre~;11.21gs:.. -,:ti~:.:.:_:;.:;1,___ ____________________ _ Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 ~f~Jm1'!11lP~f!.~~,oJ1-tJ51t;J;;pJ~~~9mb.i.!iit!'g~~~-~f~*t9t,M~4[aI($~l'-------------------- Load Combination Span Max. Downward Defl Location in Span Max. Upward Deft Location in Span D Only 1 0.1589 6.565 0.0000 0.000 Lr Only 1 0.1275 6.565 0.0000 0.000 e.;~;ci(Bi!~@.1JS,flJ~j4~t<ite~~ :,';:: (. o. 2863 ____ s_u~pp_:rt_ 5 :_:_ta_tio_n_: _Fa_r_left_i_s #_1 ___ 0 _· 00 _ 0 _ 0 __ v_a_lu_es_i_n _K~_:s_ 00 ______ _ Load Combination Support 1 Support 2 Overall MAXimum 0.730 0.730 D Only o.405 0.405 Lr Only 0.325 0.325 D+Lr 0.730 0.730 Title Block Line 1 Title: Job# Dsgnr: Project Desc.: Project Notes : Printed: 28 NOV 2011, 3:lEPM Description : Edge angle for glass. Max span is 13 feet V''} I",,'""'\. Y,'A"'/" N', '>,,.....,._,.~,.,,,~,~ ,, '.vk'N <'", • ';', ~'.,/v'Y '/'f' -',:.,.. ~"~ '' -<" >" ~,,_, ... "'>};'V-4 i '.-·:ste-~1~section . .:ro~erties.:".l . ,-At5X5.X318(i,: v.:; -~ ·: : :·_ -: :''. "": :. -:1:; • v'WvY~~,..,,.,,-.,..,, ,;,,.v(Y~~~ l""'-~v,,~.,, ,~,-.,.,.;,,.,.....-,)~_,~.,., .... ~),h,l>' ,,,;,,,..,, ,_, .,,.,:;~, , ~:..>, ..,t,~'"°'" ~~:,.,....,,,./4 ':,,, Depth = 5.000 in !xx -8,76 inA4 J = 0,183 inA4 Sxx 2.41 inA3 Cw = 0.33 inA6 Leg Width = 5.000 in Rxx = 1.550 in Ro = 2.760 in Thickness = 0.375 in zx = 4.330 inA3 Area = 3.610 in"2 lyy = 8.760 in"4 Weight = 12.300 plf Syy = 2.410 inA3 Kdesign = 0.875 in Ryy = 1.550 in Ycg = 1.370 in Qs = 0.980 lz = 3.550 in"4 Sz = 1.000 in"3 Yp = 0.365 in Rz = 0.986 in Tal\x = 1.00 deg Eo = 0.365 in • • • • • SKLZTI Structural Calculations December 22, 2011 Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 • • • Calculation Index Job: SKLZTI Address: 2081 Faraday Ave. Carlsbad CA {These calculations apply to the job at this address only) Client: LUCE Item: Design Criteria: Catwalk New Mezzanine Void New Office Space New Meeting Rooms Existing Beam Checks New Columns @ Mezzanine Rolling Office Glass Handrail Calculations Rooftop Mechanical Equipment Appendix Index page 1 of 1 KPFF Job No Sheet: 1-9 A1-A13 B1-B3 C1-C27 D1-D9 E1-E16 F1-F5 G1-G24 H1-H8 11-16 X1-X11 111226 • SKLZTI DESIGN CRITERIA AND LOADS KPFF-JOB #111226 • December, 2011 • j I I I, I _, $KLZTI KPFF'" J08:#11 f22_6 ,DESIGN ·CRITERIA AND LOADS TABLE OF CONTENTS -. _STRUCTURAL. DESIGN ANO SYS!EMS SUMMARY , GOIJl;S AND· REFERENCES COMPUTER PRO.GRAMS USED MA'.fERIAlS SPECIFICATIONS AND 'STRENGTHS ' DEFLECTION -AND -CAMBER 'LIVE LOADS. - DEAD LOADS Roof-Loads · 'Wall Arid Stair Loads LATERAL :LOADS- Seis~ic Oesign .. D0$1g".!,Crttoriil _ -- ,• '. ;r"" ----.._' 1 2 2 3-4, 5, 6 7 8 9 ' • • • • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS sTau·c:ruRALZoes10N:ANDisvsreMs· suMNi:ARv,--·.-:::/.--,·_:·:_::-:.'.·,./:_::-<...--:--r\-.-.:,:J·.·.,y:.:·._;:·_.:.,.·:·:,., · -.. These design calculations are for the SKLZ Tenant Improvement located at 2081 Faraday Avenue in Carlsbad, CA. The existing building is a concrete tilt-up building utilizing panelized roof construction. The building consists mainly of a one story warehouse with a second story wood and steel framed mezzanine within. · 12/19/11 PAGE 1 ',' • ~· l ' ' ' ~ ' -/ ' SKLZTI · KPFF;..JQB-,#1-11'2~.6 ... ') Dl;:S]GN CRiTERIAAND LOAD$ . .• · "cooe~s'·'AN't>\REFEREN~Es·::,·· · '.::-::.-; ::= ·,::.-. .:, ·: ·; ._.,. .:: :. ,J.: ... ·. -:': · ·.:~ ·: .:·f_=:,-;..:, . .r::·,:,.y.: /.:·.:. ·).:,-::':/:::::-:·(,,::.,-::.-;-=ti:::::::;_;:·.·/· .. · · .• 2010 CBC with City of Carl~b~d Amendments ..• · • . 'cso .:Standards . . .. • ACI 31'.8-08 . • . AC.1.530-08/ASCE 5-08· ITMS 402:.,08 • AWS Dt1-06, D-1.4-05 • . J\1$C ASD/LRFO _; Thirteenth Editi.on_ (2005), • -A~CE 7 .. 05 Minimum desig_n loads for buildings and ,other structures •. ·AISl 2007 • Rec_ommended lateral force requirements an·d commentary -·Seismology -Gcirnmittee-Structural !;ngiHeers Assoc.iation of d~!ifornia .,.1999 .• • · Varco Steel bee~ catalog· • AF&PA NDS.: Na.tional-Desi~n Spe-cific;:ation forVVood Constr.uctiQh· and Supplement -2005 • . · AF&PA SDPWS. -Special .Design Provisions for Wind and ·Seismic-2005 • . . Simpson Strong .. Tie' Catalog CRSI Handbook . · i · · • : Steel Stud Manufacturer's Association Catalog_ --ICC No. 4943P • Vcilcraft Steel joist Catalog I ; • i:ruTrus Wood Jois~.and Truss Catalog ' ! ''. '• ' ' ' ' ' ' colViitur.erf P.R9~RAMs.'.iu.$.~o.t>J/./·:·~-:.:r.-:.,\/.-:-:~':·.·?.,.r~>i·t::·:./.:;-;·>:!:: .. :·.?/.?i/;<-J:::>·t/-:':i?·/\:-:,;?.-:\:-:=:::· • · RfSA_·3;O , . . , Enercalc · · . . · . : ·. :. :. :.:!:;·r:~~\-.\{t·\}:--.~_:_:;)··./ -:;-\(f~_;·.:·:,:\:~:.::~~:· .... ~: :t:.~~::r\: ::,)"::t:. f"},:"_:~·:,::):· ·,,.•·t:::,.:;·:: .. -~ ·.')·;, .. .< .: : .. \ ·.::.. :;: ' ... ~.:= _: :: t :._;· ~·: :·· . .:::::.:::·~·~//t'.(:/~:,:/.i .=.:). :"/:".:::.:; .. /~{.~:-:·:~. '. i ·, i' ) PAGE 2 •••• • • I ,: • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS MATERiALS:·SPECIFICA!ttONS.-ANES: STRENGTHS : -' ·, :· · · -. ·. . . ··:.-·., .: .: __ .:· i >. :·/<:°.'·,':.<··'.::/ <-.::' >··: '.,_-:::: ·::: ·· :· ... Concrete -(Normal Weight Unless Noted) (E) Pad Footings f'c = 2500 psi (N) Footings (E} Grade Beams (E) Slab on Grade (E) Tilt up Wall Panels Reinforcing Steel (E) & (N) Unless noted otherwise f'c = 3000 psi f' C = 2500 psi f' C = 4000 psi f'c = 3000 psi ASTM -A615, Grade 60 Structural Steel -(Unless Noted Otherwise in Drawings) (E)Wide Flange Beams ASTM-A36 (E) Pipe Columns ASTM -A53 Type E or S, Grade B (E) Bolts ASTM -A307 Wide Flange Beams ASTM-A992, Grade 50 Wide Flange Columns ASTM -A992, Grade 50 Pipe ASTM -A53 Type E or S, Grade B Tubes ASTM -A500 -Grade B Angles and Channels ASTM -A36 Plates ASTM -A36, or ASTM -A572, Grade 50 Base Plates ASTM -A36 Connection Mat'I, Embedded Plates ASTM -A36 Bolts ASTM -A325, or ASTM -A490 Rods ASTM -A36 Anchor Bolts in Concrete or Masonry ASTM -F1554, Grade 36, 55, or 105 Welding Electrodes ASTM -E70xx (U.N.O.) Headed Shear Studs ASTM -A108 12/19/11 PAGE 3 ' !· \ ' ; . , I , ! ·' SKL,.ZTI· °๘KPF·F... 'JOB .#111226 .. D,ESIGN CR,ITl;R!A ,AND 1-;0ADS . l=oun'dations ·and SoHs Per·Orig,ina:I As-Builts· · Criteria ~s per G~otechnical Investigation Report by Geotechnfos Incorporated July 12, 1996·. SPREAD FOOTINGS··. Wood .Use So.ii Bearing - Wall ·~tuds .and Plates (E) Joists and Planking (25< & 4x} aearns and Strihgers·-(5x5 & Larger) ~ ~ C ' ' •'': ~ - Posts Cold Formed·St(:)el Per SSMA ICC. 4943P, ga:lv;;iniz?d · 33 mlr, 43 mi,! thickness 54:mil ~nd ·.thicker . Allowable including AllqWabl.e · · · lncr.eas~ ;for,.Wirld or Seismic · 2000. psf 2667 psf (1·/3 increase) 2' deep min Gr~de FltPSi .(Single Use) Oouglas Fir No .. 2 900 Oouglas. F.ir No .1 Douglas FirNo .. 1 Pouglc1.s Fir No. t 33'ksi 50ksi. ·1000 1350 1-200 Punched' studs and joists acceptaple U~N:O: ' ' ~ ' . . ' I • 12/19/11 PAGE 4 .. = • •• • ••• • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS DEFLECTION:ANO: CAMBER '_. .'.:::_.:.,--; =\:::-..',,:/i/=.::-: ::::..:._.:·., .. :. = :. >-: .. : ··:". ·· .. ..., ·· ·: · ·' .. Steel Beam Deflection Criteria Dead load (see camber restrictions below) L/360 Roof Live Load on beams supporting plaster ceilings L/240 Roof Live Load on beams not supporting plaster ceilings L/180 Roof Live Load on beams not supporting ceilings L/360 Live Load on floor beams-U.N.O. L/600 Total Load on beams supporting masonry or concrete L/600 (1/2" max.)Live Load on beams supporting exterior cladding Camber Criteria Steel beams shall be cambered up at mid-span as follows: • 85% of construction dead load deflection for beams framing into perimeter girders on one or both ends or interior girders with no beam opposite • 85% of construction dead load deflection for beams framing into interior girders on both ends • 60% of construction dead load deflection for beams framing into a column at either end Minimum camber shall be ¾" with ¼" increments. Maximum camber shall be L/300. Light Framing Deflection L/360 Total Load on floor joists L/480 Live Load on floor joists L/240 Total Load on floor beams L/360 Live Load on floor beams L/240 Total Load on roof joists L/360 Live Load on roof joists 12/19/11 PAGE 5 • I . I . : / I, ' / SKLZil ~ ' ' .. KPFFft jQB -#1112ia . DESIGN ·QRIT~RIA AND L.OAOS .LIVE.LOAD.s:·: ···. · ... · ·.·': .. .-: .. :,./. ·>·.::: ... -.,.,.: -~-::: .... :.: './.,:::-::>:~·?,:.<.-:~;:-:;::,:.":.-;.": · ' .. ·:·.·. · · · ........ ; · .· ..... · .. · ..... ,.:,,.· :::,~;t::i\:/:: '. '. ' Roof. 20_p~f . -Fl.oars ·100 psf 100·:psf. 80_psf (50 psf ' . I . Ro·ots-with no special -use·., .(Reducible per, CBC 1607.11.2) or 300 lb. p·<;>int ioad for m$intenance worker ' . First revet office lobbies and ccmidors·, 1'5· p$f partition load omitted . Offiqe corric;,lors a.bove .first lloor, ittcludin9, 1:5 :psfpcOtition load (non-reducible) Office Space To Match Existing @ Me.z:za·nine· · . · New Office ·.Space, · · · * Mehlbe'rs supporting 2 or mofe floors may ·use ·uve 'load reduction up to 20%. 12/19/1.1 PAGE~-- • • • • • SKLZTI KPFF-JOB #111226 DESIGN CRITERIA AND LOADS DEAtl,LOADS--·· · .. : :. ....... ::· .. ·:: ..... : .: : : : .... ·":(' .. :~_:=~-: . .=_:· ::_.···:·: .. _ _.: : : ' ... . Roof Loads (E) Flat Roof w/ Trusses -Wood Construction Per As-Builts DL= 16.0 psf DL= 14.0 psf Per As-Builts (N) Office space roof Light Arch. Roof Floor Loads (E)&(N) Typical Floor • Wood Construction Flooring 1.5" Gypcrete or .375" Steel Plate* 3/4" Plywood TJl 22"@16" Insulation/Mech/Misc. 5/8 Gypboard DL=2.5 psf 1.0 psf 18.8 psf 2.3 psf 3.0 psf 5.1 psf 2.8 psf DL = 33.0 psf (N) Typical Floor w/Rubber Substrate -Wood Construction Rubber 3/4" Plywood TJI 22"@16" Insulation/Mech/Misc. 5/8 Gypboard (N) Catwalk Apx. DL by others (grating and beams) Notes: 9.9 psf 2.3 psf 3.0 psf 5.0 psf 2.8 psf DL = 23.0 psf DL= 25.0 psf max ,.-. .-. ·.· ... ··. Comments @Office @Warehouse Comments *-0.375" thick steel plate weighs apx. 16 psf, using 18.8 psf is conservative but simplifies design . 12/19/11 PAGE 7 . \ i 'f SKLZn . Ki?FF-: JOB #11-t2.26 DESIGN CRITERIA.AND LOADS . . ' ' ·Wali And' Stair Loads Exte;,ri'or Walls ;(E}, ·8'.'"RF~Gast. Cq_ncre~e ·Panels: :;::,. 100.'psf • Curtain· wall/Windows · Typi'c:;al Ste.ei. .Stair Dead. Loads Steel· Framing Concrete'Fill = ,80 plf .-15.psf . . 25 psf Total StairDLp~r&:F. of.hor_iz .. are~ = . 4Qpsf · .. (Atwood stairs,:.match floorload_s) 'i' _.,,-, 12/19/~1 '·. •• Comments .Comments ,·' • • ' ' PAGE 8 SKLZTI KPFF-JOB #111226 • DESIGN CRITERIA AND LOADS • • LATERAL LdAos-:-.-_:-'.--_.-,-__ .... _:_ -----_ , ---------: -----:--=..:----__ ,_,._ . .-_ .';·_-.;: .. -... .-,=-_.._._. .-.->·=-----··-.--.'.-< ·.::;.:-::_--_.-· _:_--·_·. Seismic Design 12/19/11 Ss= 1.2g S1=0.442g I= 1.00 Site Class = D Fa= 1.033 Fv = 1.558 Sos= 2/3 FaSs=0.8059 So1= 2/3 FvS1=0.459g Seismic Design Category D Short Spectral Acceleration per Figure 22 1 second Spectral Acceleration per Figure 22 Importance Factor per Table 11.5-1 Soil Profile Table 20.3-1 Site coefficient Per Table 11.4-1 Site coefficient Per CBC Table 11.4-2 Design Short Spectral Acceleration Design 1 second Spectral Acceleration Per Table 11.6-1 and 11.6-2 PAGE 9 ,' ' . i ' 1' ,I ' ' . J . , Catw:alk. . . . . Consulting :Engineers ~131 C~mino.Del Rio North~ Sqite 1.080 San Oiegq, CA92108 . . ' ' ' . ' • • •• lix LO Lri .083 2 5 ('\It, 1 Member Length (ft) Displayed -~ Results for LC 5, DL +0.5LL (SERVICE) 2.5 2 A1 SK-1 Nov 21, 2011 at 4:31 PM catwalk.r3d _-,'Ia.Y , - . ! - (~) !, --,-X ! I i Loadstal.:..C l.dead ~ • Re$u1{$' for 1:;d: ~. DI-+LL (S!3RVIC{=.) ,,~:- SK-1 Nov 21,201 t 1c;it4~25 PM catWalk.r3d ,_.,-- y j Ii.x -2.5k -2.5k I ci,'i&---A--+-4-,------6''}----.'J (j') :r: 1 Loads: BLC 2, live _ Results for LC 3, DL +LL (SERVICE) A3 SK-1 Nov 21, 2011 at 4:26 PM catwalk.r3d ··A4' -·--,+~---~-~-~--~-'-'---~', .. !_ ,_,-... • ',,_ ........... -~-,------,-~,---,..-~ .......... --------'--,--'--,-,.,.i,-·-.. - ' . ' ily '. :,4x ,, '-. .. i 'i · Results for !:,:C 2, 1'.2DL +1 .. 6LL / f Member y B6ndihg MomeFk'ft) 22.5 / .•. f. f ' : '. -.. . SK-1 Nov 21., 2011--af 4:_?7 .PM catwalk.r3d .............. -. ....... ·-···-·--·-r----------· ............ __ .. _ .................... --------- ~ I i t Results for LC 2, 1.2DL +1.6LL . Member z Bending Moments (k-ft) AS SK-1 Nov 21, 2011 at 4:28 PM catwalk.r3d -,;. y . 1 '; kt.x •• j ., I -~-' '.' . , · . I , •I -i . l ! -1.2 1·1 ' •' ,' ' , AG ---'-,,--.-,--..,,·--·-:·--.. '-' -',--,-.,....,.,.---------'--,-_~.~-,,·, ............. · ·/ 1 I· I 1-:2. ' 1) . 0 . ·" {; . {"-,j . , . • ~-~ 'ff:,.. 0 l ! ,1, ' ! ! ! , I i , Results for :Le a, :[)L +LL (ASD) I . Member z Benqing· Moments (k~ft) 6.2. : Y-dire.ction·Reaction units are.k and :k-Jt I }---.·-' : . ' . ... ·.. . . 1 ·· . . ,.,,..,..--'-'-,-.,---,--",--'-'--,---'----,----'-',..........-~-~-_,--.-;-_:-_~~-~;-_ 1-, .Q,-0-,-1~,t-a-.t 4-. :-i9.,.,...,..-PM-: :- ... _, _____ ,.__ -·····-_,__ --'-,-,--,,...__,,,.~-....,.,-___,_,_,___,..---;-"-,---'---~---~c-at_w~alk.r3_d __ --'-~'-----' I I • • \ • -~,11 Consulll11f! Engineers project S It l--Z. I· I . loca1ion 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 i-----c_lie_n_t -----------------1 (619) 521·8500 Fax (619) 521-8591 0 ~ .,-! ---\_ --,s~, - t::, L ( G A"f 1.,-, A L ¼. / G-v,, /':,,.·'fl· 1;) f/.,/!rl L-) L-L = \ 00 f'.S'f by S v.J date 1'1-/ 1-i-/, I job no. H I :22-b 4::,_ C,Ul,,,,r 'TO F 01.,..J sheet no. I ., slieet no. · J,..,iQ;,,: .· . ·.. , . . f-',,.. -""."""" ro·.a..aec-'-t .,.;..S_K-=-:l-_2_· -_r--.:.., )_. -..,.....:---,,-,-------1---""b"--=-5....:...\j\)....:..,·. ·;:--;..---i &.:,t~ML Consulting EJ1gi1in_o.r~ , · 1\n . . : , , .. iocalidn date 1.,. -:2,_2-· ·'I r 'l? 3f3.1 Camino, Del'RJo·Nofth, Suite }OB'Ot-,,.."-'_ -="-=--,':----....,.,..,-.....,..;.----'-"---,--""'--'-.:.:..;----+-'.=;:::.;,::....w=i--;;..:.:;....g...w-1..--'--.,...;---'-.,._J San Diego, CA 92108 i--c_lie_·n_t _. _. -------,------,-,----1 (6.19).521°8~00 fax{619) 521 .. 8591 \ l·I :r:.: -~, . .'J"' )'(__~\~ __ .:J.:a,_;,'.4-_fS: .>c.YS.A.1:.5._~---;;-Y~ ~ 12,.. 1I" ~ --;_~ ;.; . «J;> -· 1 ,. -!"L<, .., ".c'.f 2-<~ -~. ~ 1/ • ..... r..-;",_.P,_.,, .1:•··· ...... :~.~---· ·::!!f:. .. ~_,,,,.,, ~ ....... -.:,, / t'Z..- _ s;r1L£S 1--1. Cf.I~ CWf c: K.-. _(~ lo\--,.'\,., 3 /'if,, =====-===::;::::;::::=':::=::::::::;:::=:;::;;:.' fl\~=-LJL~ ~-f.<T ::i:::, x;/ ;:: r+l 1 .. 3/s \~ f''h ti.A -,l<._ r::'.' -Q'. ,?!-, .'-f /V \~\ -~r ~-\··y -M,. , ,t..-'1 ){,' -J ' . . A· '~ ... ...; ... -···---....... , ... job no. \! \ '2-2. ft; ·\ ' ... ,._. -~,,, Cof1sulr/ng Engir1eers oroiect ~ ILL 2. -(. / · bv J'1AJ location sheet no. 3131 Gamino Del Rio North, Suite 1080 ··\ San Diego, CA 92108 1--c_li=en~t_______________ job no . • t--(-6-19_J_5_2_1-_a5_o_o_F_ax_(6_1_9J_5_2_1-_a_59_1 ___________________ -i.. ____ ll_l 2_~_~_0 ____ ---1 • • ' ~ ..., ::ilNfH.-t~~ t:,~ ju:,l'-.r,_o,,w'2-S)_x(1-__ -r(),lpZS)-.. JO~J(°1-_ ::. 3~.V{p tP. ,( \(.), v-z..s- ~ Mv.. .,.-............... ---,,,,.,._ v"' A· ... ().,l'\ 11-··S i / fr 1 j I . 'I • j I ,, ) :nit Ca~in.o Del Rio· Nor-th; . Suite 10QO San Diego, CA. 92108 (619):521-85.0~ Fax (.619) 521-"8591 · .location .client . 'I . ' f''I ' ' I 1_:., ' . I -';' . ·/'{ A;\ ,f.,.. '1 \J· .. '·,, .., .. ·, \[' •(,>,) , l , tA ·\ fl'" ' 'f l --.., __ z,,_,....... ~.. -":"··~,. ... ,~ l \ ., .. , ' ' . } ' \. c_,,:.___ , r,,, I t · _..,,_, r~-,, I. ',,\.i ,,;;. -· ~ ~. l~::._ ,_., 0 {1 \'I "'~\1."e'°), :b._~v-_ ... t_::,-, ... r '--f \'j -V :,: ~, ..• ""'." •'"' • ,,\,., ,· ·'T ,,_ ,c, ". C':1 :t ·, Ui ·,./ ·1· • .,,,z··· __ ··"' '1·" .Y... 1 ~-.wJ." '' " \,,_..','/ '{,.->' _..· {,, sheethd: ' job no. -··· • sheet no. -~lll Co11sulli11g E11gineers oroiect J' ~ L. 2-·f. I . bv location date A II 3131 Gamino Del Rio North, Suite 1080 San Diego, GA 921 OB 1--'c::.::lie::.:.n:.c..t ---------------1 job no. J} J ti {p • (619) 521-8500 Fax (619) 521-8591 i---___ ..,____ ____ _,_____ __ ~ • ••• . .uAT \,0-A-\.,-\e... \>f,.$ t:,_ l.@ H }'-\ f;:. l.T1 i) Y--\ @, .,, ~ l.'Y-, .. l,\ f' . . . ··-.... -·~·-· ........ -----.................. --·---·· ------·-............... _,_,..,, ..... ~ ........................ ~······· ..... ·~-.. . ft> <Yf l Ht, 5:f\...,}\~ f' -L.,.. ~ -y~ -· 2Soo ~t l-1000 ?S, Fi_· \~ "'-· l "«\,~-!<>, "./;;,, { \"' ('\,~ ~--_, .. ,., .f'\ W-''t; ~ '\ ,,, ,:) \ V.:.) \ 1-.:,:,u~·y ~:---1 ,j 1 ·--i: i~~~fo,l i •,ff-. ~) ,~~,l Q W ;!\'lA.,, \..,.{) A·tl .,,. \ 't /i•J '·' 'td .._-;_ ti t'l,t· X rt,,. ti 1 fJ ~ ,i ;,, .. c,i\·~ \.L {1 f"'\ '!(:.,,,,·e • ·-~ t°{t;'-t) ~. f +-l!) ~ L "',l lO oO \ \ ..-,f o,.... • 1 .. "~~ --- =-- 'foo"f \ l'-\(j' V-'H7ft+ '2-~& '-t> :::.. 'L.\OO!,) f\.f-/ --z·I < ~4 i P\loVH;:if.,O I' '2A'.) l).:) fH-.. d \, I : ~ ' ,.: i. ' . !l-LZ -~-1- location ~ 1'.3·1 Camino-Del P/o North, B_uite HJBO,, -San.Diegp, CA n108 1-..;.-_;c=lie'"'"h-'-t -'---------.,-,..,--"--'--'-'-----"---'---'---,-a--~ (619} 521~'8500 Fax.(6-19) 521'-!359:1 /1,,11 · ·y6 LA-v s. c~-w 'C.,-::, -::::.. \.-~1...-'.S ·(u.)-,· ' , L.l X I_ ...;:::::··=-·=·--·::::;··-:::.:;,O•M:.:::0 ===::::::::=::::::::::::::::;_ < .: •• ::'.,._:::_.::::::;.;::: •• ,::: •• • ::::·.:::: ....... :::: ••• ::: ...... :::.:._::;-: .. , ·=··--=---::::. :::: .• •:::::, .... ::: ..... =: ... ::: .. N .. O:::::OH.:::'O •:::;:', ,-,:::: ..... ::: ..... ::::::-.. ,.' ~ ........ -•••";, .. , .( • 1_ .. ~'fW~~~~--~::,::~-~~~W? ~~::~ ~,Pl~ . ~~,<:~~--Qf) • ~ .. 1"' • -· ----'. ............... ·-···-·7 . ... ,, ~. r.. ~. r P· t"" -. "!; ·----,-- . j' ' I I . i .l I .... ,...c.,.. ___ .,, •. ,,...... ____ -- !Air,: L-t::>. (,\,\-~e-Yl , ., ......... 1 .. ,, ... ,. • • ;._-~ ... .:-·- r . sneat_ri_i:), date I 1.. / ?. 1-: , 1 ff : AIJ, job no, • • • • ••• B,•)11 Consulti11g Engineers project S V-l-7.. 'T ' \ . by s )JV location date /'.2 f:?. 2 f !I 3131 Camino Del. Rio North, Suite 1080 San Diego, CA 92108 t--c_lie_nt ______________ -1 job no . (619) 521-8500 Fax (619) 521·8591 '-ii-"! !OIY..:i ,t t' ,t-"o --o .; -~~:·.:::-: .. ···----....... ::n; ! 1- ') }. 1· v\ / k&·\ ,,, ,,, '.':,.,.,"', ,>"Jw,~i·1 ~~ :t,. 1 ~~ . / sheet no. •- . --SKLZ r1· CAL,C·ULA,TIONS -:f\J'ew Mezzanine, Void . · , ( _ . . . _ : CorisultingEngirteer$' 3131 C~mino:bet:RioNortJ1, Suite 1080. San -Diego,. CA 92-108 •• -·~ re • •• ( \ ..... , ... ~ ro ect S-~1.-2-. I· I. b SW sheet no. location date l"J,/2:J/JJ 3131 Camfno Del Rio North, Suite 1080 San Diego, CA 92108 ,____cli_en_t __________ _, job no. (619) 521-8500 Fax (619) 521-8591 j} l_z.:i,1.p 1--------------------------'-----------1 ~~)-·Mt:e-~~----_ ·vo,o '(f.-) w,i )( ~:_ . (! ) . ,, . '2.. Mwi t'po r~r -r~?? ~f >< .. ,.·,,<\o i, v\~~ (w2> -i,7,.,tl ,..-~t \. Sut> p -c: : : -0 =--= k$W,.;w4W...:&« ~-\ N~::. \ ~tf1S'j v~ -;.3oos;* I I M.MA)<;c. (1:r>;,~p,;1~ z;o'li-..-~~&o ,. 15:,s,1'' ·I¼~ tic,'~ 1• • Ulo'7,.. (~) 1i1,,'' 1"'1\ SlP·OO 012-f!{Z-ov\D.~ . PtzoVl~ -(Hr-z7-\t '7\ Swob (!. i-~ ~ ~t~ .Or -,..,t~W I I O~t4t+ter.. I \. t /: ... ~ ,, } i ), , () llESlGN· :PROPERTIE.S -''~ • '-, ' , • ,. ! I'-· ' ,._, ,), . , •. 1,' dleaqtlon:' Qo pot inc;eas~ J~isi ,R!Oni~nt design p(opertlcs•by a repelit[ve-me~ber•usefacfor. (2J.~eed.etaii \'{on•page Sforweb stiiie~er-requiren(ents.an~ n~Jlirig information. ·· · ,qi Web st.iffeners are r~quJred abill bearing;!ocatiolis for 2Z~ and 24',TJI® 560Q joist~. Gene~~o Notes. • Design rea.¢tiorl lnct~des.·~11 io~~~ on the joist. be~ign shear is computed at tfie·inslije{ace·ot·supports and lnctqde~'allJoads ~n.the ~pan{~/: Allil~abteshear may,som~tilries be:i~cre~s~d;atinterlor.su~ports In accofdan~e with tee ~s~sR~us~. and thewlncre<1~es'.arereRected in sp~1Uabtes. • T~e:fo!iowinff9rmulas appto~imate:th~ uniform'load d~ftectlon.!if;il (!hche~); · F!Jr:Til®r~OO JQ(st~ For TJI® 5~0.arid ~so·o Jols.ts ,,A:::.'22,5.l'il4' + ·2:67.wLZ . El . :d x.105· A=. 22.5 w[1 · + 2.29.wl2 · ·Et. dxJOS w = urji(orm t9ad in. pounds per.tinear·toot d · = ouHo-out.depth oOhfiolst in inches L = · ~pan in,feet El, == 11,atue from. tabie ab9ve FLOOR $PAN TABLES: {/480.,live-L.oad o·etlectto~ L/:360 :Uve: Lot;1d ,D~flecttoil · CIVJirii'miltjl.:Criteria per Cod~). -' ,,,,_ ' 311,::9_•t2r W-s~12t . 241a9'1~·. · .· . 20',7'\lr.. : ... 161:5•12>·. , .• 5milm>ms l.mI311!&1\21zi11 iw12s.~~2,!\~11t1: f,m~0,r~nmwt ijl1t2~t~2,~w§li1° :i!iii19l.?.41W.:ffi& . 32•::3~121· ·25•.10•t2> · .. w;s~~> · , : . ·:24•~9.•12r.:. · '· ·209•(2):. · .' 16';s:.i12r tl.,',i'37~10IB!iii; ~1\;a1tt6:,t~Jf·lll lli,:25}12.~t~,,~i :ra1'·29lt1~%'!,1 [,m:2~~2:~!iW U'..ll9li4.1!!!i.W: , 42';0!' · "39';7" '·. · 361010"'. · .40'-8." , · . ,36',4" . ' ,: 29'·0' · ·, ~\\1',f.41!9t~it !i.'(!.t!f2!!3/Hl.1ri i'Jt~3.9l¾3t¾iE1 ll!:El~2US~i!.ll~ ~;tft·3'8}l~f!lfJ 11i!W31f ,o.ttait: ' (l)'W~ti;stlfien~ri ~re requlr~d ~t·~il be,ailng-iocaiions:tor m and,241TJI® 560~:jols_ts. (2l,Web.stiffeners:are.tJiqujred afln\erniediate supports.oi:cq~tln~ou.s-span,jo!sts. w~en the-inter.mediate bearlngJeogth i;· · 'le~~ t~ap ~!:? a!f~ th.e·span on eith.er s\d~ oft~~ intermedlate.~e#ing is_g[eilter,th~rj t.ti.e fol/o\'iing.:iP,an~: · · . . ~ Long term.de{lect'lon under dead loa_d, which lncludes·the,effect.o/ creep,·has notbeen cQnsldered.)o/d Italic spails·r~fiect initi,al de~d'l~ad'deflec.ti,oo exceeding 0.33~: · . . . · ', 12.11 . i ,,!Pk-· 0 l¾"' • ·y- raw ·1 ½&' ,18', J' TJI® 560 ,Joist 1 .. r3W. L .· l½'' [• ·7· ' . r .... ½&' :18' 20,' 22·· 24'' _j TJI® 560D. Joist ttow·to··Use These Tab.le$ I.. Determine the appropriate live load deflection ~riteria. 2; ·tdeotify'the live and dead toad conditiQn,. · ,3. Sel¢ct o~~cenfer spacing. 4;. Scan·tlown the column until you m.eet or ~xceed rn~ :~pair of your application. 5. Se.iectTWllioist and depth. G'~ner~I Not~s ·11 Ta.bte;·~r~.b~sed on.: -µniform toads. . . . . . --1\loreerestrictive. of simple orcoliUnuo~s span. ·-Clear distance .between supports;U¼' niiniinuin ~dbMri~~ .. • Assumed ·~om,posite action wit~ a single layerof · , 24"·.0ilfceqter span~rated,.gtµe-nail!)d,ftoor.panets tor d.eflection only. Spans shall be re~uced 6" when.fto·or.panets are nailed only. • Spans generated from, ilevel® soltware,may.exceed· the spans• shown in these .tables tiecaµse software reflects. aptual design conditions. • ,For.nitilti-fainily appliqa_tioils arid otherloa9i~g· con4ltions not shown, refer, to ilevet.sofbv~i~ or.to thelo~d.tables on page 7. • •• •• itev~FDe~pci;>~pth T..11' J,oi~t:Specifi~r'.sGulci~.r4~469s • February 2.011 3 . www.hilti.us Company: • -.., Specifier: ddress: Phone I Fax: E-Mall: Specifier's comments: Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Profile Base material: KPFF SW -1- Kwik Bolt TZ • CS, 1/2 (3 1/4) h,, = 3.250 in., hllQm = 4.000 in. Carbon Steel ESR 1917 9/1/20091- design method ACI 318 / AC 193 -(Recommended plate thickness: not calculated) no profile cracked concrete , 3000, f.' = 3000 psi; h = 8.000 in. _ _.. ....... _.,.._,g3 ,:,,s.1 PROFIS Anchor 2.1.2 Page: 1 Project: SKLZTI Sub-Project I Pos. No.: Date: 12/20/2011 Reinforcement; tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F}: no Geometry [in.] & Loading [lb, in.-lb] • Proof I Utilization (Governing Cases) Loading Tension Shear Warnings Proof Pullout Strength ..... -- z! it. <t'o g:, _.;.-~ ::-... ~--; Design values [lb} Load Capacity 1820 3500 • Please consider all details and hints/warnings given In the detailed report! '·,x Utilization[%] JV~v 52/- -/- Fastening meets the design criteria! • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hllli AG, FL-9494 Schaan Hilti is a registered Trademaik of HIIU AG, Schaan Status OK I , ,'. . .) S-KLZ Tl CA;LCULA TIONS ---' ' - . ' . . New 'Office· SJlace @Mezzanin·e' . . . . , .· Consultil'\g:Enginel;)rs. · 3131-Camino Dei'R!o North, Suite 1080 San Dle~o. CA 92108 '. ' . -~·' ... •• ro·ect SJC.LZ -r. \. sheet no. Consulting Engineers location date l Z. / :Z -z-/) l Cl 3131 Camino Del Rio North, Suite 1080 • ·,, San Diego, CA 92108 i--cc..:.lie=nt ____________ -1 job no. 1j 11-1 In i---(-61-9J_5_2_1-_a5_0_0 _Fa_x_r0_1_BJ_5_21_-a_5_91 _______________ ..... ___ i_, ~_-.1-_~-----1 • • t:::1.-::: "3'6. ¾'$~ DIJ\-G1\l.-kM /Lf-Yli~S~ ~~~-, : 'Jk--=-. \ ( ' . \iv ' ··~· .. , I I f $ I-: ... y--t)' J ------- ,' ( ~-) Tius~ \ s A-v l,H,,(..\2-A:f1" ~o K:· -z.,rz)-t / a...51' s -,o ~ ~a..'P 'Z.,.. ,,{2,_. A-r-.1(.yt.,..fi. Vv1..,t, ~ -z.. "1-Y ·rer X :::. I-\{)() Ir-I '--I A N\OP't?{,,l.-!;;'. };I, .1. ==-bh ""$ ~ b :::: I 2-1-~ 0, 11--·-"6'1 ~ l"Z-n Mt... -:::.. 3$'1 ?&f X' ? ~ 2. ~ .¼>~t ~~v-1* ~ ¥t·t.'>~U ill.::-S 11 t"-fv'&? JV$:_ NT ( v.s €.. 4C2> i 11J OC L~ H_~ -)_ z_ /Y\ ':,-1-1-\.\ f2t.,f :x ti.ft;. -Li c::.: ¼,·-ff .M\,~'(!? t S -------=·==== i..,=:, == "Z1 y. {<,Jb V \ ( '30 k. -1-) w $\., =. :s $"' ?vf POOR QUALITY ORIGINAL S ..... ,... .. ..,,.. .. ..., L.VI-\U I AOLC. / Vt't:.N VVl:1:j ~ I t:t:L JUI~ I~, K-SERIES Based on a Maximum Allowable Tensile Stress of 30,000 psi ----------------·----------.........,----------i--·--·---,-------_"T ______ -~------------~- ; OEstg~1-;-ION 28K6 : 28K7 . 28KB • 28K9 i 28K10 : 28K12 30K7 30KB I 30K9 30K10 30K11 30K12 -----------------r----------·----+-------~--J___---·---------~-t-----------+-------------~-----+--~------------( ' DEPTH (In.) -~---28 _. ;'8 _____ 28 --· 28 _, 28 2~: _ 30 -_-· __ ~_,o __ +_-___ _:i_o ______ ..., ____ "_,!2__-_-_·::::3:0:::~:--•'30 -_-,_ "PROX. WT. : 1 4 11 8 12 7 13.0 1-!.3 17 1 . 1.0 J 13.2 '3-4 15_0 16.4 (lbs./ft. SPAN (ft.) '-=====-==~------::r--·-·------·r:= 28 548 550 ~50 550 550 550 'i41 ~43 :o-13 543 ')43 )~3 ~9 511 SSC 550 550 ·55o :,50 ,\06 522 'i22 ·522 ·,22 022 JO 477 'iSO '550 550 550 300 ~00 . 543 -+39 ---------------- 531 -186 --------~ -- ·.50 500 ':50 \80 S15 ,38 500 -'---;---------+------+------~--- .31 32 13 34 35 J6 le 38 Ff -146 397 418 161 393 .329 370 300 349 275 330 252 3'2 '32 ,"96 '1-l iBO '98 497 .J40 466 -,CO 438 364 412 333 389 305 367 280 348 i29 .'.37 313 :·.) •84 299 456 364 ~30 133 l06 l06 384 2d2 364 '·30 ")4,3 cl,J 550 ,50 550 480 l80 ,\80 ~49 ',49 549 -)63 l63 l63 527 ;32 532 -t32 l35 135 496 •;15 516 395 -!10 110 468 ,,01 501 361 ~~9 339 442 .137 ,!87 332 ,.\66 3136 ,) 18 474 ,\/4 305 ,,44 344 396 -161. -lt)1 282 \25 325 3i6 ,l-17 1,\9 :'60 106 308 ¥---~---,~ 11) :'97 203 ?33 1 :]9 328 'l57 -12-l -l3B \' • ~? I) I• 0 ,.1 • ·3) .'41 , 84 )()1 ~------·------- 269 '312 2Ct3 ._~97 ; )2 340 X~4 J2-! '?08 !09 . ,4 295 ~!!37 :29 * IT IS VERY IMPORTANT FOR JOIST SPECIFIERS AND ERECTORS TO KNOW THAT OSHA IS INTERPRETING 29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET (12192MM) AND LONGER TO REQUIRE A ROW OF BOLTED BRIDGING TO BE IN PLACE BEFORE SLACKENING OF HOISTING LINES, -1),' ?52 ... ,.~ ... SJ4 508 so: 46' 171 120 4.!:) 384 41<3 395 323 J? 3 336 .253 l13 .:c J 11" JjJ ,_:/•3 • :l8 550 S43 550 520 ::49 :oo 520 -l60 550 550 :550 ~50 543 5,13 543 ': 4 3 550 .. t ~-5-50---:------5~50------~-~&)---< :520 520 520 ',20 548 549 549 ,;49 soo soo :;oo : oo ~32 532 332 c 32 \68 468 168 ,168 490 516 516 515 :15 -120 •\41 441 -162 501 501 :8-1 ,115 -11 'i 1 436 -475 ,)87 - 153 583 J92 -11.3 125 181 !00 Fl ~53 320 :21 ,\49 152 12G ]~5 380 Jc-1 165 1V:3 'l(J J:32 ~22 ]17 138 JVi LU JOO ..: ~ 4 329 315 188 103 141 ..141 501 ~01 ,137 ,187 J92 392 t7.t 47-t -i: ( ,7,1 35.J 353 -!Jd J: 'i 180 \36 .l7? ~62 HJ 33.J :JS 315 L~7 J:O t 1 ~ ;,"., -''0 3'.JA .':58 3il9 J:i5 ~ ( -~-~-i3 ;a '3 ~ ~ ~ ~ ii ~ ~ ~ ~- --'!. • ..-- ~ e, Deflection of Steel Joists The deflection of a steel joist when loaded with a 1,miformly- distributed load depends upon the following factors: W= uniformly-distributed load carried by the joist (plf) L= (span of the joist -.33){ft.) E= modulus of elasticity of steel {29,000,000 psi) I= 26. 767 WLL (L 3) ·(to·6) where WLL=red figure in load table Tests have shown that deflection at mid-span may be determined with reasonable accuracy using the following formula: Deflection (inches)= 1.15x5wL 4(123) = 384EI 25.88wL4 El Example: Determine the approximate total load deflection of a 24K8 for the following conditions: W=280 pit L=40.0 ft WLL=161 plf E=29,000,000 psi 1=26.767(161) (40-.33)3(10·6)= 269.0 in.4 Deflection= 25.88(280)(40-.33)4 =2.30 in. 29,000,000(269) HOW TO SPECIFY CONCENTRATED AND OTHER NON-UNIFORM LOADS ON STEEL JOISTS K·SERIES When working with K-series joists, the specifying professional has two m~ans by which to handle concentrated loads. First, KCS joists may be chosen (see p~ge 14). These new SJI joists are specifically designed to address the problems created by non- uniform loading and using KCS joists is the best alternative for a loading condition that cannot be located during the design phase. Second, the design loads can be shown on the contract drawings. If t~is method is used all concentrated loads . must be located and the magnitude of the loads must be given and any other non-uniform loading must include the location and magnitude. The best way to handle this is through a load diagram. The specifying professional must specifically instruct the joist manufacturer to provide special joists for these situations. These joists are to be labeled "SP" on the .. plan. A NOTE OF CAUTION IS DUE HERE. In no case should the required resisting moment or end reaction exceed the highest values tabulated for the· KCS joists of the specified depth. Those values represent the practical upper limits for the respective joist depths. . The Steel Joist Institute has an example for each of these choices. They are reprinted in this catalog on page 14 for the KCS example and on page 124 for the special (SP) design example. Whatever option is chosen, it is still possible the requir~ shear and/or moment exceeds that Which can b, developed with a K-series joist. In the event this happens the specifying professional can do one of two things: 1) Use double joists. Both joists would be KCS joists or "specials" (SP), but carrying half of the required .loads. 2} Specifying a special (SP) LH-series joist. (NOTE: . LH joists require deeper bearing seats.) LH-SERIES When it is necessary for LH-series joists to be specified to support concentrated loads, the specifying professional should provide the design requirements for these joists on the structural drawings. This must be done by giving both the uniform load and any non-uniform loads. If the non-uniform loads are concentrated the location and magnitude of each load must be provided. A load diagram of each joist should be provided. A specific note instructing the joist manufacturer to design a sp~cial (SP) joist should be given. -Regardless of whether K-series, KCS-series or LH- series joists are specified, it is important to note that even though sufficient shear and moment capacity are provided within the special joist, the localized bending of the chord members due to concentrated loading between panel points is not considered. The joist design generally presumes that all concentrated loads are to .be applied at panel points. When this is not the case, the specifying professional must specify on the structural drawings of the contract documents one of the following methods: 1) A field installed member be located at all concentrated loads not occurring at panel points (see detail C1). 2) The magnitude and locations of all loads can be provided on the structural drawings and Vulcraft can shop install an additional web, thus eliminating the field labor. The second alternative is the most economical. p DETAILC1 VARYING UNIFORM LOADS ON STEEL JOISTS The selection process of a joist for varying uniform loads such as drift loads or stepped uniform loads is essentially the same as that for concentrated loads. For K-series joists where the uniform load exceeds 550 pounds per lineal foot, the only options are: double joists or the use of special (SP) joists. Again' a load diagram should be shown on the structural drawings. 7 411)!3;1;);; 1 I •' I ·) \' ,\ .. :,-· ·' () < ',,, ! .• ... _ ... , Cqnsulfin11 'fn-glne,e.rf;. ·::"-'. .,:.c:: =rci'c::.;:ec:,_t =:s:c.:..··}C-"":'1:,;=t,"'-. .....:.1'......:.:' ,.-'-,, -----~--',-,,.--'--'---'---+--=b:::L-_::S_;;c.W..:__··:-'-:.·_·:--1' </ 1.:~-~-t,ri~. . .•• , '· · ·· · · -· . . location . date J;t. -Z:-:P )I: .• '3-1:$1-,Cd. mfr10·'iJ~JRhf Nortti, S_'uite :ioqah, .-=. ,;:=:.: .• :.:.:;., '--__ .;;;.,;._:.''--' _.;.._.;:_.,_;_~_.,_;_...;.,,,,__....,,.._..:..,-.-'-,----t--=;:::::;....:.::;_:i._:_~.:.:..a.;J._.;....;....,.,..-;~,,-d Sail Diego, JJti 9.2/08 . • _ I'--' ·:....:;c=llen=t.=.:----'--'----'------'----''---------l (6'19) p2,1~qsoo Fax (6f9,) '521'·859:1' . ' ' ,. .. ,..--.. ...._ Job no. lfl2~'~t !' ' ,.__, ~~-··· r V l . { f\! --' 1-7~. , ·1::.1 ~ -. -,:::,,;~~ ,.. fh·" ,-, ;._ -~."j( ':I j -0 ,.!.. ,d IJ) .. , a • ' . \~ A ·-:?i v '"):11 -. r" <2--u::l rl-, I, ' s. -, i (.p' ,.. t,, -I.:). / -r:-,) 'r. 1. _:.k >· -~ F . . ,.1-: r--·:L-~-~W ,. ' ·.. . . !-·'--. ..!..:,~UC:~- ... , . . , ' j I •l,.' . ,, ' . ' ••• S, •• • • Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 oroiect S'J<,L-Z.. ,. \ • location client bv .C:: W sheet no. date lZ J z..z/ II C,S Job no. rl9 i----,---------i.--------------'-----------1 (D"-\\--\1:.GT\CN @. (~) t-1\'B-'.3:2 c. ~ t. le. ' u.ovr @_ CDM?, 1i,.'t--\ G-U:-t ~-[ __ c~, :, z..1-1<- f =·= = y~ '\ T~\C.. K. (-:rY-L) ,vt-t$\CfH 4\1i7l.-Pli"l..(r ,_(L.:: I. So 'R..V\ I ::. \... -blR \<~' X Y~ '\ )< \ 1/1.,"/ :=. 'f? ' K , /SL I\.Llr- • ~o c... 'T 'S~t:-N t;r-r tt _(L::. l~ O () ···~• 'n/ _fL =-5. ?:>K. 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(~\. ~ ~'/_:,.,.;, ' ' 1 ' ' I ' ' 1 . . . -' . --' . ·'- ' !- I : . • • DESIGN PROPERTIES Design Properties (100% Load Duration) (1) Caution: Do not increase joist moment design properties by a repetitive-member-use factor. (2) See detail Won page 5 for web stiffener requirements and nailing information. (3) Web stiffeners are required at all bearing locations for 22' and 24' TJI® 560D joists. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. • The followin, formulas approximate the uniform load deflection of A (inches): For TJI® 360 Joists For TJI® 560 and•560D Joists A= 22.5 wl4 + 2.67 wl2 A= 22.5 wl4 + 2.29 wl2 El dxlOS El dxlOs w = uniform load in pounds per linear foot d = out-to-out depth of the joist in inches L = span in feet El = value from table above FLOOR SPAN TABLES L/480 Live Load Deflection L/360 Live Load Deflection {Minimum Criteria per Code) (1) Web stiffeners are required at all bearing locations for 22' and 24' TJI® 560D joists. (2) Web stiffeners are required at intermediate supports of continuous-spa_n joists when the intermediate bearing length is less than 5¼' and the span on either side of the intermediate bearing is greater than the following spans: i-:1i~11Jh ::, :j;,~~ ,j ~D]~S~,~~ve!L,cia~·~1~)~!~~6~~i(~~d::; ~ AO~SF>[tv,e1~i) ';;,;l :;:/ 0:,:--'eil~'~'""J~'""oa::-,:d_":' · :-... ' .. , : :·::,·.,l6;''!1);C1.,·:·;1,9,2;0,C,.1,,.24·1'.0,C, , ,.,16,,10~1};,.,::J ., ·. ,24,ro,c:,:--, ·,Ysfandi, .·:-J&:O?i 29'-4' 24'-5' 19'-6' 22'-7' 18'-9' 15'-0' ;-,,~O['.-:\; :560':56001 :: \:35}10r, ·. :29/•lO.~·:, ,.:.23~10.': : . '.: :211-7/, ., :.:,22'~H:~·-,, i-':181"4~," • long term deflection under dead load, which includes the effect of creep, has not been considered. Bold Italic spans reflect initial dead load deflection exceeding 0.33' • iJ 1¼' . r r3W 7 18' 20· J ~~~-,'<'\~.-.•.. ..::-«,t-1,-'.;.~.-:;: ' i'fl!"/jJ~~s:if{lhf4n_/i_~j,~ ,:,~ff rYf.t~!-~pfi~~:~~~tj TJI® 560 Joist ½&' r3w 7 18' 20· 22' 24' _J TJI® 560D Joist How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on-center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI® joist and depth. General Notes • Tables are based on: -Uniform loads. -More restrictive of simple or continuous span. -Clear distance between supports (1 ¾' minimum end bearing). • Assumed composite action with a single layer of 24' on-center span-rated, glue-nailed floor panels for deflection on(y. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from ilevel® software may exceed the spans shown in these tables because software reflects actual design conditions. • For multi-family applications and other loading conditions not shown, refer to ilevel software or to the load tables on page 7, iLevel Deep Depth TJI• Joist Specifier's Guide TJ-4005 February 2011 3 c1 f'1)°r. . ' ', i. ' ',· ' .,··:~) '' ' ... . ,• ro act· ·~fG(;,,_'Z, *'· l, locatlon date i '2-1-t,, It . ..-i.-· CoMu.lllng Engineer.ii 3f31 Carn/no -Del Rlo,.Notth, Suite. 1.0.80 · Sa.n Q/'etf(), GA ,9,2·108 . t--'-ct __ len_,.t,-'-,,. ----,--,-,-,---,,.--,--..,.....,..------,---,--c...,..---,----,,--c-1. · job.no. , : " .. ' . . . ·:·.slieet1ii6i' · .. ,, . I ' '..,~: ' '' ' '" ' ,, ' (BfB)' $z1:iJ5q·o· 1;a·t f619) s~t~fti91 · . . ·II ; ,-, _1 ' ' . J. + ' ~ ~ . . ~~-tll-A?. . Gb'\:-\·'t\'f-<..Tl t>'t-\ . . . ' .i ~ ,:-z.> I -<&~-\.,~ -tt~k~+14c; ~(,-tt~!f-ls ·. 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(6:19) $.2.it-85OO F,ax· (6.19 )· 521',8501 :, " . . ,' . r-; -r \ ,. ' • I / 1 ·, ·[Zf'·-e-... -~_;_ ____ :· . . , . . . . . ' ' ,' ,,'; • (. • IJI •• • • Consulting Engineers 3131 Camino Del Rio North, Suite 1080 ' San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 oroiect S Kl-Z location client bv SW sheet no. date l z../ ZZ /1 I Ct/ • I job no. f//221.o 1----------------'---------------..i----------1 (,ol-\\-\.~C.~©,-t of-\2-CO ~ '\T2-\,\ '> S _,, ' @ N\..,,_ ..., \.LP"'-it \.(...~ a-~---:;::-_.;.'-___ .... 1.-\'L '\ $ ()., $\ IN3 fy-:::-0-rC\ ~ SD ~S1 -:;::.. '-i 5 D/~ ::. °l~% L\., ~,.._ \/\ S ,t-. 'I') \ \\ I\ =-'/ LJ $._ -;-l"v-, ~ ~vb '>( o .. LP )( '-I~ \',S l x ~, CS x 0,, 1..S L-, c-s~L~~~-~~~la. ~rruq.~_ ~""': C>-1·5 ;,i0,.lt>;XS"3 KS\ x(~.s·1 -\ 1$xb,2..Sl'-=-\vK.. o/(._-:. '3'il' .. ~ CL£ V \'S P1 \'-.\ 'D\A B9-<S~D_QJ:~-:::.,~Ll-':\~ K C,l£ .. Y\S D _ . ..,... IY \\. \\ p \ "t-\ '\--,\0'1" ~ l'l'M -~ .---+s xo. tQ r 5 ,g x0(2..S +-~~5 ~ \ .. ?:i$ -. ~)(C~~P \ 'J,,.'';i •, '' J21,,.7_,,2.,~3ise .. Jo/..h:-? ... SJ.L,.t~E- ' Loads:, BLC 1-, DL ----· ,.· ............ ~-·-~-~-----'-----,.---,--·--,.,:,-... ~.-.•--.--,,,,.~~~----.,··.,·-.. ·, ... ••• ,··, SK-1 ;c·'·1:2·: • ·--~. : t,'"r -~-:-:-' ----,---~-...... '-, .. Dec 9, 2011 at 8:56:AM· ·, hanging mom v6with ¢able.r3d • y SK-1 Nov 28, 2011 at 12:01 PM hanging room v6 with cable.r3d ··rx···: ... ·.-,,.;...· _;A·z. 1·· ' ' ' . , ' . . ·. )x-... . v · Member 'Len·gth (ft) Displayed ,r::F . r--•I• .. [_ __ ,. . .. -.~----~-~---------½ ~-----------~~---,------· -----------·, .. _.~ ... -,--:, .. -, _- SK-1. Nov 28, 201_1 at 12:02 PM hanging-room vs.with cable.r3d Member Code Checks Displayed Results for LC 3, 1.2DL +1.6LL (mezz only) SK-1 Code Check No Cale > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Nov 28, 2011 at 12:03 PM hanging room v6 with cabfe.r3d i I .• Res1:1lts for LC ·3; t.2Dt.+1.;6LL '(mezf only) Member z Bending Mqments (k-ft) · ~:_-:_-~_--~_,:~-:i-on_·_R_e __ a-=ctio=1~.·-· ._k..,..I:i_n_q...,.:!<~"."ft-' ____ -,--,. ____ ....,.,..-_-.. _--'-·~----------···~----, _:_;_ii--~o-, :::~~1-w~- 1 :.,.,.;a-~~:.:~- CABLE AXIAL WITH ACTUAL FIXED END CONDITION MO·-····-··-... ·--·--·-··--·~-......... ___ _ A y -.9 Results for LC 3, 1.2DL +1.6LL {mezz only) Member Axial Forces (k) SK-1 Nov 28, 2011 at 12:11 PM hanging room v6 with cable.r3d r ·t"·,1., 'l;" J.J -,----s---,..-'---1-····-······ "., ..... ---~----,.,...----'--~-~ -~-----·--·, ........ ·.-,. ...... ~---,.--....,.~-------------~-... ;-,_,-, ---- i. Results, for LC· (3, 1,2DL +.1.6LL (mezz only) Member Mei.al Force~ (k) · ;kf>FF SK-1 i ·sw __ ., -,,··-.--·--··--·-1 Nov 28, .2011 al 12:10 PM· 1 ·"-':'',-' , -•,.-,11 .. ,:,-,~~ .... ·i.., .. ,M,,~.-.. ;,N';'-~ .. onN--: ~----~--·----,. -· .... -. . . , . · .. :.-· ... -,-, ,----..,.--,--,.-... ,.,_,.,_. ~~-~-------'-'··--'--· ;_~,anglng fOOIYJ V6 with,;~~~!~??.~.~-j' 1---------·-: .. ·-· ·----~c.c..,--- r--.. I~ .xJ .. __ v Results for LC 4, 1.2DL +0.5LL +1.6Lr Member z Bending Moments (k ... ft) KPFF SW 9!> KIP-FT •7 ~ l Ul T I H !miilifflill' --~ : 1-3 >fN ! H ·--t:-' 8 I ~ 1-3 ~ Ul [/l ("l gj SEE HAND CALC MODELLED AS PIN TO CREATE A CONSERVATIVE SITUATION FOR TRUSS CHECK. SK-1 Nov 28, 2011 at 11 :48 AM ~ \'::> hanging room v6 with cable TO CHECK TRUSS ... ! ]5 • • ,~ < ~ .... ,-c.., __,___..,. f "'i : ' -,-, --~ ..... , ', .... _ ......... -~i--_-· ... ·-,._:.,: ..... _ .. ,, ..... ~ ..... , ................. ---'-----·· .. · .. ,, .... H .. , ..... ,.,MO '•:'--,--~uo,u .. ,NOOm,rn,..,. ........ , .......... ~ ............. , .. ,,,, 1 :i;?(;)am:, , N/23 } ;: Shape; Rl;30.~0.178 : \ Material: gen_Ste~I • l?Y -__,..~-,-----,--......... -in ,) Length: 480 in ,, !Joint:, , N26 . J, Joint: .N38 ·LC 4: 1.2DL+0.5LL+1.6Lr Code Check:: ·0.009 (bending) •1.881 at 235 i,ri Report Sas(:)dQn ,97 Si;ctions .· 9.148 atO in 6.052· at o Jn A.•, . '&JlliN k .. +.11~fat 80 in . .-6.896 at.480 in, M,;;, ·k-ft O atSQ.Jn, T k-ft.' O at0 in .:t4:294 at 220 •in ,, ' i 33'.402 ·at 220, in ; ' 1 ; 133. ·at ·o in ; fa ,. ' .. ~Si. '· :-,22 at ao in, . ' tc i ,, ksi. · .012 at4so in '"' I .056' at Z10 in ,',oz·--==~=--in, ,.,011 at 50 iri 0·at 0in , Vz .-------k 9-at 80 in ,, ;002 at 75 in 'My .. k:-ft. O atO in -;012' at 480 in ft ·ksi -33.402 at 220 in •• ~y-x ·-........ . ,-,,:'I ····--., .. ·-,,, · ..... ',, '···-....... _________ _ ·· ..... ........... ·--......•.. ,. .. ..... , ·-. •,, ··-................. __ _ Nt>11;: i(o~/\ 2.:,-=t l-Ao ~u..£.-J> ......... ......... A ft ""~ A I w tt,f. .l( '2.0,~--:f' t>P '!-> T~t. Mf-M~E't I !::. ~~1:2. l14\f (:} 1?.oT Ml OM ~~SfU.l t-\fl) 'i '-I T~l @. l(p II OC.. · · esults for LC 3, 1.2DL +1.GLL (mezz only) PFF SW - '•, .. ......... C:tl •,. ····-..... ___ _ ...... ·····---........ ,. .. ...... ~_ ·--............ . M33 -- SK-1 Dec 20, 2011 at 11 :55 AM hanging room v6 with cable -with b. ' ·,, ,,,·, ·, . ;:~~mf:"" irf·'-·1 . · I: '$h~pe: . W8X31 , -:Q(?4,.at o,~:' , . Qy _.,,..,._,__,,-........... --,--__,,.,. in. · ·()te,a~~~~r: '-~ii3:ft · · · ,, Joint N1 , · .. J Joint': N3 .: ·. · · .. , '.::~c;:tr::p,t~:($\tc):{mez~':onlf}J · · Coqe Check: 0.050 ·(l,lendmg) . 'R~port Bas(;!d O.ri 9TSecti_ons ·· · 1.,"" ! ' jJ03·.at 1:583-ft .A ·----------~---'----....... k. ·O ~t 1 i~ 1 ;39 -ft: . .o.oa at 24.0t4 ft. . -..006: ~fO ft · oat 1.58fft · , Mz' -f~ ______ ___,_ ____ .....:. __ , -· ksi--·· , Oat 12·.f39 tt• E)z,,-,' -----:-,--------ih 0"at25.333 ft , ' ' . '• '• ' _;Q3 at-24;01,:4 ft ·k · ' Vz ·-'· ~.,....,.,..,....._....,;,_, __ ,=, k , . -/()3-at'O ft . My--_----. --·k-ft "'.:04-.at-l.319 ft· ksi , .ksi 1' .:2.411: at 12.a61 tt. '1.ol' ' A!$C ,f3th(3~Q-0f$): ,LRFD· C'ocfe· ctn~ck I , , /' .. ·; '\...,. , . I Max aenalng. Cheqk Location · . ·equation ' ·' ,,,_ . - Q.O$Q 12'.667'ft :fh-1h · . Max Shear Check Location . M~x :Def! ,Ratio -1;3~n~_ing Flan:ge . Bending:Web .Non-C'ompact · Compact· ··. · Qompressk>n Flange Non-Slender co·mpr.ession,W~b· . . N.on~Slender Fy . ptii*Pnc- pfii*Pnt . -phhMny phi*M11z phi~Vny ,pbJ*Vrtz Cb _, '·; . 50 ksr 4,08 .. 962:K 410.85:k- s2:so2· k.:ft 1:13~893 -~-ft ,68,4'k 187.803,k; 1 y-y,' Lb 1.333 ft Kur ,1.9~t · · -Sway ·. N_o-.. , '. L Comp Flahg·~. Torqu!3 LenQJth · z.:.z 1~333'ft . 4.61 . No 1~333.ft :,NC . ,-' . -' . " ' ~ , . ' -·· •• Beam: M37 Shape: RE20.37X1 --·:,. Material: gen_ Steel • ength: 25.333 ft I Joint: N6 J Joint: N4 LC-5: DL (SVC) (rnezz only) Code Check: 0.000 (bending) Report Based On 97 Sections 0 at 12.139 ft -.002 at 22.694 ft .288 at 24.014 ft T -------k-ft -.288 at Oft 0at12.139ft fa ksi 0 at 22.694 ft Mz fc C2-3 Oat 1.583 ft Dz -------in -.248 at 12.667 ft 7.158 at oft .03 at 24.014 ft -.03 at Oft -7.158 ~t25.333 ft 0 at Oft k-ft .019 at 25.333 ft My ........ ----~-k-ft -.021 at 24.014 ft -42.816 at 12.667 ft 7 .429 at 12.667 ft -.067 at oft ft ksi ksi .067 at Oft -7.429 at 12.667 ft '. _f.J3:s:,.ar.n:.,, ..• Mtl{,:; . I· SJ;~p~: . W8X24 . f , 'Material: A992 · 1<.-' · terig~h: ~:ft · · 1, Joint:; NG. .. J Jdint: N3 ': -~c ~:= 4)1:,($~onrn~:zfQ'n1yp_ : Qoge Check"" . 0;0~ O (!;>ending) Report,~c:tse.d On 97 SJ~ctlans • ~ .,• I• · 1.239 at O ·ft .DY~ltt ' ' ' ' ~ . . ' . ' . ' -:•_, ': • ~ • ' ~ ' • I ' '' •, > ' . . ' --. -,, :_ .. ' ,; -.Oij4 at 6 ft ,452-atOft ; ·-A \ . k.' ... 381 at a-ft . ! . ''' 0 at3A17ft . .bz. -. ------------in .002 at a.ft ' l-""---~-------,--a.----,--,--+---,--,----,-..,....-'----,..,.-,-------1--.,....--',---'----"--~--- l' ,I .288 ~f()ft' 0 ;at Oft Mi'. · T ----,.-----..,.,_ k;.ft ' . . . ~k;;!ft • . . o at 8 ft ·My .... · ---------k.,ft· · -:019:.at oft ·-.691 at 4.333 ft· · .t75_at:o:ft ksi ... · l tc I -.02at 6 ft ft .o~ at 8 ft -.418 at 4.333 ft A/$0 13th(3~0-05): LRFD ,Cotle th·eck· 'Max-.Bendirtg Check · 0;0'1 O .~opatioh · . 4J3~ ~- . Equation H1-1b . Bending Fi~nge · C.or:npact · BeMinQ, Web .ci;,rnpact Fy phj*Pnc. phi~Pht .pbi:-tMny ptji*Mnz. Phi*Yny1 phi*.Voz. :Cb 50ksi 300;1s.1 i< 31{blk 32;138 k".ft ·a-, k~tt · 58;286'.k ·140:292k · 1 ' M~><-sti:e·ar Ch~ck :Location. fvjq~ D~fl.'Ratio -o:oos·(y) 0 ft l'l100QO ·compression Flange Non-Slender Con,pr.ess.ion W~b Ni;,n-$iender y:.y Lb . 1:,ft ki'..!r 7;464 ·Sway No· .L Comp, Fl~.mge, Torqu~, Length 1-ft an z;.z ,8 ft :28,072• No·· .ksl· '' ,ft;. ,i,:ii, _, ,"'.!:-,, • • •• Beam: M1 -.156 at Oft Dy -------in O at 12.667 ft Shape: W8X31 aMaterial: A992 ..,._ength: 25.333 ft I Joint: N1 Dz -------in J Joint: N3 t.,C. 6: DL+LL (SVC) (mezz only) Code Check: 0.168 (bending) Report Based On 97 Sections .007 at 1.583 ft -.001 at 25.333 ft -.807 at 12.667 ft 2.202 at 4.222 ft ' ' 1 ~ .074 at 24.014 ft A-------k Vy,:·:__·_ ··· _,._ k Vz -------= k Oat 12.139 ft -.074 at Oft -2.202 at 21.111 ft Mz k-ft .015 at 1.583 ft T ~------k-ft -.015 at 22.694 ft My -------k-ft -.097 at 1.319 ft Oat 1.583 ft fa -------ksi Oat 12.139 ft -19.116 at 12.667 ft 8.342 at 12.667 ft -8.342 at 12.667 ft A/SC 13th(360-05): LRFD Code Check Max Bending Check Location Equation 0.168 12.667ft H1-1b Max Shear Check Location Max Defl Ratio 0.036(y) 22.431 ft L/467 Bending Flange Bending Web Non-Compact Compact Compression Flange Non-Slender Compression Web Non-Slender Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50ksi 408.962 k 410.85 k 52.802 k-ft 113.893 k-ft 68.4k 187.803 k 1 y-y Lb 1.333 ft KUr 7.937 Sway No L Comp Flange Torque Length z-z 1.333 ft 4.61 No 1.333 ft NC ksi C2-S : 1a~tm:·,: .... Jti"-7:.:.,;,1 , · $,h~pe; RE~0.37-X1 (...,..._· Mate~ial: g~o...:~teel : .Dy ...,.:---,'-~--,-,..,..._-__ . ·,n · · · ; .. · Length: 25~333 .ft I Joint: . t•i6 · · .J Joiri't: · N4 . · ,~e::s}:Pt:+~t: <~V:¢.) i<m~zz.,Qo!~). Gode C!Jeck: . 0 .. 000 (benrJln·gl · · R$port·'l3ased ·bn.97 sectionsi · · "'..a1s,at 12:667 ft 23.64atoft ;002 at 12· 139·ff · ' , ; ' ~ . D~· ...... -----------in· : ) ;074':af.24 .. 014 ft · A · · k' Vy,· .-;005' at 22:694 ft ==...:~=~ k Vz __.........,...___,....,......~--k -.074at<Ht .-23;p4 .at 25.333 ft: ;003·at i/5'.~33 ft Mz . ~-ij. ·. : · ,646 at·24;014 ft ;04a at 25.333 ft T :k~ft My '• k-ft: -.64p at·O ft -.05.1 at 24.014 ft "'141..726 ~f 12J~67 ft l , I : ' . 24:~92 at 12:667 ft .::1'63 a(O·ft ·ff ksi 1: fa Oat 12.139ft · ksi · o· at.22.694 ft, · fc •·ksi.· .1:a3.at: o .ft -24 .. (592. at 12:667 ft. • ••• • Beam: M7 Shape: W8X24 Material: A992 Dy -------in ength: 8 ft Joint: N6 J Joint: N3 l-C 6: DL +LL (SVC) (mezz only) Code Check: 0.015 (bending) Report Based On 97 Sections 3.007 at Oft A k .003 at oft Oat 3.417 ft Dz -------in -.156 at 8 ft .619 at Oft ~ Vy ~ k c::.::.:::::c;: .006 at Oft Vz -------k -.459 at 8 ft .646 at oft -.002 at 8 ft T -------k-ft Mz -.046 at Oft -. 775 at 4.583 ft .425 at Oft .522 at Oft -.06 at 8 ft ksi .06 at 8 ft -.522 at Oft A/SC 13th(360-05): LRFD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 300.761 k 318.6 k 32.138 k-ft 87 k-ft 58.286 k 140.292 k 1 0.015 4.583 ft H1-1b Compact Compact Max Shear Check Location Max Defl Ratio Compression Flange Compression Web y-y Lb 1 ft KUr 7.464 Sway No L Comp Flange Torque Length 1 ft 8 ft z-z 8 ft 28.072 No 0.011 (y) 0 ft L/10000 Non-Slender Non-Slender Ci1 ' 'I l I \ 'I } , I ' ; . ', . SKLZ ·rr:CALC:ULATIO.fvS- . ' . . ··N;ew M.eeting Rooms @ :.Mezza_nh1e_ ;, .. il~l:U ~pnsu!ling Englneef1' . 313'1 ·camirio:Oel'Ri~:Nortli; Suit~ 1.08'0· · · . $a'n .DiElgQ, CA 92j08 . . ' . . '' • . , ~. ••• ·- , 'I &,•ill Consulting Engineers Proiect S 11~(, -Z. T l , bv SW location sheet no. VI 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 1--c_lie_n_t ______________ --1 job no. (619) 521-8500 Fax (619) 521-8591 111 ·z z .. t() C0.r-\l--\tt..c,te"-\ ...... @-'"" (¼:'.\ f',i\~·~.1; < .M.f-=6.T\&-\"looi-A5 ... ······· ·---·--···-----· ........... .. .. ........... -·. ! -···· ................... ---·--······--··· -·-......... ---- • • • I ( "k ff · Consult i11y, F.1i'a_1negr~ , . · "location 31,3-1 Oamiri"o D~I Rio No·;th, Suite 1080 -r .. J. S;rn_ Diego, CA 92108--·c ___ lie_n_,.t ____ -;..,-,-_..,,.,.. ____ .,___-___ _ (61'9) 521·-8500 Fax (61~) 521-8591 · : ' sheet no. date I 2 / :z.. :?. Ji I • · ' · P:2. job no. · . v0\t\ ~ .1. ·--z __ ')!. ~~ ~ f sf "" , . \1> .x s·o t>1;, 'f-~-, 7.J). -~~ f ( !;)o \;\~-L,~. i:~P<H J ,,, . . \_~ -~·-_r-,, ·0·5·'7.~ , t,i v~ .,{.,.,,, .,1 \/ L . . ~-·f· V\ •: ·IA.Jvfl,. . -JD '1 .. -. ! IA -"if.· ...,.. -.J ····· . j\l\ v.. 'C', -· -· .. . ·-r, -<:."' ' Y11 "'u•p .;;i, tj) ',~ . . ' ·oitP,¾'. '-~", ....... · .. ..:.....,_-~ • ;.,, (')', ·o -7 .. :i---.u-. £,..;,:; ~ . .:::. \ rr\ ;,- . . -~ ... ~~.s .• :.~J.;f.•··m-~ • o~: ·-····· -· ...................................... ····-·· ··--·-··-······ ..... --··· ........ ·····-········ ··········--·-···· . . . ..... ··]1 4 .PF~··--···-·······:--~·.~::~:~~~~:~-.--... --.... -.... ---~ ---------------I~:: ~8, 20-1; ~111:2~~-~~ \-.~~-······· ____ ............... _.. J~:~~--m_ee_un_g '.~~-~:~3..~---..... ·-····-·-··· 1 -· .,._ •••••• -, .. -.. ------··-·· • .,.. ........... ···········-··· 1 ..... --....... ·-········---·· ................ ····-·---... , ...................... -· ------···· ··--····-·-----···----·-·········"···· .... ··-·· -·· . . .~j r··""'" .,. ..... ,, .... , •1 ......... , -~ 000 0 OHOo .............. , .... , ,,h, .. S OH,mHlmHn •• ., ..... , .... , louoo , ........................ , ••• , ... ~, ••• , 1. 00 00 ,,000 00 ••, 0 0 0 ............ , ..... ,N .. OH,-OMOU .. , ,;., t•.,,, oun,~ ,·,,, ...... , / -~ >WU.000,000 ............... , ...................... , .. , .. , ., .. -, .. ,.,.,, OOOH '••n NO, ... , ........... ,, ....... .,, .... 1 ~ !· -rz ·. -. .·. . .. . . . . :i -1-.~~-.. -. ·1~• ix . Y ~·-·-· ......... -,--·. ~---------'"-- -! ... Member 1.ength.{in): Dis~la[yed· ...... -····-·· ................ -... , ... ., ....... , ...... _ .. _ . ···-· ...................... _ ..................................... ,----____ ............. _ ... -.~~ I • ' KP.FF SK-1 • l i'.sw··· ....... ----··· .. --...................... _ .. ,. ... _, ..... -.. :.. . ' . ' Nov _2-8-; -20_1_1 -.at-1~t;2iAM-· I ~ . :·~~~·;:·;~:ti~~ .. ~~~~-r;3d -......... , ..... . ,( ___ ,.., ...... HONOHO\O_, .. ,,.,, .. -,,·,•-•••••o•l ........ ,,,l-.-,,,,~.· ........... NhO~OOO fOO~UOOO ' ............... ~OOO\OOO ••••-•••••••••--,--~,1-,y·,,.,,,,f, ,.-~ •_,.,' ,.'.~···' OOI_U_o,.,Y ... •0 ...... • •• ',, ............... OUN··----=--·, .. , ....... ',,, .. .. . i ~··· ""' -. ' .......... ••• ....... -... , ........ 0 •• ... _ .................. O, .......... o NO ................... -·~-.. ••• • ,,. ....... • • ' •••••••••••••• ••<• ••• • ................................. -...................... ·--· .......... -·----.. •••••• ..... < ............................. -·--·'"-0"''""'""" ............ • ·-······-·--·· • ••} rZ ... A}. •--.. --...... y ' -.08k/ft Loads: BLC 1, DL -···-·············----·-· .. r---.. ------·-·---· ·-·---......... ·--·-·-... ·-···--.. ·-............ , .. -......... _ ....................................... ···-··--·-...... .-...... .. PFF ! SK-1 -............ _,. _____ ... ___ , .................................... -.... -.... --.... ·-··-----. . 'I:!_ ....... _............. . ..... -..... _ ................... -...... -l .. -~?~ .3~'. .?.0.! .! ... ~! ... ~ .. ~ :~?..~~-···! I cant. meeting room .. r3d i -.................. _...,, ....... -·-···· .................... ----·-·-··--··· ·-·-------·---·-.. . .•. -"· ................. ··-·-·---... , .......... -···-·--..... .-.-........ . ... ·----.. •·· ...... ·-------.. ---....... .l .. ·----. ·-·-.. , .. .. ... ··-··-···--.. -· ............ --·--· .. 1 ,::.,.,," i . I ' ' ' '.1""'1t.-.' ,""j;,''{I ' ·, '' ' t't,...1,..,1, i '"" ................ ~ • •• • ~ • "•r•, • , .. u,,,,,,,.,., .• ,.,,, "'""'"'" """ • • • ,,.,., , .... ,.,_.,.,, ,,, ... ,j ......... -1,~i. .............. ,_.,~..,., ... ,,.,w,rw•n ,_,.,., .. .,,,,.,., ,.,, .. , ,,.,,,..,,_,., .. ,_,. .. •• .,,_ ,, ... ,>,(~"•" \o'""••,J,,,..,.,,. ,,.,.,.,,,._.,,. h-•·•--· ,,.,,.,. ,,,,. , ... ",,.,..,, ... _,._, _ _, .... _ _,,.,,~, .. t,•-•,,.., .. ,,,,.,.,.,.,,,.,, ! , . · · I . . 0 , • : , .. : L ~z 1· · . . . . -. ·. ·. I ' • ' j,• 1: · . 1 · 11 /. I ·\ .~ ~ ·!.X, y l ,! . ;, i I' ) : ·--------·--·--·- ....................... ,.h• ••••••• ............................................................ , ............................................. -, .................................................................................................... -·· ······-----···· ............ ! ·······-· ·--······-··'-·-· l Code Check r2 ! 1-No Cale () = > 1.0 . i/' ,,,, ... 90-1.0 • . ·. , .75-.90 v ~L .50-.15 ! _____ ,, i -·~·--···~:-.5.? Member Code Checks Displayed Results for LC 2, 1.2DL +1.6LL •~ .,._,,_ .... _,.. _,_,. __ ,,,_ ...... --.. ·······-·---···""'""""'"'·-""" _., ............ -....... .. [::_~:-~~~~~-~-:-= --------------------------·----_ _______ _ ____________________ f-~ii~~ol~~~i~~I , f" ;Z I . ·. • ·.···• .. . . . . . . . . • .. · · .. ·. >·. . . , ' " V?,t 'v© l . ' . ·1 "· '' '.f . ·1 . . . : ·r . ; .· · r ·. _:· "\. :' -. ' ': . 0 ,· .!x ... Y '-___ · ',. _,'. -........................... -, ...... " I '· I. 1,:6. 1 .. 2 1..6 '· H~sqlts for LO 2, 1.2DL +1.6LL Member :z· .Bending Moments. (k:-fl;) 1.6 1.5 i 1.1 j l 1.7 1.,5 1.7 1-.6· 1 k:~~.~~i-~-~-·~:~ct_i~~ un~ ~~~ ... ~ .. ~nd .. ~:~ ...... _ ..... _____ , . ...,. ....... -................ _ _,__......_...,...,..~ 1 ·-·······-............. -----·-__ __ ~ ............. · ..... · ........... ·------·····-··············....... SK -1 ~~-·---: .... ~.: ..... 1 . t:~~ ......... ·--o·•··-................... ~-····-· . ..~.~~ .. ?..~!. ... ?.g.~ .. ~ ... ~.~ ... ~ .. 1 .. :.~?.-~~-~·1 . i' · . ! cant. meeting room.r3d I ·c .. ····-------··· ................ ., .................. .-........ , ...• , ............................ -·--·-·· ........................................................... • ...... , ........................ ·--··-··· ......... ) ....• , ....................................................... ___ .,..I SERVICE LOAD COMBINATION Beam: MB Shape: W6X12 ··,. Material: A992 · ..•. Length: 48 in I Joint: N18 ! J Joint: N9 I LC 4; DL+LL Code Check: 0.087 (bending) Report Based On 97 Sections .01 at O in A--------k Oat O in T --------k-ft .003 at 0 in fa ksi -.035 at 48 in 1.104 at O in :'~ ... : ... ·· .· ... :;.' ... _.:~--- ::·:: · -.::···= · ... : .... ·:·· ... ·: .. :.· ::· .. ·::· Vy..__-----~ k .25 at48 in 2.708 at O in Mz 4.433 at 0 in fc ksi Oat 48 in Dz--------in Oat O in Vz --------k 0 at48 in My ----=··-~-k-ft Oat O in 0 at 48 in ft -ksi -4.433 at O in A/SC 13th(360-05): LRFD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny • phi*Vnz Cb 50 ksi 130.79 k 159.75 k 8.7 k-ft 31.125 k-ft 41.607 k 60.48 k 2.029 I ! 0.087 Oin H1-1b Compact Compact Max Shear Check 0.027 {y) Location O in Compression Flange Non-Slender Compression Web Non-Slender Y"Y Lb 48 in KUr 52.302 Sway No L Comp Flange Torque Length 48in 48in z"z 48in 19.238 No L----.... -· .. ··-·····-···--·-·····-···--· ··-····· .. -----· .. --... .,_.,,. ___ , ····--_ .. ,. ··---····-....... ·-................. _,,._ -.. ----------···-·· .. _, ....... ______ .,_._ ... -.-......... ···------··-·-··· ............ -··· ...... . ' ' 1' ' < ,, '" ' '. •. I ) ' ' I /, / ' I ' i. ' I ( 1 ' ·/ '' , J:- SKLZTI CA·LCULATIONS Existing·Beam Checks@Mezzanine 'k ff .. . . . . . Cqn~ultingl:hgineers 3131 Camino·DePRio North, Suite 1080 · · San-Diego, CA 92108 . . • • i I .1 ' ! G .x ~ ~ V ~ ~ W21X44 W24X5Q I '-1_.., ~ W16XSJ J,.. W16X31 80 A i W18X35 A Results for LC 3, D + L (ASD) KPFF SES 111226 • W18X35 W18X40 SKLZMezz. <'I <'I ~ ~ ~ ~ SK-1 .: .. Dec 20, 2011 at 1 :48 PM SKLZ Mezz.r3d m ~· ~ .Y ·I t,--0 ~~z l_ .x .------~20 ..........,_..------ ' ~9- . TN9 7' .'!: ·I !: I ! ' --N1. -KPi=F !· ----~ ' -! · Sl;S , 111226·. -----,,--+~~~,-----:.....::...::..:~~~~...c-::.;:--------____ .,.,.:-. --,---'---'--~~l . ! T:21 10· ·•N6 '· 12,M ,,,,,3 $KLZM$zi:. · . .4125 424 -.;.- ' "'Tf:l13 ~26, ., SK-1 ' . .O:ec 2~. 2011 ·<;tt 1 :36: PM · . · :1 ,· . ' $K!2 Mezz.r3d l F 't:· 1-! ·:: l ., t .\"'.fl• ~\ 1 .v ------~•-------•-~-~ tlx 25 Loads: BLC 2, Live Results for LC 3, D + L (ASD) KPFF SK-1 SES SKLZ Mezz. Dec 20, 2011 at 1:38 PM 111226 SKLZ Mezz.r3d \"\'\ \,~ ·~·.v·· ., __ _ " ~9 : -l.z.Lx .· ,, -" I 'I .·~_,. •• .1· •• + f :j J I• -., i l ) -- ) ) ·Loads: BLC-1, Dead _Resuli5 f~~ LC 9, D, +,L (ASD) .KPFF $K--1 SES $Kl;.Z Men,:._ Dec.20; 2011 at 1 :38 PM .· f--. . ' . _, ~ -, '• .·-.'' 111226 -SKLZMezz.r3d · ! _ . --I') + ~ 1---------------------------7•----------------------------!·/ I CodeCheck' k_Lx vi ~- :£l. ,.ll_'Z. O>' ~ ci ;:,:.L; . 7Z = ~Plrll/ 1 ! t' .Q,4 ,.,,.,, cc; ~ Member Code Checks Displayed Results for LC 1, 1.2Dead + 1.6Live KPFF SES 111226 ~ -.5ll C?, --, SK-1 SKLZMezz. Dec 20, 2011 at 1:48 PM SKLZ Mezz.r3d INoCal( >1.0 ,90-1.0 .75-.90 .50-.75 0.-.50 '01 ,._,.,_ ~. I ; r ,. I: ·; ;. -! !· i i· .f ! I ·L J ,. ,. ,--- ':,,.:;.. .... -· ·v~x· ,.9 ., R~sulfs for. LC 1, 1.2Dead :1-1.6Live J ME;mberzB~nding M,oments"(k•m KPFF •S!=S 11·1226 -;;..:.,.-.;,~· 0 -76.9 · 1,1 -1~1.8 SK-1 $KLZMezz. D$C 20, _ _?0J1jl~ 1 :50 PM SKI..Z Mezz.r3i:J ~l ·~ roect StGL..Z -r, \. Consulting Engineers location 3131 Camino Del Rio North, Suite 1080 b II sheet no. ,c,,-i r:, I ····--San Diego, CA 92108 l---'c=lie=nt'---------------------1 job no. lll--i Z.lo (619) 521-8500 Fax (619) 521-8591 ~ 1-------------------------t ~t \.-tr v.t i ~-\ fr S l\ f o ~z.. ft,.:.trl:4· \ $ t, tit,.\ it.-'f*,. V A"r t \/ I\;,. f.,.,,, t-·l 0 • . ·-·--·---"---~--- _\..v'f,{.,,!) __ .SJ.:~_£t~L'(. __ ( ~~ Y(J.., I.AP H-··\&-\(,.. r·iivW'" t.~·L,,C) (_, r ~" ~ "'l i. ·2/··+ ~--i '\ yt c~}' )I yi./ 'I 7-) -;;::,. ~ ~;J -w:.. ·--· ' ~'--.......... --~:,,..---'-,--,-.-'----'~,.::....' ---'~0....-.,-....-, -.....,.--....,,,..-_. ·~'---,_;·-~._ ....... _ ,, ' , · Beam: M7 , Shape:· ·w16X~1-· • • •. -1 ~aterial~ . A~6 Gr:36 ; Len~t~:-2Q._ft _ , · I-Joint;. ·N9 · · .!Join~: N1 o LC 1, 1;2Dead + 1..6Live. ·. Code Che.ck: · Q.9~2 . (ben(llrig) Report Bclsed On ~-7'S~ctiQns 'A--.,.-~---k .0O2.atOft .• 0~9 at.5'.2Q.8 ft · Dy. -.. i.n- 1.34.366 at 3.12,9ft. '' . T-----------------:k-ft . · My _.,......,.. _____ k-ft . : I l· . 002 a,t 3:12~ ft · Mz k'..ft' ' 34.14.~t 3.1;25.ft . :1, ft -·. ksi f~ --'----'-------'---ksi ksi · · ~34.14at3,125ft AISC _13th($60~05): L·RFD Code Cbec.k Max Bendi"19-Check. Location 0.9i2 3!1Z5ft ,Eq1:Jgtion· . H1-tb · · -Benq!ng Fl~nge Bending Web Compact Compact Fy :Phi*Pnc phl1'.Pot phl*Mny ,phi*Mnz . .phi*Vny phlWnz Cb 36ksl 48.634 k 295.488:k 18~~~1 k~ft 1"45.8 k-,ft, · 94.327 k 94~511-k. 1 . Lb . 'Kl.,/t $way• -Max..§hear Ghe9k . ·Q.5~7 (y) Location · 2.917 ft :M,;1x Def! Ratio · L/1112 . .Cotnpre{,sion :FlarygE! Non-Slender Q$=1 · ·cor;npre$sion Web · Slender Qa=1 y~y ·20·ft 20$;825 No z-z .20ft .37.428 N9 • t.. Comp Flange TorqUj3 Length '.... , ,·-, 2ft NC • • • (. • sheet no. b location Cij\ 3131 qamino Def Rio North, Suite t08or~~-----------f-~d§.!ate~~L_l_~l---~-~1_J Consulting Engineers job no. San Diego, CA 92108 client (619) 521-8500 Fax (619) 521-8591 r--------1---:-------:-----_J__ulli.:;l 1-~2-~t.o!,__ _ _J \,. '1' .2-I I 1t1' r >'I ro rs,~~ ';. r?> "lf. 4 ~ .... -Pt cp M" :: IL.I?, g t!---ft ( S~E'. fYi'T~GrtED ~t\t::ET) I , _.., l - l \ (')'_. ...... , ': I 0 ' . .. ' ., _: b ' ,.. ~ ~ <' ; J ', ' ' ' ' ~' :,, . ' · stte,eJ,riq; lodairori , date ·p I l) · , 3:13'1 Camino Del Rio North, Sult~ to~oi-· ~~~----c-:--'-'-------'--"--'-'-,:-----'--':------,t--==,..~L...:....::...---'-.....J,.---_____,-'-I $an Dfego, CA ,921 otJ, · .. ·. .-client (~19j_52f·P500 -Fax,(619) 521·$~~1' ~'"7'"""'-,--'-'---"---~-'---'-'--.,--.:..,..,.-',---'--~ ... ·-i---· ..... :. -·-1-· ----~-· · .·1 N ~W . DEC)~::s ., I · .. , ,lOPr_ .. _-_IF_ . 4 _ ~'~:. :.:: -~~ , @ 6~H~ f.r/9 . ,l \ '\ 'i ' 1 .•• LL :o· __ f10. '.f.:s_f _;-:iQ ~$"f-~JCOpi;f. : ' ' ''' \ ' · ; p \_r ;-, ] p ~~~ { , !f. C-il;.;~~-~t,>Ai,p. · : , job (16. I 'j ' ; ' : \~n ~ ~~•i't()(i.,tl)i~ :(1eeJ}.(10')('.4 1+t./'+1s·)/1s' ~ o_,.1.SS\'-'lf I 'l ! I -~-..,,... " ! ! : . :::. ( I oo· , l c)( u ') ::. o : 11-J!~ f . . . , , ·. . . _\,I.,)~·· ----~L .. 7· :. ,,':f . . I I I . ' . -~ .-· - '' ,' ' ! • £11 ---------·--·--~··· .. ··· .. ··-· .. -········ .... --·-·-....... -----------.................. -----.... ·-·1 ENERCALC, JNC.1983-2011, Build:6.11.10.09, Ver:6.11.10.09 -, Description : --------------~ ...... _, .................. __ _ _ _____ . .., .............. ....-._, ____ , ..... _, ________ , Steel Beam Design : 4' Cant. @ Grids 5/6 ___________ ,.,, -~·-,.,, _______ _ Calculati?.!1S per AISC 360-05, ASCE 7-05 STEEL Section : W16X31, Defined Brace Spacing, 1st at ft and spaced at 2.0 ft Using Load Resistance Factor Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bendin! Applied Loads Beam self weight calculated and added to loads Unifload: D = 0.3960, L= 1.20 k/ft, Trib= 1.0ft Unif Load: D = 0.2550, L = 0.40 k/ft, -3.0 to 7.0 ft, Trib= 1.0 ft Point: D = 5.280, L = 14.360 k @-3.0 ft Design Summary Max fb/Fb Ratio = 0.943 : 1 Mu: Applied 137.438 k-ft at 13.320 ft in Span# 2 Mn * Phi : Allow 145.800 k-ft Load Comb : +1.20D+0.50Lr+1.60L +1.60H Max fv/FvRatio = 0.418: 1 Vu : Applied 39.447 k at 3.000 ft in Span# 1 Vn * Phi : Allow 94.446 k Load Comb : +1.20D+0.50Lr+1.60L +1.60H Max Reactions (k) Q L 1£ .§. W. Left Support 14.76 38J)5 Right Support 4.60 12.71 • •• .t!. 3.0ft Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load -Oefl Ratio 0.594 in -0.142 in 484 Fy= 36.0 ksi 24.0R Downward Total Upward Total Total Defl Ratio E = 29,000.0 ksi 0.815 in .Q.196 in 353 . ~··\-···"'-,···-,. . .: . ·. . . .., ........ ---~---···--............ -~ ..................... ·----~-· .. , ....... · ........ ·---·-------- . {MUitipie: $bnple Bea01 ENE~CALC, INC.1983·2011, .Build:6.1.1'.10.09, Veri:11 .. 10.09 . • •• tt, • -----........................ ---~=-,----,--'--- 4' ,Qant. @ Grids 8/Q i . . .. calculatlons per AISC aso~n~. f\SCl.';7~os· STE,E)... $ecti9n .: W16X31:, :o~fined Br~¢e, Spacfng, 1 st-~i°'ft a'i'1d $paced at io~fi .. -: .............. ....... ..... ., Using· Load·Resistance Fact9r Design with· 2006 IBC ~ ASCE·. 7:05 load·Combinatlons, Ma!or.Axis1Bendin! Fy = 36.0 ksi E = 29,0Q0:0 ksi Applied Loads Beam self.weightcalculated·and:added to loads Unifload: b:= 0.3960, L = 1.20-kift,Trib::: 1.0 ft . Urilf L9ad:· D·.=0.25(50, t=·o,40:k/ft, Q.Qto,15.6 ft, Trib= 1;0 ft Design Summary · · '.Max ,fb/Fb:R8ti0 ::: 1.220 :· 1: . Mu: Applied. 177.821 k:ft l:jt f0.29Q-ft in_ Span# 1 Mn :I< Phi: Allow 145.800k,ft · · · · Lciad·Comb :. +1.20D+0;50Lr+1.60L+1.60H . Max fv/FvRatip = o:367': 1 ,Vu'·: Applie<f ~4.E!63 k. at .. o.0Q0 f:t j_n Sp~n# 1 Vn·* Phi :.Allow· .94.446:k · · Load Com~}·. . +1·.20P+0.5dL;r+1.6QL+UlOH . . Max Reactions (k) . Q · Left'Supporf · 6.94 Right Support· 5.85 't !.[ 16A6 · 14,74 .§. . '11. § . ·'-. -·.-.. ·-·-····-·.,_ ....... ,_. ···-· ~----------..;.._,,...,... ___ ,~_ .. ,_ .. !:! Max l;)eflecti<;ms ·Downward L+Lr+S Upward L+!;r.+S . Uve.Loacl Defi'Ratio 21.0ft 0.617 in 0.000 in 40~ . Downward Total LJpward Total Total Defl Ratio 0.874 in 0.000 in 288 • • sheet no. location date H} H 3131 Camino Del Rio North, Suite 1080 ,,-.-1 __ sa_n_D_ie-go_, _cA_9_2_1o_a ____ --i.,1-_...;;.c_l=ie_n=t=======================~ ..... jo_b;.;.no.;... --------1 _ (619) 521-8500 Fax (619) 521-8591 H l z. 2(a • P1 {-+ -vJ o ~ D • \1,o ~ ( f;J i,.. s:. o, 2{p tl-ll? ~~-..._ -IO• 1.- 1\\' M f!fr,()...~ ~ n-:t.,g "" -ft Cf {\t\r--:. /145,K V--f+ \)j (.. -I , 1-,2--1 \J',Jll?i'::>\ N,,G:>. - ~ ffin ~ 19-=J-.~ \L--f+ DI c ~ o/lo w0 :; O~ iqlQ y....€.f w,,__ ';::. \,-Z..~(.f WllPi 3l w/ wr 5)(,/1 ? :: { O,:>q~ ~t )(t.f '} D 1.. ~I)~ 4,1...l'- ? \.. ';. ( \ , '2-\l-.2. f ) ( 2.-\ ' ) 2 P1.-';. ,1..to~ ' . -~f4: ' ' .' '. i I ,. ,: .. )Mtiltiple $hrtple Be~·m:·:·····,_ .. , .. :, .. --,,-,'--,---'-",-. : ...... --~~-.............. ; .. -·---... ........,-. ~--.· · -. --................. ---............... · . L .. .. . • ENERCALC.JNC.1983-2011, Build:6.1,1.10;09,:V~r:6.11.10.09. t, I tt, , .Descri'pti<m: ·._· ."". -~--'----------~.....,.--~~-......... ·~--, Steel· B~a. m. 0(;)sign,; 8' Deck·w/ Cables· ---......... -·--··-----·--~· ...... ___ _ } 1 C~l~P..\atlons per Al,$C 360_-0~, ASCl:·7-05 · ·~ijf~E'C$e'~ii°Q~ .: W16X3r-·oeflned Biac.e .$pacing, 1 st.at:''.tt'.'ind--;-p·;~;cj'at-io:·ft . ' . ! Using Load'Resist~nce Factor Design-with 20.06 IBC& ASCE 7-0S·Loao Combinations, Major-Axis B.endin! Fy = '36.0 ksi E= 29;000:0ksi Apg!ied Loads ; . ·.· · · · · · ., · · · -· · · · ·Beam·$elf,weight~alclllated a~d ad~eg !olo~ds . :Wnif.~oad:. D =:0:3960, L·=·1.io.k/ft, Trib= 1,0 ft . . . u·nifload: · D·=:b;ted,, L =;0:260.k/ft, o.Qto:24.0:ff Trib= 1 JJ ft r·----~-.. , , .. __ , _,.,..,_Mo'•---------------------------Poin!: D:= 4.20, .~:d 12.60.k@27.0ft · Design .Summary Max fb/Fb-Rati9 1.219: ·1. Mu~App~ed_ 17'7:782k·ft at 10,800ft fn·Span:#1 Mn l?h,1.Allow 145-.800'k·ft 1 : • Load Comb : -1'{20D+0:5QLr+1.60w+1 :60H-. Max fv/FvRatio = ·o.424: 1 . . vu, Applieg 40.092 k at. 24.000ft 'iffSp~n,#.1 . Vn *··Phi :.Allow-· 94,446 k . · l · ·. · ' Load Co11Jb: +j,20D+0.50Lr+t.601.;+1 •. 60H . Max Reactions (k) Q. L :1r . ~-· .W l'.;eft ~upport · ·.· 9.44 15:72. ~ight Support 13.1:3 ~~.52 I ' ) !:I Mi:1x :oeflections Downward l+t.r+S ·o:763 in Downward Total, Upw~ro'L+Lr+S -0,216 in UpwardTotal . Uye;·Load, Def! Ratio 332 <360 Total Defl Ratio -~ .086in ~o.315 in 228 •• --------·--···-.... ···--------·-·-··· ·-···-·· ·-····-·----·-·-···"' .. ·•·•h .................... -, ., .. ..,_ ... , .... -.--. ........ -•• --···" ........... ~ eneral Section Property Calculator ENERCALC, INC.1983-2011, Build:6.11.10.09, Ver.6.11.10.09 Description : --None- Fina/ Section Proe!!.!1ies Total Area 12.370 in"2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. 8.569 in Edge Distances from CG. : +X 2.875 in -X -2.875 in +Y 10.991 in -Y -9.639 in fxx= 704.22 in114 lyy= 18.110 in114 Sxx :-Y 73.059 in"3 Sxx :+Y 64.073 in"3 Syy:-X 6.299 ln"3 Syy:+X 6.299 in"3 rxx 7.545 in ryy 1.210 in Steel Shapes -WT5x11:1 • Area= 3.240 in"2 Height 5.090 in Width 5.750 in W16X31: 2 Area-:::: 9.130 in"2 Height 15.900 in Width 5.530 in • . .. .......................... ,, ___________ ,,, ................... ,--··· ·-.. -......... ..,. ............................ --_ ... ,_,.,.,, ____ . -·-···-.... -................. . lxx= lyy;:: Sxx:::: Syy-:::: I.xx= lyy:: Sxx= Syy;:: -----·-·---·-· ---·-·------~ ___________ ., __________________________ _ 6.880in"4 5.710 in"4 6.430 ln"3 1.986 in"3 375.000 in"4 12.400 in"4 47.170 in"3 4.485 in"3 Rotation= Xcg= Ycg= Rotation::: Xcg= Ycg= 180 decCCW 0.000 in 0.000 in OdecCCW 0.000 in 11.610 in I. ) \ '!)i \ /._. : Co,n~y'//1,(Jg 5ngi(le1trs. 31:31' Cain/no Def R'fr1,:North, S,ulte 1.0~0 San Diego, CA 92108 · · (6,~9)i.52J~i{56.0 fax (6.t:9) 5Z:1·8591; · , I--_ ··-·----- client. i \ ,-- Bl.A.\L.1 U.'P ~U-:'t"ION ,: \N \lo~tti \ v-,;{ \NT':?n< II -' ' -, --; ..... -- $')( : 5 3 ; '1 Z ';I, rn 3 . b ES date tl • \ \ Joi:! no. ll I 2--'Z-~ .n,(\ -.. · f'~ S¼. ~ -'.~\.o ~s. t )( "9-;>.~,,s~ ~ ~ ~): -~ 2-\o ~01. )t.; -·1" . ' . ··· t M, , ( o,0i)(2~1'0 1<-1~(;½:f ;:: \•l:t,$ ¥--ft t)1 c. -:: .-Dito .. . . .., •,4 Q~E.:. W\~t31 ~{· WT Sill' I ·-·· ... I .•. . ' ' ' I i l --------···' ·' I . i ' 1 ! i ' ,. I I l I . I . . ,-. ''i '' i 1 · '. I ! . -------" ' i ' ! , I , ', ~ -: . • I ; : l; •• • • SKLZ Tl CAL CU LA TIONS New Columns @ Mezzanine Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 •,.'' ' J .• -i . A \, ,.'J ' ! I i I .. •' I b . . . . . . · .• location [ . ·Consuftfng E.ngtne.er's _.o .. · .. · .. (_.· .. •· • · 3ii-3f Cam/nq1DelRio·Norf~; ,$/fife: 1'QlJ.di-,,-_ __,...: .,,...·· .,,-. -,,--,-,.,-.,..,..,....-.,..,.-----,--,-'-,--~-___,..,...--1---"-="--'---+'-'-'---,--,,,.-=-'--~ · Bin Die.go, CA 92'108 l---"-c1:;.;..1en=·t-'----,-,--.....;-,.--,'-,---,----,---..,....a...-.-j job no. (619) .§2.1-8500 Fax (619,) .521,.~qflf I I. I i..~le;, . t " . ' . r -~ ·~c --~ .... ·-·-~· -, -·---·--,,,. •. 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I' ·'' ;, i '· i l 'i '; f 'i I i -:·T~·: -· ---- . l f --~--:-' '1 . i ' . ,.1, ...... b' date Job 90. · l I \ '2~2.,\Q· .. . ' I .. • _, . ~ .. ',- •• S••·• • Consulting Engineers 3131 Camino Del Rio North, Suite 1080 oroiect location sheet no. by s~ date \l} ti I '',.,.-··~-sa_n_D_ieg_o_, C-A-9-21-08 ________ clie-nt _______________ job_n_o. ______ ---t ,... (619) 521-8500 Fax (619) 521-8591 111 2-Z-(.,, • ,. ,_ P"'~ 53,ill- M"' u)\\l • h · ~ e ~'.)>j p~f )(13,3')( I\: 1 ) = \\.8'':> \£. -f.t Tfl-'I lt., ~ $Cy, 'i-1i. II A i:a ( l, ' ) -i. ::. 3vi ::. ,t -:i::: t ~ ~ (tl~ = tb& .fiA 1'1-17... (RU-:: i.T ~ 53,2'1!. V A---, r -'3Lo s-~ ~ .,_ "' (i ,©.:K /f-t~ }'( I OCQ l\:>j i<-, ~ Cf>~~ 1:sz.p ~~-\ D /c :-0. 'l 1 +-( LI n ~6 IL-{4) ( V 1 /1., ) ro« ff~ 1 ~-··c 'SQUAR.E i=OOTING DE~IGN · Ela~~d on AC! 318,Q~ . ··.:) .. ---. \.J EQl:JIY. CQL., SIZE rr Allow~bl~,:soij·:Pre~sUrE:l = . Soil OverbtJrden = 2;000 · psf ASSUMPTIONS: rmr,t n :U"'---,,,m . ;:t O,VERBUl<DEN . .l . . FOOTING ·SIZE •. j. . _J; 'THICKNE;SS: . fc= fy= -Equivc1_l~nt Column Size =:= · l9cid F.actor = 0 ft 3;·000 , psi . 60,000 · psi . 4 ih 1 d = Thic:Rnes$-':-4" ·120~pcf Soil .dyerburde;m Weight IS Subtracted Frqm Allowable :Load ·50-::pcfNet Fq_o~ng W~ight JS -Subtracted Frein Allowable t:o~d Loaq Factor is,-~:ffective Factor .to Cpnvettfrom ASD to ""RFD . RE1ihforcemeo(is ·b,aseci:-on :the· larg:~sl.Qf the flexurc1l1 c1n-a t$rnperatyre requirE?rnents . · I=cioting Si?e (f'.t) ·_2.0 2~5 -;:3:0. 3~s . 4~0. . 4~5· . ·s . .o .. .. \.5~$. ... ::~~(Q1 6.5· :1-0 7~5 8~0 _ ·8.S 9.0 ·9.s · to • .o · .fo~s· ·_ ft.o·. . 1.1.~ '.12!0 TH19Kf".,!ESS Allow~ble Load . f mi_n'.. t U$e : 'As Rq!ci' .. As min.,. use)\;:_, .... Rl=INFORC~_MENf ~eHWAY . , _. . (kfps} · .(in} . ·(in} . . (in2:) · (iri2) :(iri2), · :#4: .. · #5 · 1#6: -~ #7 _#8 : ··1.s -J · t,:g· .-12. I 0.04. · 0:52 · 0';52 _J_~~ · 3 · 3 . . s · 3 12.2-I: 61. .. . fi . ..I: o.oa ~o:65 o.65_J~.-:i,:~ .3· · ._:~, .. J--. 3. . -~ }7,~~ --1 7.5 · 12 . f ·OAft~, .:0:.78-. ,0}18._,_L__,,4. ~~ 3. . . 3, -' . ;3" . -'-3 ... ·. :;23.s· · ··1 .. a.a · · ·12 I 0.24 · · . 0~91: ct91 .. I .. 5 · 3 ·· , 3. s. 3 . 31.2·_ · _ 1··· 9.t · . _1'2 _L-0.36 ·--1.04 · ·1.04 I · 6-_ 4 _3:: _3· -· 3 39.5 .. I .10_.0 12 I OJ53_:_ 1.17 . 1.17. I 6· _ :4 :3' ·~ 3. 3 48_~_fl . . I :10:a _ 1;2 _ 'I o. 14: ·.. 1.3n · _· 1-.ao r : 7. _ ·5 · _3: 3 . 3 · ··59 o · I -1 ·1· 7 -· ,4·2 · · ·,1 ·o 9·9 · · 1 43 · 1 43· · 1 ·· ·a· · 5 4 3 · 3 ~-L __ .~-.. ·/ ~.,_ .. _ · ,,_,_:J1··: ', _:_-_ -.. ·,-~:.::.-~~:~,-_ :. _ -~~ _ _ -._ -_69.s _ r ·12~5 .. ·. :··:rs · J 0:94. 1 __ 94, : 1:~~4:'"L tff 1 5 4 . :v - ~l~~ . I 13.$: .-,-'1g_-:l 1:.21 . 2.11 2:.1:cL 11 . 7 · -5---:-4 · · 3 · ·:· '.-· --.s4.9. · ·: r 14.2 . ·. 1'5 , 1.:52 · 2:_27_· :2.21 r 12·:· __ a · .a · · . • 4: · 3 10.s.3 I 15.1_ · 18. 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'I D€lc2Qi:_f01 t~t1::o8:f'fy1. I . • ·i its a1rolling,officei3d I • • • • ·1- t l . ~ ' ' -· -.~ ! ... '. '{-~ i _:! r ' i I j " :·'Y ' :,t ·}· :[ '~, : j f ,, ' J ·i: · ti'- '.·~ :·:r: ,'i . j,' ,. I· ·J t i '! i _j -l r. ·f . --·- +-:. ... -3~ 'i...y~ -----------··i ·-------············------.. ··--···--......... .... ...... ---.. --r~~-.z ~~- ---···---···--........ . •, ,,;----------~-- J J V ~~~~r.~~~-1---------;;;~m ~--...J:-D'!Q,'.;)!i.~ksJ_f ---------------------7 Loads: BLC 3, Out of plane 5 psf • esulls for LC 15, Dead+ Seismic Y .... PFF Consulting Engineers ,_ Bryon E. Spicer SK_-~1 ______ 7 -i:>e"c 20, 2011 at 1 :08 P~ ______ _ its a rolling office.r3d _.J._, _____________ , .. ,..h ............ ------- : l ! .z _; !h ;. .x.J__,. y • l i ' 1 ·1- ! f-· j f -1 ~ i ! ; l j ·r·- -i r ! ·i ' l i ! f l .Q05Rsf' --· -~. ),---',-~---,__,.~-.--~-----;.-'------'---"~---------~------,,,..C-,--'-,..-.----"_-'--'-,,~-;. ~ ' I ·~. ~ " I 1 Jill,."iksf ·:~- i> I . -·----~-:, 1 t l i ; . r r ' ' t .J ., i: •i f_ ~. L f" :r t ¼' <!t r·- ' ,f t -i' ~ J.· ; ~ f L ' i r i i, J { J -v J t r I. Loads: BLC 4, Out of plane 5-psf ··f ' .Res~lts tor LC 15, Dead + Sei_smic y s K -1 i j:KPFF Cer~ulflng Engl,neers bee 20, 2011 at 1 :08 PM . i . ' ·l· ] Bryon E, Spic~r I j ks a roiHnQolf~• . .a; • \,.. . J • ~"--" i · . .. • • -,---------' ·; .. , .......................... _ ...... _,,.~--·····-······· ------· ______ .,,,.~.... . ....... , -----·-··-···"""" .......................... '--· ......................... . ( : ................... -........................ 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SK-2 INoCa >1.0 .90-1.0 75-.90 .S0-.75 o.-.so Nov 28, 2011 at 3:14 PM its a rolling office.r3d ,/. : .· .•. :}'- . ' . i f Oornpany. Desigm~r, Jo_biNl.!niber KP,F F Qorisulting:l;ngln-e~r~ Bcyon E. ~picer Nov 28, 2-011 2:37 PM . Checked .. By:-_: _ HotRolled· S,teel Design Parameters. . __ . _ _ . . .. . . . _ _ _ • RISA-3D Version 9. 1',0 ·, -[P:\111\~ 1:1220..:_s~LZ\Ettg\RISAirofling offjce\its a roliihg ~ffice:r3d] i I Company : KPFF Consulting Engineers Designer : Bryon E. Spicer Job Number RISA-3D Version 9.1.0 [P:\ 111\111226_SKLZ\Eng\RISA rolling office\its a rolling office. r3d] Nov 28, 2011 2:37 PM Checked By: Page2 Gln I I, ,I • ! Company , :, KPFF Consulting l;ngineE:1rs Designer , · Bryon E. Spicer · Job Ni.lml:il?r': : Joint CtJordinates and Temp_eratures _ . - Noy 2~, '20{1 2:37 PM -Checked, By: . '.,' ;, . ~ ' _, -~,--.. hol • --·x-fft] -' y rft] z rtt] . -. 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N2 ma~ . o .. 3 ____ o _4_ o .~--,..,...6.. 1_.149e-4 2 AJ.O.?e-2 3 3-.??JJ~-6 .-2,_ --:/4:::.:., :U/::-:-,/,'/-.':.:;=?,;i-:: :·mifr j,:)::=o\:::,:J:. :=.a::; :r,--;<<f:;::-,:./, -,::2,:,; :;/r,:;,:·o:::.:,-_;,:::.i= \.',r,:t:/·:: ::.9}5t1·A.:.3t4,· ,g_.387;:;:...n.._ ti=r··. ;;.fr:.10!'.re:4 ::::3:,:.. 5 N3 max O 5 _ o 6 _ O 5 3.919_e-4 _ 2 3.655e-2 3 2.183..e-5_,,.]_ >'a::\ t:,.,._,;;:-:.::-;:::;/:,.:=,:·;-::,,:.7.,:; :foifr i!.:,::-:"~:o:?', .. :-:.::: :··:.2·,: :-:",->:-::·o-,,::.//.· \2.::-: \/:·:''id/?·)' f';:::=.::2"0-'>=. 2.!:i"iiA"o;,.ij '.:;-i:f-:ft~,_.77;.r:i':4·1,.i?/ :a:ffo2~;;:.:2. \3 .... ·7"~:;,+,;;/,.:<~!~'-::.,:::_;.-:-:;;rriifJ= :'::.::.:.;._:,:g{~?.7"'~-,;~i0g?.'.:-:=: \~:-'. .t.r.,::g;,::=;::/:: ;_.·.;-/~·'.f(. ~!1-::}\ ,_i,1:i·-~rir·:.\.~t~i~~-::·:~-;! ~~tlo--=· .-;:;..-.,.:::·::~~:,,·r:r·=··:riift· ,:.-)·:· ... ·b.::'·'··'· ,:,~-,:; ··=:=:-:.·:,g?:'".·7:'.:Tg-;:.-~;e,.,.g .. ,,,.,,:,,=. :.r. .. ,:~;::-:-,.,,/ '1:Q)~~·A;:3:: :,:,~::;: &::~~1w~ :,J;_ --~_;0fJ:7'.~~,, :,t, 11 N6 max O 5 o _ 6 O 6 _ ··--· o 3 $A05e-2 3 O 8 /12:} ?>:-/.F('.Xt':=>Y; :~ ~:-:o-'./,':::.: ·/ff', r.::,::'. n'.::'><:-\:t:--::·:,<-.\or-::)). i<= ::2?9 ',;'.:g:'fH"i:{:.:t, <4>:i--T{rs1se'-4·= ·,a!.' ·;:9;92-28'~5· <::s··; 13 N7 r.mx O 5 o 4 O 6 -8.762e-5 8 3.655e-2 3 1.026e-2 -~-Yf4,.-:· /(\:;_\,:/:??.{:\. :'.rnfr{ i).:;;/.0{;:)//4}, /t'.'i:0:(',:·):. XtL ;./t.'.::o::?}H. .i_.;',:_,,.:-:2H\J :~~;.1 ,::'4'..:;, :i1}i~AA;:4' ?4\ --4ra):,jEit8~ ;:s) 15 N8 max O 5 O 4 O 6 -6.138e-5 5 3.7e-2 3 1.025e-2 3 '.:"1A··· .. ,_,.._,.,._,,,:",,,· .. -~·=min-:· _,,;.-, .... ,·er·:: .. :.:·_'' ·-:'s·,. ,:=-··.:_;·--: cL···-.:-,, ,:.zs} ... ;.,·,·:ti:" .. ,.,.-· ...... :;::''·.:·2-·,, ...... -;:;g:afi~k3· ··::.f'.5 '4'.f4cfK ··::a·-', ·~:t23:f~{ff -·,~r- 11 N9.. m~x O 3 Q 4 -0 5.~LL~-6 _§ ~69e-2_~--5.175e-4 3 <1a\, t1-:-,::t.\~r-;}>?ts~1 rmh .":=:::->:oiJf, .. , ,=:::(,(;;::;::':to,':::::::~\:l-Es? n.=:r/o?iJ's /:\\'-2X<, :ii:j''.fi47JiE r4f ·;;.~,r.ini:;ii:;A-r:2\ ,.r-214i=):Jf '/R). ?-:~a,,, :/.\?t~lg,,X)=:/ r;;,r~ .-:\i.\i'.g.;/\:Y X~,-J $}j:.g.(::\\ ;;:::} ;}if::?§/,1:/-/ ?/;:~~·\:/ =~::-~~~:~~-.j;;; j.;-}~~:i\ f~:i· :;:;:1~;~:i: tJ:::,: T;-}: /:::-;:/'.~i:.!?i-:f.TJ fflrr,zs.:t.tM:hf rl; '.i·:d}g~:-:=i t-st ':~·:._:--:i,i~1·:::-:t t:x=t:<< -::1,i¾t! :/t .. }J~~r&-rI~?1~~1fi½ ;:::}.: ._r~}:i .\:/.''!/;~)},2i.:,::',; f~Ii~ ·;:ri/~~:i?::.< 4-:?d,l3-~:,:). >~:'.; $;;.g.~iJ:.U:: .(:",::S~'.-{/ ~~;~~r!,:-1::;~::.,: -~1:ii~t% {'.-~\ :l~~iti-\-~/ 25 N13 max 4.866 3 1.05 4 -.004.... 5 -tJ52e-4 8 1.702eff2 3 2.183e-5.... 6 );?t=i·,0:-1/:::f::.:'.·\?:.;;,.::\,·.:;::·,: ifofrf :?\·\rf·:<·1~:-trf:' \:'::i-YO::C;=/r /2,-,::. ::·:,)i~'··oJ£f:',~;:~7r::z.;s:t~Q'A4 -:_:'.2/ ·:.4)i14I~~4 :::s:·i '.::ti62fi'~~2 )z? 2_7 N14 max 4 868 3 1.05 4 -J)04 5 -1.23e-4 5 1.612e-2 3 1.336e-$ ,..L '728i' :?./:':=/;,_;/,;:)/{:/ inifn'; '.f:_:\-:{('fi'.<:,,;.: /2;-:: (_.';'!,:;=tf.=/.:\: 'i2\'.'.(/t:i:"0.1·ErF~ .-:·:<2tt.-;: ·:.7;R~A~"4 ·,..-:;V 4:51Ri:!'.4· ;;:-2/ ::f 0?5e::.2 :::·=j\ ,29 _N1~--max 7.10JL_ 3 1.Q.5 4 o 5 o 2 a.mse-3 -~-9 .. 922..e.:.5..,--R. \T$ :7/--·::'.'!.-''.)/:;.,._··.-/-;:_. \fuirf /D/'iOt?:'!;). /(f: (?<to/:\=.'Y \~:,::h_:;: . .-·-,::;:·02>-·:-< /:_';,:2_;/::·,: =..:.:f04Fii=i;41;;,4f:; :'3:7fi~~tif ·/,f( ':.:.\f,/Q?:?<· ··.,z': 31 N16 max 7.106 3 1.05 4 -.005 6 O 8 3.772e-3.. 5 0 8 '-½32'·-.... , . .,.,_.. .... , .. , .. _, .... _.,._._..· .... 'fofrf -,·,·,=--:·cV·;:T,"· '···2·' !,··., .. _ .. cf'·>;=·,·-·~·;· ·': ..... _, .. _,di' .. ,··., ... , ..... ·-:t·. _.... ·2:0"4Be:.'4 .,.~f-\j~o·66eF3 "='2.:· ~ff922c{fi .':a·, 33 N17 max 4.868 3 I 1.05 4 -.003 6 7.839e-4 2 1.702e-2 3 1.026e-Z.. 3 Z'.fz-,-·-:<:?<·Y: 'min·'·(:.:·:',/O)'X .. ' ·:·.=a/ ://}:;o;{;_;;.,-jg'/ (.'.<016:-/: :-:~.----~ :6.RO?e 5::-0• s,.-·:.f0R7e-~{ ,• a:.: '4951c?k T • ;\~~;:·. :.::.-'/.-.:-:·_~}}: .. ' r-= ;'.: :~~t-/-s:t'.i~t,,i r!r .::i, ),=g~r7 +t: ·>?:;g~~:--;:.;: .. ·;:·._._,.,t.::-:, iz~~~~:~; ·., }:· ik~1~:~ ,_:-} :.1:.~~~~ d::- .-J~~= l·->·;.:.,-:WtrTT:>ri\1J ._.,,,J~}t.:-:; ·:,t. ::.--:J.g.,~_:-'.._._::r:.:::.~0'.7:1·~·=:-:-::~1~~±f~~~!~ .. j, ~~t! ;-t RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page4 ' ' '• ' ,~,, ' ',,·' . Company : KPFF Cons1,1ltirig·Engjneers Designer : Bryon E. Spicer · · ~ob,Number . . . · ·G·.·1 1: Nov 28, 2011 · ; · ' 2:3TPM Checked· ~y:----'-- .. I;,·· '1 ··.:,,._ j ;. I I • 'RI SA-30 Vers}Q'ni9 .1. 0 :[P: \ 111\ 1 f 1226'"'" $K!-Z\!; ng\R I SArofling, offic~\its a rolling· office. r3d] --" t • ' : Pages Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Joint Loads and Enforced Displacements Nov 28, 2011 2:37 PM Checked By: . ·.1~----------------=-N=o~D=a=t=a~ro~P~r=in=t=··~·~------------------' • .------~,lo.lnt.1.ab..e. ....... l ___ ___.,L,,Q=, M,__ _ _,Dire_c;.tiQ.n_ ____ _..,Magoj.tlJ~..e.[(k.&ft).,jin,rad.),_(Ks~2.tftJdl~),_] -----. RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page6 Company . KPFF C~m~ultin·g Engineers. Di:!~igoer . ~ryon 'E. Spi¢er · Job·Nul']1per .. , . -· , r , f .. •,, ... l Mem_berArea Loads_ fBtc.1 ~·'Pead!; .. Mi3mber Area Loads .(BLC 2·: Live) -' ' ' 1. · Nlemb~t Aiea LoadsfBLC .3 : ... out.of plane :5.:psfl .:. -. . . . . 1 ~. : I ,' ~-". • ~ ','7 , • • •• , . I I . i ' ; .... · \ i. . •· Me~!Jer Area Loads· fBLC 4.: ()_ut of.plane s·psn !'.' -. . i , , · DJ5. · Nov?~'..'2011 2:37 ~!Vt _ . Che9!<~<;l [?y:...:..,___;___ • •• • · Page 1 • • • Company Designer Job Number to~ : KPFF Consulting Engineers : Bryon E. Spicer Gt..1\--8 Ll.lf\-{} ~. it &>-tJL. Si.Ai) \µ/ if?, e J11"c,. (, ttrrs /o !ht t,,-Af-1\t.~1'1 VJ \ f\ ... ~ l-i.i>oo, f H ('\ ~1 .. ~ ici i- ~1-. ~}b I , • • <-t (.Q"'· /0lrr~J.4il.-t:· t---!t½t -·· [ hov.1 ~L¥/ · · l N ll/\1,r(L; rl·htF tf~ 1B Jrts11'1L- Nov 28, 2011 2:38 PM Checked By: ,,--,----... ,.w...[k::ft,1--..,..----' ........ [~:ft]_ RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\RISA rolling office\its a rolling office.r3d] Page8 ~C?ttd;_,Cdrrying CapacNy" . . . Coticret~ $/abs-On-Grade SUbfect To'Concentrat~d l.odds BJVtctor D,.Azzi, Ph.D;, P.E.~ tt11d.f<atp/4H. Laird: . . STRUCIURE magct,ine ,,,. AprJl:2008 . ,' ,' Analysis. The design of a floor slab-oi:i-grade in, volves the interaction of.a concrete slab apd a soil support.system. The co1;1crete is a material considered t9 be heteroge- neous and statistica:lly footropi<;,. becqrn- ing orthotropic-wi_th the. ·dcv:elopme?t .of micro-cracks. Concrete strength In compression is signip ~ndy .greater than · its strength.in tension .. Mkro-crack.s may form in the concrete even before load-· ing. The soil system, ln ,general. is aiso heterqgeneous; its· characteristics ·and mechanical properties mayvary within-a :wide range. · . . In addition to the · concrete slab.. ., .. · thick~e.ss, ch e follow(Pg ,\:WO' ,propertie .. are crmcal to the qes1gn of a floor slab-· on-grade: subgntde strength :i,!ld concrete tensile. sm11gth. • • Tabk 1: 6-inch dab . 50pci 52inch 3000 4000 100 pd 44 inch 3000 4000 200pd 37inch Soil-bearing capacity, soil compressibility, and modulus of subgrade reaction are properties of the soil system that require understanding. Soil-bearing capacity is measure of soil shear failure. This value 36 37 41 43 41 44 48 52 38 39 44 45 46 48 (~'.:' 52 · us of three time$ the radius of ciffness. The radius of relative sci ness, b, is expressed as the fourth root of the result;<fojJ.td by dividing the concrete pl~~ciff{es!Jyfthe modulus of subgrade . " • 'l'!. ~l'Sffl "~ r~actto~as ro1. ows: ..,,r-~1· \ '\, .,, ( 1-))0 ZS determined by using vari dardize .,,,,,,• "J ,, 6 = [E<d3/(12 1-µ2) ~ • P P I FS ~ j' .,,. (Equ ti n 3) soil tests. Soil compmsibit. long,term sett! nt in This va.lu · ally dece • = ,,. .,.,,....,~ 11,, .... "··"· a o . (E~uaiioDjl"a) .)\ '·""· where rk reactio ?r, alcer°:at1vd.y, s 1ng/~,-,r fho.thtckness, d, and b = radius of relative stiffness, in inches. in a Win e. tntroductn of · ty (FS) yields: Ee = modulus of elasticity of concrete, taken n the kind -soil, the .,,,. ' here as 4,000,000 psi. mpacci. d the moisture con-11..d-,i [ '-v~._~,·· ,72if(K'R1/E,,) 1~+3.60] ft'P)]o.s d = slab thickness, in inches. odulus o bgrade reactioQifas"l \ (Equation 2) µ = Poisson's ratio, taken here as 0.15. , it i~ the pressure in psi per }~h ·,}. wh~re . . , k.. = modulus of subgrade reaction, in pcL of matton. The procedure fur deter, P,,. -nomtnal load-_carrytng capacity of the mintng k, is outlined in ASTM D 119$. slab on grade. m po~nds. , For the general-relationship between the soil P. = allowable load_,carrytng capacity of the classifications and the modulus of subgrade slab on grade, In pounds. , . . reaction, see their depiction in Figure 3. 3. 5 Ir.. = modulus of sub?rade reaction, In pc1. of ACI R,92. ~eotiallr, soils that have high R1 = one,half the width_ o: diameter of the compressibility and low subgrade .strength column base pl~te.' In mches. . . will have a design k, value of about 50 pci. ~ = m~ulus of elast~c1ty of concrete, m psi: Natural soils of higher subgrade strength f, = te~tle strength In flexure of concrete, m have a design k, value of about 200 pci. pst. . . , The tensile strength of concrete is usually d = slab thickness, 1n mches. determined by using the split cylinder test in FS = factor of saf~ty, here taken as 3.0. accordance with ASTM C 496. The tensile P = !ood reduction factor, l_-0 for d < 7.0 strength is a more variable property than Inches; 0.85 ford ~ 7.0 tnches. the compressive strength; it is about 10 to In the analysis on which this article is based, 15 percent of the compressive strength. tables were developed for slab thicknesses The tensile strength is between 6(f.')0.S and from four to eight inches; however, the loads 7(f.')0.S for normal stone concrete, for the seven,inch and eighc,inch thick floor The tensilestrengrh in flexure is the modulus slabs were reduced by fifteen percent, using of rupture (ASTM C 78). The modulus of a load,reductlon factor, ~' to compensate for rupture is generally accepted as 7.5(fc')0·S apparent deviation of the results of E<fuation I for normal concrete. The magnitude of the from the finite,element results presented in the compressive strength for concrete is generally Shentu paper. available for use by the design engineer. The earlier work of Packard (12), Pickett and Thevalue.s presented in 1/tbte I are for unre-Ray (13) and, more recently, by Spears and inforced concrete slabs of six-inch thickness. Panarese (14), and further detailed in ACI The tabulated values represent the results 360R,92 (4), treated the area of influence of for the determination of the allowable load-a single concentrated load. The slab analyzed STRUCTURE magazine • April 2008 Additionally, the table shows a value, in inches, which represents a distance of 1.5 times the radius of relative curvature for the slab/soil system. From a practical point of view, the radius of relative stiffness is used to determine the distance from the point of an applied concentrated load to a point where the load has virtually no effect on the slab stress. A load that is within a distance of 1. 5 times the radius of relative stiffness from another load may have an influence on the slab stresses. Essentially, the loads shown in Table I assume that the load under consideration is the only load within the distance shown on chat Table. Factor of Safety The primary-focus of this article is the analysis and design of concrete floor slabs-on,grade, in warehouses or industrial,type buildings, on which free,standing work platforms or mezzaninestructuresare built. These structures are normallydesigned for heavy storage floor or deck loads of 125 psf or more. Further, these free,sranding structures are independent of the building structure and, therefore, the floor slabs are outside the scope of ACI 318. . :.::.: f, •• '\ ) . i I. . 3099: 16 17 17 17 •• 4009 19 19 20 20 ·lOQ pci 300.0 i-9, 19 20 Zl , {000 · 21 n Z3 24 '.~ . . ,. ioQ-pti 27 inch 3090 2~· if 27 29 · .. 400·0 27 · .. 29 31 4·3 . ~*'f.r<-{i,., 3-t_op .. 1?{1,. ·. 44 '48 • ,,. '\4000 · ·, '.-5:0· ,52 55 • ' ' ~I' ' ', ,.260 ~d .:. '?09Q, .,52 56 60' 6~ ·4000 ,60 ~) 70 75 1:~~·;~;-:~:""~ ~~" :• • .,, .... ,:,_,. , • •••~·.;~ r~,-°;,., r•! ••,~:.,,1..-.:~;_., ... ,i [ \I ·-.;.·., •: oo ::••••:--"'f" ::'l':{'~~ "'f:'~:-ftt~r:~~-"~' '1n''~ .. ,: .. ";''!~•~1~::f"'l"•T•~f1 r~ .. .:1:;13r~~,-.. i,: ~ir~·:~ H9.~t-~.: :: .. 1 H.:1.1:::?:d...'f:~L, t!::2m~-r.~!,.t:~ ~ :i .rn::J-2.-~P.!1~::t :.; Etl!.J:?:?:1~P!%L: ,1.:1:Ji~:1:::.r,,!:1:f~11 ,-J~.: : .... /~~~e i1r:!.,1: .. . :50,pd 59inch ... 100 pci 49:~~~li ;iQOpci ·{2fach . - ·~en selecting a .fac;:tQr ofsafety: (ES); the • · foUowin:g fa.ct9rs sho~!l:i:be co~i'dere.d: · a) -Will t~e· d'esjgn/l9ad:,be: appli'ed co the · entire.dec;ksurfac~Jil;hult11,n~·ously? 'IJdlkdihood ofthe design'load being-. appli2d ovet..the· entire dec!t surface·may bninlikely.-. . . . . b): Will any,sla.b fa.ilur~ lead t9· a·· . ca~astrophk result?' . ,; c)• wm,excessive settlement under·lo~o'cause- ,. pr_oblems_ of ·~nction or inccinve~iehce, e.g., will windows·break, willd~r~·stlck, . ' 4i 44 ' 3000 43 .. 45 ' 4000' 4$ 49 5i 52 48 . 55 3000 , 50 53· 4009· 55 58 61 . _63 39,09'. .60 65 .. ... 70 75 4000 69 75 " 80 86 will'stored goods-·become·uns~able or ·of three was cho,sel}, pen~in,g any -further · gjtlodged,.and will roofii-leak clue to.·.the·. research. resul.ts on the effects of cone.to! joints· · flboJ:',slabiettlem~~t? and th~ effects of other pO!;sibly-neighboripg. d) Wilh~lab fo.il~re le~d to-'costly rep_air?: loads on . the overall behavior and load-· · c~;rying capacity of the fl90r-s)ab system. Good engineering juclgment shoiild be . Further, as stated earlier, the load~ fQr seven, .exei'~sed· fo .~he selection of any factor · of .inch and eight-inch chick:floor slat?~ have been. safety; The tabl.es dev~loped'iri-this seucfy,such reduced by approximat~ly ·fifteen percent to as .tne eicai:nple presented ·here,in general use compensate fqr ~he apparent devi~tioh of the.. . . a factor. of safecy:of three :versus the pregicted resul~s of Equatton J from the f\µ1te-elemen .. no~inal foad, P~,-ofEquation (1). While this ~esulcs presented .in the Shenttt paper-~ . . · is cqnsidered to be·vertconservatbre, a fa.:tor, STRUCT(JRE magazlne .~4, Apili· 2008 • • (1) (2) (3) Table 5: 8-inch Slab Allowable load in Kips 50pci 65inch 3000 55 56 57 59 4000 62 64 66 68 lOOpci 55 inch 3000 62 65 69 72 4000 72 75 79 83 :::·;: 200pci 46 inch 97 nd Biblio~jhY 11 in Coner: ~ements of Airfield," Tr~ttctjrJJIS''fJfi{ · , 113(2340), PP· 425-444, or Slabs o · fide, Second Edi-tl6'~,\e~n ~roup, Addison, Illinois, 1996, ce of Slabs-on-Grade for artI1;1-€uitry,; '}ounud of the American Concrete Institute, pp. ,.\~,.,.,,.:.:?a ~ ,.pflf/' / ~ ... p'· ~~;£ 360 R-92, . ~mmicc~J~P~{t ~QtJ99'2. . cl1~~-,kConstrucc1on, AfI 3JI2 R,8JtAC1 Comm1ttee Report 302, 1989, . de ~olumn 1:oad -~irrtit~a'f):sisl~e Company Report on Research conducted for the Storage Equipment Manufacture ctatlon, ater1al H :{fidus~y,~atch·--1993. -,~ asra, M ,u. d M., "Materialll,,D\Qhli r Rolf Element Analysis ofTru$Ses and Slabs-on-Grade Problems," DoctoralDi.ssertation, 0 ·' ·Dominion.Univei:sity, Norfol\f.., Vi~jn1a, 992. tu, Longrnei, DahuaJiang, and\Cheng-Tzu Thomas Hsu, "Load-Carrying Capacity for Concrete Slabs on Grade," Jcurna/. of Structural. igineering,ASCE, pp. 95-103,January 1997. (9) Higgins, Peter S., "Industrial Building Slabs on Grade -Strength Design, Serviceability Considerations," SFAOSC Stabs on Grade Design Seminar, November 2003. (10) City of Los Angeles, ''.Acceptable Design and Analysis Methods for Use of Slabs-on-Grade as Foundations," Department of Building and Safety, lefurmation Btdletinl Public-Building Code, &ftrence (A} .;.2_..,....._3...--4;:...-_.;:..s___,6:......7;.....:;S_.:;...9..;,1;;,.0 __ .:.,'1s'--_2::,;o:.......2;.,.s_3,..o_....,4o,__....,so:--,60--;70_8,o...,so LA.M.C.91.1806, Document No. Pl I 1 1 i \ ' t I I ! 1 i t ! I I i ! I BC 2002-100, effective May 10, 2004. . ~OCSf14)CAUR>RNll,A 8,RIN9 RAJIOf'lR') PEOCEflr ! I I I I I I (11) "Seismic Considerations for Steel (B) ~o 1 o ho 2 ~ool 14' o SOQ 6()0 700 i soo 900, 1000 10 12:.00 Storage Racks Located in Ar.eas ~BCSf15lMO RED~oJlushF~ILR CTK>fl''Kik~LBSJ1ri.•c12~DIA'1.PLA.T Accessible to the Public," Building ! l ! ! I l j l I i l Seismic Safety Council, Federal (C) 2s Jo ks 1 0 I hso j I b O 25b 3 1 0 ~so I 400 4so, S® Emergency Management Agency, it=· ~~-fl. ~~1 ~-4-,--1!, ~--+,-++--=:H. f:_~:.::...-FF-f:-"i:..:..+-'+-'-i!,.....;;;.+.j'---'irHH FEMA 460, September 2005. fTA~DARD fl!oou' s Of SO\LRi;ACTtON"K'; LBS'JIN.1(3 0111.t1.P1.ATE) j . ;I 1 I I , I ! \ ! (12) Packard, Robert G., Slab Thickness (D) G-8RAVEL I ! l I i ; 1 D . fl 1'. J ___ •/I" r:t. S·)IIIID\ I! ' r l i GM\ estgn vr .inawtrttt voncrefe rwon on M-jSllT 1 ! l i l I ,......;;...,,,.G.,+-=;~;---; Grade, IS 195.0lD, Portland Cement C-ctAYi 1 • ' 1 WiWELqGRAOE j l I GC; GU Association, Skokie, Illinois, 1976. p. pooR~YGRAD, o ! . ! 1 ; (13) Pickett, Gerald, and Gordon K. ~--~~~i=~~ri::~PRE IBl~ITY!l 1 1 SW\ !, Ray, "Influence Charts for Concrete H. )lK.HfX)()lPRt!.ss1BILlfY 11 i I st, 1 I I ii Pavements," Transactions of the ASCH, o -oa9Nk:' l l • 1' ! su · V'<[ 6 1 I ! j • 1 SC! : t ! i 0. 11 , 1951. I ! ii·. l 1 bd. i [t 1.'j ;l· 1. :I (14) Spear.s, Ralph, and William C. Panarese, ' Conm>teR'oo~onGroun~EB075.02D. LEG ;ND e I I I Portland Cement A.~ociation, Skokie, co1ACTfD deNSIT(Es Illinois, second edition, 1983; revised jg NAnJRAL[DeN',s1r/esj i I ' I i l ! I 1990. l , \ \ \ I ! l I No~o:impirisonof soil 1)1:efo"K'; p;,rtico!arlyinthe"L"and'H"Groupi should generally be madeiothe l=r rangeofthe soil type, Figttrel STRUCTURE magazine • April 2008 . I Title,Block:Une 1· 'Y.oJ:c~n dhan·g!:)~'{his:ar~a", ~ usiog:the'"S.Elt.tings" .meni:r ,tern ~hd tben'.u~inQilhe "Printing· & . Title Bfoc.k"'s'Eliectlon. Total Are~ I • .: Calc~,lafed,'.ijnal.C,.G', dlstanc~rfror:n°0atuhl;i .·, ' Xcg'Di$t: . o.q·in 'Y 99 Dist: · ·.-0,4680dn, E~gl,'l bistances:from.CG.: . +X . · lxx= . lyyc=. Sxx ;-V -:Sxx:: +V- ·-X +Y ~Y ·Syy·i-X . syy:.+X rxx r-yy \'.·-Re'i~t:1 .~-)' · · Ar~a= _,R~ctt2 Area= ,, ... Rect:4 'Area= --R~6L:4 ,!' ,Ar~a=· 2.875:ih-'.12' . 2:'87(5 ih112 5.750ih :.5;750,fn, . 0,9Q~q,1n 4\6~2.in. 20.210111114 .. 95;1Q7 in114 · 4;3?6'in,'.13 20.414'Jntil · -16:540'in113 16;540 jn113· . ·1,350 in 2.924 in Xtg =: Veg= ''Xcgi=.· Ycg;::_· 2:a15 in112. Xcg.= Ycg= 2:500,·ini:-2, X99,:= Veg= · Title·: · ·:psgryrt · Prpje9tpesc;: ; ·: _ . PrRJ~~t Nqt~~'. :: . •i ',, I ' ~ -~,., ~-,.-,...- i :Hei_Qht.= .0;250:ih ,wrath0:E" .. · O.QOQ iii ixx= 0.01$in114 .o.ooo in lyy.= 31,685irt_114 ,l;iei~ht:.;= ·0:250 in Width:= 0:000 hr. !~:= Q;Q1·5,in114 0:.25Q. in. a ·lyy\::: 31~6$!5 in".4 'Height= 0.250-ln Widtli-# '1 O:OOOih ·1~:=· . 0.015.:in114 0.500 in Jyt= 31;685inNl fJeight,=. '5:000 In \Wlqtli:::; .• ,xx;;; 5:208 in114 0:000 in -2.5'00in 'IYY: = o:Q52irN f . r I .' t ·. I I ·., .. 1 f:5001 ]h . · Sxx= ·syy= 11,.500 iii 9)()(0= ·. ·SY,y= 11.500 in :sxx:; syy,= 0;5QO in 'Sxx:::·· Syy:= . t (_~t :f <6~(( ' ~v rU/ 1>p0 '• fo1>1{ . . ' I I ) i ·, . . , t~-.,. i ·'' ~ c;lJ-.,>· -i · Po1N"'1 '' ' ,· ,,, :;.,· .. -------::-----cG Rotation= ·.Qdec:CCW 0.120 in113 Rxx= -0:072!n. 5.510 in113 Ry_y= 3.,320 in _ Rotation= 0 dec'CCW 0 .. 120 10113 Rxx·=· b:0121n .5.510 i.n113 Ryi~ 3j_2brii Rotation·= OdElQ;CCW 0.120 ln113 RXx-' -o:oti·in 5.510 in113 RYY''f---3.32Qin ,• Rotqtion = O'dec;CCW' 2.083 in113 'Rxx=· t4431n 0.208 inf\3 Ryy'= 0:.144ih ',, l, • Title Block Line 1 You can changes this area using the 'Settings• menu item and then using the "Printing & Title Block" selection. Title: Job# Dsgnr: Project Desc.: Project Notes : Title Block Line 6 l'rinted:28Nov2011. 3:14PM ··,;·J'.nir.~:f:§!im;,~.6,~Jy~J~i;_:-._::;_:_::·/·:~>.~./i:.:::./:(//i./'.,":=:::":'/:.:,(~'.;·:;:\{?{),~'.~\~J~mtlttttft:~~~~~itjwt~;~1:rut~~~tl{i_t}~ffttt\; Description : --None- · Gener.al Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 16.0 ft Area= 11.125 in"'2 Moment of Inertia = 20.270 in"'4 * y Span= 16.0 ft ·: Applied Loads-·----··,.·· .. '-· ·· -. .-· · -· · · _.._ · .·. -· .: :. · · Uniform Load: D = 0.0330 k/ft, Tributary Width= 1.0 ft Point Load : La: 0.50 k ~ 8.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY< : . . · ··. ••M• 0 ••• •-• •••••••" 0 • ••' ••• •• 0 ,• • o'o Maximum Bending= 3.056k-ft Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection +D+L+H 8.000ft Span# 1 • Max Downward L+Lr+S Deflection 0.126 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.210 in _ _ ... -~a~y~~~-r~_!°.t~I 1,?~~:cti?~ .... _ .... .. _ . __ ..... _ -~---°-~~ .!~ _ . · Overall Maxiriium o·eflections ~ Unfactored loads··-'·. . ·. -· .. Maximum Shear ;; . . Load Combination Location of maximum on span Span # where maximum occurs 0.5140 k .. +D+L+H 0.000 ft Span# 1 -------------------------Load Combination Span Max.•.• Dell D+L 1 0.2D98 · = Vertical Reactions • Unfactored · ·. :. · ' : Load Combination Support 1 Support 2 Location in Span Load Combination 8.080 Support notation : Far left is #1 Max.•+• Deft 0.0000 Values in KIPS Location in Span 0.000 ~O~v-er~al~I M~A-~X~im_u_m_. ------o~.5~14--~o.5'.,..14.-----------------~------------- D Only 0.264 0.264 L Only 0.250 0.250 D+L 0.514 0.514 • . Title Block Line t 1 You can changes·this ar.ea u~ing the,' Settings" -me.nu Jtem · and,then.usingthe ~Printing Bi 1i0e Bfock' ~elecHori, · · Title: Jc;,b# Dsgnr: · Project'Desc.:_ Project Notes : ,Title Block Lihe:6 · . •. . .. . . . . · . : . , . . . ·,. · . · . · . . Ptinled:.20 NQV,.201.1\ '3:15PM ·: .)!iiiiij~~m\t{§'.}\;:'.\/\:;:·:,.:;::;·::.\~:.?;·:;:.:::,\:1.XJ\{t/:'.:':;'.'.,::::/tif:;?}M~:~t~:;:.§~>f'./MJ~tT:~t~:!1.~;~n~~:~~t~t~~W~~1~~!\?1~1s •. · l~t:/ Description .. :. :Edge.a.rigle for glass. Max span is 13 feet Material P.roperties Calculiitlo.ns perAISC 360,05, IBC 2009,,CBC 2010, ASCE 7-0.5 .. '· ; ~ Analysis Method: 0l:c;,ad Resistance Factor-Design I Beam'Bracing.: -Completely Unbraced Bending Axis·: Major Axis Ben~ling Load Comtiln~tion 2006 IBC & ASCE 7~05 'Fy, StE:iel Yield: . 36.0 ksl E: Modulus t 29;000.0 ksl . D(0:05)Lr(0.05) . . . 'f . . L5X5X3/8 Applled:t,:.oac!s · · ···· ·,_.., · · · ·· · ,--: : · · · · · · . · · · Sentice loads ef!ter~d. Load Factors will be appll\;Jd for. calcola.tions, Beam self wei~ht calculated and· added to loads. ·· , Uniform Load:: D= 0,0.10, Lrc= 0.010ksf, TributaryWldth =.5:0ft . DE_SIGN'"'SUMMAR.Y::;_./····:·.; .. · .. ·.-·.:···.,:· . · . 1 ...... titiaxYn:ii:ifu"'i::fe~cfing=sfress··R"aiicS·· .. .:.::··· · ..... ···· .. ·······»··oAf9 ,·1 Section used for this spafl L5X5X3/8 · . Mu:).\pplied · · 3.269K-ft · M~?<iinum.Speal' s'tr~is Ratio=--· · Section use<;l'for"this span. Mn*J?hi: Allowable · 7:808'k4t. LoaaC9mpjna!ion. +t.20D+1.60tr-t-0.:5pL·. Location of·rnaxi.mut:n--0n span 6:500ft · :span #·Where1maximom occurs ·$,pan#. 1- · · Maximllrn Oe.fle.cti9rr , . . Max.Downward L+L.r+S Deflection :'·O. 127.'in :Rat)<? = Ma?{ Upw~rd L+tr+S·Deflecti,on . : o:odO:in ··Ra~io =, Max Downward:Tc,ta!Deflection : 0.286. In-R~tio = l'Aax Upward total0Deflectfoii · O:OQQ'.ih Ratlo = • •• • .... '• ..................... ~-........................... ,. ... • ..... 1 .... ., ••• ~·-·---. • .. • • ...... ! •• ' •• Vu :· Applied , Vil .. Phi : Allowable ,Ldad Complnatlon . ·4ocation .ofmaxlmum 91f sp~n Span·# wh·ere·niaximum 09cµrs _1'22.3 . 0 <360 544 . · 0 <180 · .. o.ifas: T .... ~ .. L5~~~~= k 36:45'0 -k +1.20D+1.60Lr-t-0.50L •. 0.000 ff ·span #1 . : : :M.aximu·m-Forces:&,Stiesses.for Load,Combination,s --'----.----,-.,.......-,,.......,..,~~-,-,---,-,...,....---~-----------=,----;--,-,,....-,,:::::--,-~,--- Load Combination Max Stress Ratios . Suminary of Mqment Values Summiuy,ofShear V~lues , .segmentLeng\h ~pan# M v. maxMu.'"" · .inaxMu-Mu·Max· ·Mm1 · ·Piil'Mnx Cb· -Rm VuMax 1 . +1.400 · Dsgn, L =· 13;00.ft +1.20D-t0.50Lr-!-1.60L+1.60H Dsgn. ~ = 13,bO ft · , +1.20D+1.60Lr-t0.50L bsgn. L;:: · 13.00 ft +1 .. 20D+ 1 ;60Lrt-0.80".'V , Dsgn1 ~:; 13.Dq'ft: '.. +t20D-t-0.50Lr-+0:50L:1'1·,60W 1 0;236 0.016 1.84 0.018. 2.t1 0.419 0:028 3.27 . OA19 b,028 3,27 . · i dsgh: L:; 13.;QQft, . . . ~. 0.270· 0.0.18 . 2.11 ;'· ·: Ov.eralfMa,xlmorr\ Def(ectl~ns-~ U.nf~ct(lrefLoads. ·.. · · · ' Load C.i:imbinatlon · Span Max:IO·" Deft-. · Locatio~ in SRan_ . 1 0.0000 : 0.000 .. 1:84 8.66 · · 7.8.1 1.14 1.00 0.57 2.11 8.68 7:81 1.14 1.00 0.65 3.27' .. 8.68 7.81 · 1.1if. 1.00 1,01 · 3.27 ·.8.68 7.81 1.14 '1.00 1.01 2.11 8.68 t.81 1.14 1.00 0,65 Load ComQinati6ri Max.'+" Den 0:0000 Vnx Pni•Vnx 40,50 36.45 40,50 · 36.45 '40,50 36.45 40,50 36,45, 40;50· 36.45 Lo~tion.ln:Span 0.000 ··Maximum.Deflections.for Load·Combinatfons ~-UnfactQred.:toads = . ~--'----,.------,-~-~-----~~-----·Lo ad Com~inatlon Span ·Max. 'Downw?rd Deft Loca\ion:in Spa·n Max. Upward·Defl D Only 1 · .0.1589 6.565 0.0000 LrOnly 1 0.1275 6.565 0.0000 D+tr 1 0.2863 $;565 0.0000 Vertical Reactions -Unf actored SupP.ort notation : F~r reff Is #1 . · :f..oad-Comblnation . · Support 1 Support 2 location in Span . 0.000 0.000 0.000 Values In KIPS .~---~ -OveralJMAXimui\r ... . 0.730 . ......,..0_7=3""0-· ~--..._,..~ ---~-...... ,,.· ........... _, .. _, _______ _ . D Only 0.40~ 0.405 lc.r Only .0,325 0.325 . D+lr: 0:730 -0:730 Tille Block Line 1 You can changes this area using the "Settings" menu item and then using the ~Printing & Title Block" selection. Title~ Dsgnr: Project Desc.: Project Notes : Job# Title Block Line 6 Printed:2aNov2011, 3:15PM ----." -:tfi~:tJ(jii'.mr{/.trrr ~:1:! '.:-::/}/ .. :) ::::-./ .:/-_-; :-::/·:\;-._.; ,:_!_:_:::_._:'.: :·_(.(/IS::-./:\/!/il~~?;~~t~J~~~t~-:-Jt~!rr~~Wr-i~~~:~:~~;~f~1;:~1~~-il!-1~:i~f.~F: Description : Edge angle for glass. Max span is 13 feet --.Steel Section Properties : Depth = Leg Width Thickness Area Weight Kdeslgn Ycg Yp Eo • • = = = = = = = L5X5X3/8 5.000 in lxx Sxx 5.000 in Rxx 0.375 in zx 3.610 in112 I yy 12.300 plf Syy 0.875 in Ryy 1.370 in Qs lz Sz 0.365 in Rz Tafb, 0.365 in = 8.76 in"4 J = 0.183 in114 2.41 ln"3 Cw = 0.33 in"6 = 1.550 in Ro = 2.760 in = 4.330 in113 = 8.760 inh4 = 2.410 in113 = 1.550 in = 0.980 = 3.550 in"4 = 1.000 in"3 = 0.986 In :: 1.00 deg ' ,, -., • I . · .. J ,, ' -I ) ) ' -" ,,-, - ' ' : - · SKLZ: T/:CA,LCULA;TJONS :Glas1s ·H,andraiJ:Calculation . . . · .ConEiLilting·.Engineers · 3.131 Camino-DerRio:North, Suite 1'080. san Diego, CA~2f08 •• • • fa1•• •• Consu/ling Engineers Proiect S-K-L --Z.. 1, \ . bv Sv'1 location date 12. )2..z/11 sheet no. 3131 Camino Del Rio North, Suite 1080 --.--.. :-.....__s_a_n_o,_·eg_o_, _cA_9_2_1o_n _____ :_-'-_c=li_e--'n_t~~~~-:.~~~~~~~~~~~~~~~~~~~~~..._j_ob_n_o ________ --1 .-(619) 521-8500 Fax (619) 521-8591 I l\ 2.Zfo !-,....., .,_-,,-,<N-<"•-=----·--~,--,.,-, ====-:::.; _ _,_,,·r i ~ } . 42,,, J 'p:i½\15-t,\ ~ 'S -\,\,~~ -rt,Mf'E--\l-W {,L~ s fy :::: \\..1/ "7:;s'oti {'$ ! • T~'< 3/1{ '' 1""l-t1L~ '5·1d"~~ ~ ~:::. 60 ~~--~-.>lc-rz..-rl.P) ':J ,,,,ft" th .. ~ l~ ? a< H>~ \So f'"\v1 ;,< v-~l..1~ \\ ~ :r =--rz..: f (:'.l-s) \L... V\S~ ~ 'ft,S :.:-. Lf 1'A.rt,_-;.__)_4 1~bofs, x IXZ-5 h~~ :.. Lj I'-----!' t-) "7' \OCO ~IK. T= .~ fl-f x _, (Lf2~\ti\) ~ Z .. Y ~1/1 I C71A> TT--~ ~ C\.t-;;,<~-0 ~ ~~ 0.i(.p\ )\"·\4 ' .- 'S)\t"\ \/;.-~-n~i(~ .\ .. e~ ! ' ;:. ': er1.-~f;; w-r ::;. 1 o . 1.. ... (~lirr x· ( s \{/\'t-) ~ y u v L-f G-~.kl't-~ '2., s . \' sf , ~ -:i-\~>i:.. _ -: •. $ c;, ~ l,,f-· ! / ,' .. . .. .I ' ·-· i \ ... ' :, ) 1=, ! 'i~E-, ~-Sh &B bL-;l{ "J\ s . , ... ': . ' \.{ -=--0 .. .4 2.. H--"' l"---11 ' £ JS I <tu l2--d,.tA~ =-2, 4 7i x T -LP -Lf \ot--ll ·, • I ~ ' • l .i i l •' .. i I· ·~ + ;. .' .Co111!uifing Engif/ders . ·: rci"ec~ S/(;L.:.1-. 1· \· ... .Jo-cation. '.3131 C?mJno :Del Rio J\J.orfh,. Suite /oi/o San Diego; CA 92108 1-·...::.c:.:;clle=n=t....,· ,...· -'---:-.,.,.,....,,....,.,........,.-,=-....,..,-"'",........,.-----'-''------1 (6,19) 521-8($00 Fax (6.1!!):52:1,85,91: Mo.M~~t . . , . . . . ·I(_ .. · · . CF/)\'.= ·l ,, 1-'. . \(.,~:.I:' ) . , 1 /,\ \4l,%\. (' .. :, ''",' ,'· · ·sheet:rio • date J 2 / Z-1,./f i.· ., +)Z: Job no. i \ \''2::2--!o •• • ·.~ X Loads: BLC 1, TORSION Results for LC 2, T +L +D SK-2 Dec 21, 2011 at 10:39 AM Beam to rolling office.r3d I , i I i ' . f i . . ;;: Loads: BLC 2, DL (GRATE ANO GLA$S) ;. ,· .Results for t.c: 2~ 'T¼.L+D · • 1' ': ~ ' -~ • ' . \·11-,---· __ , --,,-------'-'---l:.1 ·· 1--. ~-:-;-.;1-.-2-01_1_a-t-10-,:3_,~9~AM-· . . B.eam to rolllng offlce,r3d ~---'-:---~--------'--------'-""-----,---'-----'--~-~=----.....--,---'-----'-,- 1 ,. Loads: BLC 3, LL ,Results for LC 2, T+L+D HS ---------------------, SK-1 Dec 21, 2011 at 10:40 AM Beam to rolling office.r3d Resuns rorLC2, T+L+o · · ·,njoment Reac,llon unns ar& k anci k-ln ,t ,0.8: -,--c,'--"-,--'---'; . ··---...;:--··-.. -· .,..· ,: 9.8 SK-1 · Dec.21-, 201'1 at1():39.AM · Beam to rolllng offlceir3d I , I Beam: M1 Shape: C12X25 · °' Material: A36 Gr.36 •ength: 5.5 ft I Joint: N1 J Joint: N2 LC 2: T+L+D Code Check: 0.351 {bending} Report Based On 97 Sections Dz -------in -.001 at 2. 75 ft .814 at Oft A-------k Vy ~ k Vz -------k -.814 at 5.5 ft 6.6 at 5.5 ft Mz k-in T k-in My -------k-in -6.6 at Oft -13.431 at 2. 75 ft 12.112 at 5.5ft -.56 at 2.75 ft fa-------ksi ft, -... ksi fc ksi ~5.945 at 5.5 ft .56 at 2. 75 ft A/SC 13th(360-05): ASD Code Check Max Bending Check location 0.351 5.5ft H1-1b Equation Bending Flange Bending Web Compact Compact Fy Pnc/om Pnt/om Mny/om Mnz/om Vny/om Vnz/om Cb 36ksi 108.671 k 158.443 k 64.97 k-in 629.461 k-in 60.066k 39.489 k 1.136 Max Shear Check location Max Defl Ratio 0.113 (z) .974ft L/10000 Compression Flange Non-Slender Compression Web Non-Slender y-y Lb 5.5 ft KL/r 84.632 Sway No L Comp Flange Torque Length z-z 5.5ft 14.911 · No 5.5ft 5.5ft ·H1 . '• · . b\b .· \r:'MZ-52.\~u--~ .JJ&&NrfcS . , ( ext\~~ ~~V:Af( ~"~ ---<~J~?-;~~p;>L..fillf.h~---Q/.f~~tC-' ! J~:;~, :~:-. -. ' -· ' >1Material: A36 Gr,36 , Dy Length: 5.5 n ·I Jolnt: N1. · Oz ----,...~---in J Joint-N2 LC ·2: r:t·L+D .. Qqde Cheok: · 0A87 {shear}: , . Report Bq~$d·On97 Secti.ons l ·. ' l ' .814 afO ft ' .. ' A --........,...,.~--,--,.--k · Vy ~:.~:.'.,'._::~£.:.·.%:; ....... · Vz. --,----~'----k : T, ~-~14 at 5.5 ft Mz My··-------k-in -6.6 ~to ft . 56.at 2. 75·-ft . ft A/SC 13th(360-05j: A-SD Code Check_ Max-Sending Check , 0:021 · ·Location . 2't.5°ft' :Eq1:1~tibn 'Mf16; . , • .. Max Shear Check ·[ocation = M~,{b~fl -.Ratio· -;56 at 2. 75 ft .0.487'-(y) Oft' Ln'oooo -Sending Flang$ · Cpmpaqt Bending Web· ComJ>act; , Compr~ssi<;>o Flange . , Nc.m-$1ender Compression Web . N<m-Slerider FY , 36-ksi -P_nq/om 108 .. 671 k PntLom 158A43 k 'Mny/om · 64;97,<k-in · -Mozlom · 629.461 k-in ·. · :Vny/om, · .60.066 k .. , · Vnz/om 39.489 k .y-y· z-z Lb , 5.5 ft· · 5$ft . ·KL/r 81,632. · ~4;911 · Sway No··_ , . · No 1 :L CQ1i1P·Fl~,nge· ; 5.5 ft ' ' '. ksi . Cb , . 1 .. 136 : I'------'--~-~~~~~----'---' ' ! ... ,, ~ ' '' • • • • • • SKLZ Tl CALCULATIONS Rooftop Mechanical Equipment Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 ' .• .. , (D . , . ," ' i ,f i I, .. !. 0 , , I ,, ' J3heer no, C b, S' . , •.......... , Coi/'su/1/[lgOE)lgi~t{q.'r~ ,, . · . . • · ' '. ;,_,, I' · · i ·· r· · · · date 1.i> ·i1:-'./i · __,., · . . .• , . • .. : i----.:.:o:,;c.;;ca~1o=n."'"'_ ---~-----""-...,;,......,..-'-'----+---="---'-"~_,;;.:..+.-'-'-'---~ -3.131' Q;;imino Del Rip North, Suite 1080. : · · · ' .S.arl Df(Jgo, CA 92108 . 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SKLZ TICAL:CULA,,TIONS .Appendix . . •• ~,,,, Consulting Engine~rs 3.131.-Camino b'eLRJo North, Suite 1080 : . San Diego;·cA 921.08 ! , I .• , :, " • •• • • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.134218 Longitude= -117.285808 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B -Fa= 1,0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.168 (Ss, Site Class B) 1.0 0.442 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.134218 Longitude = -117 .285808 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D -Fa = 1.033 ,Fv = 1.558 Period Sa (sec) (g) 0.2 1.207 (SMs, Site Class D) 1.0 0.689 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.134218 Longitude= -117.285808 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and S01 = 2/3 x SM1 Site Class D -Fa = 1.033 ,Fv = 1.558 Period Sa (sec) (g) 0.2 0.805 (SDs, Site Class D) ,(i :: ..... 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XII !,3_ric ff,C r1r>N P)R :;~( !HF('·Ff ;,'~,!; !)i> !Hf .l(:J, .'1i1~ ,Ti;![_,)i~¥; ,,iy : if~ '1 J ' · < :i 1~i:)fi!Hlt'~\i ,f.f:; -...:; · ·-~ .J>-iF1Rt·:;~,:~Jf~ .~:r1-/:.l:!'.~,t ··,Ji ... ,,,,'..}-~ L .,., ,..., ., -... •.\ ~ X y 2 4 Under dead plus/minus seismic, the max load to each connection at base is 528 pounds so use 1/2" diameter titen hd screw anchor with 3.5" embedment into 6" slab at each base plate per revised details 13, 14, and 15 on S810. Solution: Envelope KPFF Consulting Engineers Bryon E. Spicer 63 6 9 8 10 SK-1 Jan 24, 2012 at 1:17 PM its a rolling office.r3d Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Hot Rolled Steel Design Parameters Label Shaoe Lenath ... Lbvvfftl Lbzzrttl Lcomo to ... Lcomo bo ... Kvv 1 M1 HR1 13.5 2 M2 HR1 13.5 3 M3 HR1 13.5 4 M4 HR1 13.5 5 M7 HR1 13.5 6 M8 HR.1 13.5 7 M9 HR1 13.5 8 M10 HR1 13.5 9 M11 HR3 24 10 M12 HR3 24 11 M13 HR3 24 12 M14 HR3 24 13 M15 HR3 14 14 M16 HR2 14 15 M17 HR2 14 16 M18 HR2 14 17 M19 HR3 14 18 .M20 HR4 .10 19 M21 HR4 10 20 M22 HRS 10 21 M23 HRS 10 22 M24 HRS 10 23 M25 HRS 10 24 M26 HRS 10 25 M27 HRS 10 26 M28 HR4 10 27 M29 HR4 10 28 M30 HR6 8 29 M31 HR6 16 30 M32 HR6 16 31 M33 HR6 8 32 M34 HR6 14 33 M35 HR6 8 34 M36 HR6 16 35 M37 HR6 16 36 M38 HR6 8 37 M39 HR6 14 38 M40 HR2 14 39 M41 HR2 14 40 M42 HR2 14 41 M43 HR2 14 42 M44 HR2 14 43 M45 HR2 14 44 M46 HR2' 14 - 45 M47 HR2 14 46 M46A HR1 13.5 47 M47A HR1 13.5 48 M48 HR2 .4 49 M49 HR2 4 50 l'v15o HR2 4 51 M51 HR2 4 52 M52 HR2 4 53 M53 HR2 4 54 M54 HR2 4 55 M55 HR2 4 56 M56 HR2 4 Kzz Cm-w Cm-zz Cb -- RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Jan 24, 2012 1:18 PM Checked By: v swavz swav Function Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral -Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Page 1 Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Hot Rolled Steel Design Parameters (Continued) Label Shaoe Lenath ... Lbwfftl Lbzzfftl Lcomo to ... Lcomo bo... Kw 57 MS? HR2 4 58 M58 HR2 .4 59 M59 HR2 4 60 M60 .· HR2 .8 61 M61 HR2 8 62 M62 HR2 8 63 M63 HR2 8 64 M64 HR8 11.314 65 M65 HRS 11.314 66 M66 HR8 11.314 67 M67 HRS 11.314 Envelope A/SC 13th(360-05): LRFD Steel Code Checks Kzz Cm-wCm-zz Cb . Jan 24, 2012 1:18PM Checked By: v swa11z swav Function Lateral · Lateral Lateral ~ .Lateral Lateral . Lateral. Lateral Lateral Lateral Lateral Lateral Member Shaoe Code Check Locfft LC Shear c ... Locrft DirLC ohi*Pnc .. nhi*Pnt... ohi*Mn .. ,Qhi*Mn .. Cb Ean 1 M1 HSS4X4X6 .317 13.5 15 .011 0 V 15 86.889 197.904 22.043 22.043 1. . H1-1b 2 M2 HSS4X4X6 .. 031 :0 2 ,002 0 z 14 86.889 1·97.9Q4 22.043 22.043 · 1. . HHb 3 M3 HSS4X4X6 .395 13.5 16 . 011 0 V 15 86.889 197.904 22.043 22.043 1 . . H1-1b 4 M4 HSS4X4X6 . 099. 13.5 3 .004 1-3.5 z 14 86,889 197.9Q4 22.043 22.043 1., . H1-1b . 5 M? HSS4X4X6 .099 13.5 3 .004 13.5 z 14 86.889 197.904 22.043 22.043 1.. H1-1b 6 M8 HSS4X4X6 .. 031 13.5 2 .002 13.5 z 14 86.889 · 197.904 22.043 22.043 1 ... H1-1b 7 M9 HSS4X4X6 .317 13.5 16 .011 0 V 16 86.889 197.904 22.043 22.043 1.. H1-1b 8 M10 HSS4X4X6 .395 13.5 15 .011 0 V 16 86.889 197.904 22.043 22.043 1 .. H1-1b 9 M11 W12X26 .272 0 16 .064 24 V 2 47.12 344.25 30.637 104.794 2 .. H1-1b 10 M12 W12X26 .272 24 15 . 064 0 V 2 47.12 344.25 30.637 104.794 2 .. H1-1b 11 M13 IW12X26 .536 0 15 . 064 24 V 2 47.12 344.25 30.637 107.389 2 .. H1-1b 12 M14 W12X26 .536 24 16 .064 0 V '2 47.12 344.25 30.637 107.389 2 .. H1-1b 13 M15 W12X26 .465 0 15 .026 14 V 2 138.217 344.25 30.637 114.761 1.. H1-1b 14 M16 W10X12 .711' 7 2 .047 14 V 2 17.449 159.3 6.458 13.175 1 .. H1-1b 15 M17 W10X12 .518 7 2 .047 0 V 2 17.449 159.3 6.458 13.769 1.. H1-1b 16 M1s W10X1'2 .711 t 2 .047 14 V 2 17.449 159.:3' 6.458 13.175 1 .. H1-1b 17 M19 W12X26 .465 0 16 . 026 14 V 2 138.217 344.25 30.637 114.761 1 .. H1-1b 18 . M20 L 12X12X6 . 139 0 3 .013 ·3.438 z ,16 113.362 287.044 47:097 36.627' :I, . H2-1 19 M21 L 12X12X6 .131 0 16 .011 0 z 16 113.362 287.044 47.097 36.627 2 .. H2-1 20 M22 L12x6x4x4 .148 0 13 . 013 ci z 15 33.88 287.55 27.292 13.646. 1 .. H1°1b 21 M23 LL12x6x4x4 .220 0 15 .020 0 z 15 33.88 287.55 27.292 13.646 1.. H1-1b 22 M24 l,.L12~6x4x4 .239 0 5 .024 0 z 15 33.88 287.55 27.292 13.646 1 .. H1-11? 23 M25 LL12x6x4x4 .176 0 13 .015 10 z 15 33.88 287.55 27.292 13.646 1 .. H1-1b 24 M26 LL12x6x4x4 .220 0 16 .020 b z 16 33.88 287.55 27.292 13.646' 1 .. H1-1b 25 M27 LL12x6x4x4 .148 0 13 . 013 0 z 16 33.88 287.55 27.292 13.646 1 .. H1-1b 26 M28 L12X12X6 .217 0 15 .011 0 IV 15 113_.362 287.044 18.068 36.627 2 .. H2-1 27 M29 L 12X12X6 .173 10 15 .013 .208 V 15 113.362 287.044 18.068 36.627 2 .. H2-1 28 M3ci L6X6X6 .381 0 16 .017 0 z 15 94.229 141.264 10.787 21.407 1 .. H2-1 29 M31 L6X6X6 .227 16 13 .011 0 V 13 37.837 141.264 10.787 19.297 1.. H2-1 30 M32 L6X6X6 .227 0 13 .011 16 V 13 37.837 141.264 10.787 19.297 1.. H2-1 31 M33 L6X6X6 .381 8 15 .017 8 z 16 94.229 141.264 10.787 21.407 1.. H2-1 32 M34 L6X6X6 .412 ci 15 .017 0 V 15 49.42 141.264 10.787 21.348 2 .. H2"'1 33 M35 L6X6X6 .401 0 16 .016 .5 V 15 94.229 141.264 10.787 20.973 1.. H2-1 34 M36 L6X6X6 .227 16 14 .011 b V 14 37.837 141.264 10.787 19.283 1.. H2-1 35 M37 L6X6X6 .227 0 14 .011 16 V 14 37.837 141.264 10.787 19.283 1 .. H2-1 36 M38 L6X6X6 .401 8 15 .016 .667 V 16 94.229 141.264. 10.787 20.973 1 .. H2-'-1 37 M39 L6X6X6 .412 14 16 .017 14 V 16 49.42 141.264 10.787 21.348 2 .. H2-1 38 M40 W10X12 .709 1 2 .047 1'4 V 2 17.449 159.3 6.458 13.175 1 .. H1-1b 39 M41 W10X12 .709 7 2 .047 14 V 2 17.449 159.3 6.458 13.175 1.. H1-1b 40 M42 w1ox12 .709 7 2 .047 0 V 2 17.449 159.3 6.458 13.175 1 .. H1-1b 41 M43 W10X12 .709 7 2 .047 14 V 2 17.449 159.3 6.458 13.175 1.. H1-1b 42 M44 w1ox12 .709 7 2 .047 0 V 2 17.449 159.3. 6.458 13. 175 1.. H1-1b RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Page2 !- Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Jan 24, 2012 1:18 PM Checked By: Envelope A/SC 13th(360-05): LRFD Steel Code Checks (Continued) Member Shaoe Code Check Locrtt LC Shear C ... Locrtt DirLCohi*Pnc .. nhi*Pnt...ohi*Mn .. nhi*Mn .. Cb Eon 43 M45 W10X12 .709 7 2 .047 0 V 2 17.449 159.3 6.458 13.175 1 .. H1-1b 44 M46 W10X12 .709 7 2 .047 0 V 2 17.449 159.3 6.458 13.175 1 .. H;J-1b 45 M47 W10X12 .709 7 2 .047 14 V 2 17.449 159.3 6.458 13.175 1 .. H1-1b 46 .M46A HSS4X4X6 .173. 13.5. 13 .006 0 z 1~ 86.889 197.904 22.043 22.043 1 H},1b 47 M47A HSS4X4X6 .326 13.5 15 .011 0 V 15 86.889 197.904 22.043 22.043 1 .. H1-1b 48 M48 W10X12 :002. 2 14 .d01 4 V 3. 115 159.3 6.458 46.904 1 .. H1-1b 49 M49 W10X12 .002 2 14 .001 0 V 1 115 159.3 6.458 46.904 1 .. H1-1b 50 M50 w1ox12 .002 2 14 .001 4 1v 1 115 159.3 6.458 46.904 1 .. 1i1-1b 51 M51 W10X12 .002 2 14 .001 4 V 1 115 159.3 6.458 46.904 1 .. H1-1b 52 . M52 W10X12 .002 .. .2 .. 14 . 001 .. ·o V 1 115. 1.59.3 6.458 4.6.904 1 .. l-{.1-1b 53 M53 W10X12 .002 2 14 .001 0 V 3 115 159.3 6.458 46.904 1 .. H1-1b 54 M54 W10X12 .002 2 14 .001 4 V 3 115 159.3 6.458 46.904 1 .. H1-1b 55 M55 W10X12 .002 2 14 .001 4 V 1 115 159.3 6.458 46.904 1 .. H1-1b 56 M56 W10X12 .002 2 14 . 001 0 V 1 115 159.3 6.458 46.904 1 .. l:-l-1-1b 57 M57 W10X12 .002 2 14 . 001 0 V 1 115 159.3 6.458 46.904 1 .. H1-1b 58 . M58 W10X12 .002 2 14 .001 · . 0. V 1 -HS. 159.3 · 6.458 46.904 1 .. H:1-1b 59 M59 W10X12 .002 2 14 .001 0 V 3 115 159.3 6.458 46.904 1 .. H1-1b 60 M60 W10X12 .096 4 16 . 001 8 V 1 53.438 159.3 6.458 32.434 1 .. H1°1b 61 M61 W10X12 .095 4 15 . 001 8 V 1 53.438 159.3 6.458 32.434 1 .. H1-1b 62 M62 W10X12 .096 4 15 .001 8 V 1 53A38 159.3 6.458 32.434 1 .. H1-1b 63 M63 W10X12 .095 4 16 .001 8 V 1 53.438 159.3 6.458 32.434 1 .. H1-1b 64 M64 1" di;m1eter . 31'5 0 15 .002 0 1 .602 . 25.447 .424 .424 1 .. Hj'-1a 65 M65 1" diameter .317 0 16 .002 0 3 .602 25.447 .424 .424 1 .. H1-1a 66 M66 1" diameter .315 0 16 .002 . 0 1 .602 25.441 .424 .424 1 .. H1-1a 67 M67 1" diameter .317 0 15 .002 0 3 . 602 25.447 .424 .424 1 .. H1-1a Joint Coordinates and Temperatures Label X fftl y fftl z [ftl TemP-fFl Detach From Diao ... 1 N1 0 0 0 0 2 N2 14 0 0 0 3 N3 0 8 0 0 4 N4 14 8 0 0 5 N5 0 24 0 0 6 N6 14 24 0 0 7 N7 0 40 0 0 8 NB 14 40 0 0 9 N9 0 48 0 0 10 N10 14 48 0 () 11 N11 0 0 13.5 0 12 N12 14 0 13.5 0 13 N13 0 8 13.5 0 14 N14 14 8 13.5 0 15 N15 0 24 13.5 0 16 N16 14 24 13.5 0 17 N17 0 40 13.5 0 18 N18 14 40 13.5 0 19 N19 0 48 13.5 0 20 N20 14 48 13.5 0 21 N21 0 0 23.5 0 22 N22 14 0 23.5 0 23 N23 0 8 23.5 0 24 N24 14 8 23.5 0 25 N25 0 24 23.5 0 26 N26 14 24 23.5 0 27 N27 0 40 23.5 0 28 N28 14 40 23.5 0 RISA-3D Version 9.1.0 [P:\ 111 \ 111226 _ SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Page 3 Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Joint Coordinates and Temperatures (Continued) Label xrm y fftl 29 N29 0 48 30 N30 14 48 31 N31 0 4 32 N32 14 4 33 N33 0 12 34 N34 14 12 35 N35 0 28 36 N36 14 28 37 N37 0 44 38 N38. 14 44 39 N39 0 16 40 N40 .14 16 41 N41 0 32 42 N42 14 32 43 N43 0 20 44 N44 14 20 45 N45 0 36 46 N46 14 36 47 N47 7 48 48 N48 7 44 49 N49 7 40 50 N50 7 36 51 N51 7 32 52 N52 7 28 53 N53 7 24 54 N54 7 20 55 N55 7 16 56 N56 .7 .12 57 N57 7 8 58 N58 7 4 59 N59 7 0 60 N60 -8 0 61 N61 -8 8 62 N62 -8 40 63 N63 -8 48 Envelope Joint Displacements Joint Xlinl LC Ylinl LC Zlinl 1 N1 max 0 14 0 16 0 2 min 0 13 0 15 0 3 N2 max 0 14 0 16 0 4 min 0 13 0 15 0 5 N3 max 0 16 0 16 0 6 min 0 15 0 15 0 7 N4 max 0 16 0 16 0 8 min b 15 0 15 0 9 N5 max 0 14 0 16 0 to min 0 13 0 15 0 11 N6 max 0 14 0 16 0 12 min 0 13 0 15 0 13 N7 max 0 15 0 16 0 14 min 0 16 0 .. 15 0 15 N8 max 0 15 0 16 0 16 min 0 16 0 15 0 17 N9 max 0 14 0 16 0 18 min b 13 0 15 0 LC 16 2 16 2 15 2 15 2 5 2 14 2 16 2 16 2 15 2 z fftl 23.5 23.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 .13.5 . 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 Temo fFl 0 0 0 0 0 0 0 0 0 b 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .. 0 0 0 0 0 0 0 0 0 0 Jan 24, 2012 1:18 PM Checked By: Detach From Diao ... I I 1I I I I I X Rotation ... LC Y Rotation ... LC Z Rotation ... LC 1.001 e-3 15 8.466e-5 14 1.079e-2 16 .,9.723e-4 16 -2.565e-4 13 -1.08e-2 15 2.838e-2 15 2.58e-4 14 7.607e-3 16 -2.833e-2 16 -8.399e-5 13 -7.6e-3 15 1.163e-3 15 2.17e-3 16 5.345e-3 13 ~1.049e-3 16 -2.326e~3 15 -5.334e-3 14 2.849e-2 15 2.153e-3 16 5.347e-3 13 -2.837e-2 16 -2.085e-3 15 -5.336e-3 14 1.076e-3 15 1.432e-2 14 3.352e-3 16 -1.076e-3 16 -1.474e-2 13 -3.352e-3 15 2.837e-2 15 1.471e-2 14 3.078e-3 16 -2.837e-2 16 .,1.435e-2 13 -3.078e-3 15 1.049e-3 15 2.17e-3 15 5.334e-3 14 -1.163e-3 16 -2.326e-3 16 -5.345e-3 13 2.837e-2 15 2.153e-3 15 5.336e-3 14 -2.849e-2 16 -2.085e-3 16 -5.347e-3 13 9.723e-4 15 8.466e-5 14 1.08e-2 16 -1.001e-3 16 -2.565e~4 13 -1.079e-2 15 RISA-3D Version 9.1.0 [P:\ 111 \ 111226 _ SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Page4 Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Envelope Joint Displacements (Continued) Joint Xfinl LC Yfinl LC 19 N10 max 0 14 0 16 20 min 0 13 0 15 21 N11 max .003 16 .095 16 22 min -.009 15 -.093 16 23 N12 max .004 16 3.056 16 24 min ..,_009 15 -'3.056 15 25 N13 max .006 14 .094 16 26 min -.009 16 --.094 15 27 N14 max .012 14 3.056 16 28 min -.012 13 -3.056 15 29 N15 max 1.558 14 .094 16 30 min -1.561 13 -.094 15 31 N16 max 1.558 14 3.056 16 32 min -1.561 13 -3.056 15 33 N17 max .006 14 .094 16 34 min ,-,009 15 -.094 15 35 N18 max .012 14 3.056 16 36 min -.012 13 -3.056 15 37 N19 max .003 15 .093 16 38 min ..,,()09 16 ,,,.095 15 39 N20 max .004 15 3.056 16 40 min -.009 16 -3.056 15 41 N21 max .052 3 .184 16 42 min -.051 13 .,._ 184 15 43 N22 max .052 5 3.076 16 44 min -.051 13 -3.076 15 45 N23 max .602 15 .184 16 46 min ,-.58 16 -.184 15 47 N24 max .552 15 3.076 16 48 min -.587 16 ~3.076 15 49 N25 max 1.596 14 .184 16 50 min -1.508 f3 -.184 15 51 N26 max 1.507 14 3.076 16 52 min -1.6 13 -3.076 15 53 N27 max .602 16 .184 16 54 min -.58 15 ,-.184 15 55 N28 max .552 16 3.076 16 56 min -.587 15 -3.076 15 57 N29 max .052 3 .184 16 58 min -.051 13 -.184 15 59 N30 max .052 5 3.076 16 60 min -.051 13 -3.076 15 61 N31 max .151 15 .094 16 62 min -.156 16 -.093 15 63 N32 max .149 15 3.056 16 64 min -.154 16 -3.056 15 65 N33 max .44 14 .094 16 66 min -.441 13 -.094 15 67 N34 max .44 14 3.056 16 68 min -.441 13 -3.056 15 69 N35 max 1.408 14 .094 16 70 min -1.411 13 -.094 15 71 N36 max 1.409 14 3.056 16 72 min -1.411 13 -3.056 15 73 N37 max .151 16 .093 16 74 min -.156 15 -.094 15 75 N38 max .149 16 3.056 16 Zfinl 0 0 0 -.006 -.001 -.005 -.003 -.016 -.003 -.016 -.004 -.021 -.005 -.021 -.003 ... 016 -.003 .,.,016 0 -.005 -.001 -.005 0 .,.,005 -.002 -.005 -.003 ~.016 -.003 .:..016 -.004 -.021 -.005 -.021 -.003 -.016 -.003 ~.016. 0 -.005 -.002 -.005 -.001 --.012 -.002 -.012 -.014 -.061 -.012 -.067 -.012 --.061 -.007 -.061 -.001 -.012 -.002 LC 15 2 16 2 16 2 15 2 15 2 5 2 14 2 16 .2 16 2 15 2 15 2 16 2 16 2 15 2 15 2 5 2 14 2 16 2 16 2 15 2 15 2 15 2. 15 2 15 2 15 2 15 2 15 2 16 2 16 Jan 24, 2012 1:18 PM Checked By: X Rotation ... LC Y Rotation ... LC Z Rotation ... LC 2.833e-2 15 2.58e-4 14 7.6e-3 16 -2.838e-2 16 -8·.399e--5 13 -7.607e-3 15 2.247e-4 15 5.066e-4 2 1.079e-2 16 -3:27e-4 16 7.566e-6 13 -1.08e"2 15 2.791e-4 15 -8.421e-6 14 7.607e-3 16 -3.866e-4 16 -5.079e-4 2 -7.6e.,.3 1'5 -8.709e-5 15 4.727e-3 15 5.345e-3 13 -5.649e~4 2 -4.513e-3 16 -5:334e-3 14 7.302e-5 15 4.302e-3 15 5.347e-3 13 -5.652e-4 2 -4.538e-3 16 -5.336e-3 14 9.555e-5 15 3.221e-3 2 3.352e-3 16 -9.555e-5 16 9.718e-5 13 -3.352e-3 15 3.146e-4 15 8.43e-4 5 3.078e-3 16 -3.146e-4 16 -3.221e-3 2 -3:078e-3 15 5.649e-4 2 4.727e-3 16 5.334e-3 14 8.709e-5 16 -4.5.13e-3 15 -5.345e~3 13 5.652e-4 2 4.302e-3 16 5.336e-3 14 -7.302e-5 16 -4.538e-3 15 -5.347e-3 13 3.27e-4 15 5.066e-4 2 1.08e-2 16 -2.247e-4 16 7.565e-6 13 -1.079e-2 15 3.866e-4 15 -8.422e-6 14 7.6e-3 16 -2.791e-4 16 -5:079e-4 2 -7.6o7e-3 15 2.891e-4 14 2.983e-4 15 1.265e-2 16 -3.085e-4 13 -3~719e-4 16 -1.283e-2 1'5 6.105e-4 15 3.514e-4 3 1.272e-2 16 -6.276e-4 16 -2.245e-4 16 -1.252e-2 15 5.984e-4 15 5.117e-3 15 6.825e-3 13 -6.57e-4 16 -4.883e~3 16 -7.227e-3 14 7.575e-5 3 4.656e-3 15 7.252e-3 13 -1.138e-4 6 -4.909e-3 16 "6.827e-3 14 6.457e-4 15 3.214e-3 3 5.758e-3 15 -6.457e-4 16 1.233e:-4 14 -5.758e,.3 16 2.805e-5 15 1.595e-3 5 5.21e-3 15 -1.059e-4 6 -2.994e--3 2 -5.21e-3 16 6.57e-4 15 5.117e-3 16 7.227e-3 14 -5.984e..,4 16 -4.883e-3 15 -6.825e-3 13 8.661e-5 13 4.656e-3 16 6.827e-3 14 -7.575e-5 3 -4.909e-3 15 -7.252e-3 13 3.085e-4 13 2.983e-4 16 1.283e-2 16 -2.891e-4 14 -3.719e-4 15 -1.265e-2 15 6.276e-4 15 3.514e-4 3 1.252e-2 16 -6.105e~4 16 -2.245e-4 15 -1.272e-2 15 3.38e-6 13 2.436e-3 15 1.624e-3 15 -5.359e..:5 2 -2.156e-3 16 -1.621e"3 16 2.777e-5 16 2.009e-3 14 8.405e-4 14 -5.359e-5 .2 -2.308e--3 13 -8.353e-4 13 -1.681e-4 16 3.638e-3 15 1.135e-2 13 -9.128e-4 2 -3.292e-3 16 -1.133e-2 14 -1.392e-4 16 3.133e-3 15 1.126e-2 13 -9.135e-4 2 -3.498e-3 16 -1.124e-2 14 -1.854e-4 15 2.844e-3 3 6.175e-3 14 -9.02e-4 2 -9.425e-4 13 -6.185e-3 13 -1.846e-4 15 1.39e-3 5 6.171e-3 14 -9.015e-4 2 -2.668e-3 2 -6.181e-3 13 5.359e-5 2 2.436e-3 16 1.621e-3 15 -3.38e-6 13 -2.156e-3 15 -1.624e-3 16 5.359e-5 2 2.009e-3 14 8.353e-4 13 RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Pages Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Envelope Joint Displacements (Continued) Joint Xfinl LC Yfinl LC 76 min -.154 15 -3.056 15 77 N39 max .99 14 .094 16 78 min -.992 13 -.094 15 79 N40 max .991 14 3.056 16 80 min -.993 13 -3.056 15 81 N41 max .99 14 .094 16 82 min -.992 13 -.094 15 83 N42 max .991 14 3.056 16 84 min -.993 13 -3.056 15 85 N43 max 1.408 14 .094 16 86 min -1..411 13 · -.094 15 87 N44 max 1.409 14 3.056 16 88 min -1.411 13 -3.056 15 89 N45 max .44 14 .094 16 90 min -.441 13 .,,094. 15 91 N46 max .44 14 3.056 16 92 min -.441 13 -3.056 15 93 N47 max .003 15 1.754 16 94 min -.009 16 -1.754 15 95 N48 max .15 16 1.754 16 96 min -.155 15 -1.754 15 97 N49 max .009 14 1.754 16 98 min -.01 15 -1.754 15 99 N50 max .44 14 1.754 16 :100 min -.441 13 -1.754 15 101 N51 max .991 14 1.754 16 102 min -.993 13 -1.754 15 103 N52 max 1.409 14 1.754 16 104 min -1.411 13 -1.754 15 105 N53 max 1.558 14 1.754 16 106 min -1.561 13 -1.754 15 107 N54 max 1.409 14 1.754 16 108 min -1.411 13 -1.754 15 109 N55 max .991 14 1.754 16 110 min -.993 13 -1.754 15 111 N56 max .44 14 1.754 16 112 min -.441 13 -1.754 15 113 N57 max .009 14 1.754 16 114 min -.01 16 -1.754 15 115 N58 max .15 15 1.754 16 116 min -.155 16 -1.754 15 117 N59 max .003 16 1.754 16 118 min -.009 15 -1.754 15 119 N60 max 0 16 0 16 120 min 0 15 0 15 121 N61 max 0 15 0 16 122 min 0 16 0 15 . 123 N62 max 0 16 0 16 124 min 0 15 0 15 125 N63 max 0 15 0 16 126 min 0 16 0 15 Envelope Joint Reactions Joint X k LC Yk LC 1 N1 max .041 13 .049 15 2 min -.032 14 -.048 16 Z finl -.012 -.019 -.091 -.018 . .:.091 -.019 -.091 -.018 -.091 -.012 -.061. -.007 ,,,061. -.014 -.t)67 -.012 . -,,067 -.011 >.041. -.033 .,.,282 -.035 .:.286 -.045 -.337 -.05 -.361 -.041 -.33 -.028 -.214 -.041 -.33 -.05 -.361 -.045 -.337 -.035 -.286. -.033 -.282 -.011 -,,041 0 0 0 0 0 b 0 0 z k 3.595 .346 LC 2 16 2 16 2 15 2 15 2 16 2 16 2 16 2 16 2 15 2 16 2 16 2 16 2 15 2 15 2 15 2 16 2 16 2 15 2 15 2 15 2 16 2 15 1 16 1 15 1 16 1 LC 2 16 Jan 24, 2012 1:18PM Checked By: __ X Rotation ... LC Y Rotation ... LC Z Rotation ... LC -2.777e-5 15 -2.308e-3 13 -8.405e-4 14 8.692e-5 2 3.104e-3 3 1.076e-2 13 -1.565e~5 15 -2.071e-3 16 -1.074e-2 14 1.326e-4 16 1.97e-3 14 1.078e-2 13 -9.852e-5 15 -2.487e-3 13 -1.076e-2 14 1.565e-5 16 3.104e-3 3 1.074e-2 14 -8.692e,.5 2 -2.071e-3 15 -1.076e-2 13 9.852e-5 16 1.97e-3 14 1.076e-2 14 -1.326e-,4 15 -2.487e-3 13 -1.078e-2 13 9.02e-4 2 2.844e-3 3 6.185e-3 13 1.854-e-4 16 -9.425e.,4 13 -6.175e-3 14 9.015e-4 2 1.39e-3 5 6.181e-3 13 1.846e-4 16 -2.668e-3 2 .,6.171e-3 14 9.128e-4 2 3.638e-3 16 1.133e-2 14 1.681e~4 ts -3.292e-3 15 -1.135e,.2 13 9.135e-4 2 3.133e-3 16 1.124e-2 14 1.392e-4 15 -3.498e-3 15 -1.126e-2 13 3.568e-4 15 5.444e-5 13 2.182e-2 16 -2.519e-4 16 -5.539e-5 14 -2.18e-2 15 5.359e-5 2 8.356e-6 14 1.764e-2 16 -1.075e-5 15 -9.418e-6 13 -1.763e-2 15 5.65e-4 2 1.451e-6 14 1.764e-2 16 7.031e-6 16 -2.447e-6 13 -1.764e-2 15 9.132e-4 2 1.376e-5 15 1.763e-2 16 1.537e-4 15 .,1.456e-5 16 -1.763e-2 15 5.709e-5 16 7.449e-6 16 1.763e-2 16 -9.166e-5 15 -7.984e-6 15 -1.763e-2 15 -1.85e-4 15 2.526e-5 16 1.763e-2 16 -9.017e-4 2 -2.55e-5 15 -1.763e-2 15 2.051e-4 15 1.393e-4 13 2.482e-2 16 -2.051e-4 16 -5.514e-4 5 -2.482e-2 15 9.017e-4 2 2.526e-5 15 1.763e-2 16 1.85e-4 16 -2.55e-5 16 -1.763e-2 15 9.166e-5 16 7.449e-6 15 1.763e-2 16 -5.709e-5. 15 -7.984e-6 16 -1.763e-2 15 -1.537e-4 16 1.376e-5 16 1.763e-2 16 -9.132e-4 2 -1.456e-5 15 -1.763e-2 15 -7.031e-6 15 1.451e-6 14 1.764e-2 16 .,.5.65e-4 2 -2.447e-6 13 -1.764e-2 15. 1.075e-5 16 8.356e-6 14 1.763e-2 16 -5.359e-5 2 -9.418e-6 13 -1.764e-2 15 2.519e-4 15 5.444e-5 13 2.18e-2 16 -3.568e-4 16 -5.539e-5 14 -2.182e-2 15 2.247e-4 15 4.219e-3 14 0 16 -3.27e-4 16 -4.325e-3 16 0 14 -8.709e-5 15 2.792e-4 3 0 4 -5.649e-4 2 -1.674e-4 15 0 15 5.649e-4 2 2.792e-4 3 0 16 8.709e-5 16 -1.674e-4 16 0 13 3.27e-4 15 4.219e-3 14 0 14 -2.247e-4 16 -4.325e-3 15 0 15 MX[!s::fl] LC MY k-ft LC MZ k-ft LC 0 1 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 9.1.0 [P:\ 111 \ 111226 _ SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Page 6 Company Designer Job Number KPFF Consulting Engineers Bryon E. Spicer Envelope Joint Reactions (Continued) Joint X fkl LC Yrkl 3 N2 max .032 13 .504 4 min -.041 14 -.528 5 N4 max .116 15 .514 6 min -.122 16 -.476 7 N3 max .128 15 .058 8 min -.121 16 -.051 9 N6 max .25 13 .48 10 min -.2'72 14 -.48 11 NS max .273 13 .052 12 min -.25 14 -.052 13 N8 max .116 16 .476 14 min -.122 15 -.5.14 15 N7 max .128 16 .051 16 min -.121 15 -.058 17 N9 max .041 13 .048 18 min -.032 14 -.049 19 N10 max .032 13 .528 20 min -.041 14 -.504 21 N60 max 9.104 15 .023 22 min -9:136 16 -5.742 23 N61 max 9.125 16 5.706 24 min -9.096 15 -.023 25 N62 max 9.125 15 .023 26 min -9.096 16 -5.706 27 N63 max 9.104 16 5.742 28 min -9.136 15 -.023 29 Totals: max 14.291 13 14.255 30 min -14.291 14 -14 . .255 Joint Loads and Enforced Displacements LC 15 16- 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 15 16 z rkl LC MX rk-ftl 3.519 2 0 .877 16 0 . 11.173 2 0 2.075 15 · 0 11.248 2 0 2.291 15 . 0 14.302 2 0 3.504 14 0 14.303 2 0 3.003 5 0 11.173 2 0 2.075 16 0 11.248 2 0 2.291 16 0 3.595 2 0 .346 15 0 3.519 2 0 .877 15 0 .089 1 0 .057 . 15 0 .089 1 0 .056 16 0 .089 1 0 .056 15 0 .089 1 0 .057 16 0 87.98 2 .. 25.665 16 LC MY rk-ftl 1 0 1 b 1 0 1 0 1 0 .. 1 0 1 0 1 0 1 0 1 0 1 0 1 b 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 () 1 0 1 0 1 0 1 0 Jan 24, 2012 1:18 PM Checked By: LC MZ rk-ftl 1 0 1 0 1 0 1 (j 1 0 1 (f 1 0 1 0 1 0 1 0 1 0 1 (j 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 .. 1 0 1 0 1 0 1 b 1 0 1 0 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ~ ___ ___,,_Jo""in'-"'t_,,,La,,,,,b"""e,_I ____ _,,,L,_,.D=M,.,_ __ _,,D._,,ir=ec,,,,,ti=on"--~~---'-"M"""'a nitude[(k,k-ft), (in,rad), (k*sA2/ft k*ftA2 No Data to Print ... Member Area Loads (BLC 1 : Dead) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude ks 1 N11 N19 N20 N12 z A-B -.008 Member Area Loads (BLC 2 : Live) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude ks 1 N11 N19 N20 N12 z A-B -.05 Member Area Loads (BLC 3 : Out of plane 5 psf} Joint A Joint B Joint C Joint D Direction Distribution 1 N12 N22 N30 N20 X A-B 2 N11 N21 N29 N19 X A-8 Member Area Loads (BLC 4 : Out of plane 5 psf} Joint A Joint B Joint C Joint D Direction Distribution Ma nitude ks 1 N11 N21 N22 N12 y A-B .005 2 N19 N29 N30 N20 y A-8 .005 RISA-3D Version 9.1.0 [P:\111\111226_SKLZ\Eng\5. RISA rolling office\its a rolling office.r3d] Page 7 Page 1 of 10 Anchor Calculations Anchor Selector (Version 4.7.0.0) Job Name : SKLZ 1) Input Date/Time: 1/23/2012 1 :47:03 PM Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor: 1/2" Titen HD Embedment Depth : 3.5 in Built-up Grout Pads : Yes I -""I -------1------..... Vuay Cy2" <DMijy -~---1-----1,-.../ua ~~ 1 . ·Mux f Py1 VuaX: :lbx1b~ ~-------------1ANCHOR ·Nll,riS posrn~ FGR.TI;N$ION AAJO NE;Gf(f!VI:;· FOR COMPReEJSl~N, + lNOI.CATgs:QENTI=ROF THI: ANGHQR Anchor Layout Dimensions : cx1 : 24 in cx2 : 24 in cy1 : 24 in cy2 : 24 in about: blank Number of Anchors : 1 Put 600 pounds of load in each direction to account for 100% plus 30% effects. Also, did include brittle failure checks per ACI appendix D.3.3.6 of the 2010 CBC/3180-08 requirements. 1/23/2012 .) bx1 : 1.5 in bx2 : 1.5 in by 1 : 1.5 in by2 : 1.5 in b) Base Material Concrete : Normal weight Cracked Concrete: Yes Condition : B tension and shear Thickness, h : 6 in a Supplementary edge reinforcement : No c) Factored Loads Load factor source: ACI 318 Section 9.2 Page 2 of 10 f' : 3000.0 C psi 'I' V: 1.00 C, $F : 1657.5 p psi N : 0 lb V : 600 lb ua uax V : 600 lb M : 0 lb*ft uay ux M : 0 lb*ft uy e : 0 in X e : 0 in y Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From [ESR-2713] : Anchor Model = THD50 d = 0.5 in 0 about:blank 1/23/2012 Category= 1 h . =5.417in mm C . = 1.75 in mm Ductile= No hef = 2.56 in C = 3.875 in ac s . = 3 in mm 2) Tension Force on Each Individual Anchor Anchor #1 N 1 = 0.00 lb ua Sum of Anchor Tension LN = 0.00 lb ua a = 0.00 in X a = 0.00 in y e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Page 3 of 10 Anchor #1 V 1 = 848.53 lb 01 1 = 600.00 lb , V 1 = 600.00 lb ) ua ua x ua y Sum of Anchor Shear LV = 600.00 lb, LV = 600.00 lb uax uay e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Seem D.5.1] N = nA f t [Eq. D-3] sa se u a Number of anchors acting in tension, n = 0 N58 = 20130 lb (for a single anchor) [ESR-2713] $ = 0.65 [D.4.4] $N = 13084.50 lb (for a single anchor) sa 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] about:blank 1/23/2012 N b = AN /AN lI' d Nll' Nll' NNb [Eq. D-4] C C co e , C, cp, Number of influencing edges = 0 hef = 2.56 in AN = 58.98 in2 [Eq. D-6] co ANc = 58.98 in2 Smallest edge distance, c . = 24.00 in a,mm ll'ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 'I' N = 1.0000 [Sec. D.5.2.6] C, 'I' N = 1.0000 [Eq. D-12 or D-13] cp, Nb= kcA"1 f' c he/·5 = 3813.90 lb [Eq. D-7] k = 17 [Sec. D.5.2.6] C Neb= 3813.90 lb [Eq. D-4] <I> = 0.65 [D.4.4] <I> . = 0.75 sers <!>Neb= 1859.28 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Pullout does not occur, and is therefore not applicable. Page 4 of 10 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c81 < 0.4hef Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] about: blank: 1/23/2012 l ., V = 4790.00 lb (for a single anchor) [ESR-2713] eq $ = 0.60 [D.4.4] $ V = 2874.00 lb (for a single anchor) eq Page 5 of 10 $V is multiplied by 0.8 due to built-up grout pads ... [Sec D.6.1.3] eq $V = 2299.20Ib (for a single anchor) eq 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1 : Anchor checked against total shear load In x-direction ... Vb =A IA \J1 dVP VVb [Eq. D-21] e x vex veox e , e,. x ca1 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in2 vex A = 1152.00 in2 [Eq. D-23] veox \J1 ed,V = 1.0000 [Eq. D-27 or D-28] \J1 V = 1.0000 [Sec. D.6.2. 7] e, Vb =7(1 /d )0·2 _1 d /1,_1 f (c 1)1·5 [Eq. D-24] x e o ·" o ·v e a I = 2.56 in e V bx = 24053.46 lb V ebx = 6013.37 lb [Eq. D-21] $ = 0.70 $ . = 0.75 se1s $V ebx = 3157.02 lb (for a single ancgor) In y-direction ... about:blank 1/23/2012 Vb = A /A Pd VP VVb [Eq. D-21] c y vcy vcoy e , c, y c81 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in2 vcy A = 1152.00 in 2 [Eq. D-23] vcoy '¥ ed,V = 1.0000 [Eq. D-27 or D-28] P V = 1.0000 [Sec. D.6.2.7] C, vb = 7(1 Id )0·2 _1 d A,_1 f (c 1) 1 ·5 [Eq. D-24] y e o ·v o ·v c a I = 2.56 in e vby = 24053.46 lb V b = 6013.37 lb [Eq. D-21] C y <I>= 0.70 <I> . = 0.75 se1s <l>V b = 3157.02 lb (for a single anchor) Cy Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx 1 edge vb =A /A '¥dV'P Vvb [Eq.D-21] c x vex vcox e , c, x c 81 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in2 vex A = 1152.00 in 2 [Eq. D-23] vcox P ed,V = 1.0000 [Sec. D.6.2.1 (c)] about:blank Page 6 of 10 ~ I ! I i I I I I I 1/23/2012 'I' V = 1.0000 [Sec. D.6.2. 7] C, vb = 7(1 Id )0·2 '\1 d 11,_1 f' (c 1) 1·5 [Eq. D-24] x e o 'I o ·v c a I = 2.56 in e V bx = 24053.46 lb V b = 6013.37 lb [Eq. D-21] C X V b = 2 * V b [Sec. D.6.2.1 (c)] Cy C X V b = 12026.73 lb Cy $ = 0.70 $ .. = 0.75 se1s ~V b = 6314.03 lb (for a single anchor) C y Check anchors at cy1 edge V b = A /A 'I' d v'I' V vb [Eq. D-21] c y vcy vcoy e , c, y ca 1 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in 2 vcy A = 1152.00 in2 [Eq. D-23] vcoy 'I' ed,V = 1.0000 [Sec. D.6.2.1 (c)] 'I' V = 1.0000 [Sec. D.6.2.7] C, Vb = 7(1 / d )0·2 _, d A'\.I f (c 1) 1·5 [Eq. D-24] y e o v o'I ca I = 2.56 in e V by = 24053.46 lb Vb = 6013.37 lb [Eq. D-21] C y about: blank Page 7 of 10 1/23/2012 V b = 2 * V b [Sec. D.6.2.1 (c)] e X e y V b = 12026.73 lb e X $ = 0.70 $ . = 0.75 se1s $V b = 6314.03 lb (for a single anchor) e X Check anchors at cx2 edge V b = A /A '¥ d v'P V vb [Eq. D-21] e x vex veox e , e, x c81 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in2 vex A = 1152.00 in2 [Eq. D-23] veox \ff ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] \ff V = 1.0000 [Sec. D.6.2.7] e, Vb =7(1 /d )0·2 _, d 11,_1 f (c 1)1·5 [Eq. D-24] x e o v o-v ca I = 2.56 in e V bx = 24053.46 lb Vebx = 6013.37 lb [Eq. D-21] V b = 2 * V b [Sec. D.6.2.1 (c)] Cy C X Vb = 12026.73 lb C y $ = 0.70 ~ . = 0.75 se1s $V b = 6314.03 lb (for a single anchor) C y Check anchors at cy2 edge about: blank Page 8 of 10 1/23/2012 Vb = A /A 'I' d v'I' Vvb [Eq. D-21] c y vcy vcoy e , c, y ca 1 = 16.00 in (adjusted for edges per D.6.2.4) A = 288.00 in2 vcy A = 1152.00 in2 [Eq. D-23] vcoy 'I' ed,V = 1.0000 [Sec. D.6.2.1 (c)] 'I' V = 1.0000 [Sec. D.6.2. 7] C, Vb = 7(1 / d )0·2 _, d ')..,_f f (c 1) 1·5 [Eq. D-24] y e o -v o ·v c a I = 2.56 in e V by = 24053.46 lb V b = 6013.37 lb [Eq. D-21] C y V b = 2 * V b [Sec. D.6.2.1 (c)] C X C y V b = 12026.73 lb C X ~ = 0.7~ ~ . = 0.75 se1s ~V b = 6314.03 lb (for a single anchor) C X _ Page9 oflO 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V = k N b [Eq. D-29] cp cp c k = 2 [Sec. D.6.3.1] cp Neb= 3813.90 lb (from Section (5) of calculations) V = 7627 .80 lb cp ~ = 0.70 [D.4.4] ~ . = 0.75 se1s about: blank 1/23/2012 Page 10 of 10 i ~V = 4004.60 lb (for a single anchor) cp 11) Check Demand/Capacity Ratios [Sec. D. 7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension -Steel: 0.0000 -Breakout : 0. 0000 -Pullout : 0.0000 -Sideface Blowout: N/A Shear -Steel : 0.9226 -Breakout (case 1): 0.6719 -Breakout (case 2) : NIA -Breakout (case 3) : 0.3360 -Pryout : 0.5297 T.Max(0) <= 0.2 and V.Max(0.92) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1/2" diameter Titen HD anchor(s) with 3.5 in. embedment about:blank 1/23/2012 ,) CERTIFICATE OF COMPLIANCE (Part 4 of 4) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Date SKLZ Pro Performance Sports 1/11/2012 Project Address Climate Zone Total Cond. Floor Area Addition Floor Area 2081 Faraday Ave Carlsbad CA Climate Zone 07 Documentation Author's Declaration Statement I certi that this Certificate of Com liance documentation is accurate and com lete. Name Brandon T. Plum, PE, LEED.AP Company Plum Engineering, Inc. Address 11835 Carmel Min Road, #1304 City/State/Zip San Diego, CA 92128-4609 The Principal Envelope Designer's Declaration Statement CEA# CEPE# Phone 8,826 0 1/1112012 858-672-2100 • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the enverope design. • This Certificate of Compliance identifies the envelope features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agencyfor approval with this building permit application. Name Brandon T. Plum Signatur Company Plum Engineering, Inc. • Address 11835 Carmel Mtn Rd #1304-209 City/State/Zip San Diego, CA 92128 Phone 858-572-2100 Envelope Mandatory Measures H o , "Z.. Indicate location on building plans of Mandatory Envelope Measures Note Block:. _____ -_______ _ INSTRUCTIONS TO APPLICANT 'ENVELOPE COMPLIANCE & WORKSHEETS (check box if worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the 2008 Nonresidential Manual published by the California Energy Commission. @ ENV-iC .Certificate of Compliance. Required on plans for all submittals. a ENV-2C Use with the Envelope Component compliance approach. Optional on plans. ra ENV-3C Use with the Overall Envelope compliance approach. Optional on plans. ra ENV-4C Use with Prescriptive compliance tor the minimum skylight requirements ior large enclosed spaces in climate zones 2 throu h 15. 0 tional on fans. p CERTIFICATE OF COMPLIANCE (Part 5 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 1/11/2012 Documentation Author's Declaration Statement I certify thatthfs Certificate of Comolfance documentation is accurate and comolete. . C ~ Name Signatur Brandon T. Plum, PE, LEED AP ~- Company Plum Engineering, Inc. Date 1/1112012 Address 11835 Carmel ly1tn Road, #1304 CEA# CEPE# City/State/Zip San Diego. CA 92128-4609 Phone 858-672-2100 The Principal Mechanical Designer1s Oeclaration Statement • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the mechanical design. • This Certificate of Compliance identifies the mechanical features and pecformance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. .,,...-----.. Name Brandon T. Plum Signature \ <.. \.._ / r" / Company Plum £ngineering, Inc. Date \,.. \\-\,z... Address 11835 Carmel Mtn Rd #1304-209 License# M~'Z-'31t City/State/Zip San Diego, CA 92128 Phone 858-672-2100 Mandatory Measures (V\()/2.... Indicate location on building plans of Note .Block for Mandatory Measures MECHANICAL COMPLfANCE FORMS & WORKSHEETS {check box If worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the 2008 Nonresidential Manual. Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. @ MECH-1C Certificate of Compliance. Required on plans for all submitta!s. @ MECH-20 Mechanical Equipment Summary is required for al! submittals. !ZI MECH-3C Mechanical Ventilation and Reheat is required for all submittals with mechanical ventilation. @ MECH-4C Fan Power Consumption is required for all prescriptive submitta!s. EnerovPro 5.1 by EneravSoft UserNumber: 8004 RunCode: 2012-01-11T15:03:3 ID: 11114 Paae 18of26 CERTIFICATE OF COMPLIANCE (Part 1 of 4) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name I Date SKLZ Pro Performance Sports 1/20/2012 Project Address I Climate Zone 7 Total Cond. Floor Area I Addition Floor Area 2081 Faraday Ave Carlsbad 8,826 0 GENERAL INFORMATION Buildino Tvoe: El Nonresidential D High-Rise Residential D Hotel/Motel Guest Room a Schools (Public School) a Relocatable Public School 1'21 Conditioned Spaces D Unconditioned Spaces Blda. 0 Skylight Area for large Enclosed Space i:? 8000 ft2 (If checked include the ENV·4C with submittal) Phase of Construction: [J New Construction [J Addition 1'21 Alteration Approach of Compliance: a Component 1'21 Overall Envelope a Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: I 45deg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION r: I I ""' "' ~== .. ,x: a: .?S C .. .... C> .. 0 E0 s Cl 0 .. .. 0) '0 -... -u ~-= "C Cl) ,@ r:::: .2 (I) ~-E C: :!!ill) -Q) '0~ 0 Ill .l!!uf l. ·-al .!2 Q) 'E .. ::s Ca. c-~ e R; >. !~ CQ ... co .. -::, II( IIJ .l1i -::i ~~ Sm IIJ l Taa/1D1 Assemblv Tvoe2 < oz ()~ W> .511.. Q. 1 Wall 0 (NE) 0.102 R-13 4.3.1-A3 Altered [] [] 2 Roof 2,812 (N) 0.026 R-19 19.0 None 4.2.2-A12 Altered [] [] 3 Demising 2,736 (N) 0.102 R-13 4.3.1-A3 New D a 4 Roof 2,812 (N) 0.026 R-19 19.0 None 4.2.2-A12 Altered D a 5 Demising 3,000 (N) 0.102 R-13 4.3.1-A3 New [] [J 6 Roof 800 (NJ 0.026 R-19 19.0 None 4.2.2-A12 Altered a a a a D a D a D a 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If ~ail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS C Ill ~ .e:i:: ... .. 0 0> C C s .. !0 .e .a "'111 0 "'a, Cll =0 C -0 u E :s: ou -E 't,;i Ill ca 111W )( if C> ... Fenestration l!? if ~ X (I) :J:5 Q) 8! en ~ -;;; -IIJ I • 0 Ill iE' > al J! Tag/1D1 Type2 c( 0~ :i ::i ::::, (/J :: ...... (I)(/) 0 OU> 0.. 1 Window 460 (NE) 0.260 NFRC 0.230 NFRC IZI New D a 2 Window 92 (NE) 0.260 NFRC 0.230 NFRC IZf New a D a a a [] D a D D D CJ a a D D D D CJ D D a a a a [] 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. tf Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EneravPro 5.1 bv EneravSoft User Number: 8004 RunCode: 2012-01-2DT15:48:39 ID: 11114 Psae 1 of26 . ) CERTIFICATE OF COMPLIANCE (Part 2 of 4) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name I Date SKLZ Pro Performance Sports 1120/2012 ROOFING PRODUCT (COOL ROOFS) {Note If the roofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or Performance Aooroach. CHECK APPLICABLE BOX BELOW IF EXEMPT FAOM THE ROOFING PRODUCT "COOL ROOF" REQUIREMENTS: Pass Fall1 NIA a Roofing compliance .!lQ! required in Climate Zones 1 and16 with a Low-Sloped. 2:12 pitch or less. D Cl [J [J Roofing compliance !!Qt required in Climate Zone 1 with a Steep-Sloped with less than 5 lb/ft2. Greater than 2:12 pitch. a [J [J Cl Low-sloped Wood framed roofs in Climate Zones 3 and 5 are exempted, solar reflectance and thennal emittance or a a a SRI that have a U-factor of 0.039 or lower. Sea Ooaoue Surface Details roof assemblv, Column H of ENV-2C. a Low-sloped Metal building roofs ln ·cnmate Zone 3 and 5 are exempted, solar relectance and thermal emittance or SRI CJ [J a that have a U-factor of 0.048 or lower. See Opaaue Surface Detalls roof assembly below, Column Hof ENV-2C. CJ The roof area covered by building integrated photovoltaic panels and building integrated solar thermal panels are CJ CJ CJ exemotad. Solar reflectance and thermal emittance or SRI, see soreadsheet calculator at www.enerov.ca.aov/title24/ a Roof constructions that have thermal mass over the roof membrane with a weight of at least 25 lb/ft" are exempt from a a CJ the Cool Roof criteria below. a High-rise residential buildings and hotels and motels with low-sloped roofs in Climate Zones 1 through 9, 12 and 16 are D CJ D exempted from the low-slooed roofi~ criteria. 1. If Fail then describe on this page of the Inspection Check.list Form and take appropriate action to correct. Verify building plans if necessary. CRRC Product ID Roof Slope Product Weight Product Aged Solar Thermal Number1 ~ 2:12 > 2:12 < Sib/tr ;: 51b/tr Tvoe2 Reflectance3 Emmitance SRl5 Pass Fail6 CJ CJ a D CJ4 a a CJ t] a t] t34 CJ D a Cl a a a4 D a CJ D D CJ 04 a a a D CJ CJ 04 a a D CJ a CJ a4 CJ a 1. The CRRC Product ID Number can be obtained from the Cool Roof Rating Councirs Rated Product Directory at www.coolroofs.org/12roducts/search.QhQ 2. Indicate the type of product is being used for the roof top, i.e. single-ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2+0.7(P1n1ua1 -0.2) to obtain a calculated aged value. Where pis the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box if the Aged Reflectance is a calculated value using the equation above. 5. The SRI value needs to be calculated from a spreadsheet calculator at http://www.energy.ca.gov/title24/ 6. If Fail then describe on this oaae of the lnsoection Checklist Form and take ::innrooriate action to correct. Verifv buifdina olans if necessarv. To apply Liquid Field Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in § 118(i)4. Select the applicable coating: [J Aluminum-Pigmented Asphalt Roof Coating I a Cement-Based Roof Coating 1 a Other Discrepancies: EneravPra 5. 1 bv EnemvSoft User Number: 8004 RunCode: 2012-01·20T15:48:39 ID: 11114 Paae2of26 CERTIFICATE OF COMPLIANCE (Part 3 of 4) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name I Date · SKLZ Pro Performance Sports 1/20/2012 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test. If all the site-built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV-2A for each different fenestration product line must be provided to the owner of the buildina for their records. Test Descriotion ENV-2A Test Performed Bv: Fenestration Products Name or ID Area of like Building Envelope Reauirina Testina or Verification Products Acceptance Test Glass 460 121 Glass Door 92 El D D D D D 0 \ D D D a a D D D D a D 0 D -D D D D D EneravPro 5. 1 by /EneravSoft User Number: 8004 RunCode: 2012-01-20T15:48:39 ID: 11114 Page3of26 CERTIFICATE OF COMPLIANCE (Part 4 of 4) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST Project Name I Date SKLZ Pro Performance Sports 1/20/2012 Pfoject Address I Climate Zone l Total Cond. Floor Area I Addition Floor Area 2081 Faraday Ave Carlsbad CA Climate Zone 07 8,826 0 Documentation Author's Declaration Statement I certifv that this Certificate of Compliance documentation is accurate and comolete. Name Brandon T. Plum, PE, LEED AP Signature "') ~ ~ ) Company Plum Engineering, Inc. Date 1/2012012 Address CEA# 11835 Carmel Mtn Road, #1304 CEPE# City/State/Zip San Diego, CA 92128-4609 Phone 858-672-2100 The Principal Envelope Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the envelope design. • This Certificate of Compliance identifies the envelope features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Name Brandon T. Plum Signature\ ~ c > \ Company Date 1-20 -'2.c I '2. - Plum Engineering, Inc. Address 11835 Catmel Mtn Rd #1304-209 License# H '3"2. 374 City/State/Zip San Diego, CA 92128 Phone 858-672-2100 Envelope Mandatory Measures Ko,·z.. Indicate location on building plans of Mandatory Envelope Measures Note Block: INSTRUCTIONS TO APPLICANT ENVELOPE COMPLIANCE & WORKSHEETS (check box if worksheet Is Included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance fonns, please refer to the 2008 Nonresidential Manual published by the California Energy Commission. GJ ENV-1C Certificate of Compliance. Required on plans for all submittals. a ENV-2C Use with the Envelope Component compliance approach. Optional on plans. &l ENV-3C Use with the Overall Envelope compliance approach. Optional on plans. 13 ENV-4C Use with Prescriptive compliance for the minimum skylight requirements for large enclosed spaces in climate zones 2 throui:1h 15. Optional on plans. EnerovPro 5.1 bv EneravSott User Number: 8004 RunCode: 2012-01-20T15:48:3 fD; 11114 Paae4of26 OVERALL ENVELOPE TDV ENERGY APPROACH (Part 1 of 6) ENV-3C Project Name I Date SKLZ Pro Performance Sports 1120/2012 WINDOW RATIO CALCULATION for ALL WALLS A. Total linear display perimeter BftX6fl "" 0 ft2 Display Area B. Total Gross Exterior Wall Area ft2 X0.40 = 221 ft2 40% of Gross Exterior Wall Area c. Enter Larger of A or B 221 ft2 Maximum Standard Area D. Enter Proposed Window Area 552 ft2 Proposed Area If the proposed Window Area is greater than the Maximum Standard Area, then the envelope component method may not be used. E. Window Wall Ratio = (Row D) Divided by (Row B} =I 100_00 %1 :~~r~~iinTable 143-A, 143- WEST WINDOW RATIO CALCULATION I F. West Linear Display •1 ftX6ft = 0 tt2 West Display Area G. West Exterior Wall Area o: ft' X0.40 = 0 tt2 40% of West Exterior Wall Area H. Enter Larger of F or G 0 tt2 Maximum Standard West Area I. Enter Proposed West Window Area 0 tt2 Proposed West Window Area If the proposed West Window Area is greater than the Maximum Standard West Area, then the envelope component method may not be used. J, Window Wall Ratio = (Row I) Divided by (Row G) I 000 %1 See West RSHG in Table 143~A, · " 143-8, or 143-C COMBINED AREA FOR NORTH, EAST AND SOUTH WALLS I K. N/E/S Display Perimeter (A Minus E) "I ftX6 fl = 0 ft2 N/E/S of West Exterior Wall Area L. N/E/S Exterior Wall Area (B Minus G) 552: ft'X0.40 = 221 ft2 40% N/E/S Area M. Enter Larger of K or L 221 ft2 Maximum Standard N/E/S Area N. Proposed N/E/S Window Area (D Minus I) 552 ft2 Proposed N/E/S Area WINDOW ADJUSTMENT 0. If D > C and/or if I > H, proceed to the calculation steps 1 for all walls or 2 for west wall. If not, go to the skylight area test on page 6. 1. If D > C: Use the calculated Window Adjustment Factor (WAF) for all walls. PROPOSED WINDOW MAX. STANDARD AREA AREA WINDOW {from C} {from D} ADJUSTMENT FACTOR I 2211 ":" I 5521 = I 0.400 Go to Page 6 to calculate Adjusted Area 2. If I> H: Calculate one Window Adjustment Factor (WAF) for the West wall. MAX. STANDARD WEST PROPOSED WEST AREA WEST WINDOW AREA (from H} (from I} ADJUSTMENT FACTOR I I + I I = I MAX. STANDARD AREA PROPOSED AREA WEST WINDOW {from C} {from D) ADJUSTMENT FACTOR I I + l I = I Go to Page 6 to calculate Adjusted Area E:neravPro 5. 1 bv EnemvSoft User Number: 8004 RunCode: 2012-01-20T15:48:3 ID: 11114 Paae5of26 OVERALL ENVELOPE TDV ENERGY APPROACH (Part 2 of 6) ENV-3C Project Name I Date SKLZ Pro Performance Sports 1/20/2012 SKYLIGHT RATIO CALCULATION §143(b) Actual Gross Roof Maximum Allowed Standard Area Skvliaht Area A. If Atrium/Skylight Height is :5i 55 ft; or 6,424 ft2X0.05 = 321 fr B. If Atrium/Skylight Height is > 55 ft ffxo.10 = fr c. Proposed Skylight Area 0 n2 D. Skylight Ratio = Proposed Skylight Area (Row C) Divided by Actual Gross Roof Area = 0.0 % SRRProp E. Maximum Allowed Skylight Roof Ratio = Maximum Allowed Standard Skylight Area 5% SRRsTO (Row A or B) Divided by Total Gross Exterior Roof Area = IF THE PROPOSED SKYLIGHT AREA IS GREATER THAN THE STANDARD SKYLIGHT AREA, PROCEED TO THE NEXT CALCULATION FOR THE SKYLIGHT AREA ADJUSTMENT. IF NOT, GO TO PAGE 3 OF 6. SKYLIGHT AREA ADJUSTMENT IF F > D, Proceed To Calculation Step 1 Step 1. Calculated the Skylight Adjustment Factor (WAF}. STANDARD PROPOSED SKYLIGHT SKYLIGHT ADJUSTMENT SKYLIGHT AREA AREA (IF E = 0 ENTER 1} FACTOR(SAF) I j + I I = I CARRY THE WINDOW ADJUSTMENT FACTOR (SAF) TO PAGE 6 OF 6 TO CALCULATE THE ADJUSTED AREA EnemvPro 5.1 bv EneravSoft User Number: 8004 RunCode: 2012..01-20T15:48:3 ID: 11114 Page 6of26 OVERALL ENVELOPE TDV ENERGY APPROACH (Paoe 3 of 6) ENV-3C Project Name I Date SKLZ Pro Performance Sports 1/20/2012 TDV for the Standard Design Buildina, See Reference Nonresidential Aooondix NA5-2 Occupancy Type and Coefficients I It.I Nonresidential, See I D 24-Hour Use, See Table I D Retail, See Table NA5-5 I Climate Zone: 7 Tables Table NA5-3 NA5-4 A B C D E F G H I J K L M Number Coefficients for Of Like Roofs or Exterior Criteria U•factor9 SHGC9 VT1 Assembly Floor Mass Surface Fenetration Standard TDV Assembly Tvoe1 Orientation2 Type4 Type5 Area2 Tvoe3 U-factor6 SHGC7 VT8 Cs,,, Cs., Cs,, EnerAY10 Window N 1 184 Site-built 0.770 0.610 0.732 4.97 151.32 0.67 17,779 Window N 1 37 Site-built 0.770 0.610 0.732 4.97 151.32 0.67 3,556 Roof 1 Light 2,812 0.067 94.40 17,785 Roof 1 Light 2,812 0.067 94.40 17,785 Roof 1 Ught 800 0.067 94.40 5,060 Sum of Total Standard Deslan 64,716 1. Indicate type of assembly for the Envelope (e.g. Wall, Floor, Roof, Window, Skylight & Door). One assembly type for each row. 2. Enter the area of each different assembly. 3. Enter the type of fenestration; M = Manufactured, SB = Site-built, SK= Skylight and F = Fabricated. 4. Grouping of like assemblies in the same orientation is allowed. Indicate the number in column E. 5. Enter Roofs, Floors, Walls and for Mass Walls the catergoies are; light (HC < 7}, medium mass (7 s HC,15), and heavy mass (HC i:: 15). 6. Standard Design U-factor are from Table 143-A, B or C. 7. Standard Design SHGC are from Table 143-A, B or C. Enter "0" if not applicable. Note: Not all vertical windows have an overhang then assume SHGC as value entered. 8. To calculate the fenestration standard design VT in Column H. Multiply Column G by 1.2. 9. Coefficients for; LI-factor (Cs.,,1), SHGC (Cs8,1), and VT(CSt,,, can be found in Table NA5-2, through Table NA5-5 of the Reference Nonresidential Appendices NA5. The Coefficient for SHGC and VT are . only entered for the fenestration products. Enter "0" when not applicable • 1 0. Calculate the TDV Standard Design for for each Envelope Aassembly Type: TDVSt<1 = Column C x [Column Ex ((LI-factors; x Csu;) + {SHGCs; x Css1) + (VT SI x CSti))l for each Assembly Type. See Nonresidential Manual Examples in Section 3. 7 for details. EneravPro 5.1 bv EnergySoft User Number: 8004 RunCode: 2012-01-20T15:48:39 ID: 11114 Paaa 7of26 OVERALL ENVELOPE TDV ENERGY APPROACH (Paoe 4 of 6) ENV-3C Project Name I Date SKLZ Pro Performance Sports 1/20/2012 TDV for the ProDosed Design Buildina, See Reference Nonresidential Aooendix NA5.3 Occupancy Type and Coefficients I @ Nonresidential, See I D 24-Hour Use, See Table I D Retail, See Table NA5-5 I Climate Zone: 7 Tables Table NA5-3 NA5-4 A B C D E F G H I J K L M N Number Total C0efflclents for Of Like Exterior Criteria U-factor8 RSHGC8 vr Cool Roof Overhang10 Assembly Surface Fenestration Proposed TDV Assembly Tvoe1 Orientation2 Tvoe2A Area3 Tvoe4 U-factor5 SHGC6 VT1 Csu,i Cs., Ct,i McR MoH Enerav11 Window N 1 460 Site-built 0.260 0.230 0.500 4.97 151.32 0.67 0.791 13,415 Window N 1 92 Site-built 0.260 0.230 0.500 4.97 151.32 0.67 0.780 2,648 Roof 1 2,812 0.026 94.40 2.472 16,993 Roof 1 2,812 0.026 94.40 2.472 16,993 Roof 1 800 0.026 94.40 2.472 4,834 Total Pronosed Deslan 12 54,883 Proposed :s Standard YES 1. Indicate type of assembly for the Envelope (e.g. Wall, Floor, Roof, Window, Skylight & Door}. One assembly type for each row. 2. Indicate the orientation for walls, doors & windows. 2A. Note: Grouping of like assemblies in the same orientation is allowed. Enter the number in column C. 3. Indicate the Exterior Surface Area of the Assembly for that one ass~mbly or if like assemblies then the total surface area of afl assemblies in the same orientation. 4. Enter the type of fenestration; M = Manufactured, SB =: Site-built, SK = Skylight and F = Fabricated. 5. Proposed Design U-factor are from Table 143-A, B or C for the appropriate assembly type. 6. Proposed Design SHGC are from Table 143-A, B or C. Enter "O" if not applicable. Note: Not all vertical windows have an overhang then assume SHGC as value entered. 7. To calculate the fenestration proposed design VT in Column H. Multiply Column G by 1.2. 8. Coefficients for; U-factor (CSu)), SHGC (Csa,), and VT(CSt,1, can be found in Table NA5.2, through Table NA5.5 of the Reference Nonresidential Appendices NA5. The Coefficient for SHGC and VT are only entered for the fenestration products. Enter ''O" when not applicable. 9. Calculate the Cool Roof, McR, first by using the next page (Page 5 of 6). Enter the value in the Proposed Column L jQ, Calculate the overhang MoH on the next page (Page 5 of 6). Enter the value In the Proposed Column M. 1 f. The Proposed TDV energy use for all assemblies other than roofs must be equal to or less than Standard TDV in Page 3 of 6. Therfore; TDVp = Column D x [(U factor x CSu) + (CRui x URi x MCRi) + (SHGCP x CSsi x MOH)+ (VTP x CSt)J Enter the calculated value In Column N. 12. Sum uo all the Pronnsed TDV Enemv in Column N and enter value in the cell. Simlfarlv enter the sum of all Standard TDV Enerav and comoare. Prooosed must bes to the Standard. EneroyPro 5.1 by EnerovSoft User Number: 8004 RunCode: 2012·01-20T15:48:39 ID: 11114 Page8of26 OVERALL ENVELOPE TDV ENERGY APPROACH (Part 5 of 6} ENV-3C Project Name 'Date SKLZ Pro Performance Sports 1/20/2012 Cool Roof Multiplier (McR Occupancy Type and Coefficients I @ Nonresidential, See D 24-Hour Use, See D Retail, See Table NA5-5 Climate Zone: 7 Tables Table NAS-3 TableNA5-4 Coefficients of Calculation A B C D E F G Proposed Standard Proposed Standard Aged Solar Aged Solar Thermal Thermal Cool Roof Reflectance Emittance Reflectance Reflectance 1 Emittance Emittance Multiplier -3.270 -0.930 0.10 0.55 0.75 0.75 2.472 -3.270 -0.930 0.10 0.55 0.75 0.75 2.472 -3.270 -0.930 0.10 0.55 0.75 0.75 2.472 Enter multiplier in Paae 4 of 6, Column J. Where: Standard Aged Standard Thermal Standard design values for Solar Reflectance and Thermal Solar Reflectance Emittance Emittance. Except from Table NA5-2 (ColumnD) (Column F) low-Rise, Low-Slooed, CZ2 through CZ15 0.55 0.75 Low-Rise, Low-Slooed, CZ1 through CZ16 0.10 0.75 Hi!:1h-Rise, Low-Slooed, CZ1 O through CZ15 0.55 0.75 Hiah-Rise, Low-Slooed, CZ1-9 throuah 0216 0.10 0.75 Steeo-Slooed, CZ2 throuah CZ15 0.25 0.75 Steeo-Slooed, all other 0.10 0.75 1. Proposed Aged Design Solar Reflectance; Paged prop= 0.7 X (Plnltprop + 0.06). Where (Pinltprop) reflectance value is found in the CRRC Directory. Enter results of the Cool Roof Multiplier equation in footnote 2. 2. Cool Roof Multiolier MtR1 = 1 + CRef X (OAnedoron ~ Oaaedstd) + CEmJr X {£nrnn-Estc1) or 1+ Col AX (Col c-Col D) + Col BX (Col E-Col A Overhang Multiplier (MoH Occupancy Type and Coefficients 1121 Nonresidential, See D 24-Hour Use, See Table D Retail, Sea Table Climate Zona: 7 Tables Table NA5-3 NA5-4 NA5-5 Coefficients of Fenestration Overhana Calculation A B C D E F G 1"' 200 Horizontal Vertical Projection Projection Projection Distance Projection Overhan~ Orientation Factor1 Factor1 (tt.2) . (ff) Factor Multiplie N -0.430 0.210 8.0 10.1 0.792 0.791 N -0.430 0.210 8.0 8.1 0.988 0.780 Enter multiplier in Page 4 of 6 Column K. 1. Where a1 and b1 are he coefficients for the overhang projection factor (see tables) and is climate zone dependent. 2. PF= HN (Horizontal {H) projection of the overhang from the surface of the window in feet, but no greater than V and the Vertical (V) distance from the window sill to the bottom of the overhang, in feet.) Enter results in Column F. 3. Moo 1 = 1+ (ai X PF1) + b1 X PF,2• Enter results in Column G. EnergyPro 5.1 bv Enemvso User Number: 8004 RunCode: 2012-01·20715:48:39 ID: 11114 Paae9of26 MINIMUM SKYLIGHT AREA WORKSHEET (Part 1 of 3) ENV-4C Project Name l Date SKLZ Pro Performance Sports 1/20/2012 MINIMUM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES definition in §131{c), requirements in §143c) ./ Ii'! This worksheet applies to buildings with three or fewer stories, in climate zones 2 through 15, having an enclosed space > 8,000 ft2 that is directly under a roof, with a ceiling height> 15 ft and the exception below does not apply. Go to Step 1. • Name or reference of Large Enclosed Space on building plans • Proposed daylight area is indicated on page of the building plans . -I a Skylights not required as fully designed lighting system on page of building plans has general lighting power density of WJtf, which is less than 0.5 W/ft2• Note: this exemption applies only to buildings with a fully designed lighting system. This exception does not apply to core & shell buildings. $TOP HERE IF THIS BOX IS CHECKED. Space Is exempt from minimum skylight area requirement. NOTE: The minimum skylight area requirements can be met using skylit daylight areas, primary sidelit daylight areas, or a combination of both. Use Step 1 below if using skylit daylight areas for compliance. Use Step 2 below if using sidelit daylight areas for compliance. Use Step 3 below to add together skylit daylight and primary sidelit daylight areas. Step 1 Calculate if Proposed Skyllt Daylight Area Is greater than or equal to Minimum Daylight Area. li'I Criterion 1: Check If Total Proposed Skyllt Daylight Area Is greater than or equal to Minimum Dayllt Area. {C ~ B) If Criterion 1 Is checked, skip step 2. Go to Step 3. Floor Area of proposed design large enclosed space A 0 tt2 Space floor area Minimum Daylight Area = 0.5 x Floor Area (A) 8 0 ft2 Minimum Daylight Area = 0.5 x (A) Proposed design skylit daylight area in accordance with C 0 tt2 Proposed Skylit Daylight Area §131 (c)1 D and as shown on the plans. Step 2 Calculate if Proposed Primary Sldellt Daylight Area is greater than or equal to Minimum Daylight Area a Criterion 2: Check If Total Proposed Skyllt Daylight Area Is equal to or greater than Minimum Daylit Area (D .e B). Primary sidelit daylit area determined in accordance with D ft2 Proposed Primary Sidelit Daylight Area §131 {c}1 Band as shown on the plans Step 3 Conflnn that Proposed Primary Sidellt + Skylit Daylight Area is greater than or equal to Minimum Daylight Area a Criterion 3: Check If Total Pronosed Davliaht Area Is greater than or equal to Minimum Davlit Area (E? 8). Total Proposed Daylight Area= Skylight Area + Primary E ft2 Total Proposed Daylight Area Sidelit Area Add C + D and enter Into E If Criterion 3 Is checked, complete both Steps 4 & 5 on Page 2 0 If Criterion 3 is unchecked. Space FAILS, not enough daylight area, do not continue. EnemvPro 6.1 bv EnemvSoft · User Number: 8004 RunCode: 2012•01#20T15:48:3 JD: 11114 Paae 10of26 MINIMUM SKYLIGHT AREA WORKSHEET (Part 2 of 3) ENV-4C Project Name I Date SKLZ Pro Performance Sports 1/20/2012 SKYLIGHT.AREA FOR LARGE ENCLOSED SPACES (§143c) Step 4 -If using SKYLIGHT to comply with the minimum skyllght area requirements, calculate compliance with minimum skylight area using Step 4a, or compliance with minimum effective aperture using Step 4b. Also verify compliance with skylight haze criteria Is met In Step 4c . Step 4a -If Complying with minimum skylight area: rtJ Criterion 4a: Check If Proposed Skylight Area is equal or greater than Minimum Skylight Area (H i!: G). Proposed Skylight Daylight Area F 0 ft2 Proposed Skylight Daylight Area from cell (C), Step 1, on ENV-4C (Page 1 of 3) Minimum Skylight Area = Skylight Area (F) X 0.033 G 0 ft2 Minimum Skylight Area Total Proposed Skylight Area= Sum of the areas (rough H 0 tt2 Total Proposed Skylight Area opening) of each individual skylight Step 4b -If complying with minimum effective aperture: a Criterion 4b: Check if Proposed Skylight Effective Aperture Is equal to or greater than Minimum Skylight Effective Aperture (J ii!!: 1). If this criterion checked, shall also flll out ENV-4·C (Page 3 of 3) Minimum Skylight Effective Aperture I 0.011 Minimum Skylight Effective Aperture Proposed Skylight Effective Aperture. J Proposed Skylight Effective Aperture Shall be taken from ENV-4C (Page 3 of 3) Cell (AB) Step 4c Required a Criterion 4c: Check if Proposed Skylight glazing or diffuser haze rating is equal or greater than 90% (K ii!!: 0.9}. Skylight glazing or diffuser haze rating according to ASTM K Haze rating D1003 Haze rating is indicated on page of plans CJ Complies with all of Criterion 4 If either Criterion 4a .2! Criterion 4b Js checked, AND Criterion 4c is checked. Step 5 -If using PRIMARY SIDELIGHT to comply with the minimum skylight area requirements: Cl Criterion 5: Check If Proposed Primary Sldellt Effective Aperture is greater than or equal to Minimum Sldellt Effective Aperture (M i!: L). FIii out remaining questions on Step 6 below. Minimum Sidelit Effective Aperture L 0.1 Minimum Sidelit Effective Aperture Enter Proposed Primary Sidelit Effective Aperture from M Proposed Primary Sidelit Effective Equation 146-A cell (Q} below Aperture EQUATION 146-A: Effective Aperture for Primary Sldellt Area Rough opening of windows adjacent to the sidelit are in N Total window area square feet Visible light transmittance of window 0 Average VLT Primary sidelit daylight area determined according to p Primary Sidelit Area §131 {c)1 from cell (D), step 2 on ENY-4C {Page 1 of 3) Primary Sidelit Effective Aperture = (N X 0) / (P) Enter results for Primary Sidelit Effective Aperture from Q Primary Sidelit EA cell (Q) into cell {M) in Stec 5 Step& 121 Space PASSES: Check If Criterion 1 and 3 (page 1); and, Criterion 4 (page 2) are checked. Cl Space PASSES: Check If Criterion 2 and 3 (page 1 ); and Criterion 5 (page 2) are checked. 0 Space PASSES: Check only If Criterion 1 through 5 are all checked. I EnerovPro 5.1 bv EneravSoft User Number: 8004 RunCode: 2012-01-20T15:48:3 JD:11114 Page 11 of26 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name I Date SKLZ Pro Performance Sports 1/2012012 DESCRIPTION Buildina Enveloce Measures: §118(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §118(c}: All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §118(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-13 between framing members. §117(a}: All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §116(a) 1: window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors Cswinaina and slidina) and 1.0 cfm/ft.2 for nonresidential double doors (swinaina). §116{a) 2; Fenestration U-factor shall be rated in accordance with NFRC 100, or the applicable default U-factor. §116(a) 3: Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. §116(b}: Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). ,, . EneravPro 5.1 bv EnemvSoft User Number: 8004 RunCode: 2012-01-20T15:48:39 JD: 11114 Paae 12of26 CERTIFICATE OF COMPLIANCE and (Part 1 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST Project Name Date SKLZ Pro Performance Sports 21312012 Project Address I Climate Zone 7 I Total Cond. Floor Area Addition Floor Area 2081 Faraday Ave Carlsbad 8,826 0 GENERAL INFORMATION Buildina Tvoe: IZI Nonresidential Cl High-Rise Residential D Hotel/Motel Guest Room a Schools (Public School) Cl Relocatable Public School Bldg. !ti Conditioned Spaces 0 Unconditioned Spaces (affidavit} Phase of Construction: Cl New Construction Cl Addition li!J Alteration Approach of Compliance: D Component Cl Overall Envelope TDV Cl Unconditioned (file affidavit) Energy Front Orientation: N, E, S, W or in Degrees: I 45deg I HVAC SYSTEM DETAILS RELD INSPECTION ENERGY CHECKLIST Meets Crtteria or Reaulrements Equipmenr Inspection Criteria Pass Fail -Describe Reason2 Item or System Tags (E)AC~6 a [J {i.e. AC-1, RTU-1, HP-1) Eauioment Tvoe3: Packaged DX a [J Number of Svstems 1 a [J Max Allowed Heatina Caoacitv1 18,342 Btu/hr [J a Minimum Heatina Efficiencv1 80%AFUE [J [J Max Allowed Coolina Caoacitv1 43,190 Btu/hr a D Coolina Efficiency 1 12.0 SEER/11.1 EER C Cl Duct Location/ R-Value R-8.0 a a When duct testing is required, submit No [J [J MECH-4A & MECH·4-HERS Economizer No Economizer [J a Thermostat Setback Required [J [J Fan Control Constant Volume a Cl FIELD INSPECTION ENERGY CHECKLIST Eaulpment2 lnsoeetlon Criteria Pass Fall -Describe Reason2 Item or System Tags HP 1-13 [J [J (i.e. AC-1, RTU-1, HP-1) EQuipment Typ,l: Packaged DX [J [J Number of Svstems 1 a a Max Allowed Heating Capacity1 48,304 Btu/hr [J [J Minimum Heatina Efficiencv1 3.40COP [J [J Max Allowed Coolina Caoacitv1 90,948 Btu/hr a [J Ooolina Efficiencv1 11.0EER CJ [J Duct Location/ R-Value R-8.0 a [J When duct testing is required, submit MECH4A & MECH-4-HERS No [J Cl Economizer Diff. Temp (Non-lnteg) [J [J Thennostat Setback Required [J [J Fan Control Constant Volume [J [J 1. If the Actual installed equipment performance efficiency and capacity is less than the Proposed {from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy comptiance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Fonn. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split}, VAV, HP (Pkg or split), Hydronic, PTAC, or other. EneruvPro 5. 1 bv EneravSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae 1 of14 Cl:RTIFICATE OF COMPLIANCE and (Part 1 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST Project Name Date SKLZ Pro Performance Sports 213/2012 Project Address I Climate Zone 7 I Total Cond. Floor Area Addition Floor Area 2081 Faraday Ave Carlsbad 8,826 0 GENERAL INFORMATION Buildina Tvoe: 0 Nonresidential a High-Rise Residential a Hotel/Motel Guest Room a Schools (Public School) a Relocatable Public School Bldg. Iii Conditioned Spaces a Unconditioned Spaces (affidavit) Phase of Construction: a New Construction a Addition m Alteration Approach of Compliance: a Component a overall Envelope TDV a Unconditioned (file affidavit) Enerav Front Orientation: N, E, S, W or in Degrees: I 45deg I HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST Meets Criteria or Reaulrements Equlcment2 lnsi>ection Criteria Pass Fall -Describe Reason2 Item or System Tags HP 1-14 Cl Cl (i.e. AC-1 RTU-1, HP-1) Eauloment Tvne3: Packaged DX Cl a Number of Svstems 1 D D Max Allowed Heatina Caoacitv1 27,498 Btu/hr Cl Cl Minimum Heatina Efficiencv1 7.70HSPF a [J Max Allowed Coolina Caoacitv1 72,819 Btu/hr [J Cl Cooling Eff!ciencv1 13.0 SEER 111.0 EER Cl Cl Duct Location/ R-Va!ue R-8.0 a a When duct testing is required, submit No a a MECH-4A & MECH-4-HEAS Economizer No Economizer a [J Thermostat Setback Required a Cl Fan Control Constant Volume a [J FIELD INSPECTION ENERGY CHECKLIST Eaulpmenr Inspection Criteria Pass Fall -Describe Reason2 Item or System Tags HP2-8 Cl D 0.e. AC-1, RTU-1, HP-1) Eauioment Tvoe3: Packaged DX Cl a Number of Svstems 1 Cl Cl Max Allowed Heatina Caoacitv1 21,972 Btu/hr Cl Cl Minimum Heatina Efficiencv1 7.70HSPF Cl Cl Max Allowed Coolina Capacitv1 29,613 Btu/hr D Cl Cooling Efficiencv1 13.0 SEER/11.0 EER a a Duct Location/ R-Value R-8.0 a a When duct testing is required, submit No Cl Cl MECH-4A & MECH-4-HERS Economizer No Economizer Cl CJ Thermostat Setback Required D D Fan Control Constant Volume Cl Cl 1. If the Actual installed equipment performance efficiency and capacity Is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance falls if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. £nemyPro 5.1 by EneravSoft User Number: 8004 RunCode: 2012-02-D3T15:00:26 ID: 11114 P8nP.2of14 CERTIFICATE OF COMPLIANCE and (Part 2 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST Project Name l Date SKLZ Pro Performance Spotts 213/2012 Discrepancies: EnemvPro 6.1 bv EnerovSoft User Number. 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Psaa3of14 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 3 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and listed all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since 1his form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Depa_rtments: Systems Acceptance: Before occupancy permit is granted for a newly constructed building or space, or a new space·conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance: Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements. The MECH-1 C form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked·off forms are required for ALL newly installed equipment. In addition a Certificate of Acceptance forms shall be submitted to the building department that certifies plans, specifications, installation, certificates, and operating and maintenance information meet the requirements of §10-103(b) and Title-24 Part 6. The building inspector must receive the property filled out and signed forms before the building can receive final occupancy. TEST DESCRIPTION MECH-2A MECH·3A MECH-4A MECH·5A MECH·6A MECH-7A MECH-BA MECH·9A MECH·10A MECH-11A Hydronic Outdoor Constant Demand Supply System Automatic Ventilation Volume& Air Control Supply Valve Water Variable Demand For Single·Zone Distribution Economizer Ventilation Fan Leakage Temp. Flow Shed Eauioment Reauirina Testina or Verification Otv, VAV&CAV Unitarv Ducts Controls DOV VAV Test Reset Control Control Trane WSC090 1 fl) IZJ D Ill Cl Cl D D D Cl Trane 4WCC306'0 1 121 Ill CJ 0 D D 0 D. D D Trane 4WCC3036A4000A 1 IZl Ill 0 0 D Cl 0 D Cl D D D D D D D D 0 0 0 D D D D D D D D D D 0 D 0 0 D 0 D D 0 D D D D D [J D D D D D D a 0 0 D 0 D D D 0 D D D a D 0 D D D D D 0 D D D D D D D D D D D D 0 D 0 D a D -D D 0 D D D D D a D D 0 0 D D 0 0 D 0 D • D 0 D 0 D 0 D D D D EnemvPro 5.1 bv Enem11Soft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae4of14 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 TEST DESCRIPTION MECH-12A MECH-13A MECH-14A MECH-15A Fault Automatic Fault Distributed Detection & Detection & Energy Storage Thermal Energy Diagnostics Diagnostics for DXAC Storage (TES) Eauipment Reauirina Testing Qty. for DX Units Air&Zone Svstems Systems Test Performed Bv: Tf811e WSC090 1 D D D D Trane 4WCC3060 1 D Cl D Cl Trane 4WCC3036A4000A 1 D D D Cl D D D D D D D D D D Cl Cl Cl D D D D Cl D D D D D D 0 0 D D D D D D 0 D D D D D 0 0 D D 0 D 0 D D 0 0 0 0 D D D Cl D Cl D D Cl tJ D Cl D Cl D D D D Cl Cl D D D Cl Cl D Cl Cl D D 0 Cl 0 D Cl D D 0 tJ D CJ. . D D 0 D D 0 D D Cl D D D , EnerovPro 5. 1 bv EnerovSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114· Paae5of14 CERTIFICATE OF COMPLIANCE (Part 5 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 Documentation Author's Declaration Statement I certifv that this Certificate of Compliance documentation is accurate and complete. Signatur~ ~r --Name Brandon T. Plum, PE, LEED AP ) ~ Company Date - Plum Engineering, Inc. 2/3t2012- Address 11835 Carmel Mtn Road, #1304 CEA# CEPE# City/State/Zip San Diego, CA 92128-4609 Phone 858-672-2100 The Principal Mechanical Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the mechanical design. • This Certificate of Compliance identifies the mechanical features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. -----........_ Name Brandon T. Plum Signatlffe\ <C _,) Company Plum Engineering, Inc. Date 2/a/12- Address 11835 Cannel Mtn Rd #1304-209 License# \-\~z~,4 City/State/Zip Phone . San Diego, CA 92128 858-672-2100 Mandatory Measures t--10 .'2,.. Indicate location on building plans of Note Block for Mandatory Measures MECHANICAL COMPLIANCE FORMS & WORKSHEETS {check box ff worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms. please refer to the 2008 Nonresidential Manual. Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. m MECH-10 Certificate of Compliance. Required on plans for all submittals. m MECH-2C Mechanical Equipment Summary is required for all submittals. m MECH-3C Mechanical Ventilation and Reheat is required for all submittals with mechanical ventilation. ra MECH-40 Fan Power Consumption is required for all prescriptive submittals. EnerayPro 5. 1 bv EnerovSoft User Number: 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae6of14 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name I Date SKLZ Pro Performance Sports 213/2012 Item or System Tags Indicate Air Systems Type (Central, Slnale Zone, Packat e, VAV, or etc •.. ) (i.e.AC-1, RTU-1, HP-1) (E)AC-6 HP 1-13 HP 1-14 Number of Svstems 1 1 1 Indicate Page Reference on Plans or Schedule and Indicate the annllcable exceDtlon(s) MANDATORY MEASURES T-24 sections Heating Equipment Efficiency 112fa\ 80%AFUE 3.40COP 7.70HSPF Cooling Equipment Efficiency 112Cal 12.0 SEER/ 11.1 EER 11.0EER 13.0 SEER/11.0EER HVAC Heat Pump Thermostat 112(b\, 112/c\ nla Yes Yes Furnace Controls/Thermostat 112fcl, 115la\ nla nla nls Natural Ventilation 121{b} No No No Mechanical Ventilation i21'b) 240cfm 797cfm 422cfm VAV Minimum Position Control 12Hcl No No No Demand Control Ventilation 121Cc\ No No No Time Control 122(e) Programmable Switch Programmable Switch Programmable Switch Setback and Setup Control 122fe\ Setback Required Setback Required Setback Required Outdoor Damper Control 122m Auto Gravity Gravity Isolation Zones 122ln\ nla nla nla Pipe Insulation 123 Duct Insulation 124 R-8.0 R-8.0 R-8.0 PRESCRIPTIVE MEASURES Calculated Design Heating Load 144<a&bl 18,342 Btu/hr 48,304 Btu/hr 27,498 Btu/hr Proposed Heating Capacity 144Ca& b) 59,040 Btu/hr 65,789 Btu/hr 44,369 Btu/hr Calculated Design Cooling Load 144<a& bl 30,233 Btu/hr 63,664 Btu/hr 50,973 Btu/hr Proposed Cooling Capacity 144Ca& bl 29,327 Btu/hr 68,069 Btu/hr 45,654 Btu/hr Fan Control 144lc\ Constant Volume Constant Volume Constant Volume DP Sensor Location 144(c) Supply Pressure Reset (DOC only) 144/cl Yes No No Simultaneous Heat/Cool 144ld\ No No No Economizer 144le) No Economizer Diff. Temp (Non-lnteg) No Economizer Heat Air Supply Reset 144{f) Constant Temp Constant Temp Constant Temp Cool Afr Supply Reset 144m Constant Temp Constant Temp Constant Temp Electric Resistance Heating 1 144fn\ Air Cooled Chiller Limitation 144(i) Duct Leakage Sealing. lfYes, a No No No MECH-4-A must be submitted 144(k} 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exception{s} to §144(g) apply. EneravPro 5.1 by EnemvSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae 7of14 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name I Date SKLZ Pro Performance Sports 213/2012 Indicate Air Svstems Tvoe (Central, Slnale Zone, Packa, e, VAV, or etc ... } Item or System Tags HP2-8 (i.e.AC-1, RTU-1, HP-1) Number of Systems 1 Indicate Paae Reference on Plans or Schedule and Indicate the aoollcable exceotlon(s) MANDATORY MEASURES T-24 Sections Heating Equipment Efficiency 112(a} 7.70HSPF Cooling Equipment Efficiency 112(a} 13.0 SEER 111.0 EeR HVAC Heat Pump Thermostat 112(b). 112(c) Yes Furnace Controlsffhermostat 112{c), 115(a} n/8 Natural Ventilation 121(b} No Mechanical Ventilation 121{b} 375cfm VAV Minimum Position Control 12Hcl No Demand Control Ventilation 121/c} No Time Control 122(e} Programmable Switch Setback and Setup Control 122(e) Setback Required Outdoor Damper Control 122(f) Gravity Isolation Zones 122lal nla Pipe Insulation 123 Duct Insulation 124 R-8.0 PRESCRIPTIVE MEASURES Calculated Design Heating Load 144(a&bl 21,972 Btu/hr Proposed Heating Capacity 144Ca& b} 28,458 Btu/hr Calculated Design Cooling Load 144(a&b) 20, 729 Btu/hr Proposed Cooling Capacity 144(a&b) 25,282 Btu/hr Fan Control 144(cl Constant Volume DP Sensor Location 144(c) Supply Pressure Reset (ODC only) 144(c) No Simultaneous Heat/Cool 144(d) No Economizer 144(e) No Economizer Heat Air Supply Reset 144m Constant Temp Cool Air Supply Reset 144(f) Constant Temp Electric Resistance Heating 1 144fal Air Cooled Chiller Limitation 144(i) Duct Leakage Sealing. If Yes, a 144M No MECH-4-A must be submitted 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat Is used explain which exception(s) to §144(g) apply. EnerovPro 5.1 bv EnemvSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Page8of14 MECHANICAL VENTILATION AND REHEAT MECH-3C Project Name Date SKLZ Pro Performance Sports 213/2012 MECHANICAL VENTILATION (§121(b)2) REHEAT LIMITATION (§144Cdll AREABASIS OCCUPANCY BASIS VAVMINIMUM A B C D E F G H I J K L M N MinCFM REQ'D Design 50%of Max. of Design Condition CFM MinCFM Number CFM by V.A. Ventilation Design Zone Columns Minimum Area ~r By Area Of per Occupant Max of Air Supply BX0.4 H,J,K, Air Transfer Zone/Svstem (ff} ft2 BXC People Person EXF DorG CFM CFM CFM/ft2 300CFM Setpolnt Air Lobby Reception 1,602 0.15 240 240 240 (E)AC-6 Tata/ 240 240 Product Testing 2,812 0.15 422 422 422 Conference Roam 1 800 0.15 120 25.0 15.0 375 375 375 HP 1-13 Tata{ 797 · 797 Photo Lab 2,812 0.15 422 422 422 HP 1-14 Total 422 422 Conference Room 2 800 0.15 120 25.0 15.0 375 375 375 HP2·8 Total 375 375 Totals Column I Total Design Ventilation Air C Minimum ventilation rate oer Section § 121 Table 121 ·A. E Based on fixed seat or the areater of the exoected number of occuoants and 50% of the CBC occuoant load for earess ourooses for soaces without fixed settina. H Reauired Ventilation Air (REQ'D V.A.) Is the larger of the ventilation rates calculated on ao AREA BASIS or OCCUPANCY BASIS (Column Dor Gl. I Must be areater than or ooual to H or use Transfer Air (column Nl to make uo the difference. J Desian fan sunnlv CFM (Fan CFM\ x 50%: or the deslan zone outdoor airflow rate oer § 121. K Condition area Cffl x 0.4 CFM I ft2; or L Maximum of Columns H, J, K, or 300 CFM . M This must be less than or P.nual to Column Land areater than or enual to the sum of Columns H olus N. N Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, transfer air must be greater than or eaual to the difference between the Reauired Ventilation Air (Column Hl and the Desian Minimum Air (Column M), Column H minus M. EnemvPro 5.1 bv EnerovSoft User Number. 8004 RunCode: 2012.02-03T15:00:26 ID: 11114 Page9of14 ' FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 21312012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Svstems or Variable Air Volume CVAV) Svstems when uslna the Prescriptive Aooroach. See Power Consumption of fan §144Cc . A B C D E F Efficiency Peak Watts Design Brake Number of BXEX746/ Fan DescriDtion HP Motor Drive Fans (CXD) Supply Fen 0.650 80.0% 97.0% 1.0 625 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1) TOTAL FAN SYSTEM POWER CWATTS, SUM COLUM F) 625 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM) 1,200 A) If filer pressure drop (SP a} is greater than 1 inch W. C. or 3} TOTAL FAN SYSTEM POWER INDEX {Row 1 / Row 2) W/CFM 245 Pascal then enter SP a on line 4. Enter Total Fan pressure drop across the fan (SPt) on Line 5. 4) 8Pa 5} SP, Bl Calculate Fan Adiustment and enter on line 6. 6) Fan Adiustment = H SPa-1} / SP1 C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.521 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. EnemYPro 5.1 by EneravSoft User Number. 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae 10of14 ' FAN POWER CONSUMPTION MECH-4C Project Name l Date SKLZ Pro Performance Sports 2/312012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV} Fan Svstems or Variable Air Volume N AV) Svstems when usina the Prescriotive Aooroach. See Power Consumption of fan S144(c). A B C D E F Efflclencv Peak Watts Design Brake Number of BXEX746/ Fan Descriotion HP Motor Drive Fans lCXDl Supply Fan 1.500 86.5% 97.0% 1.0 1,334 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1} TOTAL FAN SYSTEM POWER (WATTS, SUM COLUM Fl 1,334 of the Energy Standards. 3,000 2} SUPPLY DESIGN AIRFLOW (CFM) A) If filer pressure drop (8Pa) is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop across the fan (SP1) on Line 5. 41 SPa 5} SP, Bl Calculate Fan Adiustment and enter on line 6. 6} FanAdiustment; 1-( SP8 -1}/SP1 C} Calculate Adjusted Fan Power Index and enter on Row 7 7} ADJUSTED FAN POWER INDEX (Une 3 x Line 6)1 0.445 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems . . EnarrrvPro 5. 1 bv EnemvSoft User Number: 8004 RunCode: 201UJ2-03T15:00:2 /D: 11114 PaDB 11 af14 FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 21312012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume {CA V) Fan Svstems or Variable Air Volume fVAV) Svstems when usina the Prescriotive Aooroach. See Power ConsumDtlon of fan §144fc . A B C 0 E F Efficiency Peak Watts Design Brake Number of BXEX746/ Fan Descrlotlon HP Motor Drive Fans CCXDl Supply Fan 0.950 84.0% 97.0% 1.0 870 I TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1) TOTAL FAN SYSTEM POWER {WATTS, SUM COLUM Fl 870 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM) 2,000 A) If filer pressure drop (SP.} is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP a on line 4. EmerTotal Fan pressure drop across the fan (SP,) on Line 5. 4) SPa 5) SP, B) Calculate Fan Adlustment and enter on line 6. 6) Fan Adjustment= 1-( SPa-1) / SP, C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6)1 0.435 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. EnamvPro 5.1 bv EnemvSoft User Number: 8004 RunCocle: 2012-02..03T15:00:2 ID: 11114 Paaa 12of14 , FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 213/2012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV} Fan Svstems or Variable Air Volume (VAVl Systems when usina the Prescriptive Approach. See Power Consumption of fan §144lcl. A B C D E F Efflciencv Peak Watts Design Brake Number of BXEX746/ Fan Description HP Motor Drive Fans {CXD) Supply Fan 0.810 84.0% 97.0% 1.0 742 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1) TOTAL FAN SYSTEM POWER (WATTS, SUM COLUM Fl 742 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM) 1,200 A} If filer pressure drop (8Pa) is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop across the fan (SPr) on Line 5. 4) SPa 5) SP1 B) Calculate Fan Adiustment and enter on line 6. 6) Fan Adiustment = 1-( SP.-1) / SP, C} Calculate Adjusted Fan Power Index and enter on Row 7 7} ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.618 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. Enerowro 5.1 bYEneroySoft User Number. 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae 13of14 ' . M'ECHANICAL MANDATORY MEASURES: NONRESIDENTIAL MECH-MM Project Name I Date SKLZ Pro Performance Sports 2/312012 Eauipment and Svstem Efficiencies §111: Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. §115(a): Fan type central furnaces shall not have a pilot light. §123: Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. §124: Air handling duct systems shall be installed and insulated in compliance with Sections 601, 602, 603, 604, and 605 pf the CMC Standards. Controls §122(e): Each space conditioning system shall be installed with one of the following: 1A. Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 {d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off-hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or 1B. An occupancy sensor to control the operating period of the system; or 1C. A 4-hour timer that can be manually operated to control the operating period of the system. 2. Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 §122(g): square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers that allow the supply of heating or cooling to be setback or shut off indeoendentlv of other isolation areas; and shall be controlled bv a time control device as described above. §122(c): Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. §122(b): Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees For lower. For cooling, the §122(a&b}: control shall be adjustable up to as· degrees F or higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. Ventilation §121(e): Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. §122(f): All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. Ventilation System Acceptance. Before an occupancy permit is granted for a newly constructed building or space, or a §121 (f): new ventilating system serving a building or space is operated for normal use, all ventilation systems serving the buildina or soace shall be certified as meetina the Acceotance Reauirements for Code Compliance -Service Water Heating Systems §113{c) Installation 3. Temperature controls for public lavatories. The controls shall limit the outlet Temperature to 11 0 ° F. 2. Circulating service water-heating systems shall have a control capable of automatically turning off the circulating pump when hot water is not required. EneravPro 5. 1 by EneruvSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae 14of14 February 3, 2012 Chris Andrews MSC ~ ..... 'l ~-, PLUM ENGINEERING, INC. MECHANfCAL I PLUMBING I ENERGY I DESIGN Re: SKLZ TI Plan Check Comments Dear Omar, The following are the responses to the plan check comments: Mechanical 11. T-24 revised. 12. Existing roof access location added to roof plan. Ladder noted to be at same location as hatch. This is a walk up ladder. Energy Conservation 4. New demising wall added to calculations. Sincerely, Plum Engineering, Inc. Brandon T. Plum, P.E. 11835 Carmel Mountain Road #1304-209 San Diego CA 92128-4609 P 858-672-2100 F 858-672-2200 Crbll. Z5D2- CERTIFICATE OF COMPLIANCE and (Part 1 of 5) MECH .. 1C FIELD INSPECTION ENERGY CHECKLIST ' Project Name Date SKLZ Pro Performance Sports 21312012 Project Address I Climate Zone 7 I Total Cond. Floor Area Addition Floor Area 2081 Faraday Ave Carlsbad 8,826 . 0 GENERAL INFORMATION Buildini:i Type: '2] Nonresidential a High-Rise Residential a Hotel/Motel Guest Room a Schools (Public School) a Relocatable Public School Bldg. It.I Conditioned Spaces a Unconditioned Spaces (affidavit) Phase of Construction: [] New Construction [] Addition El Alteration Approach of Compliance: [] Component [] Overall Envelope TDV a Unconditioned (file affidavit) Energy Front Orientation: N, E, S, W or in Degrees: I 45deg I HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST Meets Crtterla or Reaulrements Eauipmenr Inspection Criteria Pass Fail -Describe Reason2 Item or System Tags (E)AC-6 a a (i.e. AC-1 RTU-1 HP-1) Eauioment Tvoe3: Packaged DX 0 0 Number of Svstems 1 a a Max Allowed Heatina Caoacitv1 18,342 Btu/hr CJ CJ Minimum Heatina Efficiencv1 89%AFUE 0 CJ Max Allowed Coolina Caoacitv1 43, 190 Btu/hr CJ 0 Coolina Efficiencv 1 12.0 SEER/11.1 EER CJ CJ Duct Location/ R-Value R-8.0 CJ CJ When duct testing is required, submit No a 0 MECH-4A & MECH-4-HERS Economizer No Economizer CJ CJ Thermostat Setback Required a D Fan Control Constant Volume 0 0 FIELD INSPECTION ENERGY CHECKLIST Eaulpment2 lnsoeetlon Criteria Pass Fall-Describe Reason2 Item or System Tags HP 1-13 a a (i.e. AC-1, RTU-1, HP-1} Eauioment Tvoe3: Packaged DX a a Number of Svstems 1 a CJ Max Allowed Heatina Caoacitv1 48,304 Btu/hr CJ CJ Minimum Heatina Efficiencv1 3.40COP CJ CJ Max Allowed Coolina Capacitv1 90,948 Btu/hr CJ 0 Coolini:i Efficiency1 11.0EER a CJ Duct Location/ R-Value R-8.0 a 0 When duct testing is required, submit No CJ 0 MECH-4A & MECH-4-HERS Economizer Diff. Temp (Non-lnteg) CJ D Thermostat Setback Required a Cl Fan Control Constant Volume a CJ 1. H the Actual installed equipment perfonnance efficiency and capacity is less than the Proposed {from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Fonn. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnerovPro 5. 1 bv EnemvSoft User Number: 8D04 RunCode: 2012-02-03T15:00:26 JD: 11114 Paa& 1 Df14 CERTIFICATE OF COMPLIANCE and (Part 1 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST Project Name Date SKLZ Pro Performance Sports 213/2012 Project Address I Climate Zone 7 I Total Cond. Floor Area Addition Floor Area 2081 Faraday Ave Carlsbad 8,826 0 GENERAL INFORMATION Buildina Tvne: m Nonresidential a High-Rise Residential a Hotel/Motel Guest Room a Schools (Public School) a Relocatable Public School Bldg. Iii Conditioned Spaces a Unconditioned Spaces (affidavit) Phase of Construction: C New Construction C Addition Iii Alteration Approach of Compliance: a Component a overall Envelope TDV a Unconditioned (file affidavit) Enerav Front Orientation: N, E, S, W or in Degrees: I 45deg I HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKLIST Meets Criteria or Reaulrements Equlpment2 lns1>ection Criteria Pass Fall -Describe Reason2 Item or System Tags HP 1-14 t] t] (i.e. AC-1, RTU-1, HP-1) Eauioment Tvoe3: Packaged DX 0 t] Number of Svstems 1 [J 0 Max Allowed Heatina Caoacitv1 27,498 Btu/hr a t] Minimum Heatina Efficiencv1 7.70HSPF Cl Cl Max Allowed Cooling Capacitv1 72,819 Btu/hr 0 0 Cooling Efffciency1 13.0 SEER 111.0 EER t] t] Duct Location/ R-Value R-8.0 0 Cl When duct testing is required, submit No a a MECH-4A & MECH-4-HERS Economizer No Economizer a [J Thermostat Setback Required Cl t] Fan Control Constant Volume t] Cl FIELD INSPECTION ENERGY CHECKLIST Eaulomenr Inspection Criteria Pass Fall -Describe Reason2 Item or System Tags HP2-8 a 0 (i.e. AC-1, RTU-1, HP-1) Eauioment Tvoe3: Packaged DX a· a Number of Svstems 1 [] [] Max Allowed Heatino Capacitv1 21,972 Btu/hr t] 0 Minimum Heating Efficiencv1 7.70HSPF t] a Max Allowed Coolina Caoacitv1 29,613 Btu/hr 0 t] Coolina Efficiencv1 13.0 SEER 111.0 EER a 0 Duct Location/ R-Value R-8.0 a Cl When duct testing is required, submit No t] t] MECH-4A & MECH-4-HERS Economizer No Economizer t] t] Thermostat Setback Required D 0 Fan Control Constant Volume t] t] 1. If the Actual installed equipment performance efficiency and capacity Is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. Compliance fails if a Fail box is checked. 3. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnemvPro 5.1 bv EnemvSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Parm2of14 CERTIFICATE OF COMPLIANCE and (Part 2 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST Project Nam~ I Date SKLZ Pro Performance Spotts 2/3/2012 Discrepancies: EnemvPro 6.1 bv EnerovSoft User Number. 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae3of14 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 3 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 Required Acceptance Tests Designer: This form Is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and listed all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Depa_rtments: Systems Acceptance: Before occupancy permit is granted for a newly constructed building or space, or a new space·conditioning system serving a building or space Is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance: Before occupancy permit Is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements. The MECH-1 C form is not considered a completed form and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly installed equipment. In addition a Certificate of Acceptance fonns shall be submitted to the building department that certifies plans, specifications, installation, certificates, and operating and maintenance information meet the requirements of §10·103(b) and Tltle-24 Part 6. The building inspector must receive the properly filled out and signed forms before the building can receive final occupancy. TEST DESCRIPTION MECH-2A MECH·3A MECH-4A MECH·5A MECH-SA MECH-7A MECH-BA MECH·9A MECH-10A MECH-11A Hydronic Outdoor Constant Demand Supply System Automatic Ventilation Volume& Air Control Supply Valve Water Variable Demand For Single-Zone Distribution Economizer Ventilation Fan Leakage Temp. Flow Shed Eauioment Reauirlna Testina or Verification Otv, VAV&CAV Unitarv Ducts Controls DCV VAV Test Reset Control Control Trane WSC090 1 IZl IZI D m D D D 0 0 D Trane 4WCC3060 1 121 IZI Cl D D D D Cl Cl Cl Trane 4WCC3036A4000A 1 121 IZI D D D D D D D D D D D D D D D 0 t1 D a D D D D a D Cl Cl D D D D D D D 0 D D D D D D Cl D a a D D D D 0 D D D D D D D D D D D D CJ D CJ D D 0 0 0 0 0 D 0 D 0 D 0 D D 0 0 D D Cl D D 0 D 0 D 0 0 0 0 D tJ 0 D D Cl D D D D D D D D D 0 D D D D Cl D 0 EnemvPro 5.1 bv Enem11Soff. User Number: 8004 RunCade: 2012-IJ2-03T15:00:26 ID: 11114 Paoe4of14 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 TEST DESCRIPTION MECH-12A MECH-13A MECH-14A MECH-15A Fault Automatic Fault Distributed Detection & Detection & Energy Storage Thermal Energy Diagnostics Diagnostics for DXAC Storage (TES) Eauioment Reauirino Testlna Qtv. for DX Units Air&Zona Systems Svstems Test Performed Bv: Trane WSC090 1 CJ 0 D D Trane 4WCC3060 1 0 Cl D D Trane 4WCC3036A4000A 1 CJ D Cl Cl D D Cl Cl D 0 D D D D D Cl D D Cl D D D Cl Cl D D Cl Cl D [J D D D 0 D Cl D 0 D D D D 0 a D D D Cl 0 0 D D CJ D Cl D D D D D CJ 0 0 D D D D D CJ D D D D Cl D D CJ D D D D D Cl D D Cl D D D Cl D o· 0 Cl D CJ. D D D D Cl Cl D D D D D D EneravPro 5. 1 bv EnemvSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae5of14 CERTIFICATE OF COMPLIANCE (Part 5 of 5) MECH-1C Project Name I Date SKLZ Pro Performance Sports 213/2012 Documentation Author's Declaration Statement I certify that this Certificate of Compliance documentation is accurate and complete. Signature"1 ~r -,_ Name Brandon T. Plum, PE, LEED AP ) -Company Plum Engineering, Inc. Date 213/2012 Address 11835 Carme/Mtn Road, #1304 CEA# CEPE# City/State/Zip San Diego, CA 92128-4609 Phone 858-672-2100 The Principal Mechanical Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the mechanical design. • This Certificate of Compliance identifies the mechanical features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications sut;,mitted to the enforcement agency for approval with this building permit application. -----...... Name Brandon T. Plum Signatt:IFe\ <C ~ Company Plum Engineering, Inc. Date 2/s/12... Address 11835 carmel Mtn Rd #1304-209 License# \-1~'2.~74 City/State/Zip Phone . San Diego, CA 92128 858-672-2100 Mandatory Measures t-1o. 2. Indicate location on building plans of Note Block for Mandatory Measures MECHANICAL COMPLIANCE FORMS & WORKSHEETS (check box If worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the 2008 Nonresidential Manual. Note: The Enforcement Agency may require all forms to be incorporated onto the building plans. m MECH-10 Certificate of Compliance. Required on plans for all submittals. m MECH-2C Mechanical Equipment Summary is required for all submittals. m MECH-SC Mechanical Ventilation and Reheat is required for all submittals with mechanical ventilation. m MECH-40 Fan Power Consumption is required for all prescriptive submittals. - EnemvPro 5.1 bv EneravSoft User Number: 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paf:18 6 of 14 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name I Date SKLZ Pro Performance Sports 213/2012 Hem or System Tags Indicate Air Systems Type (Central, Slnale Zone, Packac e, VAV, or etc .•• ) (i.e.AC-1, RTU-1. HP-1) (E)AC-6 HP 1-13 HP 1-14 Number of Svstems 1 1 1 Indicate Paae Reference on Plans or Schedule and Indicate the annllcable exceptlon{s) MANDATORY MEASURES T-24 Sections Heating Equipment Efficiency 112la) 80%AFUE 3.40COP 7.70HSPF Cooling Equipment Efficiency 112<al 12.0 SEER/ 11.1 EER 11.0EER 13.0 SEER/11.0EER HVAC Heat Pump Thermostat 112lb\, 112<cl nla Yes Yes Furnace Controls/Thermostat 112<cl, 115(a\ nla nla nla Natural Ventilation 121/bl No No No Mechanical Ventilation 121(bl 240cfm 797cfm 422cfm VAV Minimum Position Control 12Hcl No No No Demand Control Ventilation 121fc\ No No No Time Control 122(e) Programmable SWitch Programmable Switch Programmable Switch Setback and Setup Control 122Ce) Setback Required Setback Required Setback Required Outdoor Damper Control 122m Auto Gravity Gravity Isolation Zones 122ln\ nla nla nla Pipe Insulation 123 Duct Insulation 124 R-8.0 R-8.0 R-8.0 PRESCRIPTIVE MEASURES Calculated Design Heating Load 144(a&bl 18,342 Btu/hr 48. 304 Btu/hr 27,498 Btu/hr Proposed Heating Capacity 144(a& bl 59,040 Btu/hr 65,789 Btu/hr 44,369 Btu/hr Calculated Design Cooling Load 144<a& bl 30,233 Btu/hr 63,664 Btu/hr 5Q,973 Btu/hr Proposed Cooling Capacity 144fa& bl 29,327 Btu/hr 68,069 Btu/hr 45,654 Btu/hr Fan Control 144lcl Constant Volume Constant Volume Constant Volume DP Sensor Location 144(cl Supply Pressure Reset (DOC only) 144/cl Yes No No Simultaneous Heat/Cool 144/d) No No No Economizer 144lel No Economizer Dfff. Temp (Non-tntag) No Economizer Heat Air Supply Reset 144(f) Constant Temp Constant Temp Constant Temp Cool Air Supply Reset 144/fl Constant Temp Constant Temp Constant Temp Electric Resistance Heating1 144ln\ Air Cooled Chiller Umitation 144(1) Duct Leakage Sealing. If Yes, a 144(k\ No No No MECH·4-A must be submitted 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exceptloo{s) to §144(g) apply. EnergyPro 5.1 by EneroySott User Number. 8004 RunCode: 2012-02-03T15:00:26 /D: 11114 Paae 7of14 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name I Date SKLZ Pro Performance Sports 2/312012 Item or System Tags Indicate Air Systems Tvne (Central, Single Zone, Packai e, VAV, or etc ... } HP2-8 (i.e. AC-1, RTU-1, HP-1) Number of Svstems 1 Indicate Paae Reference on Plans or Schedule and Indicate the aoolfcable exceptlon(s) MANDATORY MEASURES T-24 Sections Heating Equipment Efficiency 112(a) 7.70HSPF Cooling Equipment Efficiency 112(a) 13.0 SEER 111.0 EER HVAC Heat Pump Thermostat 112(b), 112(0) Yes Furnace Controls/Thermostat 112(c}, 115(a) nla Natural Ventilation 121(b} No Mechanical Ventilation 12Hbl 375cfm VAV Minimum Position Control 12Hcl No Demand Control Ventilation 121(c) No Time Control 122(8) Programmable Switch Setback and Setup Control 122(e) Setback Required Outdoor Damper Control 122{f) Gravity Isolation Zones 122(n\ n/8 Pipe Insulation 123 Duct Insulation 124 R-8.0 PRESCRIPTIVE MEASURES Calculated Design Heating Load 144Ca&bl 21,972 Btu/hr Proposed Heating Capacity 144<a& b) 28,458 Btu/hr Calculated Design Cooling Load 144(a&b\ 20, 729 Btu/hr Proposed Cooling Capacity 144Ca&bl 25,282 Btu/hr Fan Control 144(c} Constant Volume DP Sensor Location 144lc) Supply Pressure Reset (DOC only} 144(c\ No Simultaneous Heat/Cool 144(d) No Economizer 144(e} No Economizer Heat Air Supply Reset 144(fl Constant Temp Cool Air Supply Reset 144(f} Constant Temp Electric Resistance Heating 1 144(al . Air Cooled Chiller Limitation 144Ci) Duct Leakage Sealing. If Yes, a 144lkl No MECH-4-A must be submitted 1. Total installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exception(s) to §144(9) apply. EneryyPro 5. 1 by Energy5ott User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Page 8of14 MECHANICAL VENTILATION AND REHEAT MECH-3C Project Name Date SKLZ Pro Performance Sports 2/3/2012 MECHANICAL VENTILATION (§121{b}2) REHEAT LIMITATION (§144{dll AREA BASIS OCCUPANCY BASIS VAVMINIMUM A B C D E F G H I J K L M N MinCFM REQ'D Design 50%of Max. of Design Condition CFM MinCFM Number CFM by V.A. Ventilation Design Zone Columns Minimum Area PE!T By Area Of per Occupant Max of Air Supply BX0.4 H,J,K, Air Transfer Zone/Svstem (tt2} ft2 BXC Peoole Person EXF DorG CFM CFM CFM/ff 300CFM Setaoinl Air Lobby Reception 1,602 0.15 240 240 240 (E)AC-6 Total 240 240 Product Testing 2,812 0.15 422 422 422 Conference Room 1 800 0.15 120 25.0 15.0 375 375 375 HPt.13 Total 797 797 Photo Lab 2,812 0.15 422 422 422 HP 1-14 Total 422 422 Conference Room 2 800 0.15 120 25.0 15.0 375 375 375 HP2-8 Total 375 375 Totals Column I Total Design Ventilation Air C Minimum ventilation rate oer Section ~121 Table 121-A. E Based on fixed seat or the areater of the exoected number of occupants and 50% of the CBC occuoant load for earess purposes for soaces without fixed settlna. H Reauired Ventilation Air (REQ'D V.A.} is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column Dor Gl. I Must be areater than or eaual to H or use Transfer Air (column Nl to make uo the difference. J Deslan fan suoolv CFM (Fan CFMl x 50%· or the desian zone outdoor airflow rate per §121. K Condition area Ctt2l x 0.4 CFM / ft2; or L Maximum of Columns H, J, K, or 300 CFM M This must be less than or eaual to Column Land areater than or eaual to the sum of Columns H olus N. N Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, transfer air must be greater than or eaual to the difference between the Reauired Ventilation Air (Column Hl and the Desian Minimum Air (Column Ml. Column H minus M. EneravPro 5. 1 by EneravSoft User Number. 8004 RunCode: 201z.tJ2-03T15:00:26 ID: 11114 Page9of14 FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 2/3/2012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Svstems or Variable Air Volume (VAV) Svstems when usina the Prescriptive Approach. See Power Consumption of fan §144(c1. A B C D E F Efflclencv Peak Watts Design Brake Number of BX EX746/ Fan Description HP Motor Drive Fans (CXD) Supply Fan 0.650 80.0% 97.0% 1.0 625 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(0) 1) TOTAL FAN SYSTEM POWER (WATTS, SUM COLUM Fl 625 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM) 1,200 A) If filer pressure drop (SP a) is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP a on line 4. Enter Total Fan pressure drop across the fan (SPt) on Line 5. 4} SPa 5} SP, Bl Calculate Fan Adiustment and enter on line 6. 6) Fan Adiustment = 1 ·( SP a-1) / SP, C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6)1 0.521 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. EnergyPro 5. 1 bv EnemvSoft Usar Number: 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae 10of14 FAN POWER CONSUMPTION MECH·4C Project Name j Date SKLZ Pro Performance Sports 213/2012 NOTE: Provide one copy of this-worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Svstems or Variable Air Volume (VAV) Systems when using the Prescriptive Aooroach. See Power ConsumDtlon of fan §144(c,. A B C D E F Efficiency Peak Watts Design Brake Number of BXEX746/ Fan Description HP Motor Drive Fans (CXD) Supply Fan 1.500 86.5% 97.0% 1.0 1,334 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144·A In §144(c) 1} TOTAL FAN SYSTEM POWER /WATTS, SUM COLUM F) 1,334 of the Energy Standards. 3,000 2} SUPPLY DESIGN AIRFLOW (CFM} A) If filer pressure drop (SP a) is greater than 1 inch W. C. or 31 TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 21 W/CFM 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop across the fan (SPr) on Line 5. 4) SPa 5} SP, B) Calculate Fan Adiustment and enter on line 6. 6) Fan Adlustment .. 1-( SPa-1} / SP, C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 X Line 6)1 0.445 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. Ene,r:wPro 5.1 by EnerovSoft User Number: 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 PllOB 11 of14 FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 213/2012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Svstems or Variable Air Volume fVAV} Svstems·when usino the Prescriolive Anoroach. See.Power ConsumP1lon of fan S144Cc1. A B C D E F Efficiency Peak Watts Design Brake Number of BXEX746/ Fan Oescrlotlon HP Motor Drive Fans CCXD) Supply Fan 0.950 84.0% 97.0% 1.0 870 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1) TOTAL FAN SYSTEM POWER {WATTS, SUM COLUM F} 870 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM} 2,000 A) If filer pressure drop (SP.) is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP a on line 4. Enter Total Fan pressure drop across the fan (SP1) on Line 5. 4} SPa 5) SP, Bl Calculate Fan Adiustment and enter on line 6. 6) Fan Adiustment = 1-( SPa-1) / SP, C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6)1 0.435 W/CFM 1. · TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1.25 W/CFM for VAV systems. EneravPro 5. 1 bv EnemvSaft User Number: 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae 12of14 FAN POWER CONSUMPTION MECH-4C Project Name I Date SKLZ Pro Performance Sports 213/2012 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume {CAV} Fan Svstems or Variable Air Volume NA V) Systems when usina the Prescriotive Aooroach. See Power COnsumDtlon of fan §144lc). A B C D E F Efficiency Peak Watts Design Brake Number of BXEX746/ Fan Description HP Motor Drive Fans (CXD) Supply Fan 0.810 84.0% 97.0% 1.0 742 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1) TOTAL FAN SYSTEM POWER (WATTS, SUM COLUM Fl 742 of the Energy Standards. 2) SUPPLY DESIGN AIRFLOW CCFM) 1,200 A} If filer pressure drop {SPa) is greater than 1 inch W. C. or 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) W/CFM 245 Pascal then enter SP. on line 4. Enter Total Fan pressure drop across the fan (SPr) on Line 5. 4) SPa 5) SP, B) Calculate Fan Adiustment and enter on line 6. 6) Fan Adjustment= 1-( SPa-1) / SP, C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 0.618 W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for constant Volume systems or 1.25 W/CFM for VAV systems. Energyp,o 5. 1 by EneravSoft User Number. 8004 RunCode: 2012-02-03T15:00:2 ID: 11114 Paae 13of14 MECHANICAL MANDATORY MEASURES: NONRESIDENTIAL MECH-MM Project Name I Date SKLZ Pro Performance Sports 21312012 EauiDment and System Efficiencies §111: Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. §115(a): Fan type central furnaces shall not have a pilot light. §123: Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. §124: Air handling duct systems shall be installed and insulated in compliance with Sections 601, 602, 603, 604, and 605 of the CMC Standards. Controls §122{e): Each space conditioning system shall be installed with one of the following: 1A. Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off-hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup caoabilities that prevent the loss of the device's program and time setting for at least 10 hours if oower is interrupted; or 1B. An occupancy sensor to control the operating period of the system; or 1C. A 4-hour timer that can be manually operated to control the.operating period of the system. 2. Each space conditioning system shall be installed with controls that. temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 §122(g): square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers that allow the supply of heating or cooling to be setback or shut off indeoendentlv of other isolation areas; and shall be controlled bv a time control device as described above. §122(c): Thermostats shall have numeric setpoints in-degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. §122(b): Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees For lower. For cooling, the §122{a&b): control shall be adjustable up to 85 degrees For higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. Ventilation §121(e): Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. §122{f): All gravity ventilating syst~ms shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. Ventilation System Acceptance. Before an occupancy permit is granted for a newly constructed building or space, or a §121(f): new ventilating system serving a building or space is operated for normal use, ail ventilation systems serving the buildina or soace shall be certified as meetina the Acceotance Reouirements for Code Comoliance Service Water Heating Systems §113{c) Installation 3. Temperature controls for public lavatories. The controls shall limit the outlet Temperature to 110 ° F. 2. Circulating service water-heating systems shall have a control capable of automatically turning off the circulating pump when hot water is not required. . EnergyPro 5. 1 by EneravSoft User Number: 8004 RunCode: 2012-02-03T15:00:26 ID: 11114 Paae 14of14 INDUSTRIAL WASTEWATER DISCHARGE PERMIT Pate /t•UJ ·II SCREENING SURVEY Business Name O /< (., i-__ _;._-'---~-------------------- StreetAddress '2-00 / f.4A4bAY sr CMvf~A()l hf-9t(/~i, Email Address _________________________ --'- PLEASE CHEGK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) lzf · Check air below th_at are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ . -Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining /Milling Painting/ Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membran~ Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes} Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing/ Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing a Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milfing Researqh and Development Film I X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manuft::icturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufi:icturing . Industrial Launqry Waste Treatment/ Storage SIC Code(s) (if known): - Brief de$~ription-of business activities (Proc!l!ction/ Manufacturing Operations,.,..k_.-r---r----~'o/f(f;; bP.'ft t.,£ ffUtJ. te l/,+A,lI;.]l.S Description of operations generatiQg wastf;3w~ter (discharged to sewe5 hauled or evaporated): &-."Tit. rf) t (.,,.E"r5, d I t11<.es , 1>11ttw11~a;1. · Estimated volume of industrial wastewater to be discharged (gal/ oay): /!!'!-[&-. tp AFA,41/./ List .hazardous wastes .m:3nerc:1ted (type I volume): _ __;_N_O_U-=e::;..._~--------- Date operation began/or will begin at this location: -~~"'--·_I_' _/_"2.--_________ _ Have you app~ for a Wastewater Discharge Permit from the Encina Wastewater Authority? I Yes ~ If yes, when: Site Contact A«l>A~W vA'lt:,f..~f: ~r: lr~v_lt ,r-e V r S[gnature Phone No. B~B · '2---'?L( • 01-1,-} ENCi NA· I.TY, 6200 Avenic!a Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (7601 476-9852 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# ______ _ HV# _______ _ BP DATE. _ _,_ _ _,__ __ _ Telephone # .-7~0 707-Seqa? Z:2~ APN# &ate 9~ Plan FIie# T~_J~e # -,.r. Li /{pv /U -5~ )( /7 7 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the Items are circled, applicant must contact the Fire Protection Agency with Jurisdiction prior to plan submittal •. ~ Explosive or Blasting Agents Compressed Gases . Flammable/Combustlble Liquids 4, Flammable Solfds 5. Organic Peroxides 6. Oxidizers 7. Pyrophorics 8. Unstable Reactlves· 9. Water Reaclives 13. Corrosives 10. Cryogenics • 14. Other Health Hazards 11. Highly Toxic or Toxic Materials 15. None of These. 12. Radloactlves PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS HMD: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial venue, 3 floor, San Diego, CA 92101. Call(619)338-2222priortolhelssuanceofabulldingpermit. ~ / }l'.71 t J,.--; FEES ARE REQUIRED. Expected Date of Occupancy:' / -i ~ 0 CalARP Exempt I YES NO Date Initials 1. 0 [lZI" Is your business fisted on the reverse side of this form? (check all !hat apply). 2. 0 [j1I, WIii your business dispose of Hazardous Substances or Medical Waste In any amount? 3. D rn/ WIii your business store or handle Hazardous Substances in quantities equal to or greater than 4. 5. 6. D D 0 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? !if' Will your business use an existing or install an underground storage lank? a;r'. Will your business store or handle Regulated Substances (CalARP)? ra/ Will your business use or install a Hazardous Waste Tank System (Tllle 22, Article 10)? 0 CalARP Required I Dale Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below Is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the Issuance of a building or demolition permit. Note: if the answer lo questions 3 or 4 ls yes, applicant must also submit an asbestos notification fo,m to the APCD at least 10 worl<fng days prior to commencing demolitlon or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES NO 1. 0 ra"' WIii the subject facility or construction acllvltles include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at hUp:/fwww:sdapcd.org/info/facts/permits.pdf, and the 11st of typical equipment requiring an APCD permit on the reverse side ,...,/ of this from. Contact APCD If you have any ques!Jons). 2. 0 t,a (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/; or contact the _/ appropriate school district). · . 3. 0 l!tl/Will there be renovation that Involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 4. 0 uJ' Will there be demolition Involving the removal of a load supporting structural member? Briefly describe proposed project: a-W/1/b)/edSc f my knowledg /, I 3o 1/'2. Name of owner or Aulhorlzed Agent Date FOR OFFICIAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION; _____________________________ _ BY: ________________________ _ DATE: __ .,_/ __ ..,/ __ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMrr BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO APCD COUNTY-HMO APCD COUNTY-HMO APCD HM-9171 (04/07) County of San Diego-DEH -Ha?.ardous Materials Division «~ ~ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov CARLSBAD B-18 zoe\ /ln Project Address:'f'~~y Permit No.: G{) ( / ~ 5 {) J.__ Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit con be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains....................................................... Z- New building sewer line? ·i·········· ............................................................................. Yes __ No£ Number of new roof drains? ............................................................................................................... _.s;;:[_ Install/alter water.line? ........................... : ............................................................................................. _!if._ Numb~r of new water heaters? ......................................................................................................... L 3 Number of new, relocated or replaced gos outlets? .................................................................... __ _ Number of new hose bibs? ............................... : .................................................................................. _!l!_ Residential Permits: New/expanded service: Number of new amps: ______ _ Minor Remodel only: Yes__ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construdion: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ _ Three Phase ................................................................. Number of new amperes _______ _ Three Phase 480 ........................................................ Number of new amperes _______ _ Number of new furnaces, A/C, or heat pumps? ............... ;............................................................ ? New or relocated duct worR? .................................. : ....................................... Yes X No __ _ Numb'!?r of new fireplaces? ................................................................................................................. 1- Number of new exhaust fans? ............................................................................................................ __ Relocate/install vent? ........................................................................................................ : ................... £ Number of new exhaust hoods? ....................................................................................................... . Number of new boilers or compressors? ........................................................... Number of HP 8-18 Page 1 of 1 Rev. 03/09 CB112502 2081 FARADAY AV SKLZ: 26,164 SF REMODEL OF OFF u/u[ ,,. To f\~, le."->'",. F•'"'<:.. ct E!>6it- ' , I 30 ( I l ~ W ()c..AV ~ @FC . ' ~je>o.b .. lelo.lE.~1 .docs !)4-// f;~ ~&~ 111~1;;2., ~"§'@PC F1 re,. Jt' -Ft re ~§--~ ~Jr-~tL-\)1ct..OtfP V (_Q. ~ u1 / e,,rwt!t-ca.,{ c.s cl-ti>).) V ~ 1 CL . (/((vi)~ S,:) ClmjV fr/12--~ ~fo !,;en1.. v,/1 o/£_1,'c. (o/1-,z,h,0 {!mt L1.L ~ ,cc w/ (#,/ LL ~ 0 / I Z--{f)~ (/ {_ IJ,c(d_ f a:;e.t f/!10. (J 1)1\ 2. -Z I fVI Z. 3) dz, . /I_ LI.I /;i;) t::::/1 w/ c · ...,_,_ . , , E sen L-V ~ ~ r '--' rm1 .!.JJ._.. ,Akedd sl,psPl:llT/~ rrz,e,s j/tJ~ 7D ~ ~t\ \°' l~ 5 \J Ll) ------·----------- ' .. -'-- Approved _n 1) '}' D~te ~ By BUILDING Io\\ \}YI (}\/}-] ,..., l 'J-IZk- PLANNING-V i/,?Jrz... .~~A~ ENGINEERING f(J::c;c>/11 ,;,. B<':Tr,.J FIRE Expedite? CJ)) N ?-I.~/ 12-~ AFS Checked by: HazMat /. .... - Health Forms/Fees Sent Rec'd Due? By Encina II /;,..3/,1 iUt9ll2. y N DA-- Fire l -y N HazHealthAPCD ['I/U,11 I I< I J 2 y N di A- PE&M tt!UI 11 J A-~·,7} ')} ,'/ l':l y N '"i)A- School y N y Sewer --y N Stormwater II /zg,/, r y N Special Inspection y N CFD; Y(® LandUse: Density: lmpArea: FY: Annex: Factor: - PFF; y ( Nj Comments Date Date Date Date Building /14-H / -( 'l( -1 ;J--,-Z-/z/11 • 1 Planning 11 /so/11 I -Engineering Fire t-z,fu{ ~, Need? A JPor, fg( OF ..s,-m IJQr· ,lC .{?,-,r /1J-1u ~ c::,b,I'-Jtoone '5f~n..-;,7 /;-71-I -1 /)foone -fl ODone nnn.-.n City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02-28-2012 Plan Check Revision Permit No:PCR12019 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: CROCKER, ANDREW 415 235-944 7 Building Inspection Request Line (760) 602-2725 2081 FARADAY AV CBAD PCR Lot#: 0 Construction Type: 5A Status: Applied: Entered By: 2121202600 $0.PO CB112502 Plan Approved: SKILZ · ROOFTOP UNITS, CATWALK, PORTHOLE WINDOWS AND Owner: BIODEC LL C PO BOX 230931 ENCINITAS CA 92023 Issued: Inspect Area: Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $290.00 $0.00 $0.00 Total Fees: $290.00 Total Payments To Date: $290.00 Balance Due: ISSUED 02/16/2012 MDP 02/28/2012 02/28/2012 Inspector: FINAL APPROVAL Date: Clearance: _____ _ $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. «~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov \ ~ ~ Plan Check Revision No . .-=------1....1--_____ 0riginal Plan Check No. 11 -Z.'5 02- ProjectAddress 2 Of$ f ?°Atz:~ '{ Date ~ 1 l~IZ... ContactL~-Jo( GfZ:.cc_ft:::61CPh4-l-<;Z--S-S444fFax _____ EmailA+-IPYi LuGG ST'UOI O~C..cllv\ Contact Address S0=/-0 A ~-rA~ City C::,D Zip 9-Z.IG'j General Scope of WorkCHA--HCfBS "flZOl-'\ :f \ la--D C ot-lotnor-1 S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: J8t Plans ~ Calculations D Soils D Energy D Other __________ _ 2 3 4 Describe revisions in detail List page(s) where List revised sheets U?P~ ~IS/a,-/ LJS1 '(Z-G'JIS6 e=.1-t-nz..-f Ca,-l~tGtu~rlq...j cl-f AJ-i t::ie ~lrl 6Uc L-6.-t o-.J, Aw ~-r-1-1~ '51:::--({f;,O( Dg~J ·L,~ W~/-foO~ 13~ 5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? D Yes 7 Does this revision affect any fire related issues? D Yes 8 Is this i=I complete set? each revision is shown D Yes ~No D No Phone: 7 60-602-27 7 / 2718 / 2719 www.carlsbadca.gov that replace existinq sheets yOOO f,OC:f?1 Af03 A'to5 A/031 AIG4- 'SZ:;xl> ~Zof Aq.JZA c;z.u:s,SSob SBc/ /4ta~ ~No Fax: 760-602-8558 ._; ,,, DATE: FEB.23,2012 JURISDICTION: CARLSBAD EsGil Corporation In a'artnersliip witli government for <Bui(aing Safety PLAN CHECK NO.: 11-2502 (REV.# 1) -NEW P/C # PCR 12-19 PROJECT ADDRESS: 2081 FARADAY PROJECT NAME: SKLZ RENOVATION I.Cf.NT . CJ EVIEWER CJ FILE SET: I ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ANDY Telephone#: 858-274-0223 Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: ALI SADRE EsGil Corporation D GA D EJ D PC 2/21 Fax#: Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 11-2502 (REV.# 1) -NEW P/C # PCR 12-19 FEB.23,2012 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-2502 (REV.# 1) -NEW P/C # PCR 12-19 PREPARED BY: ALI SADRE BUILDING ADDRESS: 2081 FARADAY BUILDING OCCUPANCY: B/Sl BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ,CB By Ordinance Bldg. Permit Fee by Ordinance /•I Plan Check Fee by Ordinance Type of Review: D Complete Review D Repetitive Fee ~ Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGil Fee DATE: FEB. 23, 2012 TYPE OF CONSTRUCTION: V-B/SPR. Reg. VALUE ($) Mod. $290.ooj D Structural Only 21 Hrs.@* =====$=1 _1-s=.o=o $232.001 Sheet 1 of 1 & ~ CITY OF C RLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov E~GINEERING Plan Check for PCR 12-19 ts 1:t.-~O -::J--) Date: February 23, 2012 Project Address: 2081 Faraday Av APN: 212-120-26-00 Project Description: SKLZ RENOVATION/TENANT IMPROVEMENT Valuation: $3,085.00 ENGINEERING Contact : Linda Ontiveros Phone: 760-602-2773 Email: linda.ontiveros@carlsbadca.gov Fax: 760-602-1052 0 RESIDENTIAL 0 RESIDENTIAL ADDITION MINOR (<$20,000.00) 0 CARLSBAD COMPANY STORES GZl OTHER: NO IMPACT FEES GZ]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r··-··-··_-··-··-··-··-··-·.·-··-··-··-·~-··-··-··-··-··-··, . OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: ~, '----"~ DATE: f2ir~ Notification «?f Engineering APPROVAL has been sent to via on· -··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-·· E-36 Page 1 of 1 REV 4/30/11 «~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov REVIEW#: 1 2 3 ~DD ~DD ~DD [2J D D Plan Check No. PCR 12-19 Address 2081 FARADAY AV Date 2/21/12 Review# 1 Planner GINA RUIZ Phone (760) 602-4675 APN: 212-120-26-00 Type of Project & Use: Tl Net Project Density: DU/AC Zoning: C-M General Plan: Pl Facilities Management Zone: § CFO (in/out) #_1 _Date of participation:05/07/1991 Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: ~ Item Complete@)lte~ Incomplete -Needs your action Environmental Review Required: YES D NO [2J TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES O NO [2J TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: _· _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO',l?g CA Coastal Commission Authority? YES O NO 0 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data E,ntry Completed? YES O NO [2J If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO [2J (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (NP/Os, .Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) ~ D D Housing Tracking Form (form P-20) completed: YES D NO D N/A [2J P-28 Page 1 of 2 07/11 lZl D D ~DD ~DD SEE ADDITIONAL COMMENTS BELOW Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO ~ 2. Project complies: YES D NOD Zoning: REVISED ENTRY /YW /' J,, ~ 11 ,, /J v' 1. Setbacks: , Vfl.-QV V~ Front: Required NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED Shown NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED Interior Side: Required N/A Shown N/A Street Side: Required N/A Shown N/A Rear: . Required N/A Shown N/A Uphill slope: (N/A) Cut into slope?·(N/A) 2. Accessory structure setbacks: N/A Front: Required _· _ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: Required NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED Shown NOT ENOUGH INFORMATION TO - DETERMINE IF FOOTPRINT CHANGE IS PROPOSED r ~ 4. Height: Required NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED Shown NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED f1/LJ ~ 5. Parking: Spaces Required IF MORE SQUARE FOOTAGE IS ADDED, MORE PARKING WILL BE REQUIRED Shown NOT ENOUGH INFORMATION TO DETERMINE IF FOOTPRINT CHANGE IS PROPOSED ' ·/M»~ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ /o')~ .Fl Additional Comments #1. IT IS UNCLEAR IF THE REVISED ENTRY IS CREATING OR v~(_J DELETING AREA FROM THE EXISTING FOOTPRINT. PLEASE SHOW THE EXISTING AND PROPOSED FOOTPRINT FOR THE REVISIONS .TO THE ENTRY. #2. PLEASE ADD SECTIONS SHOWING HOW THE RELOCATED ROOF MOUNTED EQUIPMENT SHOWN ;;;~A~S~1~r1E~H::O F~ OK TO ISSUE AND ENTERED APPROVA~ INTO COMPUTER ~ TE --2/-~ jJ ;;;._ SKLZ Tl CALCULATIONS Addendum Portholes Calculations I } I ~ ! ..... _ .. ~_ H.I. of catwalk! ' ! finish i1oor ! < • • • H 1 UN ' ; ....... t ' ·1' clear porthole shall be located above existing opening €) .r---r----------------;22~------------- • ON,H • N. • O ~ "' I) I / '\. c o ~ o _o_./j ] ________ .... ________ .! e·--· ... ·· -,···-----1 • .. ! ~-· 30" dia . "" ' . &> : I J l I ------finish \1oor V V ?l'-6" cir. min} • M ...... '~, '/ ~--, -· /~. / ~ / "--!µ: / l ~ /~ I "' 0 0 _:r .t!. <ti. ., ., " " PRIOR TO CORING CONFIRM FINAL CORE LOCATIONS WITH STRUCTURAL ENGINNER ·10---r: 81-11 i" clear plexiglass or equal -bolted to the back side of the walls at each porthole shown dashed l u . . ·. I I S,•••• Consulting Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 (619) 521-8500 Fax (619) 521-8591 oroiect location client bv date job no. ® Wrn..t. l~ 11/..," '1l1t&. wf *r·0 r.l· o ., .. G-. w. ~ -fm:-6- Pv.. 1 ~ f/1fr,Jip.jt:,1 n ~ k-i5 v;;;?diutN6 I ® At>vve; ,..,15"'~ 'l;;ft!..1,t.J IS f-f¾d 11N (o l>oi> -{L 3 s I O p q Y,/ i,J Pru., \i) I ~) -.#fr I!!> rz,. '"\ ... L ' H 111 /'dfJ"7'f-i1- ~-r 1 ° F / o 3 -=t-lt.t ff' 6 r;-,J-0 0 F u,sA1-<4 rtk& ~ -1t-'3 GA-· ~G {!) '"'/'o I tlvtry y (., lo·l.oolJai, •.1'1· ,1 & t.t;!Q lvt~s ¥'frf.. TtstJU~f>.l IN wAt.t..., T =-l'flr/. 'I.·~ W'1t, L YW1ttt. $ i~ ,L/n "lC. '2. 6'<.p \.L I t.jf; /tl.o' ~ 'i "t ~ lt1,f4 I rJ WA-1-L , ® !,vf\-1.-l.-,~ bk.-f;IL-1 IJ P\.:fl-N G; l,OA/JiJ 'I ' - sheet no. sheet no. ~ Consulting Engineers oroiect bv location date 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 1--c=lie=nt ____________ ---l job no. (619) 521-8500 Fax (619) 521-8591 ~'I'& .:. '<aur '!t= },t) .ft :t z,q, i,g p~-t ( Si"l¼'Nb1"ff) w f .... 9 I i~-i. . I ~ 0 :=-'Zlo · 0~ pvt ( kSb) $.t>~u;-) JI,-II,, c.,,, 1-r f43/~ PGtL-/rrJ/'Jv(J,,s I I I,$ of' ~~ \J.H O-rrf. ACI 318-05 Shear Wall Shear Strength l**Use this tab when you do not have values for Vu, Mu, or Nu on the first tab ) ;f]50ft I hw r '28 ft h [· ·~-.25 in Max shear! · · 11 re fy Barvert I.; • ::-~ksi [ . f@o ksi ~, I , . Shorz ! : ' 1:~ in j: ' :.•#51· Svert r · · __ · · ·. · 1'.2 in # Curtains L,;__ · · · · · 2j d [ Phi CHECKS/ RESULTS Curtains Ok Shorz Ok Svert Ok Avhorz Ok Avvert Ok Phi*Wall Shear Strength Length of wall Height of wall Thickness of wall 1 = Single pier in wall 2 = Entire length of wall Concrete compressive strength Steel yeild strength <= Just enter the number not the "#" symbol (3-11) <= Just enter the number not the"#" symbol (3-11) Spacing of horizontal shear reinforcing Spacing of vertical shear reinforcing 1 or 2 Effective depth of wall (in-plane). Automatically calculated, but can be overidden as "extreme compression fiber to center of tension reinforcing" if already determined ok by strain compatibility analysis Section 9.3.4: Phi= 0.6 unless the shear strength (Vn) is greater than or equal to the shear associated when the flexural strength (Mn) being developed ___ 10_3_7 __ lkips Computations Unit Conversion lw hw h f'c f'y Avhorz Avvert d 600 in 336 in 9.25 in 3000 psi 60000 psi 0.62 ini 0.62 ini 420 in 12 in 12 in Concrete Capacities 426 kips Steel Reinforcing Chapter 11 Design Ysprov Pt min Pl min Shorzmax Svertmax Chapter 21 Pt min Pi min Vn max Oc Vn max 1302 kips 0.0025 0.0055 18 18 0.0025 0.0025 2128 kips 3.0 2772 kips Chapter 11 & 21 Combined Pt min 0.0055 Pl min 0.0055 Ptprov 0.0056 Prprov 0.0056 V0 1728 Area of vertical shear reinforcing within spacing s Area of horizontal shear reinforcing within spacing s 21.7.2.1 21.7.2.1 21.7.4.3 Ve <= 2*sqrt{f'c)*h*d Vs= Avfyd/s Avhorzf Agcvert = Pt >=.0025 AwertfAgchorz = P1 >= {.0025+.5(2.5-hw/lw)(pt-.0025)>.0025) Smax <= lw/5<=3h<=18 Smax <= lw/3<=3h<=18 Vn < 8sqrt( f'c)* h*d If hwllw<1.5 then= 3, Otherwise= 3-2*{hwllw-1.5) Vn < Acv (a/sqrt(fc) + pi*fy) PAGE: Consulfinq Enqineers San Diego, California PROJECT : SKLZ Tl Portholes CLIENT : Luce et Studio JOB NO.: 111226 DATE: 2/15/2012 DESIGN BY : BES REVIEW BY: INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH REBAR STRENGTH LATERAL SERVICE LOAO f'c = fy = w, = 3 60 26 ksi ksi psf, forwall w2 = O psf, for parapet LATERAL LOAD TYPE (0 or 1) 1 seismic LEDGERDL P1oL = LEDGER LL P1LL = DIST. FROM FACE e1 = PARAPETDL P2oL = PARAPET LIVE LOAD P2Ll = ELEMENT WIDTH be= TRIBUTARY WIDTH bt = WALL THICKNESS t = WALL VERT. SPAN h = PARAPET HEIGHT hp = VERT. REINF. -EDGES HORIZ. REINF. -EDGES ANALYSIS 0.2 k/ft 0.2 k/ft 0 in 0 k/ft 0 k/ft 1.5 ft 3)5 ft 9:25 in ft 27 0 2 2 ft REVEAL THICKNESS LAYERS # 5 @ LAYERS # 5 @ = 0.75 in 12 in, o.c. ·12 in, o.c. CHECK VERTICAL FACTORED LOAD LESS THAN 0.06f 0'Ag (ACI 318-05 Sec. 14.8.2.6) Pu= (1.2PIDL + l.6Plu + l.2P2m. + l.6P2u. + l.2w,,,0.5h )b, = 8.52 k CHECK VERTICAL REINFORCEMENT LESS THAN 0.6 Pb (ACI 318-05 Sec. 14.8.2.3 & R9.3.2.2) 0.85P1f~ eu = 0.85Pif~ eu PuAx= f y eu+et f y eu+0.005 0.014 > [SATISFACTORY] CHECK Mer LESS THAN ~Mn (ACI 318-05 Sec. 14.8.2.4) diaphragm < 0.06fc'Ag = [SATISFACTORY] Pactua/= 0.008 ¢=MAX[0.9 °?5P,, , 0.65] MIN(O.If,As , ¢Pb) = 0.865 (AC! 318-05 Sec. 9.3.2.2) 7.5.jZJg Mer Y, 89.04 k-in < ¢M,,=¢A,J_,( d-~) = 199.84 where d= (ACI 318-05 Sec. 9.5.2.3) [SATISFACTORY] Ase= CHECK WALL STRENGTH 27.54 k k-in 6.81 in 0.60 in2 2 be.C3 J,,=nA,.(d-c) +-3-= 198 in4 M. =Ymb,h2 +P1, e+0.5t I~ 8 t 2 = 160.9 k-in, ( r = 1 / 0.7 for seismic) (AC! 318-05 Sec. 14.8.3) M M,,a ,,= 5p h' I-,t (0.75)48£,1 er = 199 k-in < ¢M,, = 199.84 k-in [SATISFACTORY] (ACI 318-05 Sec. 14.8.3, Eq14-6) CHECK SERVICE LOAD OUT-OF-PLANE DEFLECTION (ACI 318-05 Sec. 14.8.3, Eq14-9} w,b,h' ( )e+0.5t M,. =-8-+ PIDL + Piu. -2- M= Msa I--?l'sh2 48Ecf,, 5Mfi2 11,=--48E,1, = 114.3 k-in 0.60 in CHECK PARAPET STRENGTH O k-in < 100.4 k-in h 150 P,=(PioL +Piu +P2D1. + P2LL +0.5w,h)b, 2.2 in [SATISFACTORY] < ¢M,,=0.9A,J,.(d-1) 200 k-in [SATISFACTORY] 6.9 k 666 in4