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2208 PALOMAR AIRPORT RD; ; CB132682; Permit
03-27-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Commercial/Industrial Permit PermitNo: CB132682 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2208 PALOMAR AIRPORT RD CBAD Tl Sub Type: INDUST Status: ISSUED 2130201800 Lot#: 0 Applied: 10/30/2013 $130,000.00 Construction Type: NEW Entered By: LSM Reference # Plan Approved: 03/27/2014 Issued: 03/27/2014 Inspect Area Plan Check #: AT&T - INSTALL (16) NEW 6' ANTENNAS ON ROOF BEHIND NEW FRP. INSTALL NEW 8' SPLIT FACE BLOCK WALL ENCLOSURE. INSTALL (32) RRU'S, (2) GPS ANTENNAS, (12) INDOOR EQUIPMENT RACKS, (6) DC SURGE SUPPRESSORS. INSTALL NEW ACCESS TO BATTERY ROOM, Applicant: KRYSTAL PATTERSON Owner: COUNTY OF SAN DIEGO 7337 TRADE ST SAN DIEGO CA 92121 760-715-8703 PUBLIC AGENCY OOOOO Building Permit $813.22 Meter Size Add1 Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $569.25 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $27.30 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $85.00 Other Building Fee $0.00 MECHANICAL TOTAL $51.90 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SBI473) Fee $4.00 HMP Fee ?? Fire Expedidted Plan Review $272.50 Green BIdg Standards Plan Chk ?? TOTAL PERMIT FEES $1,823.17 Total Fees: $1,823.17 Total Payments To Date: $1,823.17 Balance Due: $0.00 VAL/ Inspector: FINAL APPROV/ Date Clearance: NOTICE: Please tal<e NOTICE that approval of your project includes tiie "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed 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 Govemment Code Section 66020(a), and file the protest and any other required information with the City IVIanager for processing in accordance with Carisbad IVIunicipal 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 previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenvise expired. 03-27-2014 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: AT&T City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130369 2208 PALOMAR AIRPORT RD CBAD SWPPP 2130201800 Lot#: Status: ISSUED 0 Applied: 11/18/2013 Entered By: LO 132682 Issued: 03/27/2014 Inspect Area: AT&T NS0026 PALOMAR AIRPORT Tier: 1 INSTALL FOUNDATION AND BLOCK WALL ENCLOSURE FOR Priority: M Owner: COUNTY OF SAN DIEGO 7337 TRADE ST SAN DIEGO CA 92121-2474 760-715-8703 Emergency Contact: JOHN JACOB PUBLICAGENCY OOOOO 909-208-1102 SWPPP Plan Check SWPPP Inspections Additional Fees $52.00 $221.00 $0.00 TOTAL PERMIT FEES $273.00 Total Fees: $273.00 Total Payments To Date: $273.00 Balance Due: $0.00 FINAL APPROVAL DA 0,'GNATURE ^ ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: S^PLANNING NGINEERING [ZfeuiLDiNG D^IRE • HEALTH [g<^Az^ lAZMAT/APCD CARLSBAD CITY OF Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov www.carisbadca.gov Plan Check No. d^f O^ogc;^ Est. Value | SO, CCO Plan Ck. Deposit £^79. Date SWPPP DESCRIPTION OF WORK: /nclude Square Feet of Affected Area(sJ . . r-'i—>~> -r- -> i i .-\ 1^— y~. picx:>.uJCLUencTcwe-xr^^ ^32) mis^C2)aps antennas,02) <iaaoor e^j^oe CT/PROJECTlii I LOT * |PIASE# |# OF UNITS |# SUItEt/SPACEf/UNIT* # BATHROOMS TENANT BUSINESS NAME ^3 -020-1^ CONSTR. TYPE occ. GROUP EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES|~|# NO| I AIR CONDITIONING YES I INO I I FIRESPRINKLERS YES I |NO| I E (Primary Contact) APPLICANTNAME (Secondary Contact; "°fgfel <^vee\- £1TY ZIP ADDRESS CITY STATE ZIP PHONE PHONE FAX :ONTRACTOR BUS. NAME PHONEJ ADDRESS r5 O^gQ FAX CITY STATE ZIP PHONE EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS Z^OO-7~7 (Sec. 7031.5 Business and Professions Code: Any Cityor County which requires a permitto construct, alter, improve, demolish or repair any structure, priorto its issuancelai* requires the applicantfor such permit to file a signed statement that he is licensed pursuanttothe provisions ofthe Contractor's License Law {Chapter 9, commending with Section TCwO'of Division 3 ofthe Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a civil penally of not more than five hundred dollars ($500)). WORKERS' COMPENSATiON Workers' Compensation Declaration: / hereby affimi under penalty ofperjuiy one of the foltowing declarations: i^jrhave 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 woht for which this pennit is issued. I 11 have and will maintain workers' compensation, as required by Section 3700 of the Labcr Code, for the perfomiance of the woh< for whichthis pemiit is issued. My wofltgrs'mmmnsation insurance earner and policy Policy No. Expiration Date _ number are: Insurance Co._ This section need not be completed if the permit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfonnance of the wort< for which this pemiit is issued, I shall not employ any person In any manner so as to become subject tc the Workers' Compensation Laws of Caiifomia. 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 addition to the cost of compensation, damages asprovld|d for ip Section 3ZUof the Labor code, interest and attomey's fees. jfiS" CONTRACTOR SIGNATURE /^/^^^^ ' jf^^^"^ DATE -/^^/^^ ^ ^ ^ OWNER-BUILOER DECLARATION / /lensiy affirm (haf / am exempt fnam Contractor's Ucense Law for the follomng reason: [ I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture 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 praperty who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or oflered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of praving that he did not build or Improve for the purpose of sale). I I I, as owner of the property, am exclusively contracting with licensed contractors to constmct the praject (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I I I am exempt under Section _ .Business and Prafessions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl QYes I iNo 2.1 (have / have not) signed an application for a building pemiit for the proposed work. 3.1 have contracted with the following person (fimi) to provide the praposed construction (inciude name address / phone / contractors' license number): 4.1 plan to pravide portions of the wori<, but I have hired the following person to coordinate, supervise and provide the major worit (inciude name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contrxted (hired) the following persons to provide the worit indicated (include name / address / phone / type of worit): ^gfpROPERTY OWNER SIGNATURE iENT DATE COMPLETE THIS SECTION FOR NON-RESiDENTIAL BUILOING PERMITS ONLY 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 Ad? Yes No Is the applicant or future building occupant required to obtain a pennit from the air pollution control district or air quality management districf? Yes No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? Yes No 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. CONSTRUCTION LENDING AGENCV 1 hereby affirm that there is a construction lending agency for the performance of the work this pemiit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFiCATION I certify that I have read the applkatkin and state thatthe above Infbnnation is conect and that the intbtmation on the plans is accurate. I agree to complywith all City ordinances and State lave relating to building constnjction. I hereby authorize representative ofthe City of Carlsbad to enter upon the above mentioned property for inspection purjioses. I ALSO AGFiEE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST Aa LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of stnjctunes over 3 stories in height. EXPIRATION: Every pemnit issued by the Building Ofiicial under Ihe provisions ofthis Code shall expire by limitatton and become null and void if the building or v«rtt authorized by such pemiit is not commenced within 180 days from the date of such pemjit or if theWtfrig or vwrtt authorized by such permit is suspended or abandoned at any time after the vmrtt is commenced for a period of .180 days (Section 106.4.4 Uniform Building Code). JS^i APPLICANT'S SIGNATURE' DATE jnced tot a penod ot ic iqaol STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buildinq(5)carlsbadca.Q0V or Mail the completed form to City of Cadsbad, Building Divisfon 1635 Faraday Avenue, Cadsbad, Califomia 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADORESS BUILDING ADDRESS CITY STATE STATE Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL / FAX TO OTHER: ASSOCIATED CB#- NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION .ef APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB132682 Type: Tl INDUST AT&T - INSTALL (16) NEW 6' ANTENNAS ON ROOF BEHIND NEW FRP. Date Inspection Item Inspector Act 11/24/2014 19 Final Structural -Rl 11/21/2014 89 Final Combo PD AP 07/29/2014 11 Ftg/Foun(dation/Piers PD PA 07/08/2014 32 Const. Service/Agricultural PD PA 05/30/2014 31 Underground/Conduit-Wirin PD AP 04/24/2014 17 Interior Lath/Drywall PD AP 04/23/2014 14 Frame/Steel/Bolting/Weldin PD AP Comments AT&T Wednesday, November 26, 2014 Page 1 of 1 REuORD COPY INSPECTION RECORD ^ CITY Of CARLSBAD 3uilding Division 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE 3:30 pm FOR NEXT WORK DAY iNSPECTION El FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.qov/Buildlnq AND CLICK ON "Request Inspection" DATE: Slznll^ CB132682 2208 PALOMAR AIRPORT RD AT&T - INSTALL (16) NEW 6' ANTENNAS ON ROOF BEHIND NEW FRP. INSTALL NEW 8' SPLIT FACE BLOCK WALL ENCLOSURE. INSTALL (32) RRU'S, (2) GPS ANTENNAS, (12) INDOOR EQUIPMENT RACKS, (6) DC SURGE SUPPRESSORS. INSTALL NEW ACCESS TO BATTERY ROOM, Tl INDUST Lot#: KRYSTAL PATTERSON IS REQUIRED PRIOR TO REQUESTING A FlNAL BUILDING INSPECTION. IF "YES" IS CHECKED BELOW THAT DIVISION S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FlNAL BUILDING INSPECTION. IP YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760 - 602 - 8 560. EMAIL TO BLDGINSPECTIONS@CARLSBADCA.GOV OR BRING IN A COPY OF THiS CARD TO: 1635 FARADAY AVE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. NO YES Required Prior to Requesting Building Finai If Cliecked YES Date Inspector Notes / Planning/Landscape 760-944-8463 Allow 48 hours \i\u\\'\ / CM&I /Engineering Inspections) 760-438-3891 Call before 2 pm y Fire Prevention 760-602-4660-^ Allow 48 hours &s/ Type of Inspection Type of Inspection 1 CODE « BUILDING 1 Oate Inspector CODE » ELECTRICAL 1 Date /inspector #11 FOUNDATION '\ IA tll #31 ^LSfcCCTRIC UNDERGROUND D UFER #12 REINFORCED STEEL /'Z7- /tf #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT fl #33.^jfELECTRICSERVICE DTEMPORARY ^^IROUT • WALL DRAINS #35 PHOTOVOLTAIC #10 TILTPANELS #39 FINAL #11 POURSTRIPS CODE ( MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR • CEIUNQ #44 • DUCT & PLENUM • REF. PIPING #15 ROOFSHEATHING #43 HEAT AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSUIATION CODE .( COMBO INSPECTION #18 EXTERIOR LATH / #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRVWALL #82 DRYWALL,EXT LATH, GAS TES (17,18,23) #5i POOLEXCA/STEEL/BOND/FENCE #83 ROOFSHEATING, EXrSHEAR(13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) CODE # PLUMBING Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) #22 DSEWER&BL/CO • PL/CO FIRE Date Inspector #21 UNDERGROUND OWASTE OWTR Ok #24 TOPOUT DWASTE DWTR A/S UNDERGROUND VISUAL '\ #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 DGASTEST • GAS PIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLARWATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL CODE # STORM WATER F/AROUGH-IN #600 PRE CONSTRUCTION MEETING F/AFINAL #603 FOUOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN HXED EXnNG SYSTEM HYDROSTATICTEST #607 WRITTEN WARNING nXED EXTINGUISHING SYSTEM HNAL #609 NOTICEOFVIOLATION MEDICAL GAS PRESSURETEST #610 VERBALWARNING MEDICAL GAS FINAL < SFF BACK FOR SPECIAL NOTES Section 5416. Health and Safety Code, State of California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such constnjction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES •fliili'i / / ^fl^Mli^ ^(J< A6yr Ky/BJtJt/C iu,kpJc/^4no r>^ i^/AuJ. EsGil Corporation In (PartnersHip witH government for (BuiCtfing Safety DATE: 03/21/2014 • APPLICANT • JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2682 SET: III PROJECT ADDRESS: 2208 Palomar Airport Road PROJECT NAME: AT&T NS0026 Palomar Airport I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: AT&T EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Krystal Patterson Telephone #: 760-715-8703 Date contacted: (by: ) Email: krystal.patterson(%plancominc.com Fax #: Mail Telephone Fax In Person ^ REMARKS: Applicant to add the Note on sheet E-1 to all remaining sets. By: Eric Jensen Enclosures: EsGil Corporation • GA IS EJ • MB • PG 3/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersliip witH government for (BuiUing Safety DATE: 2/18/2014 •V^PPLICANT ^JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2682 SET: II PROJECT ADDRESS: 2208 Palomar Airport Road PROJECT NAME: AT&T NS0026 Palomar Airport I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. XI The applicant's copy of the check list has been sent to: AT&T I I 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: Krystal Patterson Telephone #: 760-715-8703 Date contactej^ I ^ ^ (byy^^j Email: krvstal.patterson@plancominc.com Fax #: '^^Mail V^^lephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA EJ • MB • PC 2/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 13-2682 2/18/2014 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. The electrical service is shown fed from a utility pull section located in a separate building. This new service at the existing hanger additionally feeds interior of the hanger, not just the exterior yard. Tlie hanger that the new cell site is installed in, where is that sen/ice and where does it enter the hanger, if remote. The hanger itself should have an existing electrode system tied to this exiting hanger electrical system that the new feeder/building disconnects will need to be tied to. If the sen/ice originated in a different building, the feeder supplied to the hanger will terminate into a panelboard at the hanger That's the point of common bonding and signage. 2. Show the existing hanger service location. See above comment 3. Common grounding is necessary per CEC 250.58. See above comment. 4. Describe the signage required at all three services announcing the existence of the others. See above comment. ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 5. A complete energy plan check will be preformed when completed and/or corrected energy design has been provided. Demising walls require a minimum of R-13 insulation with the Prescriptive f\Aethod. Note: Ifyou have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. JRA Jeffrey Rome & Associates A Professional Architectural Corporation Architecture • Planning • Telecommunications March 12, 2014 Reference: Response to Carlsbad Fire Department AT&T NS0026 2208 Palomar Airport Road Robert Scott, Daryl K. James & Associates, Inc. Comments Tl Add the following Deferred Submittals to Title Sheet: -Fire Sprinkler System - 2010 CFC 903 and 2010 NFPA 13 -Fire Alarm System -2010 CFC 907.2.2 and 2010 NFPA 72 ADD Note that Reads as follows: -The future generator will be installed under separate permit. Detailed Plans showing generator type and location, generator fuel source and fuel storage are required to be submitted to the Fire department prior to installation of generator. Please see the added notes to Sheet T-1. Al Add note that reads: The owner/applicant shall provide a Knox key box and master key to all areas for emergency Fire Department access. Please see the added note on Sheet A-1. Al .1 Add Note to floor plan section that reads: A sign(s) identifying the electrical power shutoff shall be posted on the enclosure and other locations as required to satisfaction of Fire Department. The sign shall provide emergency contact information for AT&T and be installed prior to Certificate of Occupancy. The signage shall remain in good condition in perpetuity. Please see the added note on Sheet Al.l. Al .2 Add note that reads: An NFPA 704 placard is required on Inside and/or Outside entry door leading to equipment area with battery storage as required by CFC 2703.5. The sign shall be reflective and minimum, size of 12 inches by 12 inches, and mounted in visible area required by fire department. Hazard marking sign categories must be as follows: Health = 3, Flammability = 0, Reactivity = 1, Special = W. Show the hazard ranking sign with appropriate identifiers above on sheet Al .2. Please see added notes/detail on Sheet A-1.2. 131 Innovation Drive, Suite 100 • Irvine • California • 92617 • Telephone (949) 760-3929 • Fax (949) 760-3931 E3 Provide additional information regarding Alarm Plan on separate written response (not on plan): a) What type of smoke detector will be used? Hard Wired b) Will smoke detector be tied into a fire alarm panel? Yes c) is smoke detector monitored off site by central station fire alarm monitoring company, or only monitored by AT&T personnel? By AT&T Personnel only. Note: If smoke detector is monitored by a fire alarm panel, please indicate on sheet E3. Othenwise no additional info needs to be noted on plan. See added note to Sheet 1/E-3. Should you have any questions regarding these items, please don't hesitate to contact us. Sincerely, Manny Figueroa 1 San Joaquin Plaza, Suite 250 • Newport Beach • California • 92660 • Telephone (949) 760-3929 • Fax (949) 760-3931 EsGil Corporation In (Partnersliip witA government for (BuiCdtng Safety DATE: 11/6/2013 • APPLICANT • JURIS. JURISDICTION: City of Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-2682 SET: I PROJECTADDRESS: 2208 Palomar Airport Road PROJECT NAME: AT&T NS0026 Palomar Airport I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I 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. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: AT&T I I 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: Krystal Patterson Telephone #: 760-715-8703 Date contacted: (by: ) Email: krvstal.patterson@plancominc.com Fax #: Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation • GA ^ EJ • MB • PC 10/31 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City ofCarlsbad 13-2682 11/6/2013 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLANCHECKNO.: 13-2682 PROJECT ADDRESS: 2208 Palomar Airport Road DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 10/31 11/6/2013 REVIEWED BY: David Yao 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 disabled access. 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 or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • 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 on the plans. Have changes been made not resulting from this list? • Yes • No City of Carlsbad 13-2682 11/6/2013 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. 1. 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. 2. The detail reference on sheet S-2 and S-3 appears to should be S-6 not S-2.1. (no sheet S-2.1 provided.) 3. The special inspection shall include the high strength bolt A-325N. (details on sheet S-6) 4. The post length for the new frame shall be identified on the plan (2 feet per the calculation). 5. Sheet 21 of the calculation for the Frame analysis shows the dead and wind load for the frame. Please provide detail analysis to show how you get these numbers? (N3-212, N5- 212..etc) 6. Sheet 25 and 27 of the calculation shows the analysis for these existing beams. Why the loading condition shown on sheet 25 and 27 appears to not include existing loads to the existing beams? Please clarify. 7. Please refer to the following mechanical, electrical and energy items. 8. 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. 9. 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 brieflv 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 • No 10. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform City of Carlsbad 13-2682 11/6/2013 the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 1. The mechanical system must net out as a positive pressure system, not the negative shown. Please revise. (Electrical will need to be classified otherwise). ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 2. The electrical service is shown fed from a utility pull section located in a separate building. This new service at the existing hanger additionally feeds interior ofthe hanger, not just the exterior yard. 3. Show the existing hanger service location. 4. Common grounding is necessary per CEC 250.58. 5. Justify the use of two services at one building per CEC 230.2. 6. Describe the signage required at all three services announcing the existence of the others. ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 7. Provide a Prescriptive or Performance energy design to show compliance with current 2008 energy efficiency standards. Information and Forms are available at: www.enerqv.ca.qov/title24/2008standards. 8. A complete energy plan check will be preformed when completed and/or corrected energy design has been provided. Note: Ifyou have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City ofCarlsbad 13-2682 11/6/2013 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: 13-2682 PREPARED BY: David Yao DATE: 11/6/2013 BUILDING ADDRESS: 2208 Palomar Airport Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq.Ft.) Valuation Multiplier Reg. Mod. VALUE ($) cell site per city 130,000 Air Conditioning Fire Sprinklers TOTAL VALUE 130,000 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: I I Repetitive Fee Repeats 0 Complete Review • Other J-J Houriy EsGil Fee n structural Only Hr. $813.22 $528.59 $455.40 Comments: Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carisbadca.gov DATE: 2/21/14 PR0JECTNAME:AT&rNSoo26 Palomar Airport PROJECTID: PLAN CHECK N0:CBi32682 SET#: I ADDRESS: 2208 Palomar Airport Rd APN: 213-020-18 VALUATION: $130,000 APPLICANT CONTACT: krystal.patterson(S)plancominc.com X Ths plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes No X ' I'or status from a division not marked below, please call 760-602-2719 This plan check review is NOTCOMPLETE Items missing or incorrect are listed on the attache d checklist. Please resubmit amended plans as required. LAND DEVELOPMENT ENG. 760-602-2750 v/ linda Ontiveros /\ 760-602-2773 Iinda.Olitiveros@carlsbadca.gov Dorniriic Fieri 760-'€02^4664 Remarks: Applicant to sign Tier 1 form, and list an emergency contact prior to issuance CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTinCATE My project Is not In a category of permit types exempt from the Construction SWPPP requlrsments •^ My project Is not located Inside or within 200 (set of an envlFonmentally sensitive arsa with a significant potential fbr contributing pollutants to neaiby receiving waters tiy way of slorm water runoff or non-storm water dlscharge(s). ^ My project does not requires a grading plan pursuant to ttie Carlsbad Grading Ordinance (Chapter 15.16 of the Carlslwd Municipal Code) •^ My project will not result in 2,500 square feet or more of soils disturbance Including any associated construction staging, stocl<plllng, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional foliowing criteria: • located within 200 feet of an environmentally sensitive area or the Padfic Ocean; and/or, • disturtwd area is located on a siope with a grade at or exceeding 5 hotlzontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a stomi 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 thraugh April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEIVIENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITYOF.CARLSBAD. OWNHl(5>t)W<EX'S AOElft NA.ME (SIONATOKE) STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES nrnfixwrnmrm Site Address. Assessor's ParceLjNumoer: '2\% ProjectID; 's Parc^y^Jumber: '2X%*OX^. wxf- Construction Permit No. Estimated Construction Start Date Project Duration imer^noy Contact: Name; SAO\AV^ ^I^CH 24 liour Piione; 7^ JZC?^ / f Perceived Threat to Storm Water Quality C Medium J Low If medium box is checked, must attach a site plan sheet showing pioposed work area and location of proposed stmctural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: _ Date: Page 1 of ^ Erosion Conbrol BMPs Sedlmem Control BMPs Tracking Control BiMPa Non-Storm ater Management BMPa Waata Management and Matsriala Pollution Ck>ntrol BMPa Best MaoagCinait Practice (BMP) Descriplion-> 1 s •e { n UJ O « 1 s ttt a 1 E 1 (tt i Q O 1 s c 1 i 1 g If CO i 1 to > 1 i lj tn s s 1 11 la: Watar Conanvation Practices a. o I Vehide and Eqiipment Cteaning 1 t P S to : i s 1 Spl Prevention and Conlrol Soid Waste !i ll ConcreleWSele | Management CASQA Designation eonatruction Actlvtty UJ 5 UI UI c/3 <? Ul tn 3 03 "? UJ 10 s to ^w lil to UI o ih in i z i z i i i i 1 1 i Grading/Soil Disturbance Trenching/ExcavatiDn X StocKpllIng Drilllna/Bohng Conorete/Aaphait Sawcutting Conaete fiatwort Paving Condult/P^it Installation Stucco/Mortar Vi/orl^ I Wots Oisposai Staging/tJiy Down Ar»a Equipment Maintenance and Fueling Hazardous Sub^ance Use/Stoiage Dewatering SIM Acceas Acraas Dirt Other (kat): ^ X X m ] Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes proviided for that purpose and place a check in the box immediately to the left of the added activity descnption. For each activity descrribed, pick one or more best management practices (BNQH) from the list located alon the ti^ of the form. Then place an X in the box at the place wheie the activity tow intosects with the BMP column. Do this for each activity that was checked off and for eadi of die selected BMPs selected from the Ust. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Diit". Then review the list for something that applies such as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Constaiction Ingtess/Egress" column and place an X in the box where the two meet. As another example say flte project included a stockpile fiiat you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then vvrite in "Cover with Plastic" in the blank column under the heading Erosion Conhxil BMPs. Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column. To leam more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the Califomia Stormwater Quality Association (CASQA) designation and how to apply tbe various selected BMPs to a project. Page 2 of Z~ CARL'SBAD O F STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: ^^^ipuilding Permit • Right-of-Way Permit • My 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 ttie following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria" No Threat Assessment Criteria • 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 threaf assessment criteria on the City's Project Threat Assessment Woricsheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. ri^* 1 •Low Threat Assessment Criteria ^UC My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt pemiit 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 stoclcpiling, vehicle fueling, waste stockpiling). Tier! • Moderate Threat Assessment Criteria • 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 Carisbad Grading Ordinance (Chapter 15.16 ofthe Carisbad 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 ofthe 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 • 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 • My project is part of a phased development plan that will cumulatively result in soil disturiiance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, • 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-stomn water discharge(s). / 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 ofa 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 ofthe Carlsbad Municipal Code and to City Standards. *The City Engineer nnay 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. Project Address: Assessor Parcel No. •Owner/Owner's Authorized Agent Name; I I Title; Dater ; CltyOcncurrence; •TES QNO 10|3D)I3 Project ID: Obit -n^z B-24 Page "l-of 1 Rev.03/09 ^ CITY O F CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quality Tiers Tier 3 - Hiah Construction Threat Assessment Criteria High Tiers • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storni Water Notice of Violation within past two years High Tiers Tier 3 - Medium Construction Threat Assessment Criteria Medium Tiers • All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 Hiah Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site Is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Constmction Threat Assessment Criteria • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 Tier 1 - Medium Insoection Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directiy to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or egual to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier 1 Tier 1 - Low Inspection Threat Assessment Criteria • All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not Applicable -Exempt *The city engineer may authorize minor variances from the construction threat assessment criteria in special circumstances where It can be shown that a lesser or higher amount of stonn water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 11/8/2013 PROJECT NAME: NS0026 Palomar Airport PROJECT ID: MCUP 13-01 PLAN CHECK NO: CB132682 SET#: 1 ADDRESS: 2208 Palomar Airport Rd. APN: 213-020-18 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Austin Silva A Final Inspection by the Planning Division Is required ^ Yes • No Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should Include corrections from all divisions. • This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: krystaLpatterson@plancomlnc.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 G regory .Rya n@ca risbadca .gov 1 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov [[] Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Austin Silva 760-602-4631 Austin.silva@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: i 1 PLAN CHECK BUILDING DEPI Comg^f^Economic 1 ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 03/01/2014 PLAN CHECK NO: 2 SET#: 1 PROJECT NAME: AT&T ADDRESS: 2208 PALOIVIAR AiRPORT RD PROJECT ID: CB132682 APN: • This plan check review Is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division Is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or Incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: BLACK & VEATCH You may also have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance ofa buiiding permit. Resubmitted pians shouid inciude corrections from aii divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: S^il^^^fiiiNiNa... ENGINEERING 760-602-2750 FIRE PREVEI^TION 76O602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carisbadca.gov X Greg Ryan 760-602-4663 Gregory.RYan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 CYnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: SEEATTACHED ^ , , BUILDING DtFi, Carlsbad Fire Department COPY 1 Plan Review Requirements Category: Tl, INDUST Date of Report: 03-01-2014 Reviewed by: Name: KRYSTAL PATTERSON Address: 7337 TRADE ST SAN DIEGO CA 92121 Permit #: CB132682 Job Name: AT&T - NEW INSTALL WCF Job Address: 2208 PALOMAR AIRPORT RD CBAD Please review carefully all comments attached. Conditions; CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: W/ CONDITIONS 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: CON0007068 Provide a 'Knox' key-box (4100 series) at the exterior access to the equipment room and another for the exterior equipment pad. The fire department will determine the exact location for the key box(es) at time of construction. An authorization to order form may be obtained by calling the Fire Prevention Division at 760-602-4665. Cond: CON0007069 Provide an automatic fire sprinkler system. Said system shall be installed in all room and hazardous locations as set forth in the California Fire Code and the Carlsbad Municipal Code. Cond: CON0007070 Provide a portable 3A:40BC fire extinguishers in each ofthe two equipment areas/rooms. Cond: CON0007071 Provide an automatic fire alarm system. Plans shall be approved by the fire department prior to installation. Cond: BP013 Provide a monitoring system for fire protection system and associated valves. Plans shall be submitted to the fire department for review and approval prior to installation. Cond: CON0007072 Refer to Article 1 of the California Fire Code for permits required for this process. Entry: 03/01/2014 By: GR Action: AP fage 1 or z BLDG. DEPT COPY CONDITIONAL RECOMMENDATION FOR APPROVAL THE NOTES SHOWN IN BLUE FONT BELOW, SHALL BE HANDWRITTEN, ONTO THE FIRE DEPARTMENT PLAN CHECK SET, OVER THE COUNTER. Daryl K. James & Associates, Inc. APPLICANT: Black and Veatch PROJECT NAIVIE: AT & T Checked by: ROBERT SCOTT Date: Februarv 21. 2014 JURISDICTION: Carlsbad Flre Department PROJECT ADDRESS: 2208 Palomar Airport Rd. PROJECT DESCRIPTION: CBI3-2682, T.l. in existing aircraft hangar: install 16 new six-foot antennas, install new split face block wall enclosure. Install 32 RRS's, (2) gps antennas, 12 indoor equipment racks, 6 DC surge suppressors. Install new access to battery room, install roof access ladder. 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. COMMENTS -Additionai comments made shall be generated by response on revised set and Clouded COMMENTS PENDING T1 Add the following Deferred Submittals to Title Sheet: -Fire Sprinkler System - 2010 CFC 903 and 2010 NFPA 13 -Fire Alarm System - 2010 CFC 907.2.2 and 2010 NFPA 72 -ADD Note that Reads as follows: -The future generator will be Installed under separate permit. Detailed Plans showing generator type and location, generator fuel source and fuel storage are required to be submitted to the Fire Department prior to installation of generator. Al Add note that reads: The owner/applicant shall provide a Knox key box and master key to all areas for emergency Fire Department access. A1.1 Add Note to floor plan section that reads: A sign(s) identifying the electrical power shutoff shall be posted on the enclosure and other locations as required to satisfaction of Fire Department. The sign shall provide emergency contact information for AT&T and be installed prior to Certificate of Occupancy. The signage shall remain in good condition in perpetuity. fage zoiz A1.2 Revise note: revise 'Summary' note shown under Battery Summary section to read: "43 ' < 50 gallons. On site storage complies with 2010 CFC. Total quantity stored does not ' f exceed 50 gallons and compliance with Section 608.1 is not required. A1.2 -Add note that reads: An NFPA 704 placard is required on Inside and/or Outside entry door leading to equipment area with battery storage as required by CFC 2703.5. The sign shall be reflective and minimum, size of 12 inches by 12 inches, and mounted in visible area required by fire dept. Hazard marking sian categories must be as follows: Health = 3, Flammability = 0, Reactivity = 1, Special = W -Show the hazard ranking sign with appropriate identifiers above on sheet Al .2. 13 Provide additional information regarding Alarm Plan on separate written response (not on plan): a) What type of smoke detector will be used? b) Will smoke detector be tied into a fire alarm panel? c) Is smoke detector monitored off site by central station fire alarm monitoring company, or only monitored by AT&T personnel ? Note: If smoke detector is monitored by a fire alarm panel, please indicate on sheet E3. Otherwise no additional info needs to be noted on plan. Recommend Approval (once conditions shown above in Blue are added to plan) R Scott olumns - Allowable Axial Load Tables Allowable Concentric Axial Stresses and Loads NOTATION A area (in) b width of flange/leg/wall (in) t thickness of flange (in) r minimum radius gyration (in) / length (in) K effective column length factor allowable column concentric axial stress (psi) allowable column centric axial load (Ibs) 8' iong - 6"x 3/8" WIDE FLANGE SHAPE ANGLE Maximum Allowable Stress: WIDE FLANGE & I SHAPES Maximum Allowable Stress: b/t<8 4,862 psi b/t < 12 10,000 psi b/t = 10.7 4,194 psi b/t = 13.3 8,747 psi b/t = 12 3,620 psi t= 1/4" b/t =16 7,208 psi b/t = 16 2,758 psi t> 1/4" b/t = 16 6,233 psi b/t = 20 4,920 psi SQUARE TUBE (1/4' 'wall) b/t = 21.3 4,483 psi Maximum Allowable Stress: t=l/4" b/t = 24 4,167 psi b/t < 10 10,000 psi t> 1/4" b/t = 24 3,608 psi b/t=12 8,880 psi b/t = 26.7 2,732 psi b/t = 16 6,595 psi www.fibergrate.com | 800-527-4043 61 structural Calculations For: ROOFTOP SCREEN WALL Location: PALOMAR AIRPORT (NS0026) 2208 PALOMAR AIRPORT ROAD CARLSBAD, CA 92008 SAN DIEGO COUNTY Prepared For: at&t OCT 24 2013 Dated: April 30, 2013 Solar Communication Intemational, Inc. 8885 Rio San Diego Drive, Suite 207 San Diego, CA 92108 phone 619.243.2750 fax 619.243.2749 www.RFTransparent.com PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 SHEET DESIGNED: CMP CHECKED: JSP OF Design Criteria: Code: Structural design Is based on the California Building Code, 2010 Edition (2009 IBC) Wind: Basic wind speed = 85 mph (3-second gust) per the ASCE 7 standard Wind importance factor, I = 1 Occupancy category: II Wind exposure: C Ice: None per the ASCE 7 standard Seismic: Seismic loads are based on the California Building Code, 2010 Edition (2009 IBC) Seismic importance factor, I = 1 Occupancy category: II Mapped spectral response accelerations: Ss = 1.157g Si = 0.438g Site class: D Spectral response coefficients: SQS = 0.8g SDI = 0.456g Seismic design category: D Basic seismlc-force-resisting-system: Cantilever Element: Braced above its center of mass Seismic base shear, V = 1.9 k Seismic response coefficient, Cs = 0.801 Response modification factor, R = 1 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. The connection ofthe members shown in these calculations to the existing structure shall be by others. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Structural Steel: 1 All structural steel code checks based on the AISC, 13th Edition perthe ASCE 7 standard 2 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 3 All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O. 4 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 5 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) Dl.l 6 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O. E n B I n E PROJECT: PALOMAR AIRPORT ERS JOB NO.: U1085-747-131 DATE: 04/30/13 SHEET DESIGNED: CMP CHECKED: JSP OF Fiberglass Reinforced Plastic (FRP): 1 All structural shapes shall be Fibergrate Dynaform produced using the pultrusion process. 2 All cut edges and holes shall be sealed with a resin compatible with the resin matrix used in the structural shape. 3 The fabricator and contractor shall exercise precautions necessary to protect the fiberglass pultruded structural shapes from abuse to prevent breakage, nicks, gouges, etc. during fabrication, handling, and installation. 4 Structural shapes shall be fabricated and assembled as indicated on the design drawings. 5 Firebolt bolts and nuts shall be tightened to snug tight and turned an additional 1/2 tum and locked with epoxy. NOTE: 'FRP BRACE MAY VARY IN LENGTH. DUE TO SITE SPECIFIC CONSTRAINTS. ALL FRP MEMBERS AND CONNECTIONS HAVE BEEN DESIGN FOR THE WORST CASE LOADING. MIN. BRACE LENGTH IS 4'-6". MAX. BRACE LENGTH IS 7'-0", ENGINEER OF RECORD SHALL BE CONTACTED IF LENGTHS ARE OUTSIDE OF THIS RANGE. FRP 4x4x1/4 TUBE 2) 5/8"0 FRP BOLT. TYP. FRP 4x4x1/4 TUBE BRACE I-:.' i2'-8" A ±5'-9" MAX. \ EXIST'G STEEL BEAM EXIST'G STRUCTURE DESIGN REACTIONS: VI = 1320 LB (1.0 V2 = 350 LB (1.0 Rl = 30 LB (1.0 DEAD) R2 = 212 LB (1.0 DEAD) VI. V2, REACTIONS ARE CONSIDERED TO ACT IN ANY HORIZONTAL DIRECTION. DESIGN OF CONNECTION TO EXISTING STRUCTURE FOR THE DESIGN REACTIONS IS BY OTHERS. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE. R2 & V2 TYPICAL AT ALL CONNECTIONS. > n G I n PROJECT: PALOMAR AIRPORT ERS DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: INPUT DATA: Basic Wind Speed, V [mph]: 85 Exposure Category: C Importance Factor, I: 1.00 Structure: Cross-Section: Square Height, h [ft]: 6.5 Least Horizontal Dimension, D [ft] 20.0 Average Elevation, z [ft]: 39.5 For Non-Rooftop, Flexible Structures, (if n, < 1 Hz): Depth, L [ft]: Natural Frequency, n, [Hz]: Damping Ratio, (i: 0 005 Rooftop Structure? Yes Supporting Structure (of Rooftop Structure): Height, H [ft]: 36.5 Minimum Width, B [ft]: 102.0 For Flexible Supporting Structures, (if n, < 1 Hz): Depth, L [ft]: Natural Frequency, n-^ [Hz]: Damping Ratio, [i: 0.005 DESIGN SUMMARY: Design Wind Pressure, p [psf]: 36.4 Design Wind Pressure - Diagonal, p^ [psf] 28.0 JOB NO.: U1085-747-131 DESIGNED: CMP DATE: 04/30/13 CHECKED: JSP SHEET: OF SUBJECT: Design Wind Loads on Other Structures E STRUCTURE i PROJECT: PALOMAR AIRPORT JOB NO.: Ul085-747-131 DATE: 04/30/13 SHEET DESIGNED: CMP CHECKED: JSP OF SUBJECT: Design Wind Loads on Other Structures DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: 0 WIND ANALYSIS: Design Wind Pressure, p [psf]: Design Wind Pressure - Diagonal. Pa [psf]: Design Wind Pressure, p: Rooftop factor, f,. Velocity Pressure, [psf]: Gust Effect Factor, G or G,: Force Coefficient, Cf: Force Coefficient - Diagonal, Qa: Velocity Pressure, q,: =0.00256A'.A',,A'.,rV Velocity Pressure Exposure Coefficient, K^: Topographic Factor, K^,: Wind Directionality Factor. Ka: Velocity Pressure Exposure Coefficient, K,: K. =2.01(z/rj" Nominal Height of Atmospheric Boundary Layer, Zg[ft]: 3-S Gust-Speed Power Law Exponent, (x: 36.4 28.0 1.9 17.3 085 1.30 1.00 1.04 1.0 0.90 900 9.5 ASCE 7-05 Chapter 6 Reference: (Section 6.5.15) (Equation 6-28) (ASCE 7-05 Section 6.5.15.1) (Section 6.5.10) (Section 6.5.8) (Figure 6-21) (Equation 6-15) (Table 6-3) (Section 6.5.7.2) (Table 6-4) (Table 6-3) (Table 6-2) (Table 6-2) Design Wind Pressures by Average Elevatior Mark (0, 0)2 t03 0). Ws a>7 Ws Wg Wio Average Elevation, z K. dz [psf] p[psf] Pd [psf] n 6 I n E E R s PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 4/30/2013 SHEET: DESIGNED: CHECKED: CMP JSP OF SUBJECT: LOADS Label: Loads: Dead Load. D: FRP screen wal FRP: Fibergrate Dynaform Component: Weight 4x4x1/4 FRP Tube: 3.08 plf Length -190 ft Total = 585 Ib L4x4x1/4 FRP Angle: 1.54 plf Length = 46 ft Total = 71 Ib Fiberscreen: 2.28 psf Area = 720 ft'^2 Total = 1642 Ib MISC Ib Number = 1 Total = 0 Ib Wp = 2298 Ib Wind Load. W: P = Height, h: Max. Horiz. Dim.: Min. Horiz. Dim.: Seismic Load E Occupancy Category: Seismic Design Category: lp = Site Class: Rp = Ss = S,= ap = z = h = z/h = 36.4 psf 6.5 20.0 20.0 (from Sheet ) Vtrans- Vjong: 4729 Ib 4729 Ib Controls Controls Consider Seismic: Yes 1.00 1.0 1.157 0.438 2.5 39.5 6.5 1.0 Fa = Fv = SMS ~ SMI - SDS - SDI - 0.7 * Fp 0.7 • F, 1.0 1.6 1.200 0.684 0.800 0.456 0.7 * Fp t^n, = 0-7 * Fp long = 386 2059 2059 2059 0.7 * Fn 257 > PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CMP CHECKED: JSP SHEET: OF SUBJECT: Enclosure Calculations FRP Column Design: Label: INPUT: Unbraced Length, L Axial, C [lb]: K: Column: OUTPUT: column fa [psi]: 3.8 1,031 1.0 4x4x1/4 Tube 276 Fa [psi]: Notes: r[in] E [psi] 5,131 1.53 2,600,000 374 OK Select 4x4x1/4 Tube FRP column FRP Beam Design: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: column 2,172 666 Notes: Beam assumed to be simply supported. Note: The force is horizontal. Beam: OUTPUT: fb [psi]: fv [psi]: 4x4x1/4 Tube 5,910 381 Fb [psi]: F, [psi]: I [in"] S [in^] A[in^] 6,160 1,500 Select 4x4x1/4 Tube FRP beam 8.82 4.41 3.74 OK OK Aw [ini E [psi] G [psi] 1.75 2,600,000 425,000 See attached FRP material and section properties. JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP PROJECT: n G I n E E R s PALOMAR AIRPORT SHEET: OF SUBJECT: Enclosure Calculations FRP Column Design: Label: brace INPUT: Unbraced Length, L [ft]: Axial, C [lb]: K: Column: OUTPUT: fa [psi]: 6.0 1,181 2.0 4x4x1/4 Tube 316 Fa [psi]: Notes: r[in] E [psi] A [in'] 3,062 1.53 2,600,000 3.74 OK Select 4x4x1/4 Tube FRP column FRP Beam Design: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: brace 671 188 Notes: Beam assumed to be simply supported. Note: The force is horizontal. Beam: OUTPUT: ft, [psi]: fv [psi]: 4x4x1/4 Tube 1,826 107 Fb [psi]: Fv [psi]: Select 4x4x1/4 Tube FRP beam I [in"]: S [in^]: A [ini: 6,160 1,500 8.82 4.41 3.74 OK OK Aw [in-^: E [psi: G [psi; 1.75 2,600,000 425,000 See attached FRP material and section properties. > PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP SHEET: OF SUBJECT: Enclosure Calculations FRP Column Design: Label: beam INPUT: Unbraced Length, L [ft]: Axial, C [lb]: K: Column: OUTPUT: fa [psi; 3.1 884 1.0 4x4x1/4 Tube 236 Fa [psi]: Notes: r[in] E [psi] A [ini 5,131 1.53 2,600,000 374 OK Select 4x4x1/4 Tube FRP column FRP Beam Design: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: beam 1.541 921 Notes: Beam assumed to be simply supported. Note: The force is horizontal. Beam: OUTPUT: fb [psi]: fv [psi]: 4x4x1/4 Tube 4.193 526 Fb [psi]: Fv [psi]: Select 4x4x1/4 Tube FRP beam I [in^ S[in= A[in^ 6,160 1,500 882 441 3.74 OK OK Aw [ini E [psi] G [psi] 1.75 2,600,000 425,000 See attached FRP material and section properties. >... PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP SHEET: OF SUBJECT: Enclosure Calculations FRP Shear Connection w/ Steel Bolts: Label: INPUT: Design Force, P [lb]: 1,165 Steel Bolt Diameter, dt, [in]: 5/8 # Bolts, nb: (2) FRP Web Thickness, tw [in]: 1/4 Double Shear: Yes Bearing Stress: Crosswise Factor of Safety, FS: 4 OUTPUT: fbrg [psi]: 1,864 < Bearing stress of FRP member controls. Notes: Fbrg [psi]: 3,750 Select (2) 5/8" diameter steel bolts OK FRP Shear Connection w/ FRP Bolts: Label: INPUT: Design Force, P [lb]: FRP Bolt Diameter, d^ [in]: # Bolts, nt,: FRP Web Thickness, tw [in] Double Shear: Bearing Stress: Factor of Safety, FS: OUTPUT: fbrg [psi]: Pboit [lb]: 3,728 583 1,165 5/8 (2) 1/4 No Crosswise 4 Fbrg [psi] Pbc. [lb]: Notes 3,750 950 OK OK Select (2) 5/8" diameter FRP bolts See attached FRP material and section properties. Coupon Properties - Pultruded Flat Sheets Below are the test results for typical coupon properties of ISO, ISOFR and VEFR Flat SheeL Properties are derived per the ASTM test method shown. Synthetic surfacing veil and ultraviolet inhibitors are standard. MECHANICAL PROPERTIES ASTM UNITS THICKNESS MECHANICAL PROPERTIES ASTM UNITS 1/8" ISO & ISOFR 3/16"-1/4" 3/8"-1" 1/8" VEFR 3/16"-1/4" 3/8"-1" Tensile Stress, LW D-638 psi 24,000 24,000 24,000 24,000 24,000 24,000 Tensile Stress, CW D-638 psi 7,500 10,000 10,000 7,500 10,000 10,000 Tensile Modulus, LW D-638 10' psi 2.0 2.0 2.0 2.0 2.0 2.0 Tensile Modulus, CW D-638 10* psi 1.0 1.1 1.4 1.0 1.1 1.4 Compressive Stress, LW D-695 psi 24,000 24,000 24,000 24,000 24,000 24,000 Compressive Stress, CW D-695 psi 15.500 16.500 16.500 16,500 17,500 17,500 Compressive Modulus, LW D-695 10* psi 1.8 1.8 1.8 1.8 1.8 1.8 Compressive Modulus, CW D-695 10* psi 1.0 1.0 1.0 1.0 1.0 1.0 Flexural Stress, LW D-790 psi 35,000 35,000 30,000 35,000 35,000 30,000 Flexural Stress, CW D-790 psi 15,000 15,000 18,000 15,000 15,000 18,000 Flexural Modulus, LW D-790 10* psi 1.6 2.0 2.0 1.6 2.0 2.0 Flexural Modulus, CW D-790 10* psi 0.9 1.1 1.4 0.9 1.1 1.4 Perpendicular Shear Stress, LW D-3846 psi 6,000 6,000 6,000 6,000 6,000 6,000 Perpendicular Shear Stress, CW D-3846 psi 6,000 6,000 6,000 6,000 6,000 6,000 Bearing Stress, LW D-953 psi 32,000 32,000 32,000 32,000 32,000 32,000 Notched Izod Impact, LW D-256 ft-lbs/in 18.5 20 20 18.5 20 20 Notched Izod Impact, CW D-256 ft-lbs/in 5 5 5 5 5 5 PHYSICAL PROPERTIES ASTM UNITS 1/8" 3/16"-1/4" 3/8"-1" 1/8" 3/16"-1/4" 3/8"-1" Barcol Hardness D-2583 — 40 40 40 40 40 40 24 Hour Water Absorption D-570 % max 0.6 0.6 0.6 0.6 0.6 0.6 Densily D-792 lbs./in.' .062-.070 .062-.070 .062-.070 .062-.070 .062-.070 .062-.070 Coelficient Thermal Expareion, LW D^ 10' in/in/°F 4.4 4.4 4.4 4.4 44 44 ELECTRICAL PROPERTIES ASTM UNITS 1/8" 3/16"-1/4" 3/8"-r 1/8" 3/16"-1/4" 3/8"-1" Arc Resistance, LW D-495 seconds 120 120 120 120 120 120 Dielectric Strength, LW D-149 kv./in. 35 35 35 35 35 35 Dielectric Strength, PF D-149 volts/mil. 200 200 FLAMMABILITY PROPERTIES FOR ISOFR & VEFR FLAT SHEET Tunnel Test E-84 Flame Spread 25 max. Flammability D-635 Nonbuming UL 94 VO NBS Smoke Chamber E-662 Smoke Density 600-700 LW = Lengthwise CW = Crosswise PF = Perpendicular to Laminate Face www.fibergrate.com | 800-527-4043 Coupon Properties - Threaded Rods & Nuts Threaded rod and nuts are manufactured using premium vinyl ester resin containing UV inhibitors. The properties listed below are the result ofthe ASTM test method indicated. PROPERTIES ASTM UNITS VALUE Diameter- Threads per Inch (UNC) 3/8-16 1/2-13 5/8-11 3/4-10 1-8 Ultimate Transverse Shear (Double Shear) B-565 Ib 4,200 6,800 10,000 13,400 24,000 Longitudinal Compressive Strength D-695 psi 50.000 50,000 50,000 50,000 50,000 Flexural Strength D-790 psi 70.000 70,000 70,000 70.000 70,000 Flexural Modulus D-790 10'psi 2.5 2.5 2.5 2.5 2.5 psi Flammability D-635 Self-extinguishing for all Fire Retardant E-84 Class 1 Class 1 Class 1 Class 1 Class 1 Water Absorption 24 hr Immersion D-570 % max 0.8 0.8 0.8 0.8 0.8 Longitudinal Coefficient of Thermal Expansion D-696 10"in/in/°F 6 6 6 6 6 Ultimate Thread Shear using fiberglass nut — Ib 1.200 2,400 3,600 4,000 8,200 Ultimate Torque Strength fiberglass nut lubricated with — ft-lb 12 18 35 50 110 SAE 10W30 motor oil Rod Weight — Ib/ft .07 .14 .20 .30 .53 Nut Weight — Ib .01 .02 .04 .06 .14 Nut Dimensions — in (sq) X in (thick) .68 X.45 .86 X.56 1.06 X.69 1.24 X.82 1.63 xl.1 Color Gray Gray Gray Gray Gray NOTE: Threads of threaded rods are cut into specifically manufactured pultruded rods. Therefore, after installation of threaded rods and fiberglass nuts in a corrosive environment, the threads are to be sealed with a vinyl ester resin. 10 www.fibergrate.com | 800-527-4043 Section Properties EQUAL LEG ANGLES SECTION DIMENSIONS SECTION PROPERTIES DEPTH WALL X-X/Y-Y Z-•Z h t A Wt. 1 S r X or y 1 r in. In. In.^ Ib./ft. 4 in. . 3 in. in. in. in.'' in. 1 1/8 0.23 0.18 0.02 0.05 0.31 0.29 0.01 0.19 1-1/4 1/8 0.29 0.22 0.04 0.05 0.38 0.36 0.02 0.24 1-1/2 3/16 0.52 0.40 0.11 0.10 0.46 0.44 0.04 0.29 1-1/2 1/4 0.67 0.54 0.14 0.13 0.45 0.47 0.06 0.29 2 1/4 0.92 0.70 0.33 0.23 0.59 0.59 0.14 0.38 3 1/4 1.42 1.08 1.24 0.58 0.93 0.84 0.49 0.58 3 3/8 2.09 1.61 1.76 0.83 0.91 0.89 0.70 0.58 3 1/2 2.70 2.11 2.22 1.07 0.91 0.93 0.94 0.59 4 1/4 1.92 1.45 3.04 1.04 1.26 1.09 1.21 0.79 4 3/8 2.84 2.18 4.35 1.52 1.24 1.14 1.75 0.78 4 1/2 3.70 2.89 5.56 1.97 1.23 1.18 2.29 0.78 6 3/8 4.34 3.03 15.23 3.49 1.87 1.64 6.07 1.18 6 1/2 5.70 4.45 19.91 4.60 1.87 1.68 7.92 1.17 18 www.fibergrate.com | 800-527-4043 Section Properties SQUARE TUBES SECTION DliVIENSIONS SECTION PROPERTIES b t A Wt. 1 S r in. in. in.^ ib./ft. in." in.^ in. 1 1/8 0.43 0.32 0.06 0.11 0.36 1 1/4 0.74 0.55 0.08 0.16 0.33 1-1/4 1/8 0.56 0.41 0.12 0.19 0.46 1-1/4 1/4 0.99 0.75 0.18 0.28 0.42 1-1/2 1/8 0.68 0.50 0.22 0.29 0.56 1-1/2 1/4 1.24 0.98 0.34 0.45 0.52 1-3/4 1/8 0.81 0.61 0.36 0.41 0.67 1-3/4 1/4 1.49 1.13 0.58 0.66 0.62 2 1/8 0.93 0.70 0.55 0.55 0.77 2 1/4 1.74 1.32 0.91 0.91 0.73 2 3/8 2.44 1.85 1.13 1.13 0.68 2-1/8 3/16 1.45 1.10 0.91 0.85 0.79 2-1/4 1/8 1.06 0.81 0.80 0.71 0.87 2-1/4 1/4 1.99 1.51 1.35 1.20 0.83 2-1/2 1/4 2.25 1.79 1.92 1.54 0.92 3 1/8 1.43 1.08 1.98 1.32 1.18 3 1/4 2.74 2.07 3.50 2.33 1.13 3-1/2 1/4 3.24 2.49 5.73 3.27 1.32 4 1/4 3.74 2.83 8.82 4.41 1.53 4 3/8 5.43 4.24 12.03 6.01 1.48 R - b www.fibergrate.com | 800-527-4043 19 Beanns - Allowable Unifornn Load Tables TABLE NOTATION A^- Area ofweb (in^) A - Deflection (in) E - Modulus of Elasticity (psi) - Maximum Allowable Flexural Stress for Laterally Supported Beam (psi) F^ - Maximum Allowable Shear Stress for Laterally Supported Beam (psi) 6 - Shear Modulus (psi) / - Moment of Inertia (in"*) I - Span Length (in) S- Section Modulus (in^) \/-Vertical Shear (Ibs) w- Uniform Load (lbs/in) /W - Maximum Moment (in-lb) The allowable uniform load tables were generated using the results from tests and the following formulas, properties and assumptions. The deflection formula reflects that the deflection is the result of both flexural and shear stresses. A = F, = E = G = SwiT 384EI F = r "^w M S 2.8x10^ psi 450,000 psi wL 4A^G F = 10,000 psi b F = 1,500 psi V Adequate lateral support is provided (full lateral support for channels). LATERAL SUPPORT REQUIREMENTS - FRP STRUCTURAL SHAPES MEMBER LATERAL SUPPORT SPACING MEMBER LATERAL SUPPORT SPACING C6" X 1/4" 48" W4" X 1/4" 60" C8" X 3/8" 60" W6" X 1/4" 84" CIO" X 1/2" 60" W6" X 3/8" 96" 14" X 1/4" 24" W8" X 3/8" 108" 16" X 1/4" 36" WIO" X 3/8" 156" 18" X 3/8" 48" W12"x 1/2" 168" 110" X 3/8" 60" 112" X 1/2" 84" Load is applied perpendicular to major axis. Beam simply supported at both ends. The part weight has been deducted in the following tables. www.fibergrate.com | 800-527-4043 25 olumns - Allowable Axial Load Tables 8'long-6"x6"x 1/2" Angle Full section column testing was conducted on equal leg angles, I and Wide Flange Shapes and Square Tubes. Ultimate values were generated through testing of elements with square cut ends placed between the table and the upper, moving platen ofa universal testing machine. This test procedure closely simulates how FRP columns will generally be used in practice. Comparison of test data versus theoretical Euler buckling capacity suggests that the "K" value as tested is approximately 0.70, representing a fixed-pinned condition. The values in the tables represent an FS = 3.0 for the tested condition. Should you feel, however, that your column end conditions closely approximate a pinned-pinned condition ("rounded" column ends are somewhat difficult to achieve in practice) we recommend you multiply the allowable values shown in the tables by the following values: SHAPE To Obtain FS = 2.0 multiply by: To Obtain FS = 3.0 multiply by: I, W or Angle 0.75 0.50 Square Tube 0.50 0.33 60 www.fibergrate.com | 800-527-4043 olumns - Allowable Axial Load Tables Allowable Concentric Axial Stresses and Loads NOTATION A area (in) b width of flange/leg/wall (in) f thickness of flange (in) r minimum radius gyration (in) / length (in) K effective column length factor allowable column concentric axial stress (psi] allowable column centric axial load (Ibs) 8' long - 6"x 3/8" WIDE FLANGE SHAPE ANGLE Maximum Allowable Stress: WIDE FLANGE & I SHAPES Maximum Allowable Stress: b/t<8 4,862 psi b/t < 12 10,000 psi b/t =10.7 4,194 psi b/t = 13.3 8,747 psi b/t =12 3,620 psi t=1/4" b/t = 16 7,208 psi b/t = 16 2,758 psi t> 1/4" b/t = 16 6,233 psi b/t = 20 4,920 psi SQUARE TUBE (1/4" wall) b/t = 21.3 4,483 psi Maximum Allowable Stress: t=1/4" b/t = 24 4,167 psi b/t < 10 10,000 psi t> 1/4" b/t = 24 3,608 psi b/t =12 8,880 psi b/t = 26.7 2,732 psi b/t = 16 6,595 psi www.fibergrate.com | 800-527-4043 61 structural Calculations For: ROOFTOP SCREEN WALL Location: PALOMAR AIRPORT (NS0026) 2208 PALOMAR AIRPORT ROAD CARLSBAD, CA 92008 SAN DIEGO COUNTY Prepared For: at&t OCT 24 2013 Dated: April 30, 2013 Solar Communication International, Inc. 8885 Rto San Diego Drive, Suite 207 San Diego, CA 92108 ptione 619.243.2750 fax 619.243.2749 www.RFTransparent.com \ EneinEERS PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 SHEET DESIGNED: CMP CHECKED:JSP OF Design Criteria: Code,- Structural design is based on the California Building Code, 2010 Edition (2009 IBC) Wind: Basic wind speed = 85 mph (3-second gust) per the ASCE 7 standard Wind importance factor, I = 1 Occupancy category: II Wind exposure: C Ice: None per the ASCE 7 standard Seismic: Seismic loads are based on the California Building Code, 2010 Edition (2009 IBC) Seismic importance factor, I = 1 Occupancy category: II Mapped spectral response accelerations: Ss = 1.157g Si = 0.438g Site class: D Spectral response coefficients: SQS = 0,8g Sp^ = 0.456g Seismic design category: D Basic seismic-force-resisting-system: Cantilever Element: Braced above its center of mass Seismic base shear, V = 1.9 k Seismic response coefficient, Cs = 0.801 Response modification factor, R = 1 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. The connection ofthe members shown in these calculations to the existing structure shall be by others. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Structural Steel: 1 All structural steel code checks based on the AISC, 13th Edition per the ASCE 7 standard 2 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 3 All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O. 4 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 5 All welding shall be performed by certified welders in accordance with the latest edition ofthe American Welding Society (AWS) D 1.1 6 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O. EHQinEERS PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 SHEET DESIGNED: CMP CHECKED:JSP OF Fiberglass Reinforced Plastic (FRP): 1 All structural shapes shall be Fibergrate Dynaform produced using the pultrusion process. 2 All cut edges and holes shall be sealed with a resin compatible with the resin matrix used in the structural shape. 3 The fabricator and contractor shall exercise precautions necessary to protect the fiberglass pultruded structural shapes from abuse to prevent breakage, nicks, gouges, etc. during fabrication, handling, and installation. 4 Structural shapes shall be fabricated and assembled as indicated on the design drawings. 5 Firebolt bolts and nuts shall be tightened to snug tight and turned an additional 1/2 turn and locked with epoxy. NOTE: ^FRP BRACE MAY VARY IN LENGTH, DUE TO SITE SPECIFIC CONSTRAINTS. ALL FRP MEMBERS AND CONNECTIONS HAVE BEEN DESIGN FOR THE WORST CASE LOADING. MIN. BRACE LENGTH IS 4-6", MAX. BRACE LENGTH IS 7'-0", ENGINEER OF RECORD SHALL BE CONTACTED IF LENGTHS ARE OUTSIDE OF THIS RANGE. FRP 4x4x1/4 TUBE (2) 5/8"0 FRP BOLT, TYP. FRP 4x4x1/4 TUBE BRACE EXIST'G STEEL BEAM EXIST G STRUCTURE DESIGN REACTIONS: VI = 1320 LB (1.0 V2 = 350 LB (1.C Rl = 30 LB (1.0 DEAD) R2 = 212 LB (1.0 DEAD) VI, V2. REACTIONS ARE CONSIDERED TO ACT IN ANY HORIZONTAL DIRECTION. DESIGN OF CONNECTION TO EXISTING STRUCTURE FOR THE DESIGN REACTIONS IS BY OTHERS. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE. R2 & V2 TYPICAL AT ALL CONNECTIONS. E n e I n E PROJECT: PALOMAR AIRPORT ERS JOB NO.: U1085-747-131 DESIGNED: CMP DATE: 04/30/13 CHECKED: JSP SHEET: OF SUBJECT: Design Wind Loads on Other Structures DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: INPUT DATA: Basic Wind Speed, V [mph]: 85 Exposure Category: C Importance Factor, 1: 1.00 Structure: Cross-Section: Square Height, h [ft]: 6.5 Least Horizontal Dimension, D [ft]: 20.0 Average Elevation, z [ft]: 39.5 For Non-Rooftop, Flexible Structures, (if n i < 1 Hz): Depth, L [ft]: Natural Frequency, n i [Hz]: Damping Ratio, 3: 0.005 Rooftop Structure? Yes Supporting Structure (of Rooftop Structure): Height, H [ft]: 36.5 Minimum Width, B [ft]: 102.0 For Flexible Supporting Structures, (if n, < 1 Hz): Depth, L [ft]: Natural Frequency, [Hz]: Damping Ratio, 3: 0.005 DESIGN SUMMARY: Design Wind Pressure, p [psf]: 36.4 Design Wind Pressure - Diagonal, p^ [psf]: 28.0 B C STRUCTURE SUPPORTING STRUCTURE JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP n G I n PROJECT: PALOMAR AIRPORT ERS SHEET OF SUBJECT: Design Wind Loads on Other Structures DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: 0 WIND ANALYSIS: Design Wind Pressure, p [psf]: Design Wind Pressure - Diagonal, p^ [psf]: Design Wind Pressure, p: P = fiH-GC, Rooftop factor, f,: Velocity Pressure, [psf]: Gust Effect Factor, G or Gf: Force Coefficient. Cf: Force Coefficient - Diagonal, Ga: Velocity Pressure, q^: =0.00256/^.A'J F'/ Velocity Pressure Exposure Coefficient, K^: Topographic Factor. K^,: Wind Directionality Factor. K^: Velocity Pressure Exposure Coefficient, K,: K. =2.0l(z/r„) Nominal Height of Atmospheric Boundary Layer, 3-S Gust-Speed Power Law Exponent, cx: 36.4 28.0 1.9 17.3 0.85 1.30 1.00 1.04 1.0 0,90 900 9.5 ASCE 7-05 Chapter 6 Reference: (Section 6,5,15) (Equation 6-28) (ASCE 7-05 Section 6.5.15.1) (Section 6,5,10) (Section 6.5.8) (Figure 6-21) (Equation 6-15) (Table 6-3) (Section 6.5.7.2) (Table 6-4) (Table 6-3) (Table 6-2) (Table 6-2) Design Wind Pressures by Average Elevatior Mark 0), W3 0)4 0)5 We t07 0)8 W9 Average Elevation, z qz [psf] p [psf] Pd [psf] > n Q I n E E R s PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 4/30/2013 SHEET: DESIGNED: CHECKED: CMP JSP OF SUBJECT: LOADS Label: Loads: Dead Load, D: FRP screen wall FRP. Fibergrate Dynaform Component: Weight 4x4x1/4 FRP Tube: 3.08 plf Length = 190 ft Total = 585 Ib L4x4x1/4 FRP Angle: 1.54 plf Length = 46 ft Total = 71 Ib Fiberscreen: 2.28 psf Area = 720 ft'^2 Total = 1642 Ib Misc: Ib Number = 1 Total = 0 Ib Wp = 2298 Ib Wind Load, W: P = Height, h: Max. Horiz. Dim.: Min. Horiz. Dim,: Seismic Load, E: Occupancy Category: Seismic Design Category: lp = Site Class: Rp = Ss = S, = ap = z = h = z/h = (from Sheet 4729 4729 Controls Controls Consider Seismic: Yes 1,00 1.0 1.157 0,438 2.5 39.5 6.5 1.0 Fa = Fv = SMS • SMI • SDS " SDI = 0.7 * Fp,^,n = 0.7 * Fp.^ax = 0.7 • Fp„3„s 0-7 * Fp.long = 1.0 1.6 1.200 0.684 0.800 0.456 386 2059 2059 2059 0.7 • F„ 257 JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP PROJECT: n G I n E E R S PALOMAR AIRPORT SHEET: OF SUBJECT: Enclosure Calculations FRP Column Design: Label: column INPUT: Unbraced Length, L [ft]: Axial, C [lb]: K: Column: OUTPUT: fa [psi]: 3.8 1,031 1.0 4x4x1/4 Tube 276 Fa [psi]: Notes: r[in] E [psi] A [in'] 5,131 1.53 2,600,000 3.74 OK Select 4x4x1/4 Tube FRP column FRP Beam Desiqn: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: column 2,172 666 Notes: Beam assumed to be simply supported. Note: The force is horizontal. Beam: OUTPUT: fb [psi]: f, [psi]: 4x4x1/4 Tube 5.910 381 Fb [psi] Fv [psi] Select 4x4x1/4 Tube FRP beam I [in^ S [in- A[in^ 6,160 1,500 8.82 4.41 3.74 OK OK Aw [in : E [psi; G [psi; 1.75 2.600.000 425,000 See attached FRP matenal and section properties. > PROJECT: PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 DESIGNED: CHECKED: CMP JSP SHEET: OF SUBJECT: Enclosure Calculations FRP Column Design: Label: brace INPUT: Unbraced Length, L [ft]: Axial, C [lb]: K: Column: OUTPUT: fa [psi] 6.0 1,181 2.0 4x4x1/4 Tube 316 Fa [psi]: Notes: r[in] E [psi] A [in'] 3.062 1,53 2,600,000 3.74 OK Select 4x4x1/4 Tube FRP column FRP Beam Design: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: brace 671 188 Notes: Beam assumed to be simply supported. Note: The force is honzontai. Beam: OUTPUT: fb [psi]: f, [psi]: 4x4x1/4 Tube 1,826 107 Fb [psi]: Fv [psi]: S [in' A[in^ 6,160 1,500 Select 4x4x1/4 Tube FRP beam 8.82 4.41 3.74 OK OK Aw [ini E [psi] G [psi] 1.75 2,600,000 425,000 See attached FRP matenal and section properties. PROJECT: n s I n E E R s PALOMAR AIRPORT JOB NO.: U1085-747-131 DATE: 04/30/13 SHEET: DESIGNED: CHECKED: CMP JSP OF SUBJECT: Enclosure Calculations FRP Column Design: Label: INPUT: beam Notes: Unbraced Length, L [f Axial, C [lb]: K: t]: 3.1 884 1.0 Column: 4x4x1/4 Tube r[in]: 1.53 E [psi]: 2,600,000 A [in']: 3.74 OUTPUT: fa [psi]: 236 < Fa [psi]: 5,131 OK Select 4x4x1/4 Tube FRP column FRP Beam Design: Label: INPUT: Moment, M [Ib-ft]: Shear, V [lb]: beam 1,541 921 Notes: Beam assumed to be simply supported. Note: The force is honzontai. Beam: OUTPUT: fb [psi]: fv [psi]: 4x4x1/4 Tube 4,193 526 Fb [psi]: Fv [psi]: I [in S [in- A[in^ 6,160 1,500 Select 4x4x1/4 Tube FRP beam 8.82 4.41 3.74 OK OK Aw [in'] E [psi] G [psi] 1.75 2,600.000 425,000 See attached FRP material and section properties. JOB NO.: U1085-747-131 DATE: 04/30/13 PROJECT: n Q I n E E R S PALOMAR AIRPORT DESIGNED: CHECKED: CMP JSP SHEET: OF SUBJECT: Enclosure Calculations FRP Shear Connection w/ Steel Bolts: Label: INPUT: Design Force, P [lb]: Steel Bolt Diameter, dt, [in]: # Bolts, n^: FRP Web Thickness, tw [in]: Double Shear: Bearing Stress: Factor of Safety, FS: OUTPUT: fbrg [psi]: 1,864 1,165 5/8 (2) 1/4 Yes Crosswise 4 Bearing stress of FRP member controls. Notes: < Fbrg [psi]: 3,750 OK Select (2) 5/8" diameter steel bolts FRP Shear Connection w/ FRP Bolts: Label: INPUT: Design Force, P [lb]: FRP Bolt Diameter, db [in]: # Bolts, r^t,•. FRP Web Thickness, tw [in]: Double Shear: Bearing Stress: Factor of Safety. FS: OUTPUT: fbrg [psi]: Pboit [lb]: 3,728 583 1,165 5/8 (2) 1/4 No Crosswise 4 Notes Fbrg [psi]: Pboit [lb]: 3,750 950 OK OK Select (2) 5/8" diameter FRP bolts See attached FRP material and section properties. Coupon Properties - Pultruded Flat Sheets Below are the test results for typical coupon properties of ISO, ISOFR and VEFR Flat SheeL Properties are derived per the ASTM test method shown. Synthetic surfacing veil and ultraviolet inhibitors are standard. MECHANICAL PROPERTIES ASTM UNITS THICKNESS MECHANICAL PROPERTIES ASTM UNITS ISO & ISOFR 1/8" 3/16M/4" 3/8".1" 1/8" VEFR 3/16"-1/4" 3/8"-1" Tensile Stress, LW D-638 psi 24,000 24,000 24,000 24,000 24.000 24.000 Tensile Stress, CW D-638 psi 7,500 10.000 10,000 7,500 10.000 10,000 Tensile Modulus. LW D-638 10' psi 2.0 2.0 2.0 2.0 2.0 2.0 Telisile Modulius, ew D-638 10' psi 1.0 1.1 1.4 10 '.:..0 ."^'^ '.• ':'. 1.4 Compressive Stress. LW D-695 psi 24.000 24.000 24,000 24.000 24.000 24.000 iSompres^iye Stressi^ D-695 psi 15,500 16.500 16,500 16i500 17,500 17,500 Compressive Modulus, LW D-695 10^ psi 1.8 1.8 1.8 1.8 1.8 1.8 Compressive Modulus, D-695 10* psi 1.0 1.0 1.0 ^.•:\1^-0::;>;:::.:: V'.:,::^^'''1*0'' 1.0 Flexural Stress. LW D-790 psi 35.000 35.000 30,000 35.000 35,000 30.000 Flexural Stress, CW D-790 psi 15,000 15,000 18.000 15,000 15,000 18,000 Flexural Modulus. LW D-790 10^ psi 1.6 2.0 2.0 1.6 2.0 2.0 Flexural Modulus, CW D-790 10* psi 0.9 1.1 1.4 0.9 1.1 1-4 Perpendicular Shear Stress. LW D-3846 psi 6,000 6.000 6.000 6,000 6.000 6.000 petpenclicular Shear Str^s, CW D-3846 psi 6,000 6 000 o.ow 6,000 6,000 6,000 Bearing Stress. LW D-953 psi 32.000 32.000 32,000 32.000 32.000 32.000 Notdied lz<)d Irripact, LW D-256 ft-lbs/in 18.5 20 20 18.5 20 20 Notched Izod Impact, CW D-256 ft-lbs/in 5 5 5 5 5 5 PHYSICAL PROPERTIES ASTM UNITS 1/8" 3/16"-1/4" 3/8"-1" 1/8" 3/16"-1/4" 3/8"-1" Barcol Hardness 24 Hour Water Absorption Density CoefBcient Therrrai Expansion, LW D-2583 D-570 D-792 0696 % max lbs./in.' 10*in/in/°F 40 40 40 0.6 0.6 0.6 .062-.070 .062-.070 .062-.070 4.4 4.4 4.4 40 40 40 0.6 0.6 0.6 .062-.070 .062-.070 .062-.070 4.4 4.4 4.4 ELECTRICAL PROPERTIES ASTM UNiTS 1/8" 3/16"-1/4" 3/8"-1" 1/8" 3/16"-1/*' 3/8"-1" Arc Resistance, LW D-495 seconds 120 120 120 120 120 120 Medric Strength, LW D-149 kv./in. 35 35 35 •'•^•^35>'" -35^ 35 Dielectric Strength. PF D-149 volts/mil. 200 200 FLAMMABILITY PROPERTIES FOR ISOFR & VEFR FLAT SHEET Tunnel Test E-84 Flame Spread 25 max. Flammability D-635 Nonbuming UL 94 VO NBS Smoke Chamber E-662 Smoke Density 600-700 LW = Lengthwise www.fibergrate.com | 800-527-4043 CW = Crosswise PF = Perpendicular to Laminate Face 9 Coupon Properties - Threaded Rods & Nuts Threaded rod and nuts are manufactured using premium vinvl ester resin containing UV inhibitors. The properties listed below are the result ofthe ASTM test method indicated. PROPERTIES ASTM UNITS VALUE Plameter- Threads per Inc 1 (UNC) 3/8-16 1/2*13 5/8-11 3/4-10 1-8 Ultimate Transverse Shear (Double Shear) B-565 Ib 4.200 6.800 10.000 13.400 24.000 Longitudinal Compressive Strength D-695 psi 50,000 50^000 50,000 50,000 50,000 Flexural Strength D-790 psi 70.000 70.000 70,000 70.000 70.000 Fle><ural Modulus D-790 10" psi 2.5 2.5 2.5 2.5 2.5 psi Flammability D-635 Self-extinguishing for all Fire Retardant E-84 Class 1 Class 1 Class 1 Class 1 Class 1 Water Absorption 24 hr. Immersion D-570 % max 0.8 0.8 0.8 0.8 0.8 Longitudinal Coejttcient of Thermal Expanston D-696 ir in/in/¥ 6 6 6 6 6 Ultimate Thread Shear using fiberglass nut — Ib 1.200 2.400 3.600 4.000 8,200 Ultirjnate TPlique Strength fiberglass nut lubricated with SAi 10W30mbifoil ': — ' ft-lb 12 35 50 110 Rod Weight — Ib/ft .07 .14 .20 .30 .53 Nut Weight — Ib .01 .02 .04 .06 .14 Nut Dimensions — in (sq) X in (thick) .68 X.45 .86 x.56 1.06 x.69 1.24 x.82 1.63x1.1 Color Gray Gray Gray Gray Gray NOTE: Threads of threaded rods are cut into specifically manufactured pultruded rods. Therefore, after installation of threaded rods and fiberglass nuts in a corrosive environment, the threads are to be sealed with a vinyl ester resin. 10 www.fibergrate.com | 800-527-4043 Section Properties EQUAL LEG ANGLES SECTION DIMENSIONS SECTION PROPERTIES DEPTH WALL X-X/Y-Y Z--Z h t A Wt. : I. S r X or y 1 r in. in. In.^ Ib./ft. in.* in.^* in. in. in.* in. 1 1/8 0.23 0.18 0.02 0.05 0.31 0.29 0.01 0.19 1-1/4 1/8 0.29 0.22 0.04 0.05 0.38 0.36 0.02 0.24 1-1/2 3/16 0.52 0.40 0.11 0.10 0.46 0.44 0.04 0.29 1-1/2 1/4 0.67 0.54 0.14 0.13 0.45 0.47 0.06 0.29 2 1/4 0.92 0.70 0.33 0.23 0.59 0.59 0.14 0.38 3 1/4 1.42 1.08 1.24 0.58 0.93 0.84 0.49 0.58 3 3/8 2.09 1.61 1.76 0.83 0.91 0.89 0.70 0.58 3 1/2 2.70 2.11 2.22 1.07 0.91 0.93 0.94 0.59 4 1/4 1.92 1.45 3.04 1.04 1.26 1.09 1.21 0.79 4 3/8 2.84 2.18 4.35 1.52 1.24 1.14 1.75 0.78 4 1/2 3.70 2.89 5.56 1.97 1.23 1.18 2.29 0.78 6 3/8 4.34 3.03 15.23 3.49 1.87 1.64 6.07 1.18 6 1/2 5.70 4.45 19.91 4.60 1.87 1.68 7.92 1.17 18 www.fibergrate.com | 800-527-4043 Section Properties SQUARE TUBES SECTION DIMENSIONS SECTION PROPERTIES b A Wt. 1 r in. '•'^Iri.'-v-' •m.\ Ib./ft. in." . 3 . in. in. 1 1/8 0.43 0.32 0.06 0.11 0.36 1 1/4 0.74 0.55 0.08 0.16 0.33 1-1/4 1/8 0.56 0.41 0.12 0.19 0.46 1-1/4 1/4 0.99 0.75 0.18 0.28 0.42 1-1/2 1/8 0.68 0.50 0.22 0.29 0.56 1-1/2 1/4 1.24 0.98 0.34 0.45 0.52 1-3/4 1/8 0.81 0.61 0.36 0.41 0.67 1-3/4 1/4 1.49 1.13 0.58 0.66 0.62 2 1/8 0.93 0.70 0.55 0.55 0.77 2 1/4 1.74 1.32 0.91 0.91 0.73 2 3/8 2.44 1.85 1.13 1.13 0.68 2-1/8 3/16 1.45 1.10 0.91 0.85 0.79 2-1/4 1/8 1.06 0.81 0.80 0.71 0.87 2-1/4 1/4 1.99 1.51 1.35 1.20 0.83 2-1/2 1/4 2.25 1.79 1.92 1.54 0.92 3 1/8 1.43 1.08 1.98 1.32 1.18 3 1/4 2.74 2.07 3.50 2.33 1.13 3-1/2 1/4 3.24 2.49 5.73 3.27 1.32 4 1/4 3.74 2.83 8.82 4.41 1.53 4 3/8 5.43 4.24 12.03 6.01 1.48 www.fibergrate.com | 800-527-4043 19 Beams - Allowable Uniform Load Tables TABLE NOTATION A - Area ofweb (in^) A - Deflection (in) f - Modulus of Elasticity (psi) F^ - Maximum Allowable Flexural Stress for Laterally Supported Beam (psi) F - Maximum Allowable Shear Stress for Laterally Supported Beam (psi) 6- Shear Modulus (psi) / - Moment of Inertia (in'*) L - Span Length (in) S - Section Modulus (in^) 1/-Vertical Shear (Ibs) w - Uniform Load (lbs/in) N\ - Maximum Moment (in-lb) The allowable uniform load tables were generated using the results from tests and the following formulas, properties and assumptions. The deflection formula reflects that the deflection is the result of both flexural and shear stresses. A F E = G = 384EI V A w F. = f-M S 2.8 X 10 psi 450,000 psi 10,000 psi wr F = 1,500 psi V Adequate lateral support is provided (full lateral support for channels). LATERAL SUPPORT REQUIREMENTS - FRP STRUCTURAL SHAPES MEMBER LATERAL SUPPORT SPACING MEMBER LATERAL SUPPORT SPACING C6" x 1/4" 48" W4" X 1/4" 60" C8" X 3/8" 60" W6" X 1/4" 84" CIO" X 1/2" 60" W6" X 3/8" 96" 14" X 1/4" 24" W8" X 3/8" 108" 16" X 1/4" 36" W10"x 3/8" 156" 18" X 3/8" 48" W12"x 1/2" 168" 110" X 3/8" 60" 112" X 1/2" 84" Load is applied perpendicular to major axis. Beam simply supported at both ends. The part weight has been deducted in the following tables. www.fibergrate.com | 800-527-4043 25 Columns - Allowable Axial Load Tables 8'long - 6"x6"x 1/2"Angle Full section column testing was conducted on equal leg angles, I and Wide Flange Shapes and Square Tubes. Ultimate values were generated through testing of elements with square cut ends placed between the table and the upper, moving platen ofa universal testing machine. This test procedure closely simulates how FRP columns will generally be used in practice. Comparison of test data versus theoretical Euler buckling capacity suggests that the "K" value as tested is approximately 0.70, representing a fixed-pinned condition. The values in the tables represent an FS = 3.0 for the tested condition. Should you feel, however, that your column end conditions closely approximate a pinned-pinned condition ("rounded" column ends are somewhat difficult to achieve in practice) we recommend you multiply the allowable values shown in the tables by the following values: SHAPE To Obtain FS = 2.0 multiply by: To Obtain FS = 3.0 multiply by: I, W or Angle 0.75 0.50 Square Tube 0.50 0.33 60 www.fibergrate.com | 800-527-4043 Columns - Allowable Axial Load Tables Allowable Concentric Axial Stresses and Loads NOTATION A area (in') b width of flange/leg/wall (in) f thickness of flange (in) r minimum radius gyration (in) / length (in) K effective column length factor F allowable column concentric axial stress (psi) allowable column centric axial load (Ibs) 8'long - 6"x 3/8" WIDE FLANGE SHAPE ANGLE Maximum Allowable Stress: WIDE FLANGE & I SHAPES Maximum Allowable Stress: b/t<8 4,862 psi b/t < 12 10,000 psi b/t = 10.7 4,194 psi b/t = 13.3 8,747 psi b/t=12 3,620 psi t=l/4" b/t =16 7,208 psi b/t = 16 2,758 psi t> 1/4" b/t = 16 6,233 psi b/t = 20 4,920 psi SQUARE TUBE (1/4" wall) b/t = 21.3 4,483 psi Maximum Allowable Stress: t=1/4" b/t = 24 4,167 psi b/t < 10 10,000 psi t> 1/4" b/t = 24 3,608 psi b/t =12 8,880 psi b/t = 26.7 2,732 psi b/t = 16 6,595 psi www.fibergrate.com | 800-527-4043 61 ZALZAH& ASSOCIATES, INC. CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Project: NS0026 Palomar Airport Location: 2208 Palomar Airport Road, Carlsbad, CA 92008 Client: JFiA Date: 11/11/2013 Rev: 1 Sheet: 1 Job No: of 45 1303099 Applicable Codes: 2010 California Building Code ASCE 7-05 Minimum Design Loads for Buildings and Other Structures Scope of Calculations: Analyze proposed antenna mounting and anchorage, behind the new roof tiles (FRP) for the proposed appurtenances. Analyze proposed equipment overturning and anchorage to new/existing concrete slab at grade. Design new platforms on roof to support the appurtenances behind the new FRP screening. Design new interior and exterior CMU shelter. Analyze chain link topper anchorage to new exterior CMU shelter wall. Results: See structural calcs for details. Structural caiculations have been revised per plan check comments dated 11/6/2013. Contractor to verify in field (E) hangar spandrel beam size to be at least W8x21 per analysis; contractor to notify engineer of record if found otherwise. All engineering services are performed on the basis that the information used is current and correct. The information may consist of. but not limited to information supplied by the client regarding the structure itself. It is the responsibility of the client to ensure that the information provided to Zaizali & Associates. Inc. (Z&A) is correct and complete. ZSiA assumes that all structures were constructed in accordance with the drawings and specifications and are in good condition and have not deteriorated, and that their capacity has not significantly changed from the "as new" condition. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. PO Box 15713, Irvine, CA 92623 (T) 949-609-9559 (F) 949-606-7222 wvm.zalzaliandassociates.com Professional Engineers Licensed in CA, NV. AZ, WA, CO, UT, HI, NM, MO, ID, WY, Ml, AL, OR, NY, TX, CT, ND, MD Project Name: NS0026 Site Name: PALOMAR AIRPORT Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1265638889 Longitude = -117.27568055599998 Spectral Response Accelerations Ss and Sl Ss and Sl = 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 1.155 (Ss, Site Class B) 1.0 0.437 (Sl, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1265638889 Longitude = -117.27568055599998 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x Sl Site Class D - Fa = 1.038 ,Fv = 1.563 Period Sa (sec) (g) 0.2 1.199 (SMs, Site Class D) 1.0 0.683 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latihide = 33.1265638889 Longihide = -117.27568055599998 Design Spectral Response Accelerations SDs and SDl SDs = 2/3 X SMs and SDl = 2/3 x SMI Site Class D - Fa = 1.038 ,Fv = 1.563 Period Sa (sec) (g) 0.2 0.799 (SDs, Site Class D) 1.0 0.455 (SDl, Site Class D) Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO; 1303099 Antenna Layout NPP DATE Of 8/26/2013 Proposed Antenna Layout (Sector A & Dl 1 Zaizali & Associates, Inc. JOB: 1303099 1 www.zalzaliandassociates.com SUBJECT: Antenna Layout 1 949-609-9559 (T) 949-606-7222 (F) BY: NPP DATE 8/26/2013 SHEET NO: 4 of Proposed Antenna Layout (Sector B & Cl Zaizali & Associates, Inc. www.zaizaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 Antenna/RRU Mounting Detail NPP DATE of 8/26/2013 y §5 e I 3 . 5« Antenna/RRU Mounting Detail Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 RRU/DC Surge Mounting Detail NPP DATE of 8/26/2013 (N) AT*T RRU; SEE OETAIL A/AS. (N) ity AT4T DC SURGE SUPPRESSOR! SEE OETAIL (N) UNISTRUT (N) UNISTOUT TOP AND BOTTOM. (N) (1) AT&T OC SURGE SUfWRESSOR; SEE DETAIL 2/A-S (N) (2) STACKED ATftT RRU'S; SEE DETAIL 4/A-5, (N) AT&T RRU; SEE OETAIL 4/A-5. CN) UNISmUT TOP- AND BOTTOM. 1 'r 1 ELEVATION RRU/DC Surge IWountinq Detail Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Antenna Specifications BY: SHEET NO: NPP 7 DATE Of 8/26/2013 Scope of Calculation: Analyze wind and seismic forces on antenna mount, check structural capacity of members, and verify anchorage to new pipe masts behind the existing building roof tile (FRP). (1) (N) Sprint panel antenna and (2) (N) RRU's will be installed per mounting assembly. A total of (16) (N) Sprint panel antenna and (32) (N) RRU's will be installed at four sectors. The antenna will be mounted to a 3"'!' std. pipe, pipe, 6'-6" length, for vertical support. Proposed Antennas: Height of Equipment (Centerline): 39.50 ft Antenna Specifications: AM-X-CD-16-65-OOT-RET # per mount: 4 Antenna Dimensions = 6.0 ft 0.98 ft Weight = 48.5 pounds Area = 5.9 ft^ RRH Specifications: RRUS-11 # per mount: 8 (max) Equipment Dimensions = 1.64 ft 1.42 ft Weight = 51 pounds Area = 2.3 ft^ DC Surge Specifications: DC6-48-60-18-8F DC Surge Suppression # per mount: 2 (max) Equipment Dimensions = 2.00 ft 1.42 ft Weight = 33 pounds Area = 2.8 ft^ Mounting Pipe Specifications: 3"* steel pipe # per mount: Length = Weight = 1 6 45 ft pounds Total Area/Mount = Total Weight/Mount = 13.4 229.0 ft^ pounds Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 Wind / Seismic Analysis NPP DATE of 8/26/2013 Wind Load Analysis: F = q,*G,*C,*A q^ = 0.00256 * * K^, * * * I (ASCE 7-05, EQ. 6-28) (ASCE 7-05, EQ. 6-15) Exposure "C" V = I = 85 1.00 K, = 2.01 (z/Zg)'^(2/a) Kz= 1.04 Kz,= qz = Cf = 0.85 1.0 16.36 0.85 1.40 mph psf (ASCE 7-05, Table 6-1) (ASCE 7-05, Table 6-3) (ASCE 7-05, Table 6-4) (ASCE 7-05, EQ. 6-3) F= 19.47 xA FH = 260.6 pounds Seismic Load Analysis: FH = Fp = (KH) MAX{ O-SSoslpW , MIN[ 0.4apSDslp(1+2z/h)/Rp W , l eSosipW ]} FH = Fp = 1 MAX{ 0.24W , MIN[ 0.38W , 1.28W ]} FH = Fp = 0.38 W . (SD) FM = Fn = Fw = Kw W = 0.27 W , (ASD) = 0.06 0.11 W, (ASD) = 0.03 , (ASCE 7-05, Sec. 13.3 1) where kips = l<ips = (ASCE 7-05 Secl 1.4.4) (ASCE Sec. 13.1.3) (ASCE Tab. 13.6-1) (ASCE Tab. 13.6-1) ft fl (ASCE Sec. 13.4.2a) (vertical seismic factor) 62.73 pounds 26.14 pounds Wind, FH Seismic, FH Seismic, F^ Wind, FH > 261 63 26 Seismic, FH pounds pounds pounds [WIND GOVERNS] I Zaizali & Associates, Inc. www.zaizaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT- BY: SHEET NO: 1303099 Member Check / Anchorage Check NPP DATE Of 8/26/2013 Load Combinations: D w E Total Gravity Lateral 229.0 0 0 261 26.1 62.7 255.1 pounds Gravity Lateral 229.0 0 0 261 26.1 62.7 260.6 pounds Check Pipe Mast Capacity (Lateral Loads): # of Vert, members = 1 L = 6.5 ft P = 260.6 pounds L M = PL = 1694 pound - ft Use 3"* Std. Pipe Fy = 35 ksi Sx = 1.628 in^ fb = M/Sx = 12.49 ksi Fb = 0.6 Fy = 21 ksi > fb QK Check Appurtenance Anchorage to Vertical Mast: Fh= 261 pounds (horizontal force) Fv= 255 pounds (vertical force) # support points: 2 (top/bottom) # of fasteners: 1 per support location T = 130.3 pounds (tension per fastener) V = 127.6 pounds (shear per fastener) Try 1/2"* A307 U-•Bolts and nuts Tall = 3900 pounds Vall = 2000 pounds T < Tall QK V < Van QK T/T,„+VA/,„ = 0.10 < 1.00 OK (governing load only) Fv I, Fh RESULT (N) 1/2"* A307 U-Bolts and nuts are sufficient to mount each appurtenance (Antennas and RRU's) to the vertical masts. Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 Equipment Mounting Detail NPP 10 DATE Of 8/26/2013 (N) SUB FF?AME; SEE STRUCTURAL PUNS. (N) (4) 1/2> HILTI KWIK BOLT TZ CARBON STEEL ESR 1917. SPECIAL INSPECTION REQUIRED. (N) UMTS BASE PUTE, (N) INSUUTOR- PAD. > , ; ' \ ' '-^ v.... J ^' ' ' t •• - V JL . ^ ' -. 4 a •<,• " j•. • V• '• '• ' ' •— » ' I '..—•- tM ^ <N) CONCRETE FLOOR.- Equipment Mounting Detail Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 Seismic Overturning NPP 11 DATE of 8/26/2013 AT&T Equipment Rack Overturning Calculations w = 1900 Ibs Fp = 0.360 W V = 684 Ibs H = 4.00 ft L = 1.04 ft Summing Moments: R2 = [W(L/2) + V (H)] / L R2 = 3580.8 Ibs (Compression) R1 = -1680.8 Ibs (Tension) AT&T 24VDC Arqus Rectifier Cabinet Overturning Calculations W = 1800 Ibs FH = Fp = 0.360 W V = 648 Ibs V H = 4.00 ft ' L = 1.04 ft Summing Moments: R2 = [W(L/2) + V (H)] / L Rl R2 = Rl = 3392.3 Ibs -1592.3 Ibs (Compression) (Tension) H(ft) L(ft) H(ft) L(ft) 7 \l / Xl I ^ \SS<M HI I S. INC PROJECT CLIENT JOB NO. Palomar Airport JRA 1303099 DATE : 8/26/2013 PAGE DESIGN BY REVIEW BY AT&T Rack 12 NPP Design for Equipment Anchorage to Bottom Concrete Based on IBC 09 / CBC 2010 Chapter A INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT w 1.9 kips CENTER OF MASS H 4 ft ECCENTRICITY 0 ft SB 0 ft KWIK BOLT-TZ DIAMETER 1/2 in. Per ICC ESR-1917 ANCHOR DEPTH hef 2 in. Per ICC ESR-1917 EDGE DISTANCE c = 6 in ANCHORAGE LENGTH L 1.25 ft BOLTS ALONG L EDGE NL 2 per line ANCHOR SPACING SL = L/(NL-1) = 15 m ANCHORAGE WIDTH B 1.04 ft BOLTS ALONG S EDGE NB 2 per line ANCHOR SPACING SB = B/{NB-1) = 12 in ELEVATION No Bolts per Input • [THE ANCHORAGE, KWIK BOLT-TZ, DESIGN IS ADEQUATE.] ANALYSIS ALLOWABLE TENSION & SHEAR VALUES (ICC ESR-1917, Table 9 or 10) P, = 1065 Ibs V, = 2839 Ibs SPACING & EDGE REQUIREMENTS (ICC ESR-1917, Table 3 or 4) Scr = ""8 in S„,in = 2 3/4 in r • CM , Housekeeping Pad where Occurs PUN DESIGN LOADS 5 3/4 in, shear, 5 3/4 In, tension 2 3/4 in, shear, 2 3/4 in, tension FH = Fp = (K„) MAX{ O SSoglpW , MIN[ 0.4apSDslp(1+22/h)/Rp W , 1.6SoslpW] } , (ASCE 7-05 Sec. 13.3.1) = 1.3MAX{0.24W,MIN[0.38W, 1.28W]} where SQS = 0.799 (ASCE 7-05 Secl 1.4.4) 0.50 W, (SD) lp = 1 (ASCE Sec. 13.1.3) 0.36 W , (ASD) = 0.68 kips Bp = 1 (ASCE Tab. 13.6-1) Rp = 25 (ASCE Tab. 13.6-1) Fv=KvW= 0.15 W, (ASD) = 0.28 kips, up & down z = 1 ft h = 1 ft KH = 1.3 (ASCE Sec. 13.4.2a) KV = KH 0.2 Sos/1.4 = 0.15 (vertical seismic factor) MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE MOT = Fp H +(0.9W - F^ ) BB = 2.71 ft-kips MRES = (0.9W-F^)(0.5B) = 0.74 ft-klps .therefore design tension anchors. CHECK TENSION CAPACITY Ps = [(Fv -0.9 W) / A + MOT y /1 where A = 2(NL + NB) -4 = l = MIN(IXi^.IYi^) y = 0.5B = K, ^seismic ge-space 944 lbs / bolt 4 (total bolts) 156 in^-bolts 6.24 in 0.8 (DSA/OSHPD adapted ICBO / ICC value) 1 1/3 (allowable increase? CBC 1605A.3.2) 1.00 (ICC ESR-1917 Sec. 4.2.1 SIM.) P| Kn.<;A K. t f^DSA f^selsmlc l^edge-space B direction governs) [SATISFACTORY] CHECK SHEAR CAPACITY VS = FH/A = 169 Ibs/bolt < V,KDSAKseism,cKedge-space [SATISFACTORY] where K, edge-space 1.00 (ICCESR-1917Sec. 4.2.1 SIM. CHECK COMBINED LOADING CAPACITY (ICC ESR-1917 Sec. 4.2.2) (Ps / P,) + (Vs / V,) = 0.887 < 1.20 [SATISFACTORY] / M / M I & \SS<>< I Vll s. INC PROJECT CLIENT JOB NO. Palomar Airport JRA 1303099 DATE : 8/26/2013 PAGE DESIGN BY REVIEW BY 13 NPP Design for Equipment Anchorage to Bottom Concrete Based on IBC 09 / CBC 2010 Chapter A AT&T 24VDC ArgUS RectlfieF INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT W 1.8 kips CENTER OF MASS H 4 ft ECCENTRICITY GL 0 fl ee 0 ft KWIK BOLT-TZ DIAMETER 1/2 in. Per ICC ESR-1917 ANCHOR DEPTH hef 2 in. Per ICC ESR-1917 EDGE DISTANCE c = 6 in ANCHORAGE LENGTH L 1 25 ft BOLTS ALONG L EDGE 2 per line ANCHOR SPACING SL = L/(NL-1) = 15 in ANCHORAGE WIDTH B 1 04 ft BOLTS ALONG S EDGE NB 2 per line ANCHOR SPACING SB = B/(NB-1) = 12 in 1 3h (Min Cone Thk) ELEVATION No Bolts per Input [THE ANCHORAGE, KWIK BOLT-TZ, DESIGN IS ADEQUATE.] ANALYSIS ALLOWABLE TENSION & SHEAR VALUES (ICC ESR-1917, Table 9 or 10) P, = 1065 Ibs V, = 2839 Ibs SPACING & EDGE REQUIREMENTS (ICC ESR-1917. Table 3 or 4) Scr = 4 1/8 in S,T„r, = 2 3/4 in s. • r • T B J • CM • • Housekeeping Pad L J where Occurs PLAN DESIGN LOADS 5 3/4 in, shear, 5 3/4 in, tension 2 3/4 in, shear, 2 3/4 in, tension = 1.3 MAX{ 0 24W . MIN[ 0 38W , 1 28W ]} 0.50W,(SD) 0.36 W , (ASD) = 0.64 where Fv = KvW = 0.15 W, (ASD) = 027 kips kips, up & down (ASCE 7 05, Sec. 13.3.1) Sos = 0 799 (ASCE 7-05 Secl 1.4.4) lp = • •*'.I; (ASCE Sec. 13.1.3) ap = 1 (ASCE Tab. 13.6-1) Rp = 25 (ASCE Tab. 13.6-1) z = ;;,t:''-.. ft h = 1 ft KH = 13 (ASCE Sec 13.4.2a) SDS/1.4 = 0,15 (vertical seismic factor) MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE MOT = Fp H +(0.9W - F^ ) eg = 2.56 ft-kips MRES = (0.9W-F,)(0.5B) = 0.70 ft-kips .therefore design tension anchors. CHECK TENSION CAPACITY Ps = [(Fv -0.9 W) / A + MOT y /1 where A = 2(NL + NB) -4 = l = MIN(2:X|^IYi^) y = 0.5B = KQSA K ^seismic ge-space ' 895 lbs / bolt 4 (total bolts) 156 in^-bolts 6.24 in 0.8 (DSA/OSHPD adapted ICBO / ICC value) 1 1/3 (allowable increase? CBC 1605A.3.2) 1.00 (ICCESR-1917Sec. 4 2.1 SIM ) < PtKosAKseismicKedge-space [SATISFACTORY] (B direction governs) CHECK SHEAR CAPACITY VS = FH/A = where K 160 Ibs/bolt < V.KosAKseismicKedge-space [SATISFACTORY] edge-space' 1.00 (ICC ESR-1917 Sec 4.2.1 SIM.) CHECK COMBINED LOADING CAPACITY (ICC ESR-1917 Sec. 4.2.2) (Ps / Pt) + (V$ / Vt) = 0 840 < 1.20 [SATISFACTORY] 14 Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Rooftop Steel Platform Model SK-1 Aug 26, 2013 at 6:11 PM NS0026.r3d 15 ^23 "^30 Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nodes and Members SK-2 Aug 26, 2013 at 6:11 PM NS0026.r3d 16. Section Sets f W8x24 W8x15 POST 77 r7 Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Section Sets SK-3 Aug 26, 2013 at 6:11 PM NS0026.r3d 17 Code Check No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 7? 77 Member Code Checks Displayed Solution. Envelope Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Member Code Checks Displayed SK-4 Aug 26, 2013 at 6:12 PM NS0026.r3d 18 Company Designer Job Number Zaizali & Associates, NPP 1303099 Inc. Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 197 Include Shear Deformation? Yes Include Warping? ! Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffness3 Gravity Acceleration (ft/sec''2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1 .E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th{360-10): ASD Adiust Stiffness? Yes(lterative) RISAConnection Code AISC 13th(360-05): ASD Cold Formed Steel Code AISI SI00-07: ASD Wood Code AF&PA NDS-05/08: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-08: ASD Aluminum Code AA ADMI-05: ASD - Buildinq Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 1 19 Company Designer Job Number Zaizali & Associates, NPP 1303099 Inc. Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Global. Continued Seismic Code ! ASCE 7-10 Seismic Base Elevation (ft) [Not Entered Add Base Weiqht? IYes Ctz ].02 Ctx 1.02 T Z (sec) Not Entered T X (sec) 1 Not Entered RZ |3 RX 13 Ct Exp. Z ••"r.75 --Ct Exp. X .75 SD1 SDS 11 S1 11 TL (sec) 15 Risk Cat lor II Seismic Detailing Code lASCE 7-05 OmZ ll OmX 11 RhoZ il" RhoX 11 Hot Rolled Steel Properties Label E fksi] G [ksl] Nu Therm A1E5 F) Density[k/ft''31 Yield[ksll Ry Fu[ksl] Rt 1 2 A36 Gr.36 A572 Gr.50 29000 29000 11154 111541 .3 1 .3 1 .65 .65 .49 .49 36 50 -1-^ ! 1.1 65 1.2 1.1 3 A992 29000 11154 .3 1 .65 .49 50 1.1 65 1.1 1 4 A500 Gr.42 29000 11154 .3 1 .65 .49 42 i 1.4 58 1.3 1 5 A500 Gr.46 29000 11154 .3 I .65 .49 46 1 1.4 58 1.3 1 Hot Rolled Steel Section Sets Label Shape Type Desiqn List Material Design R... A [in2] lyy [in4] Izz [in4] J [in4] 1 W8x24 1 W8x24 Beam Wide Flanae A36 Gr.36 Tvoical 7.08 18.3 82.7 [——-* *— .346 2 W8x15 i W8x15 Beam Wide Flange A36 Gr.36 Typical 1 4.44 3.41 48 .137 3 POST |HSS6x6x8 Column Tube A36 Gr.36 Tvoical 1 9.74 48.3 48.3 81.1 Joint Coordinates and Temperatures Label xmi Yfftl Zfftl Temp fp] Detach From Diap... 1 Nl 0 0 0 I 0 2 N2 0 0 .9 i 0 3 N3 .9 0 .9 0 4 N4 0 0 4.3 1 0 5 N5 3.8 0 4.3 1 0 6 N6 4.3" 0 4.3 0 7 N7 0 0 7.8 1 0 8 N8 1 0 7:8 0 9 Ng 5 0 7.8 1 0 10 NIO 7.8 0 7:8 \ 0 11 N11 0 0 8.5 1 0 12 N12 1 0 8.5 i 0 13 N13 0 0 11.8 1 0 14 N14 1 0 11.8 0 15 N15 2.1 0 11.8 1 0 16 "N16 4.2 0 11.8 1 0 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 2 20 Company Designer Job Number Zaizali & Associates, NPP 1303099 Inc. Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Joint Coordinates and Temperatures (Continued) Label Xfftl Yfftl Zfftl Temp fF] Detach From Diap... 17 N17 1 5 0 11.8 1 0 18 N18 1 8 0 U 11.8 ...0 ^ 19 N19 1 11.8 0 11.8 1 0 20 N20 0 12.3 21 N21 1 2.1 0 12.3 t 0 22 N22 0 0 15 • "I 0 23 N23 1 0 -2 15 1 0 24 N24 ; 2.1 0 15 1 0 25 N25 1 4.2 0 15 1 0 26 N26 8 0 15 0 27 N27 1 11.8 0 15 i 0 28 N28 j 15 0 15 1 0 29 N29 1 25.2 0 15 1 0 30 N3b 1 25.2 -2 15 10 Hot Rolled Steel Desian Parameters Label Shape Lengthffti Lbyyfftl Lbzzfftl Lcomp topfft] Lcomp botfftl L-torq Kyy Kzz Cb Function POST I Lateral _M2_ POST Lateral 3 4 M3 _M4l W8xJ5 W8x'l 5 I 11.8 7.8 I Lateral I I Lateral | 5 3_ M5 I W8x15 ] W8xT5 4.3 4 iLateraM I Lateral j M7 M- W8x15 I 3.2 W9x15 I 4__ I Lateral I Lateral M9 I W8x15 I 3.2 Lateral 10 W8x24 1 15 Lateral 11 Mil W8x24 I 25.2 I Lateral I 12 _M12. W8x24 '21.213 Lateral Member Primarv Data Label 1 Joint J Joint K Joint Rotated. Section/Shape Tvoe Desian List Material Desian Rules 1 Ml N23 N22 i POST ColumnI Tube A36 Gr.36 Tvoical 1 2 M2 N30 N29 i POST Column Tube A36 Gr.36 Typical 1 3 M3 N13 N19 1 W8x15 BeamlWide Flan... ASB Gr.36 Tvoical 1 4 M4 N7 NIO ! W8x15 Beam Wide Flan... A36 Gr36 Typical 1 5 M5 N4 N6 I W8x15 Beam Wide Flan... A36 Gr.36 Tvoical 1 6 M6 N14 N8 1 W8x15 Beam Wide Flan... A36 Gr.36 Typical 1 7 M7 N24 N15 1 W8x15 Beam Wide Flan... A36 Gr36 Typical j 8 M8 N17 N9 ! W8x15 Beam Wide Flan... A36 Gr.36 typical 1 9 M9 N26 N18 1 W8x15 Beam Wide Flan... A36 Gr36 . -Typicai 1 10 M10 Nl isj"22 1 W8x24 Beam Wide Flan... A36 Gr.36 typical 1 11 Mil N22 N29 1 W8x24 Beam Wide Flan... A36 Gr36 Tvoical 1 12 M12 N28 N1 W8x24 Beam Wide Flan... A36 Gr.36 Typical 1 Joint Boundarv Conditions Joint Label X [k/in] Y fk/inl Z fk/lnl X Rot.fk-ft/rad] Y Rot.fk-ft/radl Z Rot.fk-ft/radl Footing 1 , N22 _ I._ 2 i^J29 3 Nl Reaction Reaction Reaction Reaction Reaction Reaction i 4 N23 Reaction Reaction Reaction Reaction Reaction Reaction 5 N30 Reaction Reaction Reaction Reaction Reaction Reaction i RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 3 21 Company Designer Job Number Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Basic Load Cases BLC Description Cateaory XGr... YGr...ZGra.. . Joint Point Distributed AreafMemb... Surface(Plate/Wall) 1 DL DL -1 16 _ 3 _ 1 1 1 2 WLX WLX 8 1 3 WLZ WLZ 1 1 8 1 1 4 LL LL 1 1 1 5 BLC 1 Transient Are.. None 1 1 31 1 1 6 BLC 4 Transient Are.. None i i 31 1 1 Joint Loads and Enforced Displacements (BLC 1: DL) Joint Label LD.M Direction Maanltudef(lb.lb-ft). (In.rad). nb*s''2/ft. Ib*s'^2*ft)l 1 N3 i L Y -212 1 2 N5 1 L Y -212 1 3 N12 1 L Y -212 4 N21 1 L Y -212 1 5 N21 1 L Y -212 1 6 N16 L Y -212 1 7 8 N18 N19 i L i L Y Y -212 t -212 1 9 10 N27 N26 1 L 1 L Y Y -30 1 -30 1 11 N25 L Y -30 1 12 N22 1 L Y -30 1 13 N20 1 L Y -30 1 14 15 16 N11 N4 N2 1 ,. L ... 1 L i L Y Y Y -30 ... 1 -30 1 -30 1 Joint Loads and Enforced Displacements (BLC 2 : WLX) Joint Label L.D.M Direction Maanltudef(lb.lb-ft). rin.rad). (Ib*s'^2/ft. Ib*s'^2*ft)l 1 2 N2 N4 1 L L X X oio CM : CM CO! CO 3 4 Nil N2b 1 L ! L X X 1320 1 1320 1 5 N21 L X 350 1 6 N12 L X 350 1 7 N5 1 L X 350 1 8 N3 L X 350 1 Joint Loads and Enforced Displacements (BLC 3 : WLZ) Joint Label L.D.M Direction Maanltudef(lb.lb-ft). (In.radV (lb*s'*2/ft. Ib*s'^2*ft)l 1 N22 1 L Z -1320 1 2 N25 i L z -1320 1 3 N26 1 L z -1320 4 N27 1 L z -1320 1 5 N21 L z -350 1 6 me i L Z -350 1 7 8 N18 N19 1 L z z -350 1 -350 1 Member Area Loads (BLC 1: DL) Joint A Joint B Joint C Joint D Direction Distribution Maanitudefpsf] 1 N22 i N1 1 N28 1 1 Y T A-B 1 -10 1 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 4 22 Company Designer Job Number Zaizali & Associates, NPP 1303099 Inc. Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Member Area Loads (BLC 4 : LL) Joint A Joint B Joint C Joint D Direction Distribution Maanitudefosfl 1 1 N22 ! Nl i N28 1 1 Y 1 A-B 1 -20 1 Member Distnbuted Loads (BLC 1: DL) Member Label Direction Start Maqnitudeflb/ft.Fl End Maqnitudeflb/ft,Fl Start Locatio.. .End Locatio... 1 MIO Y -65 -65 1 0 15 1 2 M12 Y ^-20 -20 i a 15 1 3 Mil Y -65 -65 0 15 1 Member Distributed Loads (BLC 5: BLC 1 Transient Area Loads) Member Label Direction Start Magnitudeflb/ft.F! End Maanltuderib/ft.Fl start Locatio.. End Locatio... 1 M3 Y -42.789 0 — »— -3775^ J A 2.36 1 2 M3 Y -37.75 -31.026 i 2.36 4.72 1 3 M3 Y -31.026 -30.178 1 4.72 7.08 1 4 M3 Y -30.178 -27.418 i 7.08 9.44 1 5 M3 Y -27.418 -15.187 1 9.44 11.8 1 6 M4 Y -53.108 -36.639 ! 0 1.56 1 7 M4 Y -36.639 -32.202 1 1.56 3.12 1 8 M4 Y -32.202 -31.958 \ 3.12 4.68 1 9 M4 Y -31.958 -26.064 1 4.68 6.24 1 10 M4 Y -26.064 -22.361 1 6.24 7.8 1 11 M5 Y -38.929 -38.069 1 0 .86 1 12 M5 Y -38.069 -33.996 .86 1.72 1 13 M5 Y -33.996 -21.996 1 1.72 2.58 1 14 M5 Y -21.996 -15.946 1 2.58 3.44 1 15 M5 Y -15.946 -20.564 1 3.44 4.3 1 16 M11 Y -14.451 -16.486 1 0 2.16 1 17 M11 Y -16.486 -19.752 1 2.16 4.32 1 18 M11 Y -19.752 -21.677 1 4.32 6.48 1 19 M11 Y -21.677 r2.Q._851 1 6.48 8.64 1 20 Mil Y -20.853 -16.225 i 8.64 10.8 1 21 M11 Y -16.225 -8.567 1 10.8 12.96 1 22 M11 Y -8.567 -1.503 i 12.96 15.12 1 23 M12 Y -.003 -5.773 0 2.357 1 24 M12 Y -5.773 -6.043 ; 2.357 4.714 1 25 M12 Y -6.043 -4.944 I 4.714 7.071 1 26 Ml 2 Y -4.944 ' -6.055 7.071 9.428 1 27 M12 Y -6.055 -6.88 1 9.428 11.785 1 28 Ml 2 Y ^.88 -6.41 i 11.785 14.142 1 29 M12 Y -6.41 -6.045 1 14.142 16.499 1 30 M12 Y -6.045 -10.207 16.499 18.856 1 31 M12 Y -10.207 -14.474 ! 18.856 21.213 1 Member Distributed Loads (BLC 6 : BLC 4 Transient Area Loads) Member Label Direction Start Maanitudeflb/ft,F] End Maqnitudeflb/ft.Fl Start Locatio.. End Locatio... 1 M3 Y -85.578 -75.499 1 0 2.36 1 2 M3 Y -75.4~99 -62.052 1 2.36 4.72 1 3 M3 Y -62.052 1 -60.356 i 4.72 7.08 4 M3 Y -60.356 -54.836 7.08 9.44 1 5 M3 Y -54.836 1 -30.374 1 9.44 11.8 1 6 M4 Y -106.217 ) -73.277 1 0 1.56 1 7 M4 Y -73.277 1 -64.405 1 1.56 3.12 1 8 M4 Y -64.405 i -63.ai7 i 3.12 4.68 1 9 M4 Y -63.917 1 -52.128 1 4.68 6.24 t 10 M4 Y -52.128 -44.722 i 6.24 7:8 1 11 M5 Y -77.858 -76.138 1 0 .86 t RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 5 23 Company Designer Job Number Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Member Distributed Loads (BLC 6 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft.Fl End Maqnltudeflb/ft.Fl Start Locatio.. End Locatio... 12 M5 Y -76.138 -67.993 ^ .86 1.72 1 13 M5 Y -67.993 -43.991 1.72 2.58 I 14 M5 Y -43.991 -31.892 T 2.58 3.44 1 15 M5 Y -31.892 -41.127 3.44 4.3 1 16 M11 Y -28.901 -32.973 0 2.16 1 17 M11 Y -32.973 -39.503 2.16 4.32 1 18 M11 Y -39.503 -43.354 4.32 6.48 1 19 Mil Y -43.354 -41.706 6.48 8.64 20 M11 Y -41.706 -32.45 8.64 10.8 1 21 Mil Y -32.45 -17.134 10.8 12.96 1 22 M11 Y -17.134 -3.005 12.96 15.12 1 23 M12 Y -.006 -11.546 0 2.357 1 24 M12 Y -11.546 -12.086 2.357 4.714 1 25 M12 Y -12.086 -9.887 4.714 7.071 1 26 M12 Y -9.887 -12.11 7.071 9.428 1 27 M12 Y -12.11 -13.76 9.428 11.785 1 28 M12 Y -13.76 -12.82 11.785 14.142 1 29 M12 Y -12.82 -12.091 14.142 16.499 1 30 Ml 2 Y -12.091 ^ -20.414 16.499 18.856 1 31 M12 Y -20.414 -28.949 18,856 21.213 1 Load Combinations Description Solve PDelta SRSS BLC Fac. BLC Fac. BLC Fac. BLC Fac. BLC Fac. BLC Fac. BLCFac. BLCFac. 1 DL + LL Ye^s Y DL 1 LL 1 1 1 1 2 IBC 16-12 fa) (a) Yes Y DL 1 WLX .6 ]• • 3 IBC 16-12 (a) (b) Yes Y 1 DL 1 WLZ .6 1 1 1 1 1 4 IBC 16-12 (a) (c) Yes Y 1 DL 1 WLX -.6 1 1 j 1 5 IBC 16-12 (a) (d) Yes Y 1 DL 1 WLZ -.6 L ' 1 1 1 1 1 6 IBC 16-15 (a) Yes Y DL .6 WLX .6 ! i i j 1 1 1 1 7 IBC 16-15 (b) Yes Y DL .6 IWLZ .6 1 1 ' 1 r 1 8 IBC 16-15 (c) Yes Y bl .6 WLX -,6 1 1 ' 1 r "l i 9 IBC 16-15 (d) Yes Y DL .6 WLZ -.6 \ 1 \ Envelope Member Section Forces Member Sec Axlalflbl LC vShearflbl LC z Shearfl...LC Torau... LC v-v Mo... LC z-z Momen... LC 1 2 M l _^ 1 max. min 4655.517 1 7 -1701.293 -5837.422 7 1 -587.78 7 1858.,.. 6 ll 204.7431 5 805.841 7 1 5 1 1 2 M l _^ 1 max. min 2100.034 1 7 -1701.293 -5837.422 7 1 r2430.8l"2 1 -1914... 4 |-517.523j 7 -2642.434 7 1 5 1 3 2 max 4638.945 1 -1701.293 7 -587.78 7 1858... 6 1234.8051 9 2087.7251 3 4 min 2090.091 7 -5837.422 1 ^2430.812 1 -1914... 4 -1004.4..j 3 -376.224 9 1 5 3 max 4622.374 1 1 1-1701.293 7 1-587.78 7 1858... 6 1-563.6841 9 4335.996 1 6 min 2080.148 7 -5837.422 1 -2430.812 1 -1914... 4 f-1857.3..| 1 1426.908 9 7 4 max min 4605.802 1 7 -1701.293 7 -587.78 7 1858.... 6 1-1362,1,.! 9 7254.707 1 8 4 max min 2070.205 1 7 -5837.422 1 ^2430.812 1 -1914... 4 T-3072.7..i 1 3213.292 8 1 9 10 5 max 4589.231 1 7 -1701.293 7 1-587.78 7 1858.... 6 1-1693.0..1 7 4|-4288:T::I ^ 10173.418 1 1 9 10 5 min 2060.262 1 7 -5837.422 1 h2430.812 1 -1914... 6 1-1693.0..1 7 4|-4288:T::I ^ 4208.427 7 1 11 M2 1 max 1980.978 1 5836.987 . 14227^26 5 643.974 9 1482,8041 3 2705.286 ... ,3. 1 9 12 min 897.197 9 1770.24 9 1^242.066 3 -657.4.. 3 1-476.7341 5 -551.128 ... ,3. 1 9 13 2 max 1964.406 1 15836.987 1 1237.926 5 343.974 9 1361.7711 3 394.571 1 7 1 14 min 887.254 9 1770.24 9 1-242.066 3 -657.4.. 3 1-357.771 5 -1786.645i 5 i 15 3 max 1947.835 1 1 5836.987 1 1237.926 5 643.974 9 1240.7381 3 -1373.2891 7 1 16 min 877.312 1 9 1770.24 9 i-242.066 3 -657.4.. 3 1-238.8081 5 -4054.6531 1 1 17 18 ± max, min 1931.263 5836.987 1 1237.926 5 643.974 9 1119.7051 3 -3141.1491 7 1 17 18 ± max, min 867.369 9 1 1770.24 9 -242.066 3 -657.4.. 3 1-119.845} 5 -6973.1471 1 1 19 .5. max 1914.692 1 15836.987 1 237.926 5 643.974 9 1 -.438 ! 9 -4091.6071 9 1 ' 1 19 .5. min ? WJU' -242.066 -657.4.. niuUm 1 -4091.6071 9 1 ' 1 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 6 24 Company Designer Job Number Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Member Sec Axlalflbl LC v ShearTlbl LC z Shearfk..LC Torau... LC v-v Mo... LC z-z Momen... LC 21 M3 1 max 710.745 1 5 [1309,945 1 267.939 7 .784 1 0 1 1 0 1 22 2 min -638.088 1 7 538.553 7 -282.252 5 .256 7 0 \ 1 . 0„„J 1 23 24 2 max 710.853 1 5 465.577 1 1183.131 2 .784 1 7 126.4181 4 -1168.058 7 23 24 min -637.993 7 173.174 7 i-185.817 4 .256 1 7 -115.818 6 -2805.418 1 25 3 max 710.599 5 -55.042 7 1426.64 3 .784 1 1149.47 3 -1322.953 26 min -638.223 7 -108.58 1 [-439,332 5 ,256 7 -148.389 5 -3293.469 1 27 4 max 710.706 1 5 -276.344 6 1281.838 5 .784 1 811.571 3 -919.76 1 6 28 min -638.082 1 7 -651.696 1 1-275.109 3 256 7 -831.423 5 -2313.7551 1 29 5 max 710.706 1 5 -343.078 6 1281.838 5 .784 1 1 0 1 0 ! 1 30 min -638.082 ! 7 -896.228 1 1-275.109 3 .256 7 0 1 0 1 1 31 M4 1 max 605.512 1 6 680.707 1 284.698 5 -.359 8 10 11 0 i 1 32 min -643.889 1 4 235.217 6 -259.149 7 -.801 1 1 0 j 1 0 1 33 34 2 max 779.009 ! 6 193.896 1 301.645 7 -.359 8 1158.6371 4 -271.44 6 33 34 min -816.94 1 4 44.284 9 -311.682 5 -.801 1 -141.569 6 -837.768 •j 35 36 .3 max min 779.009 1 6 -11.649 7 1 301.645 -311.682 7 5 -.359 8 619.223 3 -302.268 9 35 36 .3 max min -816.94 1 4 -29.647 7 1 301.645 -311.682 7 5 -.801 1 -619,1811 5 -994.386 9 37 4 max 778.441 I 6 -83.198 9 343.583 5 -.359 8 662.1261 3 -208.616 38 min -817.514 1 4 -268.633 1 -339.552 3 -.801 1 -669.986 5 -698.282 1 39 5 max 778.441 1 6 -129.81 9 343.583 5 -.359 8 0 1 0 1 1 40 41 Mr i Mn. max -817.514 1 4 -442,768 1 -339.552 0 -.06 3 '1 2 -.801 1 0 1 0 1 1 0 1 1 0 I 1 40 41 Mr i Mn. max 489.652 4 2 267.901 1 6 -339.552 0 -.06 3 '1 2 -2.115 -5.016 7 10 11 1 ' b ! 1 0 1 1 0 1 1 0 I 1 42 Mr i min -487.059 4 2 76.313 1 6 -339.552 0 -.06 3 '1 2 -2.115 -5.016 7 10 11 1 ' b ! 1 0 1 1 0 1 1 0 I 1 43 44 . .2. _^ max mm 489.652 1 4 -487.059 1 2 128.108 41.858 1 1 0 6 1 -.06 1 2 -2.115 -5,016 7 1 0 1 1 -.064 1 2 -63.428 6 -212.41 ! 1 45 3 max 489.652 1 4 17.685 4 1 0 1 -2.115 7 1 0 1 -91.002 1 6 46 min -487.059 2 3.149 1 ! -.06 2 -5,016 1 -.128 2 -280.474 1 1 47 4 max 489.652 4 1-13.218 8 I 0 1 -2.115 7 1 0 1 -88.753 1 6 48 min -487.Q£9 2 1-83.512 1 1 -.06 2 -5,016 1 1 -.193 2 -234.335 49 5 max 279.652 4 -160.943 6 .454 2 -2.115 7 t 0 1 0 1 1 50 min -277.059 i 2 -369.628 1 0 1 -5.016 1 ' 0 1 0 1 1 51 52 M6 1 .Qiax_ min 596.416 1 5 -560.733 1 7 67.323 5 36.739 4 -.741 9 1 0 1 1 oil 1 1 0 1 1 6 ! 1 51 52 M6 1 .Qiax_ min 596.416 1 5 -560.733 1 7 40.386 7 -36.764 2 -1.996 9 1 0 1 1 oil 1 1 0 1 1 6 ! 1 53 54 2 max 596.416 1 5 1 52.215 -560.733 i 7 131.321 5 136.739 7 1-36.764 4 2 -.741 -1.996 9 1 36.739 4 -35.853 7 5 53 54 2 min 596.416 1 5 1 52.215 -560.733 i 7 131.321 5 136.739 7 1-36.764 4 2 -.741 -1.996 9 1 -36.764 2 -59.768 7 5 55 3 max 596.416 1 5 37.107 5 136.739 4 -.741 9 173.4791 4 -62.642 7 56 min -560.733 1 7 22.256 7 i-36.764 2 -1.996 1 1 -73.528 2 -104.428 • 5 57 4 max 596.416 1 5 21.998 5 136.739 4 -.741 9 1110.218 4 -80.365 1 7 58 5 min max -560.733 i 7 J 13.191 7 7 -36.764 2 -1.996 1 -110.292 2 -133.98 1 5 0 I 1 0 i 1 59 5 min max 596.416 1 5 -123.053 7 7 173.316 2 -.741 9 0 ! 1 -133.98 1 5 0 I 1 0 i 1 60 min -560.733 1 7 -205.148 5 -173.2 4 -1.996 1 1 0 1 -133.98 1 5 0 I 1 0 i 1 61 62 M7 . 1. max 519.15 5 90.536 5 32.824 4 -2.966 7 0 0 1 1 0 1 1 o~ 1 1 61 62 M7 . 1. min -497.959 7 54.189 7 ^,802 2 -8.095 1 0 0 1 1 0 1 1 o~ 1 1 63 2 max 519.15 5 78.449 5 132.824 4 -2.966 7 126.259 4 -40.45 1 7 64 min -497.959 1 7 46.937 7 -32.802 2 -8.095 1 i -26.242 2 -67.593 t 5 65 3 max 519.15 I 5 166.363 5 32.824 4 -2.966 7 152.519 4 -75.099 i 7 66 min -497.959 7 ! 39.685 7 [-32,802 2 -8,095 1 i -52.483 2 -125.5181 5 67 68 4 max 519.15 5 1 54.276 5 32.824 4 -2.966 7 T 78.778 4 -103.946 7 5 67 68 min -497.959 1 7 1 32.433 7 -32.802 2 -8.095 7 T -78.725 2 -173.773 7 5 69 70 5 max 309.15 f 5 i-228.804 7 177.131 2 -2.966 7 0 , 0 0 1 1 O" ! 1 69 70 5 min -287.959 I 7 -382.531 5 i-177.251 4 -8.095 1 0 , 0 0 1 1 O" ! 1 71 72 .. .1. max 641.638 3 30.217 5 0 ,1 1 -1.887 9 10 11 1 i 0 1 1 0 1 1 ' 0 1 1 71 72 .. .1. min -654.813 5 18.13 7 0 ,1 1 -4.431 9 10 11 1 i 0 1 1 0 1 1 ' 0 1 1 73 2 max 641.638 1 3 15.108 5 1 0 1 -1.887 9 10 11 -13.597 1 7 74 min -654.813 ! 5 9.065 7 ! 0 1 -4.431 1 ! 0 1 1 -22.662 i 5 75 3 max 641.638 13 10 1 1 0 1 -1.887 9 10 11 -18.13 1 7 76 min -654.813 5 1 0 3 1 -9.065 1 9 0 0 1 1 -4.431 -1.887 1 0 1 1 9 1 O" 1 1 -30.217 5 7 77 4 max 641.638 5 1 0 3 1 -9.065 1 9 0 0 1 1 -4.431 -1.887 1 0 1 1 9 1 O" 1 1 -13.597 5 7 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 7 25 Company Designer Job Number Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Envelope Member Section Forces (Continued) Member Sec Axlalflbl LC v Shearflb LC z Shearfl. .LC Torau.. LC ty_Mo... LC z-z Momen.. LC 78 min -654.813 ^ 5 -15.108 1 0 -4.431 1 0 -22.662 5 79 5 max 641.638 3 -18.13 9 0 1 -1.887 9 0 1 0 1 80 min -654.813 5 -30.217 1 0 -4,431 1 0" 0 1 1 1 81 M9 1 max 495.853 3 24.173 2 0 1 .025 9 0 1 0 1 1 82 min -506.375 5 14.504 8 0 1 -.254 1 0 1 0 1 1 83 2 max 495.853 3 12.087 2 0 •025 9 0 1 -8.702 1 8 84 min -506.375 5 7.252 8 0 1 -.254 1 0 1 -14.504 ! 2 85 3 max 495.853 3 0 1 0 1 .025 9 0 1 -11.603 ! 8 86 min -506.375 5 0" 1 0 1 -.254 1 b j " -19.339 1 2 87 4 max. 495.853 3 -7.252 6 0 1 .025 9 0 1 -8.702 1 8 88 min -506.375 5 -12.087 1 0 1 -.254 1 0 1 -14.504 2 89 5 max 495.853 3 -14.504 6 0 1 .025 9 0 1 0 1 90 min -506.375 5 -24.173 1 0 1 -.254 1 0 1 0 1 91 M10 1 max 3557.344 3 1593.964 1 2001.23 2 3.785 1 W327,409 8 5186.673 1 92 min -644.24 9 728.279 9 •1989.987 8 1245 9 -4386,6.. 2 2232.515 9 93 2 max 3557.344 3 1231.47 1 1212.909 2 3.785 1 873.152 6 -16.461 7 94 min -644.24 9 509.649 9 -1199.715 8 1.245 9 -886.72'3 4 -99.87 5 95 3 wax. 3557.291 3 598.837 1 85.253 4 3.785 1 1316.804 2 -1308.188 9 96 min -644.288 9 215.395 9 -72.292 6 1.245 9 -1278.6.. 8 -3124.59 1 97 4 max 3811.72 3 -192.127 7 243.825 8 3.785 1 934.556 6 -880.43 9 98 min -922.426 9 -449.794 1 -269.136 2 1.245 9 -981.342 4 -2301.688 1 1 99 5 max 3543.283 3 -952.277 7 1433.123 4 3.785 1 3340.124 4 4288.408 1 100 min -645.814 9 -2124,858 1 -1382.446 6 1,245 9 -3238.0.. 6 1693.353 7 1 101 Mil 1 max 5797.79 1 2455.233 1 1442.24 7 .087 9 3807,092 5 10177.203 1 i 102 min 2147.246 8 1095.574 7 -1465.562 5 -.331 3 -3749.7.. 3 4210.616 7 1 103 2 max 5797.791 1 1441.65 1 172.697 2 .087 9 1599.229 3 -747.782 9 1 104 min 2115.088 8 618.728 7 -167.829 8 -.331 3 -1584.0.. 5 -2125.935 1 1 105 3 max 5797.791 1 427.009 1 951.132 5 .087 9 493.315 7 -3556.208 8 1 106 min 2115.737 8 159.166 7 -957.145 3 -.331 3 -505.049 5 -7913.302 1 1 107 4 max 5837.487 1 -769.564 9 241.366 3 -.438 9 851.805 5 -657.059 7 I 108 min 1770.505 9 -1786.065 1 -237,401 5 -1.453 1 -863.15 3 -1838.64 1 1 109 5 max 5837.487 1 -860.631 9 241.366 3 -.438 9 657.456 3 9891.64 1 1 110 min 1770.505 9 -1937.842 1 -237.401 5 -1.453 1 -643.974 9 4091.607 9 1 111 M12 1 max 1657.617 3 1843.009 1 33.431 8 -.743 9 0 1 0 1 i 112 min -1620.69 ' 9 790.326 " 9 -59.565 2 -1.748 1 b 1 b 1 1 113 2 max 2444.06 7 427.912 1 211.923 4 -.956 8 311.209 8 -3423.524 9 1 114 min -2456.992 ' 5 166.23 9 -188,722 6 -2.302 1 ;-412.093 2 -8138.31 1 115 3 max 2768.076 1 3 -115.649 9 209.805 2 -.693 9 11230.979 4 -3835.017 9 116 min -2755.08 ! 9 -337.906 1 -211.048 4 -1,736 1 -1218.3.. 6 -9371.232 1 117 4 max 2850.439 1 3 -423.275 9 13.248 6 1.811 1 264.854 4 -2677.706 9 118 min -2836.169 ! 5 -1027.064 1 -14.184 4 .707 7 -258.63 6 -6403.674 1 119 5 max 2850.439 1 3 -656,772 9 161.246 6 1.811 1 0 1 0 1 120 min -2836.169 ! 5 -1522.329 1 -163,172 4 .707 7 0 1 0 1 Envelope Joint Reactions Governing moment at rooftop platform post connection to roof beams Joint Xflb] LC Y[lb] LC , 2 [lb] LC MX flb-ftl LC MY flb-ft] LC MZ flb-ft] LC 1 N1 Imax 2399.612 8 13115.273 1 15569.485 3 -2231.935 1 9 4327.409 8 5.065 1 1 2 Imin -2401.084 2 [1396.793 9 1-2648.601 9 -5185.392 1 1 -4386.637 2 1.811 8 3 N23 Imax 5838.874 1 14655.517 1 1 -588.132 7 517.523 1 7 1858.508 6 805.841 1 7 4 imin 1702.016 7 2100.034 7 -2431.466 1 -1204.743 1 5 -1914,856 4 -2642.434! 5 5 N30 Imax -1770.505 9 11980.978 1 1237.818 5 476.734 1 5 643.974 9 2705.286 1 3 6 Imin -5837.487 1 1897197 '9 f-241.952 3 -482.804 \ 3 -657.456 3 -551.128^ 9 7 Tptajs; Imax 4008 . 4 19751.768 1 1 4008 7 1 1 8 Imin ^008 ! 2 4501.061 6 1 ^008 9 i RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 8 26 Company Designer Job Number Zaizali & Associates, NPP 1303099 Inc. Rooftop Platform Nov 11, 2013 5:19 PM Checked By:_ Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Locfft] LC ShearC... Locfft] Dir LC Pnc/om f. Pnt/om. Mnyy/om fib. Mnzz/om flb-ft] Cb Ean Hl-lbl M1 M2 HSS6X,. HSS6X... .418. .283 .159 .118 0 _Q1 208684.. 209964. 35568.862 208684.. 209964. 35568.862 35568.862 35568.862 1.849 1.894 H M3 W8x15 .342 7.99 1 5 .047 I 0 25562.81 £ 95712... 4796.407 18173.844 1.139 H -1k^ m M4 W8x15 2m. ,4.9561 5 .025 I 0 B2500.484 95712 4796.407 22462.724 1.117 H M5 W8x15 .011 2.1951 1 .023 I 4.3 [79745.658 95712....I 4796.407 24431.138 1.108 Hi M6 W8x15 .032 3.2921 2 .011 81729.91E95712 4796.407 24431.138 1.296 H 7 8 M7 W8x15 M8 W8x15 .028 .005 2.7 I 4 2 i 3" .029 .bib 3.2 4 186511.274 81729.915 95712... 95712..; 4796.407 4796.407 24431138 24431.138 1.393 1.136 9 10 M9 MIO W8x15 W8x24 .0.04 .395 1J 3 2 .001 3.2 15 186511.274 95712 78890.982152622 4796.407 15395.21 24431138 41497.006 1.136 2.014 11 Mil W8x24 .521 015 .088 [30079.345 ^2447.972 152622, 15395.21 41497.006 1.909 -1 12 M12 W8x24 .287 10.3861 4 152622. 15395.21 32803.194 Material Takeoff Material Size Pieces Lenathfft] WelqhtfK] , ,1 1 2 Hot Rolled Steel A36 Gr36 1 1 HSS6x6x8 2 1 4 .1 3 4 A36 Gr.36 A36 Gr36 1 1 W8x15 W8x24 7 3 1 38.3 1 61.4 .6 1.5 5 Total HR Steel 1 12 1 103.7 2.2 RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 9 27 Company Designer Job Number Zaizali & Associates, Inc. NPP 1303099 Rooftop Platform Nov 11, 2013 5:58 PM Checked By:_ Envelope Joint Reactions (without Live Load) Joint Xflb] LC Yflb] LC Zflb] LC MX rib-ft] LC MY flb-ft] LC MZ flb-ftl LC 1 N1 max 2399.612 8 2381.7781 3 5569.485 3 -2231.935 ^ 9 4327.409 8 4.221 1 2 2 min -2401.084 2 1396.793 [ ,9, -2648.601 9 -4051.05 3 1-4386.6371 121 1.811 1 8 3 N23 max 5390.846 5 3640.999 ill -588.132 7 517.523 7 1858.508 6 805.841 1 7 4 min 1702.016 7 2100.034] 7 -2324.039 5 -1204.743 5 -1914.856 4 -2642.4341 5 5 N30 max -1770.505 9 1582.5991 3 237.818 5 476.734 5 643.974 9 2705.2861 3 6 min -5325,072 3 897.1971 9 -241.952 3 -482.804 3 -657.456 3 -5511281 9 7 Totals: max 4008 4 7501.7681 5 4008 7 1 8 min ^008 2 4501.0611 6 -4008 9 Joint Reactions (Bv Combination) (governing compressive forces (g Nl, N23) LC Joint Label xribl Yflbl Zflb] MX flb-ft] MY flb-ft) MZ flb-ft] 1 5 Nl -1837.497 2343.788 -1921.78 -3799.076 557.415 3.335 2 5 N23 5390.846 ^ 3640.999 -2324.039 -1204.743 1716.423 -2642.434 3 5 N30 -3553.349 1516.981 237.818 476.734 643.82 -10.253 4 5 Totals: 0 7501.768 -4008 5 5 COG (ftV. X: 5.233 Y: -.018 Z: 10.37 Reactions at Nl and N23 will be used to analyze the underlying roof beams (Live Load added in ENERCALC) Joint Reactions (Bv Combination) 1 2 Nl -2401.084 2366.073 1791.577 -3936.111 -4386.637 4.221 2 2 N23 3533.148 3557.969 -1765.357 -346.456 1845.277 297.591 3 2 N3G -5140.065 1577.726 -26.22 -51.314 -65.71 2404.493 4 2 Totals: -4008 7501.768 0 5 2 COG (ft): X: 5.233 Y; -.018 Z: 10.37 Governing reactions used to check if roof beams will need bearing stiffeners RISA-3D Version 11.0.2 [\...\...\...\03 - Jeffrey Rome\2013\1303099 NS0026\Calcs\RISA\NS0026.r3d] Page 10 Supporting Roof Beam Analysis (SE part of building) Project Title: Palomar Airport Engineer: NPP ProjectID: NS0026 Project Descr: Roof beams supporting proposed rooftop platform analysis 28 Printed: 11 NOV 2013. 6:41Py Steel Beam Lic.# : KW-06009186 Description : Assumed Roof Beam Size (SE part of building) - W8x21 CODE REFERENCES File •• \\Zalzallsentinel\pn)jects\03-JEF-1\2013\1309C2-1\Calcs\ENERCALC\130399.ec6 b ENERCALC, INC. 1983-2013, Bulld:6.13.8.31, Ver:6.13.e.31 I Licensee : Zaizali & Associates Inc. Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allov\/able Strength Design Beam Bracing: Completely Unbraced Bending Ms: Major Axis Bending Load Combination JBC 2009 Fy: Steel Yield: E: Modulus: 36.0 ksi 29,000.0 ksi D(0.033516) 0(0.072) L(0^52) 0(0.0727 0(3.641) 0(0.072) L Span = 20.0 ft W8x21 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 3.641 k @ 1.0 ft, (Load from rooftop Platform) Point Load: D = 2.344 k @ 16.0 ft, (Load from rooftop Platform) Uniform Load: L = 0,020 ksf Tributary Width = 12.60 ft, (Roof Live Load) Point Load : D = 0.0720 k @ 3,0 ft, (Roof Purlins) Point Load: D = 0.0720 k @ 8.0 ft, (Roof Purlins) Point Load : D = 0.0720 k @ 12,0 ft, (Roof Purlins) Point Load: D = 0.0720 k @ 16.0 ft, (Roof Purlins) Uniform Load: D = 0.002660 ksf Tributary Width ^ DfS/G/VSL/M/W/\/?y Maximum Bending Stress Ratio = Section used for this span Ma; Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr-nS Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors wiW be applied for calculations. Z-purlins weigh 5.66 plf x 12.6 ft = ~ 72 Ibs. sheet metal roofing weighs 2.66 psf 12.60 ft, (Corrugated Sheet Metal Roofing) 0.955: 1 W8x21 22.798 k-ft 23.883 k-ft +D-HL+H 10.900ft Span # 1 0.418 in 0.000 in 0.787 in 0.000 in Ratio = Ratio = Ratio = Ratio = Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 573 O<360 305 0 <180 Design OK 0.240 W8x21 7.140 29.808 +D+L-t-H 0.000 Span # 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L 1 0.7867 10.200 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.0000 0.000 Span Max. Upward Defl Location in Span D Only 1 L Only 1 D+L 1 Vertical Reactions - Unfactored Load Combination Support 1 0.3682 0.4188 0.7867 10.400 10.100 10.200 Support notation : Far left is #1 0.0000 0.0000 0.0000 Values in KIPS 0.000 0.000 0.000 Support 2 7.140 4.620 2.520 7.140 Overall MAXimum DOnly LOnly D+L 5.262 2.742 2.520 5.262 Supporting Roof Beam Analysis (SE part of building) Project Title: Palomar Airport Engineer: NPP ProjectID: NS0026 Project Descr: Roof beams supporting proposed rooftop platform analysis 29 Pnnted: 11 NOV 2013 6:41PM Steel Beam Uc.#: KW-06009186 File = \\Zalzalisentinel\pfojects\03-JEF-1\2013\1309C2-nCates\ENERCALC\130399.ec6 • ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:6.13.&31 Licensee : Zaizali & Associates Inc. Description : Assumed Roof Beam Size (SE part of building) - W8x21 Steel Section Properties : W8x21 Depth 8,280 in 1XX = 75.30 inM J 0.282 in*4 Web Thick 0.250 in Sxx 18.20 in*3 Cw = 152 00in*6 Flange Width 5 270 in Rxx = 3.490 in Flange Thick = 0.400 in Zx 20.400 in*3 Area = 6.160 in*2 lyy 9.770 in*4 Weight 20.969 plf Syy 3.710 in'>3 Wno 10.400 in''2 Kdesign = 0.700 in Ryy 1 260 in Sw = 5.470 inM K1 0.563 in Zy 5.690 in^S Qf 3.960 in*3 rts 1.460 in rT 1.410 in Qw 10.100 in'*3 Ycg 4.140 in • [>0-l» • tO+W + H • tD 600tVCtH <i 1 * BEAM • DO-ly • +D eDDtWtM C" 0.40 tD+0.7DE»H • 0 6DD»0 7DE*M • 0 7S0ltD 7SDW + H • D*D.70e»H • D 600*0 roe»n Distance (ft) DO'ly • lO-ly • 0*1 Supporting Roof Beam Analysis (NW part of building) Project Title: Palomar Airport Engineer: NPP ProjectID: NS0026 Project Descr: Roof beams supporting proposed rooftop platform analysis 30 Printed: 11 NOV 2013. 6:41PM Steel Beam Lic.#: KW-06009186 Flle = \\Zalzallsentlneiy)iDjects\03^EF-1\2013\130gC2-1\Calcs\ENERCALC\130399.ec6 k ENERCALC, INC. 1983-2013, Build:6.13.8.31, Vef:6.13.6.31 I Licensee ; Zaizali & Associates Inc. Description: Assumed Roof Beam Size (NW part of building) - W24x94 CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Load Combination JBC 2009 Fy: Steel Yield: E: Modulus: 36.0 ksi 29,000.0 ksi 0(3.641) 0(0.072) 0(0.072) 0(0.072) 1 0(0.033516) : 0(0.393) L(0^52) Span = 20.0 ft W24x94 Applied Loads Beam selfweight calculated and added to loads Load(s) for Span Number 1 Point Load: 0 = 3.641 k @ 1.0 ft, (Load from rooftop Platform) Point Load : D = 2.344 k @ 16.0 ft, (Load from rooftop Platform) Point Load: D = 0,0720 k @ 3.0 ft, (Roof Puriins) Point Load: D = 0,0720 k @ 8.0 ft, (Roof Purlins) Point Load: D = 0,0720 k @ 12,0 ft, (Roof Purlins) Point Load: D = 0,0720 k @ 16,0 ft, (Roof Purlins) Uniform Load: L = 0,020 ksf Tributary Width = 12,60 ft, (Roof Live Load) Uniform Load: D = 0,002660 ksf Tributary Width = 12.60 ft, (COrrugated Sheet Metal Roofing) DESIGNSUMMARY Sen/ice loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.070: 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span W24x94 Section used for this span W24x94 Ma : Applied 26.438 k-ft Va : Applied 7.873 k Mn / Omega : Allowable 377.480 k-ft Vn/Omega : Allowable 180.209 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.800ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.012 in Ratio = 20,549 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.025 in Ratio = 9472 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Locaiion in Span D+L 1 0.0253 10.200 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Locat'on in Span 0.0000 0.000 Span Max. Upward Defl Location in Span DOnly LOnly D+L Vertical Reactions • Load Combination Overall MAXimum DOnly LOnly D+L 1 1 1 Unfactored Support 1 Tin' 5,353 2,520 7,873 0,0137 0,0117 0,0253 10,300 10,100 10,200 Support notation: Far left is #1 0,0000 0.0000 0.0000 Values in KIPS 0,000 0,000 0,000 Support 2 3,476 2,520 5,996 Supporting Roof Beam Analysis (NW part of building) Project Title: Palomar Airport Engineer: NPP ProjectID: NS0026 Project Descr: Rocf beams supporting proposed rooftop platform analysis 31 Pnnted: 11 NOV 2013 6 41PM Steel Beam Description : Assumed Roof Beam Size (NW part of building) - W24x94 Steel Section Properties : W24x94 File = \\Zalzalisenlinel\projects\03-JEF-1\2013M 309C2-1\Calcs\ENERCALC\130399.ec6 i ENERCALC, INC, 1983-2013, Build:6,13,8,31, Ver:6,13,8,31 I Licensee : Zaizali & Associates Inc. Depth 24.300 in Ixx = 2,700.00 inM J Web Thick 0 515 in Sxx 222.00 in''3 Cw Flange Width 9 070 in Rxx -9.870 in Flange Thick 0.875 in Zx = 254.000 in*3 Area 27,700 in''2 lyy 109.000 inM Weight 94.291 plf Syy 24.000 in-'S Wno Kdesign 1 380 in Ryy 1 980 in Sw K1 1.063 in Zy = 37.500 in*3 Qf rts 2.400 in rT = 2.330 in Gw Ycg 12 150 in 5.260 inM 15000.00 in«6 53.100 in''2 105.000 inM 43 800 in'*3 126.000 in*3 DO-I, )) BEAM • DO-ly 'S 0X113 + 0«^D 7DE«H • 0 6DO*D 7De»M DKtance (ft) SDW,»H • «DtO 7SI>L«D rSDt4D T-CiVH Disttfice (Ft) DO-ly • lO>ly • Dtl 32 Zaizali & Associates, Inc. www.zal2aliandassociates.oom 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Post to Beam Connection BY: NPP DATE: 11/11/2013 SHEET NO: of Connection of Post to Beam: Max Moment (Nl for Load Combination 1, RISA results)- M^^ := 5.186%/? b := iin d := Ain 5,„ := b-d+ — = 2\.2, in 3 M. ^•weld • max kip = 2.9 — /w := 0.91 w kip for a 1/16" weld in f .5 = 4 55.i£ for a 5/16" weld ^ in '^w./rf=2-92 — kip in -> O.K. Therefore, 5/16" weld (or) (4) 5/8" A307 tfim-bolts with a 12"x18"x1/2" thick plate at each post is O.K. (N) BEAM (N) .V«" STIFF. Pl E*. SIOE. Typ. in) 1/2' PL *B-DEO ro TOP OF rs COL,, Trp. (1) S/»-t A325N BOLTS, EA. 8U. TO PL CONN,, TW. IN) ts BxSxJS" COL. 2' -0" L. MAX. (M) PITCH POCKET. TYP. (N) Stini PL, TTP, VB*» A32SN BOLT, END. TTP. raCKEX BRACE, ITP. (6) BUIIDING COtUMN WITH CAP PLATE. (O KOOflNG PAICH AHD REPAIR AS REQUIKtO 33 Zaizali & Associates, Inc. www.2alzallanda8sociate8.com 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Roof Beam Stiffener Calc BY: NPP DATE: 11/11/2013 SHEET NO: of Check (E) W8x21 (verify in field) Roof Beam at SE part of (E) airport hangar- Span := 25ft /:= 25ft Force (including T/C due to moment) applied to the beam due to reactions from the platform: R := 2.366cip -¥ ^•^^^'P 'fi = \Q.2kip Max. Moment and its correspoding reaction, Node - Nl 6in Fyw •= 36^/ a := I5ft d := 8.28in := 0.25in tj := O.Ain bj- := 5.27in h:=d-2-{iy) E := 29000bi Assume - N := 2in k := l.75in yw minimum yield stress of web and flange distance at which the load is applied (ft) depth of beam thickness of web thickness of flange width of flange height of web elastic modulus of steel length of bearing (not less than k for end beam reactions) (in) distance from outer face of the flange to the web tow of the fillet (in) Flange Local Bending- 1.67 AISC 360-05, Equations J10-1 since, concentrated force is applied at a distance from the member end that is less than 10*t.f=4.00in R.^ shall be reduced by 50%- Rjj-0.5= \0.&kip R = 10.2 kip Result = "O.K." Zaizali & Associates, Inc. www.zalzaliancla8sociate8.com 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Roof Beam Stiffener Calc BY: NPP DATE: 11/11/2013 SHEET NO: of Web Yielding-AISC 360-05, Equations J10-2 8. J10-3 R 3J t^-[N+2.5-k) = 4.3ksi < -^•Fy^=24-ksi Result = "O.K." Web Crippling-AISC 360-05, Equations J10-4, J10-5a &J10-5b 1 -I- 3' V 1.5 ^'^yw''f 21.94 kip nC=2\.9kip R = lO.lkip Result = "O.K: Result: Bearing stiffeners are not required for the existing W8x21 (Verify in field) roof beams. 34 35 Zaizali & Associates, Inc. www.zalzallandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Roof Beam Stiffener Calc BY: NPP DATE: 11/11/2013 SHEET NO: of Check (E) W24x94 (verify in field) Roof Beam in NW part of (E) airport hangar- Span := 25^ / := 25ft Force (including T/C due to moment) applied to the beam due to reactions from the platform: R := 2.366kip -H ^•^^^^'P'fi = iQ.i kip Max. Moment and it con-espoding reaction, Node - Nl 6 in Fyw '•= 36^' a := 15/? d:= 24.25 in t,„ := 0.515/•« tjr:= 0.875/n /y := 9.07/w h:= d-2 i'f) E := 29000te' Assume - N := 2in k:= l.75in F •= F yf' yw minimum yield stress of web and flange distance at which the load is applied (ft) depth of beam thickness of web thickness of flange width of flange height of web elastic modulus of steel length of bearing (not less than k for end beam reactions) (in) distance from outer face of the flange to the web tow of the fillet (in) Flange Local Bending-AISC 380-05, Equations J10-1 since, concentrated force is applied at a distance from the member end that is less than 10*t.f=8.75in R.^ shall be reduced by 50%- R^-Q.5= 5\.6kip R = 10.2 kip O.K. 36 Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 349-606-7222 (F) JOB: 1303099 SUBJECT: Roof Beam Stiffener Calc BY: NPP DATE: 11/11/2013 SHEET NO: of Web Yielding-AISC 360-05, Equations J10-2 & J10-3 R 3) t^-[N+2.5 k) = 2.hksi < -•Fy^=24^ksi Result = "O.K." Web Crippling-AISC 360-05, Equations J10-4, J10-5a &J10-5b [Fb 1 + 3 f-1 1.5 vc = 78.54-fo> nc^^=n.5-kip R = m.2kip Result = "O.K: Result: Bearing stiffeners are not required forthe existing W24x94 (Verify in field) roof beams. 37 Zaizali & Associates, Inc. JOB /|^| www.zaizaliandassociates.com SUBJECT 0^ 1 949-609-9559(1) 949-606-7222 (F) BY SHEET NO 1303099 Zaizali & Associates, Inc. JOB /|^| www.zaizaliandassociates.com SUBJECT 0^ 1 949-609-9559(1) 949-606-7222 (F) BY SHEET NO Existing Equipment Layout Zaizali & Associates, Inc. JOB /|^| www.zaizaliandassociates.com SUBJECT 0^ 1 949-609-9559(1) 949-606-7222 (F) BY SHEET NO NPP DATE 8/26/2013 Zaizali & Associates, Inc. JOB /|^| www.zaizaliandassociates.com SUBJECT 0^ 1 949-609-9559(1) 949-606-7222 (F) BY SHEET NO of <5> <S>- <3>- n 4 ----tf 1200# 1900# m I 250# "a 250# 1800# 1900# / 'V Proposed Equipment Layout (Indoor: Inside Airplane Hangar) 38 Zaizali & Associates, Inc. www.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: SUBJECT: BY: SHEET NO: 1303099 Existing Equipment Layout NPP DATE of 8/26/2013 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ AT&T Emergency Generator Pad O ACUnit-250# ACUnit-250# \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ Proposed Equipment Layout (Outdoor: Outside Airplane Hangar) Use menu item Settings > Printing & Titie Block to set these five lines of information for your program. Title NS0026 Page: 39 Job# : 1303099 Dsgnr: NPP Date: 19 AUG 2013 Descr: Proposed 8' tiigii b\ock wail enclosure design Wall in File: \\Zalzalisentlnel\pro)ects\03 - JefTrey RQme\2013\130309 RetainPro 10 (0)1987-2012, Build 10.13.6.24 Ucense: Kw-06069145 Ca nti love red Reta ining Wa 11 Des i g n License To : ZALZALi & ASSOCIATES, INC. Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria I I Soil Data Retained Height " Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 0.00 ft Allow Soil Bearing = 1,500.0 psf 8.00 ft 0.00 : 1 Equivalent Fluid Pressure Method 8.00 ft 0.00 : 1 Heel Active Pressure 32.0 psf/ft 0.00 in Passive Pressure 150.0 psf/ft 0.0 ft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 110.00 pcf FootingllSoii Friction 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning J [Latera^oa^pplied^^terr^j [Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Lateral Load = 0.0 #/ft ...Height to Top = 8.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 15.0 psf Waii Stabiiity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 7.91 OK 9.14 OK 1,685 Ibs 13.75 in 0 psf OK 1,017 psf OK 1,500 psf Soil Pressure Less Than Allowable 0 psf 1,220 psf 0.0 psi OK 5.3 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Siiding Calcs (Vertical Component Used) Lateral Sliding Force = 84.0 Ibs less 100% Passive Force = - 93.8 Ibs less 100% Friction Force = - 673.8 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 1.200 1.600 1.600 1.600 1.000 Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Wind acts left-to-right toward retention side. Poisson's Ratio Stem Construction ^1 Top stem 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 Masonry 8.00 # 5 16.00 Center Design hieiglit Above Ftg ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = -0.422 Total Force @ Section lbs= 120.0 Moment....Actual ft-#= 480.0 Moment Allowable = 1,136.9 Shear Actual psi = 2.7 Shear Allowable psi = 38.7 Wall Weight = 84.0 Rebar Depth 'd' in = 3.75 LAP SPLICE IF ABOVE in = 30,00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6,00 IMasonry Data fm psi Fs psi Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv, Solid Thick, in Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1,500 20,000 Yes = n/a 21.48 1.000 7.60 = Normal Weight = ASD Use menu item Settings > Printing & Titie Biocit to set these five iines of Information for your program. Title NS0026 Page: 40 Job# : 1303099 Dsgnr: NPP Date: 19 AUG 2013 Descr: Proposed 8' high block wall enclosure design Wall in File: \\Zalzallsentinel\projects\03 - Jeffrey Rome\2013\130309 RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-060S9145 CantllevGred Retaining Wall Design License To : ZALZALi & ASSOCIATES, INC. Code: IBC 2009,ACI 318-08,ACI 530-08 FooUn^Dimensior^^ Toe Width = 0.00 ft Heel Width = 4.50 Total Footing Width = 4.50 Footing Thickness = 18.00 in Footing Design Results Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0,0018 ! Btm,= 3,00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Toe 0 0 0 0 0.00 0.00 #4 @ 12.00 in None Spec'd None Spec'd Heel 1,220 psf 17ft-# 4ft-# 13ft-# 5.30 psi 75.00 psi Summary of Qyerturning & Resisting Forces & Moments Item OVERTURNING Force Distance iVIoment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 36.0 -120.0 0.50 5.50 18.0 -660.0 Total -84.0 O.T.n. -642.0 Resisting/Overturning Ratio = 7.91 Vertical Loads used for Soil Pressure = 1,684.5 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = RESISTING Force Distance IMoment Ibs ft m 0.0 672.0 1,012.5 1.92 4.17 2.25 0.0 2,800.0 2,278.1 Total = 1,684.5 Ibs R.IM.= 5,078.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: NOTE: Both Outdoor and Indoor CMU walls shall use this design 41 8.in Mas Special Insp : ii I I ik • : i . 'p : h i I. 8'-0" 8'-0" i» I*' 1'-6" } Designer select all horiz. reinf. See Appendix A -IS.psfl 42 Pp= 93.75# -84,# 1017,psf Zaizali & Associates, Inc. wvwv.zalzaliandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB SUBJECT BY SHEET NO 1303099 Chain Link Topper Layout NPP 43 DATE Of 8/26/2013 Chain Link Topper Layout STEEL L 4X4X1/4X1-0" LONG ® GROUTED CELLS ON 4"-8" O/C MAX. ANCHOR W/ 2-1/2"tf HiUTI KWIK-BOLT 3 W/ 3-1/2" MIN EMBEDMENT. (ANCHOR SPACING - 6") ESR-1385. SPECIAL INSPECTION REQUIRED. ALIGN WITH CROSS MEMBERS WHERE OCCURS. DO NOT CUT WALL REINFORCING. O IT 0) 3 H O D D (D 0> O c NOTE: 1. CHAIN UNK TOPPER NOT TO EXCEED CMU WALL HDGHT. -CMU WALL. CROSS MEMBER. CHAIN LINK FENCE, STRETCHER BAR. TOP BRACE RAIL. CMU WALL. ELEVATION NOTE; SPECIAL INSPECTION REQUIRED AND SHALL COMPLY WITH SECTKDN 1704.5 OF TME IBC FOR ANCHORAGES INTO MASONRY. STEEL L 4X4X1/4X1'-0" LONG © GROUTED CELLS ON 4'-8" O/C MAX, ANCHOR W/ 2-1/2"« HILfTI KWIK-BOLT 3 W/ 3-1/2" MIN EMBEDMENT, (ANCHOR SPACING = 8") ESR-1385. SPECIAL INSPECTION REQUIRED. fiUQH WITH CROSS MEMBERS WHERE OCCURS, DO NOT CUT WALL REINFORCING. CD (O I O) o I CO Ol Ol (O CO CO I o I ro NJ V) X m m O < c DD c m DD O m 45 Zaizali & Associates, Inc. www.2ai2aiiandassociates.com 949-609-9559 (T) 949-606-7222 (F) JOB: 1303099 SUBJECT: Chain Link Topper BY: NPP DATE: 8/26/2013 SHEET NO: of Design New Chain Link Topper for outdoor equipment enclosure: (N) 2-1/2" Std. Pipe Cross Member- L := {5ft -I- 8m)-2 = 11.333-^ @ 4'-2" DL := 5psf LL := lOpsf Wf^f := (DL + LLy(4ft + 2in) = 62.5 plf M:= ^tot-L = \003-lbf-ft S^:= \.0\in M fb-= — = ll-9-^' Ffj := {0.e)-{35ksi) = 21 ;fcy/ > f., => O.K. V'.-W,^,'-^- 354^lbf Use 1/2"(|) Hilti KB-lll's with min. 3-1/2" embedment (ESR-1385, 4" min. dist. from edge of wall) • V^ll := 840/6/ Vall>V O.K. Result: (N) 2-1/2" Std. Pipe Cross Members have adequate structural capacity. Chain Link Topper on the outdoor equipment enclosure can be sufficiently anchored to (N) 8'-0" high CMU wall with 1/2"4) Hilti KB-3's with minimum embedment of 3-1/2" per plan. STATE OF CAUFORMA CERTlFtCATE OF COMPLIANCE AND FIELO INSPECTION CHECKLIST CEC-I.TO-1C(R«vi»M08«M) CAUFORNIA ENERGY COHWHSSION HP CERTIFICATE OF COMPLIANCE (Pa0o1of4} LTG-1 C mmmKliilgmmmmmmmmmmmmmmmmm^ Proied Name: Date i|4m Project Address i^f fCKiPmKK T^r^ot^tA.^^^^^^^ ' Ganafid lirfornwrtion ' ' '{ •-'-i m Climate Zone 8 Buiiding CFA Uncond^oned Floor Area 144.lSf BuUding J^fpe: Nonrastder^l • HifltvRtoa Residential • Sdtools )lt Conditiwiad Spaces If AddWon • Uncondltlonad Spaces Phase of Cemstniction: • New Constructton • Alteration Mettiod 1^ CoiTipBance- D Con^^ Buikttng jC Araa Category 0 TaHored DocumMitaAfon AuthCNr'a OecUwiMkm Statamant I certify that this Certificata of Comt^nce documentation is accursle and eompMe Name: Company: Signature: . M\umm Address: it 0^ lfapi^ic^>(e ceA# CEPEi City/State/Zip Oaitefiar'a l>a<tanrti<>n 8<Mammt » Phone PftnetiMd Ughmg DM^nara 'tkK^mi^ 0 t am eiigitste under Division 3 of the Califomia Business and Professiorm Code to a<x(^ rasponstHlity for the t^h^ deaign • TNs CwUfkcata of Cmf^ianoe ic^tifies Wm lighting feature and performance i^jecifications requNd for con^^nce witti Titla 24, Pi^s 1 and 6 of the Califomia Coda of Regulations. • The design foalises represented on ttiis Certificale of Co(tq>ltanoe are consistent with ttie information pnavided fo dbcument ttiis design on tha ottier ip:riical>le omrrften^ fmm, woitotieets, calojte^ns, plans md specifiaEMons submHted fo ttie enforcement agency for approval witti this buiiding permit appUcatiCHi y Phone Name: Corr^iany: Stgnibure: Addresss: License #< C%/St8t^&4> Date Ughtting HaiMiatoify lleiKuns Indicale location on buttding ptans of Mandatory Measures Note Blodc: UGHTING COifPUANCE FORMS & WCmKSHefTS (check box H worttaheet la IneHided) For (totalled In^ructlons m tfie use of IMs md atf Bmrgy BHk^ncy Stendards comi^anes forms, pAsase re^ to the mnreskterOiBi AfetntMi/ptifcisfted by tfw CaUkmie Enem Conmission. }^ LT6-1C Pa{^ 1 ttwtH^ 4 Ceftifieate of CoitH?li»ic«. AH Pat^ required on laans for all sutwr^tta^. O LTG-2C Lighting Con^ CrecM Wolcsheet LTG-3C IrKtoor Ughting Power AMowance O LTG-4C Pt^ 1 ttirough 4 Taflored Itettiod Wdrtt^wet O LTG-5C Pa^jes 1 and 2 Um Voltage Track Lighting Wortc^ieet 2008 Normsidantial Conpliance Form August 2009 STATI 01= CAUFORNtA CERTIFICATE OF COMPLIANCE AND FIELD INSPECTKIN CHECKLIST cec-LTo-ic (M»«tMt trnm CAUFORWA ENERGY COMMISSION CERTIFICATE OF COMPUANCE {Pag«2of4) LT6-1C INDOOR LIGHTING SCHEDULE and FIELD INSPEdlON ENERGY CHECKLIST Project OIL. Me: Installiltfon CtrtlflcaMl, LTG-1-INST (Ret^ a ccf>y and verify form » complefod and )i|Fhilil Inspector C«rtt^A«s of AcoiptonM, LT6'2A and LTG-M (Ret^ a cof^ »id verify fomi is aorrytefod and tii|Bed.} « ^ . „. • Fkikl Inspactor A mfmslB uniting St^iM Mtmt Be FUoti Out ^CofHm>ned arid Urnx^ m»donmU^imgScheduhlsonlyfbr:^COmmiO*m»SX'/^ O UNC0MDIT1ONEI} SPACE aduiri imkxf l^fh^ power below irKhxIes aff m^attwi permemrt and porU^ Ugtmg sysfems in acconlance §l4Va) • Oniy 4x olic»i.-MP Ito ^ 1*'^ Peir sq»i LiinitoiiMhra Schackitai (Typa, Lamps. h i c 0 E f G H i§ Complete Uminare DeseniMon (i.e. 3 mnp (hioresoent Mfer. F32T8, one ^ttmttie etectroTMC baHasQ II Howwstlafsvm determined Fiekl Irmp^Ossf i§ Complete Uminare DeseniMon (i.e. 3 mnp (hioresoent Mfer. F32T8, one ^ttmttie etectroTMC baHasQ II cec Acconttn gto 1130 Wore) 1 1 o 0 a SO .i tf d tl i 0 ti i 0 • a • • • 9 0 • 0 • 0 • D' b a Cl b tl P 0 D ^ h 0 0 Q • a 'ti • ti a t • 0 tl a 0 INSTALLS D WATTS PAGE TOTAL: Inatallad Watts Building to^ nunnber cH pas^ Instal V\fa«te BtiaiT^ Total (Simtofi^pa^) Enter into LTG-I C Page 4 of 4 1. WtMage stv^bedetemmod according to SecSon t^d and ej. 2. ^fatf INm cfosotte on PageZottfm Inspection dtecMisf Form necessary. IVattage sfM9 be ra#ig of SgM Mur« am^totoiipproprisfeaoNbntoconecf, i/enfiiybtMig plans f 2008 Nrxwe^dei^ CompMama Fonn Ai:^u^2009 STATE OF CAUFO«WA CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION CHECKUST CEC-LT0-1C ptavfMd om») CALIFORNIA ENERGY COMMISSION CERTIFICATE OF CaWPUANCE {Pw3of4) LTG-IC F^oleet MaiTMi WDOOR UQtrnWG SCHEEHILE and FIELP IWSPECTiOli EWERQY CHECKLIST FWbtcw^rohkx'^^cea: a)mreacmi^irt^ b) muK4evel corMs. c) nmwal dayU^Mkig om^rols far daym meas > 250 fl*. airtonfflifc di^gMng c(»ifrote ftr daj^ areas > 2,500 d) shuf-off conflno^^ e} (Ssplay S^Oig contrds, f) taffomd^S^ngoonb^-gent^^mg amtrol mfmatelytm^dSs^ omanm^ ar«i disflay ca^ S^hting witf cte<WOTdre^K>nsft^ «^ > ^.0(HHf, in accorxlance wiUi Sec^ 131. MANDATORY UGHTING CONTROLS - FIELD INSPECTION ENERGY CHECKUST Field hMfWctor T^/Deserts^ Nurrdoer of Unto Location in BuMn^ Pl» s Ol • 0 • • 0 • 0 0 • • D 0 • • til 0 • • tl • • • • FMd tnspactor's Notas or Discrepancies: 2008 Nmrasidentted CompHamx Form AuguM2009 STATE OF CIMJFORIBA CERTIFCATE OF COMPLIANCE AND FIELD INSPECTK)N CHECKLIST CEC^T<HC(R«iw*l08«»9> CA^,IF0RHIA ENERGY COIWillSSION CERTIFICATE OF COMPLIANCE |Pag»4of4) LTG-1C Conditioned and UneomiitioMd si^ice Lighting nuKt notbe oxiribbivdfor con^tam^ b^oor UghliiHi Pmm for CwMittionad Spacas Indoor UgMng Power for tIneiMMiWofiad ScHKaa InstaHed Lighting {frwn Condioned LTG-IC Papa 2) Watts \AMt8 InstaHed Lighting {frwn Condioned LTG-IC Papa 2) »So.o towtailad Lighing (from Unconditioned LT6-1C Page 2) L^ti^ Contrel Credit Conditioned Spaces {from LTG-2C} -Ughting Conttol Credit Uno^Moned ^)acM {Irom LTG-2C) - Adft^ad InataHad Ughting Power s ISo-O Adiusted Instaiied L^tUrniPoMwr Complies if bwtaHad s Aliowad | Complies f ImtaMmi s ANowed \ AHowmi U^i^ Power Cc»K^nad Si^KM Chom LTG-X) ni-5L AHowed Lig^ilkig Power Unojndlcmed Spaces (from LTG*3C) HacHrirad Ao»iptanea Taali D€»ignor: TMs fom tobe used by the dea^ner md attaOied to ttie pfms. Ustedbekm^the ecc^Omce (est for^ llg^rting a^mn, LTQ-MendLm^. TTiedesignarrare^t^tocbec*ifteacce»;^s»celss<s^ ai^lm<mt»Msanm^mMcep^»«x Requiremenls for Ck)deCQn^aimK!e. KaKUteU^mgsiya^QrisorMoferMit^type teqtjiresafem,MVtmdKetm*UgtiSngmidn»nwram(^syi^ems. The HA7 ^ti^ ki Hte ^)pm^ ei #m Nonm^derttktl Re^mnce Appendkm ktomuideeames tfie tost Since ms fonn w& be part ofihe fOans. comptetton of8Hs sectfon wit aiow tfie ros|DorMi]feparfKtobu(|inffor0)eac»peoftra^ fkMrnseenbe^tMpedl^typeofLman^mnlrotted. Enforcement Agency: ^^•fiM Aee«|ittn«e 0aibre Oax«>8r}cy Pemtir Is giw^ for a sys^ wi^ corMIs ^ MBM ^ tbe b(Mi]9 or i^pacNi sM ba C8r<^ TAe L11G-2A and LT184M forms are nof cofHi^illBred a ^ boxm are dmdmdmHl^ med and signed. madtMaon.a<^-aktte<^Aec^pmcefynn3^)^bemdmi^to»>eefA)rc9rnenl agency ^certffaspten«.Spec<Scfliforis, Ina^isrfMOT crf§fO-fO%|of fiie24ftafe. 7»»8efofo«>ectormtis*ieceft««bepniW*y«fodoirf»i^ reo^ Mi 0(xv$mc!y. A copy of ff» L TG-^ end L7&'3A fer secb dHtennt %bifjg ft*n«ri8*w corUmlfs) musi be irovided to tbe owner cf^tMtAiB tor §mtm<x)Pds, Luminaires Controfled LTG^mdM EqiidlpnMNM RaqtMig TasHi« Description Location CoiMnrisand SaMrarsand Autoinaiic OayfightlnB Controls Accafrtance • Q ti O b 0 • a • • o 2008 Nonresidential Compiiance Form August 2009 STATE Of CALIFORNIA INDOOR UGHTING POWER ALLOWANCE C«.IFOR»«A EICRGY CCMAMSSiON INDOOR UOHTtNG POWER ALLOWANCE LTG-3C Preset f||{m%: i/4 14 ALLOMfB) UGHTING POWER fCll A^pffiateLTG-Xmustl}efiMoiitfOTCcH|td|t^^ Indoor U^i#i^ FH>wer AlkwanoTO Usted m ttMS pa^ am only for: V CCMMDITIC^EO spaces Q UfCOi^ttHTK^ED ^vac^ COMPLETE BURJDMG METHOO WJILDINQ CATEGORY (From §146 Table 1^) WATTS WER (ft*) X COMPLETE BLOO. AREA ALLOWED WATTS X X X TOTALS WATTS AREA CATEQORV METHOD > Part A A B X C 0 Af«A CATEGORY {Ffwn §146 Table 146-F> WATTS PER(r) X AiVEA^ ALLOWED WATTS 1 ^ X mmm^ff.mim > iiiiaTfiasrtiMg^Aii^MM X mwimym X X X X X X X X X X X X Sum of AddittmHri ^Wowed Watti from Area Ca^gory M Bttiod - Part B («wm isUto befowi TOTALS /mA WATTS 1 Mm CAT^ORY METfi >D-Paft 8 m WkMirt ¥lftM«w Altowanca {fitm i4F FootiM>tas) A B C ' 0 E F G Prfoi«y FuKtton SqFt AtfoHfona 1 Watts Per ft* AHowed WetSage Allowance (BxC) l3e8aiption(s) and Qiw^ of Sped^ Luminaire ^ Types in e%^ PrimsfV Fimcion Arm ToM Deaign Witts ALLCfmO WATTS SmaMwof DorF TOTALS - Enter irte Area Category Mettxid - Psrt A (trtoto abora) ^ Ackiitional vi^tts avaiiiA)te or% ^len aflowwd acconling to tlTM footmg or sconce: art. caraft, assembly or manuftictuHng ^lecialized task woric; precision conMn^aV in^s&l^ work; CM- spedcMEod tesk vi^. ^ Spec^ luminals are Hght fixttffes described in ttie Tat^ 146-F Footnotes ttiat are siiribfect to an adcitiot^l wattage aSowanc^. TAW.ORH> METHOD Tobrt Aitowed W^ using ttie Trtored Method taken frorn LT6-4C (Page 1 of 4} Horn 3 I Tha Indoor lighting poww allowance using ttie Taiforwj M^hod of ccnnpHance shal be detnmfrimd using ttie LTG-4C set of fonns. A separate set of LT6-*C forro sh*l be «»ed out for CONDITIONED and UNC<»JOmONEO 20(^ l<kMm$kim^ ^>mp»mm form SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD !D # _________ HHMBP # BP DATE Business Name Ar&T Projeci .Address 2208 Palomar Airport Road Business Conlact Kevin Becker Cily Cailsbad Sule CA Teleptione # 358-717-7908^ Zip Code APN# 213-020-18 Mailing Address 7337 Trade Strest City San Disgo State CA Zip Code 92121 Plan File« CBI 3-2682 Project Contact Krystal Patterson Telephorve # 760-715-8703 PART Th« following questions represent lha facility's activities. NOT the ^pacific proi«ct d»$crjptton. Oteqol: Indicale by circling the item, whether your business will use, piocess. oi store any of the following hazardous materials. If any of ttie items are drcied. applicant must conlact fhe Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Ratios: Facility's Square Footage (including proposed project): 1. Explosive or.'blasting Agents ."i. Organic Psroxiries 9, Waier Reactives lix^orrcsives 2. Compressed G.a£es ij. Oxidizers 10. Cryogenics i?^3ttier Health Ma/«ni,s i. FiainmafileiCombuiliWs L;,:]uids ' Pyrophoncs n iiighly Toxic or i o.«iC Mafernils !.•>. Noiffi ol These. 4. fiaminatjle Solids S. Unstable f-ieactive.s ''i. f-tad(03ci/ves "PART lirSAN OIEGO COUHTY DEPARTMEMT OF eNVIRONMENmrHgArm"-- HAZARDOUS MATERiALS'plVISIOMS tHMDI: It theTniweTto anv oM questions is yes, applicant must contact the County of San Diego .Hazardous Materi.^ls Division. 5500 Overland Avenue .Suile 110, S.?"!! f>ieyo, '.".A ';all !858) 505-<>700 priorto ihe 'Wuance of .i building paoYiit FEES ARE REQUIRED Project •'ornpleiion Oite-.-i-xpected fJate of Oooupanc .•rjua! io .^6 ywDons, 500 YE^ NO {for new consiruciion or leiriodeBiig piojtjcts) ^ P, fs yotir i)ii3uie.'j& ii.^ted on liie rev,<?r5e 3«te of (his form'.' {cnscK all Ihat apply). So Will your business dtejKiSS of Hazmdcvs Substances or Medical Waste in any .itnoum? Will your businsss store oi handle Haiardr.)iis Siibslsoces tn quaiititie.? yrealer ihan ^-pounds and/or 200 cubic teel? Q 13'^Vvil! your business, >tore f>f handle •"nrcinf>ger.5.'igproducSi'<e tox.infi in any ituaniity'-' Q Will your business use an existiny or install an jnderground storage lank? Q 3' V'/ill your Ousiness s-urr; or handle fegulaled Substances iCaiARP)? Q f3f' VVill yfiiir bijiiiness use or instail a Mazarriosis Waste I'mK Sysiem i fiile 22, Ajticls 'Oi^ Q 5}' Will «Hir business atoie |:-e;roteuin in lanks or tontaiiiers .st yr^ur facility Aith a !o!a! fa.;iiily s!of,.(i:;ti -.apaciiy ,i<i<ial lo or arealer tnan I..320 ijallons? {California .; .Above-around Pstroleum Storage Act). • CalARP F.iteinpt / ,>ate. initials • CalARP ReC)ijir«J _r rsale liiilials • C»iARP Compfctfl i3a!e I'iitiiUs PART IH: .SAN DieoO COUNTY AIR POLLUTION CONTROL OlSTHiCT: it the answer to any ot me qiwstions Oeiow's ye*, applicani inusi contact ths Air Pollution Confrol District lAPCU.!. 10124 Old Grayo Road. San Oic-gu. CA •)2t31-16-»9. leiephone {853) 4(16 2600 priorto the issuance ot a Duiloifi.j or demolrtion permil. Note: if lhe ansvyer to quesiions 4 or ij is yes applirant wust also supniit an asbfisins rtiililication fonn lo itie APCD ai 'east 10 v/orking days prior to .x-rmneficinu demolifion or runovalion, except 4^zlS::^l!i&&Xi!..;Mi'£ii>l:'}U. of lessdsntiai structures ot teur units or tes,s. Coniacl ihe APCD -'or more iiifarnialion o sa' Vvill tlvj- .5uhjecl faC'lily oi con.siruclior. acSiJilMS include '>petations oi a-.juipnicni lha! or .ic- c APCD factsheet al I'-tip /7\w.-w.sdapcd oi-yinfc.''atls.'priiiMis liOf. -«i'J lhe fel ot lypical oiiijiiiinenl af Ihis fiorn ConliK;! APCO if yrju I'.ave any !;ue.'>tioi;S). lANaWtP ONLY iF Ql.ifcSl'ION 1 IS YES? Will Ihe subject faciiily be located vvilfiin l UOO fee! ?>f the Oi;tef fcOJiUdary •bie ot ctratling an .nr t;isimm«im^: lulling an APCD perrn'! '.'ii !he n-vi vide rn • lANaWtP ONLY iF Ql.ifcSnON 1 IS YES? Will Ihe subject faciiily be located vvilfiin I .UOO fee! ?>f the Oi;tef fcOiiUdary oi ,s 5CiiOO( iK ibioyrjh iSeaich the Caiifomia School Oiiecfary at Wto {dvy>wxdy,ta.ijOW^e/^ for public and private schools <.v con;acl Ihe ncpiopiiato school iliairicl) P 13^ i-is a iorvey t/ssn poifotnie-j <(} 4t!iii'ti\iiMi Ina pifcaeiice of Asbestos C'aiiaini.'i.j Matenais? Q Wiilltwre. ec- 'eiiovvstioa '.tial invoivts f!»a..1i;c,(j -->j ..jiiy ftiahis asbe&tfrs inaienata. ar disHiitviiiii-iny ;v,a!t.:iial ih.-rt -.cr.vaints -i p Will»^b»^mct^simhti^«^_'Sji^^S:--'1'* •?-"vPt"ii',''"gHiiln-^.s!,ggii^wf ...lyQ, ^WJlr Briefly •:!e;..ct;be bviiiBiess .Ktivilte'i ri^iecom Facility SrwHy df-scibe ytopoKed p<fy,fs,t 43.4 gallons of sulfric acid in seaied batieries •ieciai'ft uMiter penally ol m , :rv -hai iq theltf-st of; i'.iiowli'd.je arid btiiii?! iine of Owiiuf oi i'yIheiKsd »g&nt leiisrsin are live .wd coned. Signaiure ot Owner or .Authon,red ."'^^jeiit FOR OFFICAL USE OMLV: ^'iRr OkFAPrwFN!' OCCUF'ANCV (.t.ASSiPiCAiiON/ •'3Y eXtWPT es KC PURtMER lnroRWATIOM I'E.OOIREB RELEASHO FOR BUiUJINa tEaMIT .aUT NO t fOR OCCU?.<(NCy KecejiSeD FCK ^xcopxi'vcy 1 '- - I CB132682 2208 PALOMAR AIRPORT RD 'OlaojlS TO ^UfvO |^A£^y f^ll^ I ^SCrli- ruoj ^TRJUQZ dOJiCsQ^ ;^/(D/iM ^^^^ ^^^^ ^ E^^/T^ f Final Inspection required by: • Plan a CM&I \S0^(^^ ^ISSUED • Fire • •cv. Approvi BUILDING PLANNING ENGINEERING FIRE Expedite AFS Checked by: Date .2/sn//'-/ By AO 6^ HazMat APCD Health Forms/Fees Sent Reed Due? Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: y N LandUse: IO|30|tS By Density: ImpArea: FY: Annex: Factor: PFF: Y N Comments Date Building Planning Engineering Fire Need? Date Date Date LO^/ nrvTQ,fef-- I to ro QtJ -kv tder) • Done a Done t • ,, City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-30-2014 Plan Check Revision Permit No:PCR14106 Build ing Inspection Request Line (760) 602-2725 Job Address: 2208 PALOMAR AIRPORT RD CBAD Permit Type: Parcel No: Valuation: Reference #: PC#: PCR 2130201800 $0.00 CB132682 Status: Lot#: 0 Applied: Construction Type: 58 Entered By: Plan Approved: Issued: Project Title: AT&T: REVISIONS TO CB 132682 Inspect Area: REVISE EQUIPMENT LAYOUT & ORIENTATION Applicant: DANIEL STARK 858-775-3262 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $150.00 Inspector: Owner: COUNTY OF SAN DIEGO PUBLIC AGENCY 00000 $150.00 $0.00 $0.00 Total Payments To Date: $150.00 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 06/16/2014 JMA 06/30/2014 06/30/2014 $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 "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 vru, have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwi0e ex•ir.,d. «~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov r~ ( lt -( 0 b Original Plan Check No. C6 [3 . 2&,9 2 Plan Check Revision No. Project Address ddv<.) lb Contact LJ aV\~eJ J+OIL Email J ±a( V. g @, ~\/ , Co IY\ ? "' lVMQ v Al I ;vr I--'200.L Date _w""--J!C....:....l .3;...k2 ---1-/_,_J 11--'----I I I ~ Contact Address {00 ~q \i.> 1 Om v Cael kd) ad... Zip f' c?l fl General Scope of Work <Ze~lsi~y Pqu,P/bur.,I-/out'k..vl 4n A eyu,e/l'J.en/-evie,~.kN < or tev\..+-c;,.,t uv'\.. 7 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised : ~ Plans D Calculations D Soils D Energy D Other ___________ _ 2. 3. Describe revisions in detail List page(s) where each revision is shown Jl?e a):fal.lU'd 5. Does this revision, in any way, alter the exterior of the project? ~ Yes 6. Does this revision add ANY new floor area(s)? D Yes 7. Does this revision affect any fire related issues? D Yes 8. ~No ~ No 4. List revised sheets that replace existinq sheets D No Ph: 760-602-27 I 9 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (!'artnersliip witli (]O'Vemment for (JJuiCain9 Safety DATE: 6/25/14 JURISDICTION: City of Carlsbad D APPLICANT D JURIS. D PLAN REVIEWER D FILE PLAN CHECK NO.: 13-2682 (PCR 14-06 ) SET: REV 1. Set I PROJECT ADDRESS: 2208 Palomar Airport Road PROJECT NAME: AT&T NS0026 Palomar Airport ( Revised Plans ) ~ The revised 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: Date contacted : (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 6/19/14 Telephone#: Fax #: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1 576 City of Carlsbad 13-2682 (PCR 14-06) 6/25/ 14 . [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY : Chuck Mendenhall PLAN CHECK NO.: 13-2682 (PCR 14-06) DATE: 6/25/14 BUILDING ADDRESS: 2208 Palomar Airport Road BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION : II B BUILDING AREA Valuation Reg . VALUE PORTION ( Sq. Ft.) Multiplier Mod . Rev Plans NA Hrly A ir Conditioning Fire Sprinklers TOTAL VALUE Junsdcton Code cb By Ord Ina nee Bid . Perm it Fee b Ord I nan ce g y .... Plan Check Fee by Ordinance ..- Type of Review: 0 Complete Review O Structural Only 0 Repetitive Fee ...,. Repeats • Based on hourly rate Comments: D Other 0 Hourly EsGil Fee 1------1_.s-11 Hrs. @ * ($) $1 so .ooj Sheet 1 of 1 macvalue.doc + d «t· ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.c;irlc;br1rlcr1.1mv DATE: 6/26/2014 PROJECT NAME: NS0026 Palomar Airport PROJECT ID: MCUP 13-01 PLAN CHECK NO: PCR 14-106 SET#: 1 ADDRESS: 2208 Palomar Airport Rd. APN: 213-020-18 1:8:] This plan check review is complete and has been APPROVED by the Planning Division. By: Austin Sliva A Final Inspection by the Planning Division is required ~ Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: starkd@bv.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Qhri~.S!ilX!Qn~irnrl~!H!dQs:i.gQv Ks:i!hl!;l!;ln.Ls:iwr§lnQ§l~Qs:!rl~Qs:!QQs:!,gQv ~r§lgQ!)'.,R)'.s:!O~Qs:irl~!2s:igca.gQv D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gin1;!.8YiZ~!,1;!rl~!:!1;!Q!,1;!.gQv Llndi;!.Qntiv!;lros~!,i;!rl~!:!ag!,1;!.gov Q}'nth ii;!. WQng~!,i;!rl~Ql;!Q!,1;!.gQv ~ Austin Si Iva D D Dominic Fieri 760-602-4631 760-602-4664 Austin.silva@carlsbadca.gov Dominic.Fi!;lri@!,arlsbadci;!.gov Remarks: ~~. BLACK & VEATCH Building a world of difference- June 16, 2014 City of Carlsbad Development Services 1635 Faraday Avenue Carlsbad, CA 92008 Building Permit #: CB 132682 Job Address: 2208 Palomar Airport Road Summary of A&E Changes for AT&T Mobility Project Palomar Airport Road Change 1: Detail 1/A-1.2: Indoor equipment plan modified for equipment clearances and hangar door clearances. Access door moved to the center of the room. This change also impacted the sheets and details listed below: • Power Plan 2/E-2 (updated to match Detail 1 /A-1.2) • Grounding Plan 2/E-3 (updated to match Detail 1 /A-1 .2) • Mechanical Plan 1/M-2 (updated to match Detail 1/A-1.2) Change 2: Detail 1/A-1 : Equipment enclosure on the north side of the building has been moved and modified for hanger door clearance. This change also impacted the sheets and details listed below: • Site plan A-0, Elevations A-2 and A-2.1 are updated • See sheets A-9 and A-10 for Equipment enclosure modifications • See Electrical and Mechanical sheets for updates (1 /E-1 and 3/E-1) Should you have any questions regarding these items please don't hesitate to contact us. Daniel Stark Sr. Site Acquisition Specialist Black & Veatch 10089 Willow Creek Rd., #350 San Diego, CA 92131 (Phone) 858-775-3262 (Email) starkd@bv.com Black & Veatch Corporation · 9820 Willow Creek Road Suite 310 · San Diego, CA 92131 USA . Telephone: 858.566.1936