Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1905 CALLE BARCELONA; 115; CB110357; Permit
03-10-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB110357 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: MARTIN MENDEZ STE 407 4445 EASTGATE MALL SAN DIEGO 92121 6192328424 1905 CALLE BARCELONA CBAD St: 115 Tl Sub Type: COMM 2550120400 Lot#: 0 Status: ISSUED $300,000.00 Construction Type: 5B Applied: 02/16/2011 Reference #: Entered By: LSM H&M-STRUCT MOD FOR NEW Plan Approved: 03/10/2011 ESCALATORS AND ELEVATOR AND OPENINGS TO 2ND FLR.NEW Issued: 03/10/2011 Inspect Area: Plan Check#: Owner: FOURTH QUARTER PROPERTIES XXX L L C C/O THOMAS TROPEA 45ANSLEYDR ''•"••^ NEWNANGA 30263 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $1,373,93 Meter Size • $0.00 Add'l Reel. Water Con. Fee $893.05 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $63.00 PFF (3105540) $6.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 ;License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $6.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0,00 MECHANICAL TOTAL $0.00 Master Drainage Fee Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees $12.00 HMPFee $115.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $55.00 $810.00 $63.00 $0.00 $0.00 $0.00 $0.00 $3,384.98 Total Fees:$3,384.98 Total Payments To Date:$1,008.05 Balance Due:$2,376.93 Inspector: FINAL APPROVAL Date: ,Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. !-s> & ««* » jSN. £«W & fc~— -i>ARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax: 760-602-8558 www.ca rlsbadca .go. v Plan Check No. Est. Value Plan Ck. Deposit g' <3 5 . EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D # NO D AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NO D CONTACT NAME (If Different Font Applicant)- ADDRESS CITY STATE ZIP STATE PHONE FAX EMAIL CONTRA Oi CTOR BUS. NAME , 5 r ADDRESS ADDRESS EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC. #CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law /Chapter 9, commending with Section 7000 of Division 3 of theBusiness and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to acivil penalty of not more than five hundred dollars {$500}). :>^:--^i^y v .;-•. Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: O I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0-t have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance cf the work for which this permit is issued. My workers' compensation j/surance carrier and policy number are: Insurance Go. f-fi, r .^ ,-1— ' Policy No. (j-J & OO I Cj /£•&> Tfr. Expiration Date fa/V/(f This section need not be completed if the permit is for one hundred dollars ($100) or less. / n Certificate of Exemption: I certify that in the performance of the work for which this permit 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' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in .jj,.: L , .,— _, J~--provided for in Section STgfcBf the Labor code, interest and attorney's fees. i i /} y addition to the cost of compensation, CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractors License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). O I am exempt under Section , Business and Professions Code for this reason: . 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. Q Yes 3 No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone /contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE I I DAGENT DATE Is the applioant 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-banner Hazardous Substance Account Act? O Yes d No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quali ty management district? O Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? a Yes a No 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 I certify that I 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 Carlsbad to enter upon the above mentioned property far inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS-AMTEXHJNSESWHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSH A: An OSHA permit is required for excavations over 5'ff^eep anoetefBOJition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Buffing OfficiaUfer the provisionsXthis Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the wldiBg-tpvork anttonzed by syntemit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4,4 Uniform Building Code). ^APPLICANT'S SIGNATURE \-*^^~^i,/® DATE * \*S f Inspection List Permit#: CB110357 Type: Tl Date Inspection Item 08/17/2011 19 08/17/2011 19 08/17/2011 29 08/17/2011 29 08/17/2011 39 08/17/2011 39 05/04/2011 18 05/03/2011 18 04/27/2011 11 04/27/2011 12 04/18/2011 14 04/05/2011 14 04/05/2011 17 03/25/2011 11 03/25/2011 14 03/24/2011 11 03/24/2011 14 03/17/2011 63 Final Structural Final Structural Final Plumbing Final Plumbing Final Electrical Final Electrical Exterior Lath/Drywall Exterior Lath/Drywall Ftg/Foundation/Piers Steel/Bond Beam Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Interior Lath/Drywall Ftg/Foundation/Piers Frame/Steel/Bolting/Weldin Ftg/Foundation/Piers Frame/Steel/Bolting/Weldin Walls COMM Inspector Act TP AP - - TP - TP TP PY TP TP MC TP TP TP TP TP TP TP Rl Rl AP Rl AP AP NR PA PA PA AP PA we CO AP CO AP H&M-STRUCT MOD FOR NEW ESCALATORS AND ELEVATOR AND OPE Comments N & E STORE FRONT PNDING SI REP fagade frame at lines 1&f-g & 1-6 &g, back of card DMZ WALL ELEV SHAFT SLAB TIE IN FOR ESCL & ELEV. see ESCALATOR/ELEVATION CIP WALLS (N/INCL SLAB TIE-IN @ ELEV. S SIDE, ESCL ALL SIDES) 03/17/2011 63 03/16/2011 63 03/15/2011 11 03/15/2011 12 03/10/2011 11 03/10/2011 12 Walls Walls Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam TP TP TP TP TP TP AP AP AP AP NR NR ESCL. MID SPAN CIP WALL ELEVATOR CIP WALLS ELEVATOR PIT SLAB ESCALATOR SLAB & CIP WALL PIT Thursday, August 18, 2011 Page 1 of 1 Fransan taspeetfoii Techmiani RECORD COPY 307 Roswell Avenue Long Beach, CA 90814 Office/Dispatch: 714-642-5842 Fax: 562-987-2060 rermn s~~,^~ Number: CR Material Description Inspector's Name: Masonry ( Welding j Fire Proofing DATE: C, I HI // . ifV\gT^| iJer if Continue on next page. Yes/No Page of ATTORNEY'S FEES-If any action at law or inequity is brought to enforce or to interpret the terms of this contract, the prevailing party shall be entitled to reasonable attorney's fees, cost, and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED, 1 HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. All Inspections are based on a minimum or 4 hours, if over 4 hours or after I2:uu noon an 8-hour minimum will be billed and past 12:00 midnight 8 hour minimum at time and a half will be biltedt^inday and holidays double time billed at 8 hour minimum. REG. HOURS 8 OT HOURS SAMPLES (total made) Approved by: OF THE REGISTERED INSPECTOR TAr.r ITcf SPECIALTY white - office copy canary - inspector's copy NO. pink - job site copy AGENCY EsGil Corporation In (Partnership with government for (Buiftfing Safety DATE: 3/7/11 a APPLICANT a JURIS. JURISDICTION: City of Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK-NO.: 11-0357 SET: II PROJECT ADDRESS: 1905 Calle Barcelona Suite ±2O- 1 \5 PROJECT NAME: Landlord Improvements Suite 120 -TI XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI 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: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Doug Moody Enclosures: EsGil Corporation n GA n EJ n PC 3/1/11 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 > (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partners fiip witfi government for Quitting Safety DATE: 2/22/11 a JURISDICTION: City of Carlsbad a PLAN-REVIEWER a FILE PLAN CHECK NO.: 11-0357 SET: I PROJECT ADDRESS: 1905 Calle Barcelona Suite 120 PROJECT NAME: Landlord Improvements Suite 120 -TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Nadel Architects / Martin Mendez 4445 Eastgate Mall Suite 407, San Diego, CA 92121 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": Martin Mendez f>|. K) Telephone #: 619-232-8424 Date contacted: 2-fe I" (by: f»-) Fax #: 619-232-7179 £. Mail ^-Telephone— Fax,^ In Person mmendez@nadelarc.com REMARKS: By: Doug Moody Enclosures: EsGil Corporation D GA D EJ D PC 2/17/11 sapeake Drive, Suite 208 ^ San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 City of Carlsbad 2/22/11 11-0357 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 11-0357 OCCUPANCY: M TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 2/16/11 DATE INITIAL PLAN REVIEW, COMPLETED: 2/22/11 JURISDICTION: City of Carlsbad USE: Retail ACTUAL AREA: 12500sf STORIES: 2 HEIGHT: OCCUPANT LOAD: Unknown DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/17/11 PLAN REVIEWER: Doug Moody FOREWORD (PLEASE READ): 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 2010 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. City of Carlsbad 11-0357 2/22/11 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two 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. 1. Please revise the plans to be consistent with the calculations and show the bracing per sheet 16 of the calculations at the floor diaphragm to be W8x18 and not W8x15's. Please clarify the calculations and the plans are the W8x18's to continue on both sides of the opening a minimum of 2 bays? 2. Please indicate if additional bracing is required long grid lines 2 and 3 at the new opening? 3. Please provide plans and calculations for the support of the HVAC equipment 850#. 4. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • FIELD WELDING • HIGH-STRENGTH BOLTS • EXPANSION/EPOXY ANCHORS 5. Please provide calculations for the elevator beams and columns are shown in the section yet not on the plans or in the calculations. Section 107.2. 6. Please review the requirements, revise the plans appropriately and imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. City of Carlsbad 11-O357 2/22/11 7. Please have the document author and principle designer sign the MECH-1C form imprinted on the plans. 8. Please note in the general wiring notes on the plans "AC Cable is not allowed in A, B, E, H, F, M, S and I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". 9. Please provide the UL listing and manufacturer's installation information for all new equipment to be installed (elevator and escalator). Show all electrical requirements, exhaust or mechanical requirements, operational weight, anchorage and seismic restraints if required etc. Section 107.2. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a 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 Doug Moody at Esgil Corporation. Thank you. City of Carlsbad 11-0357 2/22/11 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 11-0357 PREPARED BY: Doug Moody DATE: 2/22/11 BUILDING ADDRESS: 1905 Calle Barcelona Suite 120 BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VB BUILDING PORTION Tl Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq. Ft.) N/A cb Valuation Multiplier City Valuation By Ordinance Reg. Mod. VALUE ($) : 300,000 300,000 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: J~l Repetitive FeeRepeats Complete Review D Other r-1 Hourly EsGil Fee Structural Only Hr. @ $1,373.93 $893.05 $769.40 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER DATE ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$17,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL OTHER CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER DATE ENGINEEl DATE 7 Q:\FDEng\Development Services\Correspondence\Ontiverostfor planchecking\BUILDING PLANCHECK CKLIST FORM - PLANNING ENGINERING APPROVALS.docx 'V- PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB110357 DATE 2/25/11 ADDRESS 1905 CALLE BARCELONA RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER Tl PLANNER GINA RUIZ ENGINEER DATE 2/25/11 DATE H:\ADMIN\(OTNTER/PUNNING/ENGINEERING APPROVALS Carlsbad Fire Department BLDG, DEPT COPY Plan Review Requirements Category: TI, COMM Date of Report: 02-22-2011 Reviewed by: Name: Address: MARTIN MENDEZ STE 407 4445 EASTGATE MALL SAN DIEGO 92121 Permit #:CB 110357 Job Name: H&M-STRUGT MOD FOR NEW Job Address: 1905 CALLE BARCELONA CBAD St: 120 ^^ Conditions: Cond: ** APPROVED: w/ NOTES 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. 1. Duct Detectors and Smoke and/or Fire Dampers shall be monitored as "Trouble" signals and connected to the property's fire alarm system unless required by Owner to provide seperate Fire Alarm Control Panel. 2. Seperate line drawings of detector and damper connection to FACP is required. 3. If required by owner to install Proprietary FACP, seperate submittal shall be required. Entry: 02/22/2011 By: GR Action: AP SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE Business Name Business.Contact\ 1^0 - H t /v\Telephone # Project Addect Address IQ6<S teO&a. City State Zip Code APN# Mailing Address State Plan File# Proje^Conjad. 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. 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics lA^Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials M 5. JNone of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives ~~-~—x 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 Avenue, 3'" floor, San Diego, CA92101. Call (619) 338-2222 prior to the issuance of a building permit. FEES ARE REQUIRED. Expected Date of Occuoancv: / / 1. D xj>2. n -^B3. n H 4. n -^/^5. n tne. n ts Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D CalARP Exempt Date Initials D CalARP Required Date Initials D CalARP Complete Date Initials PART III: 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 to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except dfflKfiioilSOlllQvgfca of residential structures of four units or less. Contact the APCD for more information. 1. 2. YES D n "ts ....4. Q n Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at htiB;//www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (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). Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: de herein are true and correct.re under penalty of perjury that to the best of my knowledge and Name of owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY:FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY:DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMD APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9171 (04/07)County of San Diego - DEH - Hazardous Materials Division MESRI ENGINEERING Structural Consulting 6798 La Jolla Boulvard LaJolla,CA 92037 MESRI ENGINEERING Structural Consulting 6798LaJollaBoutvard 'La Jolla, CA 92037 44-C MESRI ENGINEERING Structural Consulting 6798LaJollaBoutvard U Jolla, CA 92037 to PQ^ ACL 3, M.ESRI ^NGINEERiNG Structural Consulting 6798 Lai Jolla Boulvard LaJoIia.CA 92037 MESRi ENGINEERING Structural Consulting 6798 La Jolla Boulvard La Jolla, CA 92037 4A UHTT?> MESRI ENGINEERING STRUCTURAL CONSULTING PROJECT: ADDITION OF THE NEW ELEVATOR. AND ESCALATOR AT THE FORUM AT CARLSBAD FOR THE H & M TENANT IMPROVEMENTS ROOF LOADS (FLAT);DEAD LOAD LIVE LOAD SEE PAGE 1OLD CALC SHEET TOTAL LOAD FLOOR LOADS: 15.0 PSF 20.0 PSF DEAD LOAD LIVE LOAD SEE PAGE 1OLD CALC SHEET 35.0 PSF TOTAL LOAD WALL(EXT.): 16.0 PSF BEAMS: #1 JOIST & BLOCKINGS OR#1 WALL(INT.): 10.0 PSF POSTS:#1 STUDS & PLATES: #2 OR#1 U.ON. ALL CONCRETE TO BE A MIN. OF 3000 PSI AT 28 DAYS STRENGTH. (SEE PLANS FOR SPECIAL INSPECTION REQUIREMENTS) Ss = 1.201 Fa = 1.0 Sms-1.201, Sds =0.80, R=3.25, 1=1.0, SITE CLASS D, P=1.0 WIND: CBC 2007 EXP. B, 85 MPH, 3 SEC GUST SOIL PRESSURE: 2500 psf @ 18" BELOW GRADE BY: SOUTHERN CALIFORNIA GEOTECHNICAL THESE CALCULATIONS ARE NOT VALID OR USABLE WITHOUT THE WET SIGNATURE OF ONE OF THE PRINCIPALS OF THE MESRI ENGINEERING. THESE CALCULATIONS ARE ONLY FOR THE ITEMS INCLUDED HEREIN. SPECIFIED BY THE CLIENT AND DO NOT IMPLY APPROVAL OF ANY OTHER PART OF THE STRUCTURE BY THIS OFFICE. JOB NO.: 0.001043 DATE: 12-22-10 DESIGNED BY: M.M CHECKED BY: 47-^ 4 ^ s 4- cfc I . ,s/4 15-7 To specify your title block on Title; Job # these five lines, use the SETTINGS Ds3nr: Date: 2:35PM, 5 JAN 11... . .. Description:main menu selection, choose the Printing & Title Block tab, and ent Scope • yoiir titio block information. .____, T ; i ^^^^^^^^^^^^^^^^^^^^^L Description FORUM T.I. General information Center Span 31.00ft Moment of Inertia 2,370.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin :Unifo^^ ____^^ ___ On Center Span... On Left Cantilever... On Right Cantilever... #1 0.180 k/ft #1 k/ft #1 k/ft Point Loads Magnitude Location Query Values 26.000 k 8.000 ft 10.200 k 16.000ft 10.200 k 24.000ft 2.500k 30.000ft Center Location Moment Shear Deflection 0.000 ft 0.00 k-ft 29.40 k 0.00000 in Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 239.34 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 239.34 k-ft at at 15.97ft 31.00ft Shears... ©Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 29.40 k 25.08 k 29.40 k Reactions., @ Left @ Right 29.40 k 25.08 k -0.604 in at 15.03ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 2«•-">' ', f s & v*^ To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Single Span Title : Job # Dsgnr: Date: 3:30PM, 5 JAN 1 1 Description : Scope : Detain MMctlySIO c:\cadfiles\nadelVforum bldg #1 t.i\calcs\fb- 1 Description >|^j^ General Information 1 Center Span 26.70ft Moment of Inertia Left Cantilever ft Elastic Modulus Right Cantilever ft Beam End Fixity 4,580.000 in4 29,000 ksi Pin-Pin Uniform Loads j On Center Span... On Left Cantilever... On Right Cantilever... #1 1.360 k/ft #1 k/ft #1 k/ft Point Loads jj Magnitude 108.000 k 29.400 k Location 8.000ft 23.200 ft k k k ft ft ft Query Values J Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 97.65 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in 1 Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 1 737.13 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 737.13 k-ft Shears... 8.03 ft @ Left 26.70 ft @ R'9ht Maximum Deflections... @ Center @ Left Cant. @ Right Cant 97.65 k 76.06 k 97.65 k -0.619 in at 0.000 in at 0.000 in at Reactions... @Left @ Right 12.52ft 0.00 ft 0.00 ft 97.65 k 76.06 k / X r r ? /r r f 1 f o specify your title block on theselive lilies, use ttieSEf TINGS selection on t&e main menu and enter your title block information Mitt be printedon each page. Title: Dsgnr. Description: Scope: Job# Date: 4:09PM, 20 FE8 02 ,S»v: W6C01 Single Span Beam Analysis Page 1 | Description LACOSfA BLDG #1 General Information Center Span Left Cantilever Right Cantilever 33.00 ft ft ft Moment of inertia 3,540.000 Elastic Modulus 29,000 Beam End Fixity Pin-Pin in4 ksi \ Point Loads j Magnitude Location Magnitude Location 18.400k 8.000 ft 14.600k 23.000ft 18.400 k 16.000 ft k ft 18.400 k 23.000 ft k ft 18.400k 14 28.000ft 4 k ft 600k 500ft k ft Qtiery Values Center Location Moment Shear Deflection (Summary Moments... Max •*• @ Center Max - @ Center ©Left Cant @ Right. Cant Maximum = 0 3 485,93k-ft 0.00 k-ft 0,00 k-ft 0.00 k-ft 465.93 0.000 ft 0.00 k-ft 48.82 k .00000 in Left Cant 0.000ft Right Cant 0 0 .00 k-ft 00k 0.00000 in Shears... at 16.00ft ©Left at 33.00 ft @ Ri9ht k-ft Maximum Deflections... @ Center @ Left Cant. @ Right Cant Reactions... 48.82 k @ Left 53.98 k @ Right 53.98 k -0.895 in at 16.80ft 0.000 in at 0.00ft 0.000 in at 0.00 ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 48.82 k 53.98 k .(41983-98 EKERCALC KW-0603482, Ver 5.0.6,15-Jui-1998, Win32 4. F-2, I7/ <T? 1 3?•••**f .1 ;«>•' 4- To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent information. Title: Dsgnr: Description : Scope: Single Span Beam Analysis Job)* Date: 3:52PM, 5 JAN 11 Page 1 c:\cadfiles\nadel\forum bldg #1 t.itealcstfb- Description FORUM T.I. i General Information Center Span Left Cantilever Right Cantilever [Uniform Loads 16.00 ft ft ft Moment of Inertia Elastic Modulus Beam End Fixity 843.000 in4 29,000 ksi Pin-Pin ~«™J; On Center Span... #1 0.100 k/ft On Left Cantilever... #1 On Right Cantilever... k/ft # 1 k/ft PdtortJLoadte Magnitude Location 1.000k 3.000ft 11.600 k 8.000 ft 1,000 k 13.000 ft k ft k ft Query Values : Center Location Moment Shear Deflection 0.000 ft 0.00 k-ft 7.60 k 0.00000 in Left Cant 0.000 ft 0.00 k-ft 0.00k 0.00000 in Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Summary Moments- Max + @ Center Max - ©Center @ LeftCant ©Right Cant Maximum = 52.51 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 52,51 k-ft Shears... 8.02 ft @ Left 0.00 ft @ R'9ht Maximum Deflections... @ Center @ Left Cant. @ Right Cant 7.60k 7.60 k 7.60 k -0.082 in 0.000 in 0.000 in Reactions... ©Left @ Right at 8.02 ft at 0.00 ft at 0.00 ft 7.60k 7.60k >7 $e> To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description : Scope: Job# Date: 4:08PM, 5 JAN 11 Single Span Beam Analysis Page 1 c:\cadfiles\nadel\forum bldg#1 t.itaalcstfb- Description FORUM T.I. General Information p Center Span Left Cantilever Right Cantilever Point Loads Magnitude 26.70 ft Moment of Inertia ft Elastic Modulus ft Beam End Fixity 7.600 k 2.000 k Location 16.500 ft 24.200 ft 843 000 in4 29,000 ksi Pin-Pin k ft 1 k k ft ft Trapezoidal Loads J Magnitude @ Left Magnitude @ Right Oist. To Left Side Dist. To Right Side 1.330 k/ft 1.330 k/ft ft 16.500 ft 0.990 k/ft 0.990 k/rt 16.500 ft 26.700 ft k/ft k/ft k/ft k/ft ft ft ft ft Query Values | Center Location Moment Shear Deflection I- «"^£S2Lffl^,r,:; Moments... Max + @ Center Max - @ Center ©Left Cant ©Right Cant Maximum = 0.000 ft Left Cant 0.00 k-ft 20.18k 0.00000 in Shears... 153.1 5 k-ft at 15.20ft 0.00 k-ft at 0.00 ft 0.00 k-ft ©Left @ Right Maximum 0.000 ft Right Cant 0.000 ft 0.00 k-ft 0.00 k-ft 0.00 k 0.00 k 0.00000 in 0.00000 in 1 Reactions... 20,18 k © Left 20.18 k j 21.46k ©Right 21.46k 21.46k 0.00 k-ft Deflections... € 153.15 k-ft g * § Center g Left Cant. | Right Cant -0.784 in at 13.54ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft ST] Q. ^< > I w\ t/t N t f, •)*)w jo* t> ; Tt t*j\t*^<*>- id \ '("**L. To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information." ~ User: KW-Q8Q4834, Ver 5.6. 1 , 25-Oct-2002 (c)1983-20da'ENERCAlC Engineering Software Title: Dsgnr: Description: Scope: Single Span Beam Analysis Job# Date: 4:37PM, 10 JAN 11 Page 1 c:\cadfiles\nadel\forum bldg#1 t.i\calcs\fb- Description FB-7 General Information Center Span Left Cantilever Right Cantilever Uniform Loads 30.75 ft ft ft Moment of Inertia Elastic Modulus Beam End Fixity 1 4,020.000 in4 29,000 ksi Pin-Pin ___! On Center Span... #1 0.150 k/ft On Left Cantilever... #1 k/ft On Right Cantilever... #1 k/ft Point Loads Magnitude Location Magnitude Location Query Values Center Location Moment Shear Deflection I Sutiunary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 25.630k 11.090 k 11.090 8.000ft 16.000 ft 24.000 k k ft ft 0.000 ft Left Cant 0.00 k-ft 44.89 k 0.00000 in ] Shears... 446.00 k-ft at 15.96ft ©Left 0.00 k-ft at 0.00 ft @ R'9nt Maximum0.00 k-ft 0.00 k-ft Deflections... @ Center 446.00 k-ft ©Left Cant. @ Right Cant k 16.000k ft 13.000ft k k ft ft 0.000 ft Right Cant 0.00 k-ft 0.00k 0.00000 in Reactions... 44.89 k @ Left 39.53 k @ Right 44.89 k -0.627 in at 15.16ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft 16.000k 18.000ft k ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 44.89 k 39.53 k 8 •' h -ft U Q,, •a-. To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your titto hlaek information. software Title: Dsgnr: Description : Scope: Single Span Beam Analysis Job# Date: 1:58PM, 6 JAN 11 Page 1 c:\cadfiles\nadel\forum bldg#1 t.i\calcs\rb- Description RB-1 i Gene ra^nfprrnation Center Span Left Cantilever Right Cantilever | Uniform Loads 16.50 ft ft ft Moment of Inertia Elastic Modulus Beam End Fixity £ 510.000 in4 29,000 ksi Pin-Pin ___— _«__^««_^^_J On Center Span... #1 0.260 k/ft On Left Cantilever... #1 k/ft On Right Cantilever... #1 k/ft | Point Loads Magnitude Location j Query ^^alues Center Location Moment Shear Deflection L^E2^L™-« Moments- Max + @ Center Max - @ Center @ Left Cant ©Right Cant Maximum = 3.500 k k 8.250 ft ft 0.000ft Left Cant 0.00 k-ft 3.89k 0.00000 in m J Shears... 23.26 k-ft at 8.27 ft @ Left 0.00 k-ft at 16.50ft ©Right Maximum0.00 k-ft 0.00 k-ft Deflections... © Center 23.26 k-ft ©Left Cant. @ Right Cant .^—^^—-———^^^^.^^^^—^J k k k ft ft ft J 0.000 ft Right Cant 0.000 ft 0.00 k-ft 0.00 k-ft 0.00 k 0.00 k 0.00000 in 0.00000 in Reactions... 3.89 k @ Left 3.89 k 3.89 k @ Right 3.89 k 3.89k * -0.068 in at 8.27 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft c it i^_.tw & *• $-.c£b 1U 8 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent you*- tifte block information. Title : Dsgnr: Description : Scope : Job # Date: 2:23PM, 6 JAN 11 Single Span Beam Analysis i Description RB-2 Gfenera) Center Span Left Cantilever Right Cantilever Uniform Loads\ , ; • . •••- .,- , . .-- . . - -, -. .• . ™ • ' '• .-- On Center Span;.. • #1 44.50 ft ft •ft. 0.268 k/ft Moment of Inertia Elastic Modulus Beam End Fixity On Left Cantilever... #1 510.000 in4 29,000 ksi Pin-Pin k/ft I On Right Cantilever... #1 k/ft Magnitude Location 3.500 k 16.500 ft 3.900 k 23.500 ft k ft k ft k ft Qi*ry Values Center Location Moment Shear Deflection 0.000ft 0.00 k-ft 10.01 k 0.00000 in Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Moments- Max +• @ Center Max -©Center ©Left Cant @ Right Cant Maximum = 136.62 k-ft at 0.00 k-ft at 0,00k-ft 0.00 k-ft 136,62 k-ft Shears... 23.45 ft @ Left A.&. ^n ft @ Right*t*T.sJV/ tl ^^ Maximum Deflections... © Center @ Left Cant. @ Right Cant 10.01 k 9.32k 10.01 k -3.114-ln 0.000 in 0.000 in Reactions... © Left 10.C @ Right 9.C at 22.03 ft at 0.00 ft at 0.00 ft C4-- To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent VQUIC titlA block information. Title: Dsgnr: Description : Scope: Job* Date: 2:36PM, 6 JAN 11 Built-Up Section Properties Page 1 c:\cadfiles\nadel\forunn bldg #1 ti\calcs\rb- Deseription RB-2 ADDED PLATE i General Information Type... #1 Rectangular #2 Rectangular #3 Rectangular #4 Rectangular_ gjjfj%|g^!ppj|$|piJ$||piBiMpiS^J Total Area X eg Dist. Y eg Dist. Height Height Height Heightm ] 14.1550 in2 0.0000 in 2.5715 in 0.4250 in 16.8500 in 0.4250 in 0.5000 in Edge Ixx lyy Width Width Width Width Distances from +X -X +Y -Y 6.0000 in 0.3000 in 6.0000 in 8.0000 in 737.891 in4 36.671 in4 CG... 4.0000 in -4.0000 in 11. 421 5 in -6.7785 in Xcg 0.0000 in 0.0000 in 0.0000 in 0.0000 in rxx ryy Sleft S right Stop S bottom Ycg -8.6375 in 0.0000 in 8.6375 in -9.1 000 in 7.2201 in 1.6096 in 9.1678 in3 9.1678in3 64.6053 in3 108.8581 in3 c: uaium Center of Gravity fefiiiatum penter of Gravity Datum Center of Gravity; Center •Gravity c. -^ /< Ti N ^ block onttoese five lines, use the SETTINGS rnaitiifnenw selection, choose the frrtntiftg & TFMie Hock tab, and ent your title block information. Description RB-3 Title: Dsgnr: Description: Scope •, Single Span Beam Analysis Job#Date: 3:04PM, 8 JAN 11 Page 1 c\cadfites\nadel\forum bWg #1 MVcalcsVb- 1 Generallnformation 1 Center Span 18.00ft Left Cantilever ft Right Cantilever ft Moment of Inertia 228.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Fix-Fix SPointLoads ... .. ; .... . . i Magnitude 3.510k Location 10,000 ft 3.900 k 17.000 ft k k k ft .. ft ft | Trapezoidal Loads . .'. , : .____-_^^ Magnitude © Left Magnitude @ Right Dist. To Left Side Dist. To Right Side 0.210 Wft 0.210 Wft ft 10.000 ft 0,090 Wft Wft k/ft 0.090 k/rt Wft Wft 10.000ft ft ft 18.000ft ft ft \ Query Values : : \ ^^^..^^^ Center Location Moment Shear Deflection ] Moments- Max + @ Center 9.85 k-ft Max - @ Center -1 5.87 k-ft ©Left Cant -12,05 k-ft ©Right Cant -15.87 k-ft Maximum * 15.87 0.000 ft -12.05 k-ft 3.24k 0.00000 in at 9.99ft at 18.00 ft k-ft Left Cant 0.000ft Right Cant 0.000ft 0.00 k-ft 0.00 k-ft 0.00 k 0,00 k 0.00000 in 0.00000 in Shears... Reactions... @Left 3.24k ©Left 3.24k ©Right 6.99k ©Right 6.99k Maximum 6.99 k Deflections... ©Center -0.040 in at 9.31ft ©Left Cant. 0.000 in at 0.00ft ©Right Cant 0.000 in at 0,00ft ! ••./ •N O AOL . -Li \ L) p: Si. SET t ——-t" -H-/ X f Q.cr** ^.^ /5=i-x(5> , o f -fr- •r\* ^4 - -T. 7 o- - f **#- •£#- TO o 3cv r rnrn rn> O zmO o O rn crrn 0) U _ 1II -It'-rn m Orn ^> ^1O O mffl m S> /- ^7 TYP ,3" K) ;i|ill * u> « | .* —m Si 8ilz * 1 -n s u * 0) UI 0) UI 4? 5 OOJIP 1 1^si S *Sn I mrnr CUrn OO rn H O O rn 8rrn wwwjlilti.us PROFIS Anchor 2.0.9 Company: Specifier:. Address: Phorie (Fax: E-Mail: Page: 1 Project: Sub-Project I Pos. No.: Date: 1/4/2011 Specifier'scomments; 1. Input data Anchor type and diameter: ':. Effective embedrneht depth: : Material: Evaluation Service: Report:: Issued .1 Valid: Proof: ; Stand«ojf Installation: Anchor :plate: Profile Base material.-: Reinforcement: Geometry pn.J Kwik Bolt TZ - CS, 5/8 (3 1/8) h,,= 3.125in. Carbon Steel ESR 1917 9/1/20071 - design method ACI318/AC193 eB - 0.000 in. (no stand-off); t = 0.250 in. !, x ly x t = 28.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar t=0.250 h_ =3.875 I, = 281300 Loadingfib, m.-lb] Governing loads' Governing toads (Load case 1) N 0 V, 8573 V 0 Mx 0.000 M, 0.000 M, 0.000 Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic toads (cracked concrete assumed; categories C, D, E, or F): yes Input data and results must be checked for agreement with the existing conditions and for plausibility! PRORS Anchor (c) 2003-2009 Hilti AG, F'1-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone 1 Fax: - 1 - E-Mail: Page: Project: Sub-Project 1 Pos. No.: Date: PROFIS Anchor 2.0.9 2 1/4/2011 2. Load case/Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force; (^Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 3 0 0 0 2858 2858 2858 2858 2858 2858 0 0 0 max. concrete eompressive strain [%o]: 0.00 max. concrete eompressive stress [psi]:, 0 resulting tension force in (x/y)=(Q.OOO/O.QQO) [Ib]: 0 resulting compression force in (x/y)=(0/0) [Ib]: 0 3. Tension load Proof Steel Strength* Pullput Strength* Concrete Breakout Strength** Load Nu. [Ib] N/A N/A N/A Capacity <j>Nn [Ib] N/A N/A N/A Utilization pN [%] = N^/ijjN,, N/A N/A N/A Status N/A N/A N/A * most unfavorable anchor 4. Shear load Proof *anchbr group (anchors in tension) Load V,.Capacity <j>Vn [Ib]Utilization pu [%] =Status Steel Strength*2858 Steel failure (with lever arm)* N/A Pryout Strength** Concrete edge failure in direction** * most unfavorable: anchor 8573 N/A **anehor group (relevant anchors) 5146 N/A 16203 N/A 56 N/A 53 N/A OK N/A OK N/A Steel Strength V_ [Ib] 4 <(>„,„« <|>V,, [Ib] V>a [ib] 10555 Pryout Strength A^pn3] 263.67 eel-v[in.] 0.000 Nb[lb] 0.650 0.750 A« [in2] c 87.89 V«,,N eH,v[in.] 1.000 0.000 q> ^seismic 5146 2858 kw 2.000 V.c2,N ¥.d.N VCP.N k« 1.000 1.000 1.000 0.000 RP, [ib] V_, [Ib] 5144 0.700 0.750 16203 8573 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sdiaan wwnw.hnti.us PROFIS Anchor 2.0.9 Company: Specifier: Address: Phone 1 Fax: , -|- E-Mail: Page: Project: Sub-Project I Pos. No.: Date: 3 1/4/2011 5. Warnings • ConcMqn A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential Gdnerete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where puHoA or; prydut strength governs. • IBC 2006, Section 1908,1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-DSection D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductjle yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 31W) section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product .literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • Theanchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! j £j PBnFiBAnrJiflr(cV3003-2009HiltiAG. FL-9494 Sohaan Hilti is a registered Trademark of Hilti AG, Schaan ^ www.hilti.us PROFIS Anchor 2.0.9 Company- Specifier: Address: Phone I Fax: E-Mail- Project: Sub-Project I Pos. No.: Date:1/4/2011 6. Installation data : Anchor plate, steel: - Profile: no profile Hole-diameter in the fixture: d, = 0.688 in. ;Platg:thicknesS:(input): 0,250 in. Recommended plate thickness: not calculated Anchor type and diameter: Kwik Bolt TZ - CS, 5/8 (3 1/8) Installation torque: 720.001 in.-lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 3.875 in. Minimum thickness of the base material: 5.000 in. '•?'.OOOJ) 14.0000 o ^ O 2 (f 14.0000 3 .000' Ot£> 8to ) *~ o oCD8m Coordinates Anchor [in.] Anchor x y 1 -12.000 0.000 2 0.000 0.000 3 12.000 0.000 Input data and results must be cliedked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan « ' * 4-4 V7 psf /-....„ o m DmO 9 DO O I fflCOIO a x U? i O UJ OO IL UJ IIIQL 0- D_<Qr-0n tf ¥ DillN I < vD *» D I I O(N ii UivD <vO Z X 0^0:^i \ _J «r> D£ g<s^^! ^SBSUJ UJb * . * VI oo U- ,4. Hr L To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. ( . Description STAIR 1 General Information Center Span 12,00ft Left Cantilever ft Right Cantilever ft Uniform Loads On Center Span... #1 0.428 k/ft | Point Loads Magnitude 8.630k Location 6.000ft Query Values Center Location Moment Shear Deflection Title : Job # Dsgnr: Date: 2:28PM, 12 JAN 11 Description : Scope : _________^ Moment of Inertia 110.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin-Pin ___________^^ On Left Cantilever... On Right Cantilever... #1 k/ft #1 k/ft ,______»___ k k k k ft ft ft ft _____^^ 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 6.88 k 0.00 k 0.00 k 0.00000 in 0.00000 in 0.00000 in 1 Summary Moments... Max * @ Center Max - @ Center ©Left Cant @ Right Cant Maximum = 1m 33.54 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 33.54 k-ft Shears... 5.99 ft @ Left 0.00 ft @ R'9ht Maximum Deflections... @ Center @ Left Cant. @ Right Cant 6.88k 6.88k 6.88k -0.231 in at 0.000 in at 0.000 in at Reactions... ©Left @ Right 6.01 ft 0.00 ft 0.00ft 6.88k 6.88k H H / \ 0; title Block Line 1 You can changes this area using the "Settings" menu item and then using 1he "Printing & Title Block" selection. Title Slock Line 6 Title: Dsgnr: Project Desc.; Project Notes ; job* ENERCALG, INC, 1983-2018, Ver: 8,0.22, N 86378 'Lie; # ; KW-06Q04834 Description: STAIR FOOTING Generallnformation Pole Footing Shape Circular Footing Diameter 30 in Calculate Win. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 350.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination: +0*0.70E+H Lateral Load Moment : Restraint® Ground Surface | -Pressure at Depth I Actual •.••'.: 1 Allowable i Surface Retrain! Force 1.946k 17.514'k-ft 1,500.0 psf 1,500.0 psf 6,990.91 Ibs ISC 1S85.O, 199? OBC 1806.8,2,1 ~"> Maximum Soil Pressure Applied Loads 4.909 ftA2 2.549 ksf Footing Diameter = 2'-6" aieral Concentrated Load Lateral Distributed Load Applied Moment D Dead Load 00k Lr: goof Live 0.0k L;Live 0.0k £:Snow 0,0k W:WM 0.0k £;• Earttiquake 2.780k H s LaieralEa* 0.0 k Load-distance above Base 9.0ft MGffttortnfMbi •€> H-D+L+H 40-€r4i : 40^;750Lf-f0.75QL+H ^^AJQE^ +0-*0.750Lr-*GJ50L-40,5250E-4i +e-*.750L-+<3.750S-*€5250E+H •*0.60D-+Oi70E+H 0.0 k/ft 0,0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft TOP of Load above ground 0.0 ft BOTTOM of Load above ground 0.0ft -p^8V;y^4t^fe^kj ' "* v 'ftfe 0,0 0.0 0.0 0.0 1.9 1.5 1.5 1.9 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft SLft - 0.0 0.0 0.0 0.0 17.5 13.1 13.1 17.5 Vertical Load •, ' 0.13 0.13 0,13 0.13 4.50 4.00 4,00 4.50 4.170 k 0.0k 8,340 k 0,0k 0.0k 0.0k 0.0k ™~Ift«Stt! 00 0.0 0.0 0.0 1,500,0 1,398,5 1,398,5 1,500.0 3 at Depth 0.0 0.0 0.0 0.0 1,500.0 1,398.5 1,398.5 1,500.0 title Block Line 1 You: can;changes this area using tW 'Settings" menu item and then using the 'Printing & Title iloGl<\se)ection, Title Block Line 6 Title; Dsgnr: Project Desc.: Project Notes: Job# ENERCALC,tNC. 1983-2010, Ver. 6,0.22, N.8637B Description: STAfR COLUMN General Information Steel Section Name: Analysis Method: SteeifStress Grade :Fy: Steel Yield £: Elastic Bending Modulus Load Combination: HSS6X6X3/8 2006 IBG & ASCE 7-05 46,0 ksi 29,000.0 ksi Allowable Stress -^ Overall Column Height 9.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: X-X (width) axis; Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included: 246.65 Ibs * Dead Load Factor AXJAL LOADS,.. GRAVITY: Axial Load at 9.0 ft, D = 4.20, L = 8.30 k BENDING LOADS... SEISMIC: Lat Point Load at 9.0 ft creating Mx-x, E = 2.780 k Bending & Shear Check Results PASS Max. AxiaWtending Stress Ratio Load Combination Location of maxabove base At maximum location values are.. Pu: Axial Pn7 Omega; Allowable ' Mu-x: Applied Mn-x / Omega: Allowable ; Mu-y /Applied ; Mn^y / Omega: Allowable ; PASS Maximum Shear Stress Ratio = ••••;':: LeadjCombination Location 0fmax.above base At maximum location values are..Vu: Applied Vn/Omega,-Allowable Load Combination Results 0.4936 :1 +D+0.70E+H 0.0 ft 4.447 k 208.79 k 17.514 k-ft 36.267 k-ft 0.0 k-ft 36.267 k-ft 0.03220 :1 +D+0.70E+H 0.0 ft 1.946 k60.427 k Maximum SERVICE Load Reactions.. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0k Bottom along Y-Y 2.780k Maximum SERVICE Load Deflections... Along Y-Y -1.014 in at for load combination: E Only Along X-X 0.0 in for load combination: at 9.0ft above base 0.0ft above base Load Combination +0 +D+L+H •*04.r*H +D40.750Lr-t{}.75QL+H •*&jQ.78E->W H£W3,750Lr-+0.75QL-i-<).5250E+H *D*0.750LfO;7SOS-*G.5250E+H -*0.60D+0.70E4H Maximum Axial + Bending Stress_Ratjos Stress Ratio Status Location 0.021 0.061 0.021 0.051 0.494 0.388 0.388 0.489 PASS PASS PASS PASS PASS PASS PASS PASS 0.00ft 0.00 ft 0.00ft 0.00ft 0.00ft 0.00ft 0.00ft 0.00ft Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.032 0.024 0.024 0.032 PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction ©Top Y-Y Axis Reaction ©Top LOnly EOnly Maximum Defiections for Load Combinations Load Combination Max. X-X Deflection 2.780 DOnly LOnly EOnly 0.0000 in 0.0000 in 0.0000 in Distance IxoooT" 0.000ft 0.000 ft Max. Y-Y Deflection Distance 0.000 in 0.000 in -1.004 in 0.000 ft 0.000 ft 8.940 ft fife dock Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tie Block Line 6 Description: STAIR COLUMN SteeJSec*ionfroperties : HSS6X6X3/8 Depth Web Thick Flange Width Flange Thick Area Weight = 6.000 in = 0.000 in * 6.000 in V 0.375 in = 7.580 inA2 = 27.406 plf I XX Sxx Rxx lyy Syy Ryy Title: Dsgnr: Project Desc.: Project Notes: Job# rt;v:i 12JW2C." 4U'f ENERCM.C,iNa ta8M010, Vsr: 6.0,22, M-.S6378 39.50 inA4 13.20 in"3 2.280 in 39.500 inA4 13.200 inA3 2.280 in 64.600 inA4 Ycg 0,000 in Ipx Loads Loads are total entered vaiue. Arrows do not reflect absolute direction.