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Home My WebLink About2728 LOKER AVE W; ; CB100912; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-23-2010 Commercial/Industrial Permit Permit No: CB100912 Building Inspection Request Line (760) 602-2725 Job Address: 2728 LOKER AV WEST CBAD Permit Type: Tl Sub Type: COMM Parcel No: 2090812900 Lot#: 0 Status: Valuation: $108,570.00 Construction Type: 5B Applied: Occupancy Group: Reference #: Entered By: Project Title: PALOMAR TECHNOLOGIES-1642 SF Plan Approved: OFFICE TO OFFICE,AND 1,460 SF OF STORAGE PLATFORM IN Issued: Applicant: WHITE CONSTRUCTION 2540 GATEWAY RD CARLSBAD, CA 92009 760-931-1130 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $678.69 $0.00 $441.15 $0.00 $0.00 $22.80 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $4.00 $542.50 Inspect Area: Plan Check#: Owner: FENTON H G COMPANY 7577 MISSION VALLEY RD SAN DIEGO CA 92108 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax ( 4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES Total Fees: $1,799.39 Total Payments To Date: $1,799.39 Balance Due: ISSUED 05/24/2010 KG 09/23/2010 09/23/2010 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $86.25 $24.00 $0.00 $0.00 $0.00 $0.00 ?? $1,799.39 $0.00 Inspector: ? /) FINAL APPROVAL Date: / ;;)_ ,,, ,2 ,.,. ,,t:::) Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set fo1th in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. ~-«~~~ "~ CITY OF 1CARLSBAD JOB ADDRESS Building Permit Application 1635 Faraday Ave.; Carlsbad, CA 92008 760-602-2717 / 2718/ 2719 Fax: 760-602-8558 www .ca rlsbadca .gov SUITE#/SPACE#/UNIT# CT/PROJECT# LOT# PHASE# # BATHROOMS PATIOS (SF) DECKS (SF) APPLICANT NAME CONTRACTOR BUS. NAME 141/ ZIP b PHONE EMAIL STATELIC.# ().._,A. 5 CLASS AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES D NOD (Sec, 7031.5 Business and Professions de: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement tliat he is licensed pursuant to the provisions of the Contractor's License Law !Chap.ter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section i031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this perm'.! is issued. tri'i;iive and will maintain workers' compensation, as ui ed b S ction 3700 of the Labor ode, for the performance of the work for which this permit is issued. My workers' compensation i s nee carrier and policy number are: Insurance Co. · U" ~ ~ ~cy No. 1 'f {,, g '2-Expiration Date_.......,'-'-'_,_,__ ____ _ -California. addition to the cost of compensation, da .Ji5 CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure·is·not intended or offered for sale{Sec. 7044, Business·and Professions-Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044;Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License-Law). D I am exempt under Section _____ usiness and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes O No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (finm) to provide the proposed construction (include name address/ phone/ contractors' license number): . 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work{incl ude name/ address I phone/ contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address/ phone I type of work): .Ji5 PR~PERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or fulure 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'-fanner Hazardous Substance Account Act? 0 Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes O No Is the facility to be constructed within 1,000 feet of the outer boundal)I of a school site? 0 Yes D No jF 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 ANO THE AIR POLLUTION CONTROL DISTRICT. Lender's Name Lender's Address I certify that I have read the application and state that the above infonnation is correct and thatthe infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AL'SO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, CO AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permtt is required for excava ons o er 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permitissued by the Buil ing O ial under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the uildin or work au tho · such permtt is spended or at any time after the work is commenced for a period of 180 days{Section 106.4 .4 Uniform Building Code). __.I ...@! APPLICANT'S SIGNATURE DATE Cltv or Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite[Firir·--,-i Plan Check#: Date: 09/24/201 O Permit#: CB100912 Permit Type: Tl Project Name: PALOMAR TECHNOLOGIES-1642 SF Sub Type: COMM OFFICE TO OFFICE,AND 1,460 SF OF STORAGE PLATF Address: Contact Person: Sewer Dist: 2728 LOKER AV WEST Phone: CA Water Dist: CA Lot: 0 .......................................................................................................................................................... Inspected ~---Date # By: Inspected: O Approved: ,/ Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , Comments: ______________________________ _ City of Carlsbad Bldg Inspection Request For: 12/02/2010 Permit# CB100912 Inspector Assignment: RB Title: PALOMAR TECHNOLOGIES-1642 SF Description: OFFICE TO OFFICE,AND 1,460 SF OF STORAGE PLATFORM IN WAREHOUSE Sub Type: COMM --- Type:TI Phone: 7604978411 Job Address: 2728 LOKER AV WEST Suite: · Lot: 0 Location: Inspector: APPLICANT WHITE CONSTRUCTION Owner: Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical ---- Requested By: DAVE INNIS Entered By: CHRISTINE Act Comments # & /2:: to £·vfJ I:~~ ------------------------------------------- Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# lnsgection Histo[Y Date Description Act lnsp Comments 11/30/2010 89 Final Combo PA RB COMPLETE DEAD FRNT@ ELECTRIC RM 11/17/2010 84 Rough Combo AP RB T-BAR SYSTEM 11/16/2010 84 Rough Combo co RB SEE NOTICE ONT-BAR 11/12/2010 12 Steel/Bond Beam WC PD 11/12/2010 17 Interior Lath/Drywall AP PD 11/05/2010 14 Frame/Steel/Bolting/Welding PA RB WALLS NEED BRACING PER PLAN 11/05/2010 34 Rough Electric AP RB WALLS ONLY 10/04/2010 19 Final Structural PA RB MEZZANINE ONLY 10/04/2010 29 Final Plumbing WC RB 10/04/2010 39 Final Electrical AP RB 10/04/2010 49 Final Mechanical WC RB 09/30/2010 19 Final Structural co RB SEE NOTICE City of Carlsbad Bldg Inspection Request For: 11/30/2010 Permit# CB100912 Inspector Assignment: RB Title: PALOMAR TECHNOLOGIES-1642 SF Description: OFFICE TO OFFICE,AND 1,460 SF OF STORAGE PLATFORM IN WAREHOUSE Type:TI Job Address: Suite: Location: Sub Type: COMM 2728 LOKER AV WEST Lot: 0 APPLICANT WHITE CONSTRUCTION Owner: Remarks: --- Phone: 7604978411 Inspector: ----- Total Time: Requested By: DAVE INNIS Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# lns12ection History Date Description Act lnsp Comments 11/17/2010 84 Rough Combo AP RB T-BAR SYSTEM 11/16/2010 84 Rough Combo co RB SEE NOTICE ONT-BAR 11/12/2010 12 Steel/Bond Beam WC PD 11/12/2010 17 Interior Lath/Drywall AP PD 11/05/2010 14 Frame/Steel/Bolting/Welding PA RB WALLS NEED BRACING PER PLAN 11/05/2010 34 Rough Electric AP RB WALLS ONLY 10/04/2010 19 Final Structural PA RB MEZZANINE ONLY 10/04/2010 29 Final Plumbing WC RB 10/04/2010 39 Final Electrical AP RB 10/04/2010 49 Final Mechanical WC RB 09/30/2010 19 Final Structural co RB SEE NOTICE ' ( ....... __ N_~_R_T_n_c_o_u_N_T_Y_E_L_E_c_T_R __ I c_c_o_. _ Lie.# 906004 1432 Eastmore Place Oceanside, CA 92056 November 29, 2010 To Carlsbad City Inspector, 760.532.1480 ph 760.295.1369 fax RobRemy@cox.net North County Electric Co. has tightened and torqued the distribution components per the manufacturer's specifications on our job "Palomar Technologies" located at 2728 Loker Ave West. Rob Remy, President North County Electric Co. 1432 Eastmore Place Oceanside, CA 92056 Phone 760-532-6359 Fax 760-295-1369 GERAD C. GRIFFITH REGISTERED SPECIAL INSPECTOR 3962 ECOCHEE A VENUE SAN DIEGO, CA 92117 Phone (858) 274-8379 SPECIAL INSPECTOR'S REPORT Covering work pcrfunnoo which requires approval by the special inspector of. PROJECT: Palomar Technologies SHOP WELDl~G ADDRESS: 2728 Loker Avenue, Carlsbad, CA PERMIT NUMBER: CB1009I2 PLAN FILE NUMBER: NIA Material Type, Grade, Source: See data attached. INSPECTION DATE REPORT FILE: RI 0129 REPORT DATE: 09/29/10 09/28/10 Performed after-the-fact anchor testing. See attached narrative, table and data. cc: City of Carlsbad White Construction Palomar Technologies Fili: Certification # 279 Hilti K wik Bolt TZ Anchor Installations Interior Storage Mezzanine Structure 2728 Loker Ave. West Building Permit Number ~B 100912 Griffith Inspection Inc. has performed an after-the-fact inspection of expanding concrete anchors at the subject site. It is our understanding that the anchors were installed while observations were being made by a special inspector but obtaining a report from the inspector has not been possible, to date. Initially, the area of installation was surveyed for existing conditions. No anchors were instaHed near concrete joints or comers and it appears edge distl;lllce considerations can be ignored for the purposes of this report. All anchors noted were installed through bolt holes in baseplates of tube steel columns mounted directly on top of the building slab-on-grade such that anchor spacing was in excess of 5". All bolt holes were filled. The anchors tested were Hilti K wik Bolt TZ fasteners with a minimum specified embedment of 3.75". Anchor length of these t}7Pes of anchors can be verified by observation of a Jetter stamped into the top surface of the installed anchor (in this case, the letter "r') and all anchors inspected had this designation, indicating an overall anchor length of 6'~ to allow for embedment, the fastener passing through the baseplate and full engagement of a nut installed on top of a circular washer. Frequently anchors of this t)7Pe are tested after installation with a hydraulic jacking apparatus that is fastened to the threaded portion of the anchor by the use of a coupling nut and then loaded in tension. However, such testing systems require that the reaction load from the jacking apparatus be placed such that it allows an area around the anchor to break out from the substrate should the anchor installation fail. Since baseplates were installed directly ont<;> the slab-on-grade top surface, hydraulic jacking was not appropriate in this case. Therefore, the anchors were tested in tension by re-applying the installation torque specified in the project specifications and the Hilti literature for this type of fastener.·Both the literature and the project specifications call out an installation torque of 110 ft/lbs. A count of the installed anchors for the project indicated that 93 identical anchors were used in the baseplate connections. It was al&o noted that five anchors intended for use were installed in the incorrect locations and subsequently abandoned. Due to obstructions on the floor of the facility, 61 anchors could be accessed for torque testing and all 61 were tested without any failures being noted. Multiple torque wrenches set to 110 ft/bs were utilized (one new wrench and one calibrated wrench) to reduce the possibility of tool inaccuracy. Results are shown in Table l on the next page. Technical information regarding the fasteners utilized is attached for reference. Thank you for this opportunity to be of service. If you require additional information or assistance, please feel free to contact Jed Griffith at Griffith Inspections Inc., (858) 274-8379. e~z::~~ o~ 62: des Hilti K wik Bolt TZ Anchor Installations Interior Storage Mezzanine Structure 2728 Loker Ave. West Building Permit Number CB 100912 Location in bldg .'\nchor type Anchor length Anchor Embedmem Anchors installed Anchors 1i::s1ed Slab-on-grade (through baseplates) Hilti KwikBoltTZ Testing performed t,y: J. Griffith . S. Griffith Testing Date: September 28, 20 l 0 6" (specified) 3.75'' 93 61 (65%) Table I Failures 0 1101\RDOF BUILDING AND SAFETY COMMISstONeRS MARSHA L BRO\M,I PRESIDENT VAN AMBATIELOS VICE.PRESIDENT VICTOR H. CUEVAS HELENAJUBANY ELENORE A. 1/VILLIAMS Hilti, Inc. 5400 S. 122nd East Avenue Tulsa, OK 74146 Attn: Tom Haanen: P. E. (918) 872-3731 CITY OF Los ANGELES CALIFORNIA ANTONIO R. VILLARAIGOSA MAYOR DEPARTMENT OF BUILDING AND SAFElY 201 !\ORTH FIGUEROA STREET LOS Al\.'GELES, CA 90012 ANDREW A. ADELMAN, P.E. GENERAL MANAGER RAYMOND CHAN EXECUTIVE O,FJCER RESEARCHREPORT: RR25701 (CSI # 0315 l) BASED UPON ICC ES EVALUATION REPORT NO . .ESR-1917 REEVALUATION DUE DATE May 1, 2011 Issued Date : June 1, 2009 Code: 2008 LABC GENERAL APPROVAL -Reevaluation -Hilti Kwik Bolt TZ Carbon. and Stainless Steel Anchors in Concrete. DETAILS The above assembHes and/or products are approved when in compliance with the description, use, identification and findings of ICC Evaluation Services Report No. ESR-1917 dated September I, 2007. of the ICC Evaluation Service, Incorporated. The report in its entirety is attached and made part of this general approval. The parts of Report No. ESR-1917 which arc excluded on the attached copy have been removed by the Los Angeles Building as not being included in this approval. The approval is subject to the following conditions: 1. The allowable values listed in the attached report and tables are for the fasteners only. Connected members shalJ be checked for there capacity (which may govern). 2 The anchors shall be identified by labels on the packaging indicating the manufacturer's name and product_ designation. U>.D6S G-5 (Rev.6/06) AN EQUAL EMPLOYMENT OPPORTUNITY -AFFIRMATIVE ACTION EMPLOYER RR25701 Page 1 of 3 ez:z:: ~ ~ o ~ 62: des Hilti, Inc. RE: Hilti K wik BoJt TZ Carbon and Stainless Steel Anchors in Concrete. 3. The anchors shall be installed as per the attached manufacturer's instructions except as otherwise stated in this report. Copies of the instalJation instructions shall be available at each job site. 4. Design values and minimum embedment requirements shall be pet Tables in ICC ES Report No. ESR-1917. (As modified by the City ofLos Angeles). 5. Edge distance and spacing shall comply with Tables 3 and 4 of the attached ESR-1917 and with table 19.11.2 of the 2008 Los Angeles City Building Code. 6. Special inspection in_ accordance with Section 91.1704 of the 2008 Los Angeles City Building Code shall be provided for anchor installations. 7. Anchors may be installed at embedments less than minimum depth per Table 19.11.2 of the 2008 Los Angeles City Building Code for the following conditions: g·d a. Anchors are limited to the insta11ation of Plumbing/fire sprinkler system, HV AC and electrical conduit. b. 10 percent of the bolts are field load tested after installation. The bolt shall develop 300 percent of the allowable capacities listed in tables 6 through 11. [fa Failure occurs, then test 25% of the bolts. RR25701 Page2 of3 Hilti. Inc. RE: Hilti Kwik Bolt TZ Carbon and Stainless Steel Anchors in Concrete. DISCUSSION: The report is in compliance with 2008 Los Angeles Building Code. The approval is based on load tests. The allowable loads are limited to Table 19.11.2 values attached for anchors embedded in concrete. The anchors have been tested in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193), dated January 2007 (ACI 355.2) for static and dynamic loads and ASTM E488. · This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to this report must be submitted to this Department1 with appropriate fee, for review in order to continue the appmval of the revised report. Addresses to whom this Research Report is issued is responsible for providing copies of it, complete with anv attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This genera) approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector ofthls Department has determined that all conditions of this approval have been met in the project in which it is to be used. YEUAN CHOU, Chief Engineering Research Se-etion 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone-213-202-9812 Fax -213-202-9942 TVok:m RRZS701/MSWocc2003 ll'l61()l/09 5AliJ91l/1912 Attachment: ICC ICC ES Evaluation Report No. ESR-1917 (14 pages) g·d RR 25701 Page 3 of3 egz::~~ o~ 6Z: des * * ~ t5REPORT™ ESR-1917 Reissued September 1, 2.007 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. www.icc-es.org BusinesslReglcnaf Office • 5300 Wenman Mil Road, \/\ti11e', Calibmia 00601 • (562) 699-0543 Regional Office • 900 Montd* Road, Suie A, BimqJham, Alabana 35213 • (205) 5!J9..9800 Regional 0ffic8 • .:OS1 West Fbssmocr Road, Coun!ly Club Hills, IUincis 60478 • (708) 799-2305 DMSION: 03-CONCRETE Section: 03151-Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122"1° EAST AVENUE TULSA. OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com EVALUATtON SUBJECT: HILT! KWJK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 lnternatiOnal Bui/ding Code$ (IBC) • 2000 !ntomati<:ma/ RfJSHileRlJal Ce<Je9 ~ • 1997 ~ Eh:JikJ.'RfJ Gede™ (UBG) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-lZ) is used to resist static, wind, and sei5mic tension and shear loads in cracked and uncracked normal-weight concrete and structural sand lightweight cona-ete having a specified compressive strength, f.,, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or structural sand lightweight concrete over metal deck having a minimum specifiad compressive strength, f"' of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast-in-place anchors described in Sections 1911 and 1912 of the IBC'91'1d- Seetiens ~9£3.1 !Ind 1923.z oftl'le UDO. The aRehOFS--Hla)' alse be 1,1sed •,•mere an engineereEI desigA is submitted iR ~ienR301.1.3efthelRC. 3.0 DESCRIPTfON KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-12 anchors consist of a stud {anchor bodi,r). wedge (expansion elements), nut, and washer. The anchor (carbon steel verslon) is illustrated in Figure 1. The stud is manufactured from carbon or stainless steel materials with corrosion resistance equivalent to Type 304 stainless steel. Carbon steel KS-TZ anchors have a minimum 5 µm (0.00002 inch} zjnc plating. The expansion elements for the carbon and stainless steel KB-TZ ancl'lors are fabricated from stainless steel with corrosion resistance equivalent to Type 316 stainless steel. The hex nut for carbon steel confonns to ASTM A 563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is reslrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installeo anchor, the mandrel is drawn into the expansion element. which is in tum expanded again~t the wall of the drilled hole. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal-weight and structural lightweight concrete must conform to Sections 1903 aAEI 199§ of the IBC and-l:JBG.. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strengths must be determined in acoordance with ACI 318-05 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors rt, as given in ACI 318 D.4.4 must be used * for load combinations calculated in accordance with Section 1605.2.1 of the lBC er Seotior, 1612:2 ef tfle UBC. Strength reduction factors ¢as given in ACI 318 D.4.5 must be used * for load combinations calculated in accordance with ACI 318 Appendix C er SeetioR 1909.2 ef ~e UBC. Strength reduction factors t/1 corresponding to ductile steel elements may be used. An example calculation is provided in Figure 6. 4.1.2 Requirements for Static Steel Strength in Tension: The steel strength in tension must be calculated in accordance with ACI 318 0.5.1. The resulting N, values are provided in Tables 3 and 4 of this report. 4.1.3 Requiremen1s for Static Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension must be calculated according to ACI 313 Section D.5.2.2, using the values of h., and kcr as given in Tables 3 and 4 in lieu of he1and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 must be calculated with lPc.,,as given in Tables 3 and 4. For carbon steel KB-TZ installed in the soflit of structural sand lfghtweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.5.) 4.1.4 Requirements for Critical Edge Distance: In applications where c <: cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete E"S REPO.RTS~ tJW? noJ ILl be consrn.,,,d a., representlng '""'1hetics or anJ' ()l/rer ott;;l,uin not spedjl<:ol(•• oddre»ed. nor are they ,., h,• con.,lnled as an r:rrdr>r:r~.'ml!nl ofllw sull/«t of the rcpur, dr' a Yt1,aoml11C'ndationfor iJs ZLw.. Thttrc i.\· rm wan'tlfl{V by ICC Evaiuoliun Sel"Viet!. Jnc .. "-?press ilr impli/!C4 a.t t,, ady f111::ling arOilrer ntuft,..,-in tl,i.s reporr, or as lo ua.r prod,,cr co,..,rcd by !he rcy,ort. -----Copyf'iGht @ 2007 * deleted by City of Los Angeles Paga1 of14 L'd In regions where analysis indicates no cracking in accordancewithACI 318 Section D.5.3.6, the nominal pullout strength in tension must be calculated according to the following equation: n:- Npn,f•c = Ni,.uno•1J2,500 (lb, psi) {3) * -rT Nflll.rc-Np,uncriJi?.2 (N, MPa) Where values for Np.er or NP·"""' are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout strength in cracked concrete of the carbon steel KB-lZ installed in the soffit of sand lightweight or normal- weight concrete on steel deck floor and roof assembliBs, as shown in Figure 5, is given in Table 3. In accordance with ACI 318 Section 0.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to EQ. (2), whereby the value of Np.r:ock,cr must be substituted for Np.er The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. In regions where analysis indicates no cracking in accordance with ACI 318 Section 0.5.3.6, the nominal pullout strength ln tension may be increased by W0,u as given in Table 3. \.!Jc.P is 1.0 for all cases. Minimum anchor spacing along the flute for this condition must be the greater of3.0he1 or 11/2 Umes the flute width. 4.1.G Requirements for Static Steel Shear Capacity 11s: In lieu of the value of V5 as given in ACI 318 Section D.6.1.2(c), the values of v. given in Tables 3 and 4 of this report must be used. The shear strength Vs.deck as governed by steel failure of the KB-TZ installed in the soffit of structural sand 4.1.10 Requirements for Seismic Design: For load combinations including earthquake, the design must be performed according to ACI 318 Section 0.3.3 as modified by Section 1908.1.16 of the I BC. as follows: CODE ACI 318 D.3.3. CODE EQUlVALENT SEISMIC REGION DESIGNATION IBCaM-IRG Moderate or high Seismic Design seismic risk Categories C,D, E, and F ~ Seislflie ~Aes we-seismie risk 38, 3, aml 4 The nominal steel strength and the nominal concrete breakout strength for anchors in tension. and the nominal concrete breakout strength and pryoutstrength for anchors in shear, must be calculated according to ACI 318 Sections D.5 and D:6, respectively, taking into account the corresponding values given in Tables 3 and 4. The anchors comply wi1h ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318 Section D.3.3.4 or D.3.3.5. The nominal pull?ut strength NP.""IS and the nominal steel strength for anchors m shear v., •• ;. must be evaluated with the values given in Tables 3 and 4. The values of Np.s6;,. must be adjusted for concrete strength as follows: rr N;,,sc;s,rc = Np.sais~2,500 (lb, psi) (4) If no values for N,,_,.,;s or v._.0;,; are given in Table 3 or Table 4, the static design strength values govern. (See Sections 4.1.5 and 4.1.6.) 4.1.11 S1ruotural Sand Lightweight Concrete: When structural lightweight concrete is used, values determined in Sep 29 10 11 :44a GERAD C. GRIFFITH REGISTERED SPECL~L INSPECTOR 3962 ECOCHEE AVENUE SAN DIEGO, CA 92117 Pbone(858)274-8379 p.1 SPECIAL INSPECTOR'S REPORT Covering woik performed whicb requires approval hy the special inspedor of: PROJECT! Palomar Technologies SHOP WELDING ADDRESS: 2728 Loker Avenue. Carlsbad, CA PERMIT NUMBER: CB100912 PLAN FILE NUMBER: N/A Material Type, Grade, Source: See data attached. INSPECTION DATE REPORT FILE: RI 0129 REPORT DATE! 09/29/1 0 09/28/10 Perfonned aft~r-the-fact anchor testing. See attached narrative> table and data. cc: City of Carlsbad Wbitc Construction Palomar Technologies File Certification # 279 Sep 29 10 11:45a Hilti Kwik Bolt. TZ Anchor Installations Interior Storage Mezzanine Structure 2728 Loker Ave. West Building Pennit Number CB100912 p.2 Griffith Inspection Inc. has perforn1ed an after-the-fact inspection of expanding concrete anchors at the subject site. It is om understanding that the anchors were installed while observatio~ were being made by a special inspec1or but obtaining a report from the inspector bas not been possible, to date. · Initially, the area of installation was surveyed for existing conditions. No anchors were installed near concrete joints or comers and it appears edge distance considerations can be ignored for the purposes of this report. All anchors noted were installed through bolt holes in baseplates of tube steel columns mounted directly on top of the building slab-on-grade such that anchor spacing was in excess of 5". All bolt holes were fi1led. The anchors tested were Hilti Kwik Bolt TZ fasteners with a minimum specified embedment of 3.75". Anchor length of these types of anchors can be verified by observation of a letter stamped into the top surface of the installed anchor (in this case, the letter "I") and all anchors inspected had this designation, indicating an overall anchor length of 6!' to allow for embedrnent, the fastener passing through the baseplate and full engagement of a nut installed on top of a circular washer. Frequently anchors ofthis type are tested after installation with a hydraulic jacking apparatus that is fastened to the threaded portion of the anchor by the use of a coupling nut and then loaded in tension. However, such testing systems require that the reaction load from the jacking apparatus be placed such that it allows an area around the anchor to break out from the substrate should the anchor installation fail. Since baseplates were installed directly onto the slab-on-grade top surface. hydraulic jacking was not appropriate in this case. Therefore, the anchors were tested in tension by re-applying the installation torque specified in the project specifications and the Hilti literature for this type of fastener. Both the literature and the project specifications call out an installation torque of 110 ft/lbs. A count of the installed anchors for the project indicated that 93 identical anchors were used in the baseplate connections. It was also noted that five anchors intended for use were installed in the incorrect locations and subsequently abandoned. Due to obstructions on the floor of the facility, 61 anchors could be accessed for torque testing and all 61 were tested without any failures being noted. Multiple torque \\Tenches set to 110 ft/bs were utilized ( one new wrench and one calibrated wrench) to reduce the possibility of tool inaccuracy. Results are shown in Table I on the next page. Technical information regarding the fasteners utilized is attached for reference. Thank you for this opportunity to be of service. If you require additional information or assistance, please feel free to contact Jed Griffith at Griffith Inspections Inc .• (858) 274-8379. Sep 29 10 11 :45a Hilti K wik Bolt TZ-Anchor Installations Interior Storage Mezzanine Structure 2728 Loker Ave. West Building Permit Number CB I 00912 Location in bldg Anchor type Ancllor length Anchor Embedmcnt Ancf.iors inslalfod Anc;hors tested Slab-on-grade (through baseplates) Hilti Kwik. BoltTZ Testing performed by: J. Griffith S. Griffith Testing Date: September 28, 20 l 0 6" (specified) 3. 75" 93 61 (65%) Table I p,3 Failures 0 Sep 29 10 11:45a SOARD-OF BUILDJNG AND SAFl;TY COMMISSIONERS MARSHAL. BROWN PRESIOEtlT VAN AMBATIELOS VICE-PRESIDENT VICTOR H. CUEVAS HELENA JUBANY ELENORE A. WILLIAMS Hiiti, fnc. 5400 S. 122nd East Avenue Tulsa, OK 74146 Attn: Tom Haanen, P. E. (918) 872-3731 CITY OF Los ANGELES CALIFORNIA ANTONIO.R. VILLARAIGOSA MAYOR p.4 DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FiG1,JEROA. STREET LOS ANGElES. CA.00012 ANDREWA.ADELMAN, PE. GENERAL MAN.•.Gi:R RAYMOND CHAN EXECUTIVE OFFICER RESEARCH REPORT: RR25701 (CSI#0.3151) BASED UPON ICC ES EVALUATION REPORT NO. ESR-1917 REEVALUATION DUE DATE May 1, 2011 Issued Date : June J, 2009 Code: 2008 LABC GENERAL APPROVAL -Reevaluation -Hilti Kwik Bolt TZ Carbon and Stainless Steel Anchors in Concrete. DETAILS 'fhe above assemblies and/or products are approved when in compliance \:vith the description, use, identification and findings of lCC Evaluation Services Report No. ESR-1917 dated September I, 2007, of the ICC Evaluation Service, lncorporate<I. The report in its entirety is attached and made part of this general approval. The parts of Report No. ,ESR~ 1917 which arc excluded on the attached copy have been removed by the Los Angeles Building as not being included in this approval. The approval is subject to the following conditions: l. The allowable values listed in the attached re_port and tables are for the fasteners only. Connected members ~hall be checked for there capacity (which may govern). 2 The anchors shall be identified by labels on the packaging indicating the manufacturer's name and product_ designation. U\OBS G-5 (Rev.6/06) AN EQUAL EMPLOYMENT OPPORTUNITY -AFFIRMATIVE ACTION EMPLOYER RR2570J Page 1 of3 GEOCON INCORPORATED GEOTECHNIC Project No. Gl237-22-01 May 28, 2010 White Construction, Inc. 2540 Gateway Carlsbad, California 92009 Attention: Subject: Mr. Rick Gordon 2728 LOKER AVENUE CARLSBAD, CALIFORNIA LABORATORY RESULTS OF CONCRETE CORE SAMPLES Dear Mr. Gordon: • In accordance with your request, we are providing laboratory results of two concrete core samples taken at the subject property. The samples were taken from the warehouse floor slab in the area of the planned "storage platform". Sample No. Location Thickness (inches) Compressive Strength (psi) C-1 Northeast Area of Warehouse 5.7 4,740 C-2 Southwest Area of Warehouse 5.5 4,540 Should you have questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, (2) Addressee 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone 858.558.6900 a Fax 858.558.6159 EsGil' Corporation In <Partnersli.ip witfi (}overnment for <Bui{aing Safety DATE: 08/18/2010 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10-0912. PROJECT ADDRESS: 2728 Loker Ave West SET:V ~~ANT :~ 0 PLAN REVIEWER 0 FILE PROJECT NAME: Palomar Technologies Lab and Storage Mezzanine -TI D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Avent Design / Lisa Avent 3124 Ferncreek Ln, Escondido, CA 92027 ~ 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: Lisa Avent Telephone#: 760-740-0133 Date contacted: (by: ) Fax#: 760-740-0161, 760-931-1171 Rick Mail Telephone Fax In Person Ix! REMARKS: a) Please add slip shee_t T-24.1 to all City sets prior to issuing the permit. b) Please transfer the clouded redline on sheet T-24.1 to all City sets prior to issuing the permit. By: Doug Moody (by AG) EsGil Corporation D GA D EJ D PC Enclosures: 08/12/2010 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-i576 EsGil Corporation In <Partnersliip witli (}overnment for (JJuiCaing Safety DATE: 8/4/ 10 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10-0912 SET: IV PROJECT ADDRESS: 2728 Loker Ave West PROJECT NAME: Palomar Technologies Lab and Storage Mezzanine -TI D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Avent Design/ Lisa Avent 3124 Ferncreek Ln, Escondido, CA 92027 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. D Person contacte9i! Lisa Avent Telephone#: 760-740-0133 Date contacted:fftf!to (b~ Fax #: 760-740-0161, 760-931-1171 Rick Mail,,/ Telephone REMARKS: Fax~ln Person By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 7/29/10 ,./ 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 10-0912 8/4/10 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold underlined print indicates the unresolved issue. 5. Please have the document author and the principle designer of the LTG-1-C form sign the imprinted document. This comments still applies. No response. 6. Please correct the L TG-1-C part 2 of 4 form to show all lighting installed in the permit area not just the new fixtures. This comments still applies. No response. 7. Please complete the L TG-1 C part 3 of 4 form to show the mandatory automatic controls portion of the forms. This comments still applies. No response. 8. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the L TG-1-C part 4 of 4 documents. This comments still applies. No response. 9. Please correct the LTG-3C form to be consistent with the plans and show the correct square footages and uses. This comments still applies. No response. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. 'City of Carlsbad 10-0912 8/4/10 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No 0 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. )' f EsGil C-orporation In <Partnersliip witli government for <:Bui(aing Safety DATE: 7/7/10 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10-0912 PROJECT ADDRESS: 2728 Loker Ave West SET: III PROJECT NAME: Palomar Technologies Lab and Storage Mezzanine -TI D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Avent Design/ Lisa Avent 3124 Ferncreek Ln, Escondido, CA 92027 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Lisa Avent Telephone#: 760-740-0133 Date contacted: 7 h-ho (by: }41-) Fax #: 760-740-0161, 760-931-1171 Rick Mail/ Telephone Fax.........-In Person ~ REMARKS: Set Ill is for structural only. By: Doug Moody EsGil Corporation Enclosures: D GA D EJ D PC 6/30, 7/1/10 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 /" City of Carlsbad 10-0912 7/7/10· Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. The resubmitted plans were for the mezzanine only and the review was for those plans only. The remaining comments still apply. 1. Please provide a statement on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: a) The 2007 edition of the California Building Code (CBC) adopts the 2006 International Building Code (IBC) and the 2007 California Amendments. b) The 2007 edition of the California Electrical Code (CEC) adopts the 2005 National Electrical Code (NEC) and the 2007 California Amendments. c) The 2007 edition of the California Mechanical Code (CMG) adopts the 2006 Uniform Mechanical Code (UMC) and the 2007 California Amendments. d) The 2007 edition of the California Plumbing Code (CPC) adopts the 2006 Uniform Plumbing Code (UPC) and the 2007 California Amendments. e) The 2007 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2007 California Amendments. f) The 2008 edition of the California Energy Efficiency Standards. This comments still applies. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. This comments still applies. ., City of Carlsbad 10-0912 7/7/10 3. A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 307.7(1) and 307.7(2) possible. The building official may require a technical report to identify and develop methods of protection from hazardous materials. Section 307.7. This comments still applies. 4. Provide a section view of all new interior partitions. Show: a) Method of attaching top plates to structure. Please revise the spacing of the studs used for lateral bracing to 4' or provide calculations to show the 8' spacing adequate. This comments still applies. b) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. This comments still applies. 5. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the new storage mezzanine. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. See comments at the end of this document. 6. Please provide a complete vertical and lateral analysis for the new storage mezzanine. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section A 106.1.1. See comments at the end of this document. 7. Please note in the general wiring notes on the plans "AC Cable is not allo\"(ed in A, B, E, H, F, M, Sand I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". This comments still applies. 8. Please have the document author and the principle designer of the L TG-1-C form sign the imprinted document. This comments still applies. 9. Please correct the LTG-1-C part 2 of 4 form to show all lighting installed in the permit area not just the new fixtures. This comments still applies. 10. Please complete the L TG-1 C part 3 of 4 form to show the mandatory automatic controls portion of the forms. This comments still applies. 11. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the L TG-1-C part 4 of 4 documents. This comments still applies. 12. Please correct the L TG-3C form to be consistent with the plans and show the correct square footages and uses. This comments still applies. I' City of Carlsbad 10-0912 7/7/10 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No CJ The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. · EsGil Corporation In (!'artnersnip witn government for <Bui(aing Safety DATE: 6/11/10 ~~T ~ JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10-0912 SET: II Cl PLAN REVIEWER Cl FILE PROJECT ADDRESS: 2728 Loker Ave West PROJECT NAME: Palomar Technologies Lab and Storage Mezzanine -TI D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Avent Design / Lisa Avent 3124 Ferncreek Ln, Escondido, CA 92027 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: Lisa Avent Telephone#: 760-740-0133 Date coi_;acted~/t I/;~ (b~~ Fax #: 760-740-0161, 760-931-1171 Rick Mail VreleJ?hone v Fax Vin Person REMARKS\ C ..,itd~ By: Doug Moody "'V1A. Enclosures: EsGil Corporation D GA D EJ D PC, 6/3/10 I 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 10-0912 6/11/10 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets ca·n 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. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. The resubmitted plans were for the mezzanine only and the review was for those plans only. The remaining comments still apply. 1. Please provide a statement on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: a) The 2007 edition of the California Building Code (CBC) adopts the 2006 International Building Code (IBC) and the 2007 California Amendments. b) The 2007 edition of the California Electrical Code (CEC) adopts the 2005 National Electrical Code (NEC) and the 2007 California Amendments. c) The 2007 edition of the California Mechanical Code (CMG) adopts the 2006 Uniform Mechanical Code (UMC) and the 2007 California Amendments. d) The 2007 edition of the California Plumbing Code (CPC) adopts the 2006 Uniform Plumbing Code (UPC) and the 2007 California Amendments. e) The 2007 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2007 California Amendments. f) The 2008 edition of the California Energy Efficiency Standards. This comments still applies. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. This comments still applies. : clty of Carlsbad 10-0912 6/11/10 3. A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 307.7(1) and 307.7(2) possible. The building official may require a technical report to identify and develop methods of protection from hazardous materials. Section 307. 7. This comments still applies. 4. Provide a section view of all new interior partitions. Show: a) Method of attaching top plates to structure. Please revise the spacing of the studs used for lateral bracing to 4' or provide calculations to show the 8' spacing adequate. This comments still applies. b) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. This comments still applies. 5. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the new storage mezzanine. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. See comments at the end of this document. 6. Please provide a complete vertical and lateral analysis for the new storage mezzanine. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section A 106.1.1. See comments at the end of this document. 7. Please note in the general wiring notes on the plans "AC Cable is not allowed in A, B, E, H, F, M, Sand I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". This comments still applies. 8. Please have the document author and the principle designer of the L TG-1-C form sign the imprinted document. This comments still applies. 9. Please correct the L TG-1-C part 2 of 4 form to show all lighting installed in the permit area not just the new fixtures. This comments still applies. 10. Please complete the L TG-1 C part 3 of 4 form to show the mandatory automatic controls portion of the forms. This comments still applies. 11. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the L TG-1-C part 4 of 4 documents. This comments still applies. 12. Please correct the L TG-3C form to be consistent with the plans and show the correct square footages and uses. This comments still applies. • 'City of Carlsbad 10-0912 6/11/10 • STRUCTURAL 1. The lateral force analysis provided is for moment frames along grid line 1. What about the frames along grid line B? Beam is only 12x31/2x12ga less than the 12x31/2x10 ga. Adequate? 2. Provide detail calculation to show the moment frame connections are adequate to support the proper load. 3. Where in the computer run shows lateral load to the frame? How you get the force? Please clarify. 4. Sheet 29 of the calculation shows the tread is 12ga. Sheet 004 and detail 8?004 shows 14 ga. Please check. 5. Provide analysis to show how the stairway to resist the lateral force? Cantilever columns? Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 6. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. " EsGil Corporation In (l'artnersliip witli <]overnment for <Bui{aing Safety DATE: 6/2/ 10 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 10-0912 PROJECT ADDRESS: 2728 Loker Ave West SET: l DrPLICANT co JUR_9 g LAN REVIEWER D FILE PROJECT NAME: Palomar Technologies Lab and Storage Mezzanine -TI D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. · D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. · [:gJ 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. IZ] The applicant's copy of the check list has been sent to: Avent Design/ Lisa Avent 3124 Ferncreek Ln, Escondido, CA 92027 D Esgil Corporation staff-did not advise t_he applicant that the plan check has been completed. [:gJ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contact~d: J-isy Avent Telephone#: 760-740-0133 Date contacted: 0/Z../ I~ (b~ Fax #: 760-740-0161 Mail/Telephone Fax /4 Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D PC,' ; Enclosures: 5/25/10 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ., City or Carlsbad 10-0912 6/2/10 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 10-091~ OCCUPANCY: B/ S1 / F1 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/24/10 DATE INITIAL PLAN REVIEW COMPLETED: 6/2/ 10 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Office ACTUAL AREA: 1642 + 1460 STORIES: 2 HEIGHT: OCCUPANT LOAD: 23 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/25/10 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations .. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. · To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list wt1_.en you submit the revised plans. City of Carlsbad 10-0912 6/2/10 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide a statement on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: . a) The 2007 edition of the California Building Code (CBC) adopts the 2006 International Building Code (IBC) and the 2007 California Amendments. b) The 2007 edition of the California Electrical Code (CEC) adopts the 2005 National Electrical Code (NEC) and the 2007 California Amendments. c) The 2007 edition of the California Mechanical Code (CMC) adopts the 2006 Uniform Mechanical Code (UMC) and the 2007 California Amendments. d) The 2007 edition of the California Plumbing Code (CPC) adopts the 2006 Uniform Plumbing Code (UPC) and the 2007 California Amendments. e) The 2007 edition of the California Fire Code (CFC) adopts the 2000 Uniform Fire Code (UFC) and the 2007 California Amendments. f) The 2008 edition of the California Energy Efficiency Standards. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are· structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. 3. A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 307.7(1) and 307.7(2) possible. The building official may require a technical report to identify and develop methods of protection from City of Carlsbad 10-0912 6/2/10 hazardous materials. Section 307.7 .. 4. Provide a section view of all new interior partitions. Show: a) Method of attaching top plates to structu-re. Please revise the spacing of the studs used for lateral bracing to 4' or provide calculations to show the 8' spacing adequate. b) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. 5. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the new storage mezzanine. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 6. Please provide a complete vertical and lateral analysis for the new storage mezzanine. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section A 106.1.1. 7. Please note in the general wiring notes on the plans "AC Cable is not allowed in A, B, E, H, F, M, Sand I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". 8. Please have the document author and the principle designer of the L TG-1-C form sign the imprinted document. 9. Please correct the LTG-1-C part 2 of 4 form to show all lighting installed in the permit area not just the new fixtures. 10. Please complete the L TG-1 C part 3 of 4 form to show the mandatory automatic controls portion of the forms. 11. Please have the principle designer check the appropriate box(s) and complete the Statement of Compliance System Acceptance section of the L TG-1-C part 4 of 4 documents. 12. Please correct the L TG-3C form to be consistent with the plans and show the correct square footages and uses. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. City of Carlsbad 10-0912 6/2/10 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No CJ The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. City of Carlsbad 10-0912 6/2/10 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody PLAN CHECK NO.: 10-0912 DATE: 6/2/10 BUILDING ADDRESS: 2728 Loker Ave West BUILDING OCCUPANCY: B/S1/Fl TYPE OF CONSTRUCTION: VB BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Tl 3102 34.37 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I .,.. I Plan Check Fee by Ordinance I .., I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee ~ Repeats Comments: D Other D Hourly EsGil Fee ----IHr.@' ($) 106,616 106,616 $611.411 $436.421 $375.991 Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 10-0912 DATE 5/28/10 ADDRESS 2728 Loker Ave West RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE OTHER Tenant improvement COMPLETE OFFICE BUILDING PLANNER -/ Yi'\ DATE 6 /cJ. g" lro =...;__~=:-..µ.=-1--__;__::----'---~ I DATE (g / i /1D 11:\ADMIN\COUNTER/PLANNING/ENGINEEIUNG APPROVALS ~ECOMMENDED' FOR: APPROVAL Page: 1 of 1 Daryl K. James & Associates, Inc. 205 Colina Terrace Checked by: Matthew Ernau BLDG. DEPT COP'¥echeck by: Anne Bland Vista, CA 92084 T. {760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Avent Design. PROJECT NAME: Palomar Technologies PROJECT DESCRIPTION: CB100912 INSTRUCTIONS Date: 9/16/1 O r. .. /J :P 4 ~ ~,..,_J__ ~ pltb' tu P~vi:J fl"~ 1 /i b/ttJ ~(!;,;z;;-J p/4 ~--t-~cJ. 7-~ . JURISDICTION: Carlsbad Fire Department ~ ~~"~ PROJECT ADDRESS: 2728 Loker West U 5/7,:fil~~ _,,,, ,;t-fj". VO ~..--,--,,._;.,7_ ~-/J~ ~#() • 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. · • To EXPEDITE the recheck process, please note on this list (or copy) where each correction item has been addressed i.e. sheet number, note number, detail number, legend number, etc Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Please direct any questions regarding" this review to: Matthew Ernau 760-738-8279 or ernau57@cox.net • . Email EsGil comments as soon as· available~ • PLi;ASE DIRECT ANY QUESTIONS REGARDING THIS ReVIEW DIRECTLY TC>: .Matthew Erna,u 1382 Hale Ave Escondido, CA 92029 ..J PROJECT DATA • 111-B is that correct? • Occupancy section references B -Office area. Sheet A 1 calls Tl area Lab. Provide detailed description of proposed area to help determine occupancy classification . ..J CODE REFERENCES (PROVIDE) • Through-out plans you reference specific codes, provide current code data . ..J FIRE DEPARTMENT NOTES • In fire department notes section it refers to fire alarm system is there one? -Y DEFERRED SUBMITTAL$ (PROVIDE SECTION) • Provide sections for fire sprinkler and fire alarm systems . ..J A1 Floor Plan • Provide location of fire extinguisher. • ! s i-----Tru ctu rci I --------------------·- Concepts Engineering 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mall@scelnc.net Project Name: Palomar Technologle=S Project Number: K-052010--5 Date: 05/26/10 <~ "'j-z..'B"'{rt:.. Street Address : 2728 We!St Loker Ave City/State : Carlsbad, CA 92008 Scope of Work : Platform $. Stairs St~tural • Von~e ts -----r:....,.11',-, · ngineering 1200 N Jefferson ,Ste Ste E Anaheim CA 92807 Toi· 714 632 7330 EaK' 714 632 ZZ63 By: A.A. Project: PALOMAR TECHNOLOGIES Project#: K-05'2010-5 Design Spec1t1cat1ons Loading Design LL= 125 psf Framing DL= 13.0 psf Specifications Design Criteria· 2007 CBC, AISI ASD Steel Design Manual & ATS! Cold Formed Steel Manual, ASCE 7-05 Rolled Steel· ASTM A570, Grade 50, Fy=50 ksl or better Slab Thickness-6,0 In Structural Steel "C" or "W' Shape-ASTM A572, Grade 50, Fy=SO ks! or better Structural Steel Tube· ASTM A500, Grade B, Fy=46 ksl or better Structural Plate Steel • ASTM A36, Grade 36, Fy.=36 ksl or better Concrete Strength, fc· 2,500 psi Allowable Soll Bearing Presure-1,000 psf l','· .. ii':-~-·.-·-·-·,. ·t---· "" {:: ~: c: .B' . ,f--- . A; .. Bolt· A325 U,N.O, Snug tight fit (finger tight + 2/3 turn) required with all plys In flat contact U.N.O. Weld· E70xx Electrode or better. All welds performed In shop of approved fabricator by AWS cert, welders Seismic Criteria: Ss=l.11,S1=0.421,Fa::.1,056,Fv=1.579,Sds"'0,782,Sd1=0.443,I=1, R=3,5 Site c;:Jass=D,SeJsmlc Des. Catag.=D Base 5hear=0.1595*W, ASD Design Method, Steel OMRF Structure I l. ·J.' :g, JECI< rRAt,HMO ·:t n'.M,1,t ,-,-./"2\/-· W.~9J-~1 .I. ,5\ _, i---=-=-- 1--............... -_____ _,! E :j .Dli· u.=. ~ :1 ~i ~ T 'j :( ;\lff; ':(,;_:/llfi ,th ~ : , ~~ .,.,1 'I ·-\. "'·a: . :, gl ,. L :' ·, -----F.LEVATION. VIEW I. I . i I ~t~tural Voncepts Engineering 1200 N letterson Ste Ste E Aoabelm CA 92807 Iel· 714 632 7330 Fax· 714 632 7763 By: A.A. Project: PALOMAR TECHNOLOGIES Project #: K-052010-s Loads Dead Loads Live Loads 1.J.25" Thk Plyvvood ............. .. 3.4 psf 1,7 psf 2,0 psf 2.0 psf LL, ................ . 125.0 psf 22 ga "B" Deck. ..................... . Joist .................................. ,, Beam, .................................. , Misc/HVAC ........ , ... , ......... . 3,90 psf HVAC/P{pes/Llghts etc -------13,00 psf Seismic Load Lateral analysis is performed with regard to the 2007 CBC & ASCE 7·05 section 12,8,1. For storage live loads, 25% of live load Is considered In the determination of the effective seismic weight (W) per ASCE 7-05 section 12.7.2, Item 2 V= [Cs*W/RJ/1.4 Sos= Fa * Ss * (2/3) 0,7814 Cs-min= [0.S*S1 *I/R]/1.4 = 0,0000 eqtn 12.8-1 eqtn 12,8·6 t 110 5/S"TOD 12'-9" 9'·0" V 9'-0'' 9'-0'' -V 11A2'1 "02" "D2" "G2" Cs= [Sds * I/RJ/1.4 = 0.1595 Vtransv= 0.1595 * 44.25 psf eqtn 12,8-2 = 7.1 psf ASD loading Column Shear;:: 7 .1 psf * Trlb Area per Column See tc1ble below Table 1, ASD Format Loads for Platform Columns co:umn Trlb Area Base Shear, V Interior 99 ftAZ 7041b Perimeter 53 ftA2 3751b t::orner 26iV•2 1881b Elevation (Column Line A2 to G2) Framing weight, DL= 13 psf Deck Live Load, LL= 125 psf Effective Seismic Weight, W= (DL+LL/4) = 44.25 psf H (TOD)= 110.6 in Seismic Design Coeff Ss= 1.110 Axlal DL (Static) Axial LL (Static) S1= 0.421 Fa,. 1.06 Fv= 1.58 1,289 lb 6871b 3441b rri.f t:'\ (), iQ., v' O'v-q J 12,399 lb 6,608 lb 3,304 lb Sds= 0.78 Sd1= 0.44 R= 3.50 != 1.00 Site Class= D Seismic Design Category .. D J i' J i St~tural · VonfiPts ~--Cngineering 1200 M Jefferson Ste Ste F Aoabeiro CA 92807 Iel· 714 632 7330 Fax· z14 632 ZZ63 By: A.A, Project: PALOMAR TECHNOLOGIES Bending Deflection DL= 11. 000 psf LL= 125 .0 psf Length=L= 8.70 ft Trib= 3.00 ~ Mctr= w % LA/8 Beam Size"' C8x3x14ga Ix= 11.53 lnA4 2.88 in"'3 wo:. 408 plf P= 1,775 lb Fy= 50,000 psl = (11 psf + 125 psf) * 3 ft* (8.7 ft)"'2 * 12/8 = 46,322 ln·lb = 46.32 In-kip Mallow= 0.6 * Fy. * Sx bending moment at center span = 0.6 * soooo psi * 2.883 in"'3 = 861490 in·lb >= Mctr, Bending OK Project#: K-052010-5 ,~ L Beam Diagram DrlLHL= 5 * w * L "'4/(384 * E * I) = 0.155 In c.LL only= 0.142 In Check Bolt Dallow:a:L/ 240 = 0,435 in Dallow=L/ 360 = 0.29Q In P= w * L/2 = 1,775 lb Bolt Diam= 0.625 In # Bolt:=N:= 2 Fv= ·;I:g~Q.0!'.f~iHt;~'i~f:ii;i Fu-steel= 58,000 psi t-mln= 0.105 In Check Single Angle Connection See AISI ASD 4-83 Pallow= C * rv n=# Fasteners= 2 C= 1.020 rv= 3,068 lb OK, for LL+DL OK, for LL only Pallow=C*rv:a: 3,129 lb OK e= 5.13 In P*e= 9,096 in-lb Sangle= [tp*d"'2/6] -[b"'2*n*(n"'2-1)*(tp*(bolt diam+ 0.125)]/(6d) = 0.810 ln"3 Mcap= Splate * 0.6 * 50 ksl = 24,300 In-lb OK ,_3.5"~ Shear Capacity:.: Bolt Area * N * Fv * 1.0 = 6,136 lb OK Bearing Capacity= Bolt Diam * t-mln * 1.2 * Fu * 1.0 = 9,135 lb OK p 3x3x1 0ga x 6"L (2) Bolt Joist Connection Bolt Diam= 0.625 in tp=Angle Thickness= 0.135 in d=Angle Vert. Dim= 6.00 In b=Fastener Vert Spcg= 4.00 in T C8X3X14ga 1 St~tural · \,onE"ts · ngineering 1200 I'll Jefferson Ste §ie E Anabelro CA 928DZ Tel· 714 6321330 Fax-z14 6321163 By: A.A. Project: PALOMAR TECHNOLOGIES Project#: K.-052010-5 "B" Deck Static Loads Double span condition, 1' wide trib width typfcal Deck Type= 22 ga 8 Deck Deck Span=Ld= 3.00 ft Fy= 38,000 psi DL= 9.0 psf LL= 125,0 psf Trfb Width= LO ft W=(DL+LL)*Trlb width= 134,0 lb/ft Ix= 0,178 in"'4 Spas= 0.180 ln"'3 Sneg= 0,195 ln"'3 t;;,,,~~11=),,,m,moio;,,,~111,11111111111 E 3 4 Bending Capaclt)! Mpos= 0.07 * w * LdA2= 11013 In-lb Mneg= 0.125 * w * LdA2= 11809 in-lb Deflection Capacity Defl= 0,0092 * w * (Ld)A4/(E*I) = 0.03 in Diaphragm Forces Per sec 1620,2.5 Deck Type= 22 ga B Deck Fp= 0.2*I*SDs = 0.1563 Span=L= 12,8 ft B= 9,7 ft Mallow=0.6*Fy*Spos= 41104 in-lb Mallow=0.6*Fy*Sneg= 4,446 In-lb Defl-allow= Ld/360 = 0.10 In Vn OK OK OK Diaphragm Fp= 0.1563 * 44.25 psf = 6.92 psf ' Ld ti11Jttmn1rmrmn, f Rn= Fp * B * L/2 = 4281b Vn= Re/B = 44.1 lb/ft Max Dlaph Shear= 44.1 lb/ft Re= Fp * B * L/2 = 4281b Ve= Re/L = 33,6 lb/ft Allowable Shear= 341.0 lb/ft OK ICC ER 3056 Deck WW" _____________ - N L .t + Diaghragm Forces Rn .... ------------·-------------------·-·-·-·-----------·----· ---·---·---· -----+--- r ·7 7 -1 1 11 11 13 BM-D1210 BM-D1210 BM-D1210 BM-D1210 1 2 3 4 5 ") TS5x5x3/16 TS5x5x3/16 TS5x5x3/16 TS5x6x3/16 TS5x5x31 ~2 ., 4 C.,1,.. L,..J hi'""~ . -· --···---·-----···-----·· ----·---· .. ·--·-----·-----·-------··----------__ ,,,_ ·---· -··-----·---· -------·--·------------· ~· ,, '\'II, ,,-o \ 6T,__' J,__: Y'-'I i.__i ...... i'-'!'--Ji._l1rl'-'l ............. --'--'-llll"lr '--'-'--L-L ......... .._.......,_,_l-sl ~l· 1U ! { ! Liu-'-----""--'---1~ ti } ! LtW i j 13 'Jt-~ti 'le.. 'lo ~& 2 3 4 5 \l '9\'..c> 'I' I .;;, ,1 1' "' ,i '-'\ 'I\ ~ ... ~ ,/ ,,.,,.. /1!:1 [_2 ,-~ 94 ~--L.--3 L!...5 ft\, ~\, Ct.. Pt, (... i.. ~.I\~ ~1 := o .L\11. IL ,._ v~ . ,-,, l(Q i..-,S" '~ '\), 1.-= 0 ., ~'\ \L v .. ' ,, ' ,, }l " VP '; I• \/p \ I ---------------··--·-·----··-·-··-·-···-·----·· -·-·-·-·---------·-··---·-·----·---·-·-·---··-·---------- Filename: :---~~,s,~.~, ~-'--'-·..L.:...n.-=··=""""''--'---11>-· ElM·P1210 •I,(, II 1 1f .r ,,_(, TS5x5x3/16 J> ~ ~ • 2 TS5x5x3/16 3 TS5x5x3/16 4 TS5x5x3/16 5 TS5x5x3/16 FIiename: ----·----------··-·---·-·. --·---------- ' BM-D1210 .lJj..1,Y 1 TS5x5x3/16 ;-1 -2 1,-~16 ' 2 ----··-----·-_________ ,, ··-·--·---------------- C:\FASTFRAMIPALOMAR K-052fil.1lltdli~l5fiW Dl+LL+3E ~ 0 ('d°( 3:37PM, 26 MAY 10 Nodes ... Node Node Coordinates Title : PALOMAR TECH Job # : K-052010-! Dsgnr: A.A. Description .... FRAME LINE /l:2-G2 K-0520-5.ffw FastFrame 2-D Frame Analysis VS,0,9- Date: 5-26-1 o Page 1 I Node .(,,, ________ _ __ Lab.eJ_,_ -·"-ft---·---l ·-·-· ---··-· X Rest~ajn!__ ·-__________ Y Restraint ··---···· z Restraint ·--J:-1f-·-· .. ··-· ---·--·-··-·-·-·--------··-·-- I 1 0.000 0.000 Fixed Fixed 0 2 12.750 0.000 Fixed Fixed 0 3 21.750 0.000 Fixed Fixed 0 4 30.750 0.000 Fixed Fixed 0 5 39,750 0.000 Fixed Fixed 0 6 0,000 9,170 0 7 12.750 9.170 0 10 21.750 9,170 0 11 30.750 9.170 0 13 39,750 9,174 0 -Member ... Member I Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node JNode Length X y z X y z ft 1 TS5x5x3/16 1 6 9,170 2 TS5x5x3/16 2 7 9.170 3 TS5x5x3/16 3 10 9.170 4 TS5x5J<3/16 4 11 9.170 5 TS5x5x3/16 5 13 9.174 6 BM-D1210 6 7 12,750 7 BM-D1210 7 10 9,000 10 BM-D1210 10 11 9,000 11 BM-D1210 11 13 9.000 Member Stress Check Data ... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu·:z ft Lu: XY K:Z K:XY Cm Cb 1 9.170 9,170 1.00 1.00 Internal Internal 2 9.170 9,170 1.00 1.00 Internal Internal 3 9.170 9.170 1.00 1.00 Internal Internal 4 9.170 9.170 1.00 1.00 Internal Internal 5 9.174 9.174 1.00 1.00 Internal Internal 6 12.750 12.750 1.00 1.00 Internal Internal 7 9,000 9.000 1.00 1.00 Internal Internal 10 9.000 9.000 1.00 1.00 Internal Internal 11 9.000 9.000 1.00 1.00 Internal Internal Materials ..• Member I Youngs I Density I Thermal I Yield I Label I ksl kcf 1n/100d ksi -Defalllt 29,000.00 I 0.000 I 0.000000 I 0,00 Steel 29,000.00 0.000 0.006500 50,00 Section Sections ... Prop Label Material Area Depth Tf lxx Group Tag Width Tw lyy BM-01210 Steel 5.400 in2 0.000 In 0,000 In 112.00 ln4 0.000 in 0.000 In 0.00 ln4 BM-51210 T Steel T 2.700 ln2 0,000 in 0.000 In 56.00 ln4 0.000 In 0.000 in 0,00 in4 Default -, Steel 7-1.000 in2 0.000 In 0,000 in 1.00 ln4 I 0.000 in 0.000 In o.oo 1n4 TS5x5x3/16 T Steel T 3.520 ln2 5,000 in 0.188 In 13.40 1114 5.000 In 0.1 BB in 13.40 ln4 (c) 1988-2001 ENERCALC C:\FASTFRAM\PALOMAR K-05201~Jr:.~520-5.FFW C\ O·tr7-c/ V5.0.9 ! ! I I i i I i Title : PALOMAR TECH Job # : J<..052010-! Dsgnr: A.A. Description .... FRAME LINE A2 G2 - K-0520-5. ffW Date: 5-26-10 9:34AM, 29 JUN 10 FastFrame 2-D Frame Analysis V5,0,9- Node Loads .... Node Label_ Concentrated Loads and Moments Load Case Factors --X-~-Y.. --.M.cmumt.. #1 #2 #3 #4 6 0.412,'= v~ ~ 7 0,704k., ~ >¢ f7' ~.'\,• i 10 0.580k ,:-'1/C,, 11 o.seok ..-'-lo 13 0.290k -:: ""' . Member Distributed Loads .... Member Load Magnitudes Load Extents Load Load Case Factors Label Start J,\'J!_Sh Start Finish Direction #1 #2 #3 #4 ft ft 6 -1.138"' -1.138 k/ft 0,000 12.750 GlobalY 1.000 1.000 6 -0.118..._, -0.118 k/ft 0.000 12.750 GlobalY 1.000 7 -0.118 v,Je1.-o.11a k/ft 0,000 9.000 GlobalY 1,000 7 -1.138 -1.138 k/ft 0.000 9.000 GlobalY 1,000 1.000 10 -1.138 -1.136 1</ft 0.000 9.000 GlobalY 1.000 1.000 10 -0,118 -0.116 k/ft 0,000 9.000 GlobalY 1,000 11 -1.138 -1,138 k/ft 0.000 9.000 GlobalY 1,000 1,000 11 -0.118 -0.118 k/ft 0.000 9.000 GlobalY 1.000 Load Combinations ... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X y #1 #2 #3 #4 DL+LL 1,000 1.000 1.000 DL+LL+3E 1.000 1,000 1.000 DL+LL+E 1,000 1.000 0.750 SKIP1 1.000 1.000 1.000 SKIP2 1.000 1.000 1.000 (c) 1988-2001 ENERCALC C:\FASTFRAM\PALOMAR K-052010-5\K-0520-5.FFW Page 1 I #5 1,000 1,000 1,000 1,000 1.000 #5 #5 3,000 0,750 V5.0.9 Title : PALOMAR TECH Job# : K-052010-! Dsgnr: A.A. Description .... FRAME LINE A2-G2 K-0520-5. ffw 3:37PM, 26 MAY 10 FastFrame 2-D Frame Analysis V5.0,9- Node Displacements & Reactions Date: 5-26-10 Page 31 o e a e oa om ma ,on x y z x y z N d L b I I L d C b. r l Node Displacements ~ Node Reactions · -----------·----·--·-----·--·--·In--·--· -----Jn·--·-·· ··-· Radians-----·k-------·--k--------k-ft---- 1 DL+LL 0 0 0.00104 0.24179 6.74080 0 1 DL+LL+3E 1 , 191 , E-014 a -0.02299 -1.19096 5.06182 0 1 DL+LL+E a 0 -0,00520 -0.17117 4.79418 0 1 SKIP1 0 0 0,00104 0.24179 6.74080 0 1 SKIP2 0 0 0,00010 0.02272 0.63329 0 2 SKIP2 0 0 -0.00008 -0.01165 1.51779 0 2 SKIP1 0 0 -0.00086 -0.12403 16.15542 0 2 DL+LL+E 0 0 -0.00685 -0.48732 12.54848 0 2 DL+LL+3E 1,690.E-014 0 -0.02558 -1.68956 16.36529 0 2 DL+LL 0 0 -0,00086 -0.12403 16.15542 0 3 DL+LL 0 0 -0,00022 -0.00065 9,58744 0 3 DL+LL+3E 1,546,E-014 0 -0.02483 -1,54591 9.63616 0 3 DL+LL+E 0 0 -0,00632 -0.38682 7.42794 0 3 SKIP1 0 0 -0.00022 -0,00065 9,58744 0 3 SKIP2 0 0 -0.00002 -0,00006 0.90073 0 4 SKIP2 0 0 -0,00002 -0,00057 1,20633 0 4 SKIP1 0 0 -0,00024 -0,00610 12.84022 0 4 DL+LL+E 0 0 -0,00637 -0.39715 9.67119 0 4 DL+LL+3E 1,576.E-014 0 -0.02499 -1.57582 11.79799 0 4 DL+LL 0 0 -0,00024 -0,00610 12.84022 0 5 DL+LL 0 0 -0.00079 -0.11101 4,60212 0 5 DL+LL+3E 1,585.E-014 0 -0.02503 -1.58475 7.06474 0 5 DL+LL+E 0 0 -0.00667 -0.45430 4.17533 0 5 SKIP1 0 0 -0.00079 -0,11101 ' 4.60212 0 5 SKIP2 0 0 -0.00007 -0,01043 0.43236 0 6 SKIP2 0,00224 -0.00068 -0,00026 0 0 0 6 SKIP1 ~ -0.00727 -0.00273 0 0 0 6 DL+LL+E A748 -0.00517 -0.00254 0 0 0 6 DL+LL+3E 1,84953 -0,00546 -0,00444 0 0 0 6 DL+LL 0.02380 -0.00727 -0.00273 0 0 0 7 DL+LL 0,02357 -0.01742 0.00107 0 0 0 7 DL+LL+3E 1,84959 -0.01764 0.00074 0 0 0 7 DL+LL+E 0.47474 -0.01353 0.00075 0 0 0 7 SKIP1 0,02357 ·0.01742 0.00107 0 0 0 7 SKIP2 0.00221 -0,00164 0,00010 0 0 0 10 SKIP2 0.00221 -0.00097 -0.00002 0 0 0 10 SKIP1 0,02349 -0.01034 -0.00021 0 0 0 10 DL+LL+E 0.47463 -0.00801 -0.00030 0 0 0 10 DL+LL+3E 1.84934 -0,01039 -0.00075 0 0 0 10 DL+LL 0.02349 -0.01034 -0.00021 0 0 0 11 DL+LL 0,02341 -0.01384 -0.00015 0 0 0 11 DL+LL+31: 1,84897 ·0.D1272 -0.00044 0 0 0 11 DL+LL+E 0.47449 -0.01043 -0.00019 0 0 0 11 SKIP2 0,00220 -0.00130 -0.00001 0 0 0 11 SKIP1 0,02341 -0,01384 -0.00015 0 0 0 13 SKIP1 0.02333 -0.00496 0.00094 0 0 0 13 SKIP2 0.00219 ·0,00047 0.00009 0 0 0 13 DL+LL+E 0.47433 -0,00450 0.00041 0 0 0 13 DL+LL+3E 1.84847 -0.00762 -0.00032 0 0 0 13 DL+LL 0.02333 -0.00496 0.00094 0 0 0 (c) 1988-2001 ENERCALC C:\FASTFRAM\PALOMAR K-052010-5\K-0520-5.FFW II 0 f-88 V5.0.9 Title : PALOMAR TECH Job# : K-052010-1 Dsgnr: A.A. Date: 5-26·1 O Description .... FRAME LINE A2-G2 K-0520-5.ffw 3:37PM, 26 MAY 10 FastFrame 2-D Frame Analysis V5.0.9• Page 41 Member End Forces ... Member .1. . .!. Node " I " End Forces J Node " J " End Forces .... -.... 1.ab..eL_ .. __ LoadCombmation ____ A~~al _______ Sh:ar ______ Mo::nt. ____ Ax;'-·-·----Sh~----~o;i:~t_ _ 1 DL+LL 6.74080 -0.24179 0 -6.74080 0.24179 -2.21721 1 DL+LL+3E 5.06182 1.19096 0 -5.06182 -1.19096 10.92113 1 DL+LL+E 4.79418 0.17117 0 ·4.79418 -0.17117 1.56960 1 SKIP1 6.74080 -0.24179 0 -6.74060 0.24179 -2.21721 1 SKIP2 0.63329 -0.02272 0 ·0.63329 0.02272 -0.20830 2 DL+LL 16.15542 0.12403 0 -16.15542 -0.12403 1,13737- 2 DL+LL+3E 16.36529 1.68956 0 -16.36529 -1.68956 15.49325 2 DL+LL+E 12.54848 0.48732 0 -12.54848 -0.48732 4.46871 2 SKIP1 16.15542 0.12403 0 -16.15542 -0.12403 1.13737 2 SKIP2 1.51779 0.01165 0 -1.51779 -0.01165 0.10685 3 DL+LL 9.58744 0.00065 0 -9,58744 -0.00065 0,00598 3 DL+LL+3E 9.63616 1.54591 0 -9.63616 -1.54591 14.17601 3 DL+LL+E 7.42794 0.38682 0 -7.42794 -0.38682 3.54713 3 SKIP1 9.58744 0.00065 0 -9,58744 -0.00065 0.00598 3 SKIP2 0.90073 0.00006 0 -0.90073 -0.00006 0.00056 4 DL+LL 12.84022 0,006'\0 o -'12.84022 -0.00610 0.05594 4 DL+LL+3E 11.79799 1.57582 0 -11.79799 -1.57582 14.45023 4 DL+LL+E 9,67119 0.39715 0 -9.67119 -0.39715 3,64184 4 SKIP1 12.84022 0.00610 0 -12.84022 -0,00610 0.05594 4 SKIP2 1.20633 0.00057 o -1.20633 -0.00057 0.00526 5 DL+LL 4.60212 0.i 1101 0 -4.60212 -0.11101 1.01837 5 DL+LL+3E 7.06474 1.58475 0 -7.06474 -1,58475 14.53851 5 DL+LL+E 4,17533 0.45430 0 -4.17533 -0.45430 4.16773 5 SKIP1 4.60212 0.11101 0 -4.60212 -0.11101 1.01837 5 SKIP2 0.43236 0,01043 0 -0.43236 -0.01043 0.09567 6 DL+LL 0.24179 6.74080 2.21721 -0.24179 9.27320 -18.36122 6 DL+LL+3E -0.06596 5.06182 -10,92113 0,06596 10.95218 -26.62990 6 DL+LL+E 0.11008 4,79418 -1.56960 -0.11008 7.59244 -16,26934 6 SKIP1 0.24179 6.74080 2.21721 -0.24179 9.27320 -18.36122 6 SKIP2 0.02272 0.63329 0.20830 -0.02272 0.87121 -i .72502 7 DL+LL 0.11776 6.88223 17.22385 -0.11776 4.42177 -6.15182 7 DL+LL+3E 0.35648 5.41311 11.13665 -0.35648 5.89089 -13.28665 7 DL+LL+E 0.15076 4.95604 11.80063 -0.15076 3.78746 -6.54206 7 SKIP1 0.11776 6.88223 17.22385 -0.11776 4.42177 -6.15182 7 SKIP2 0.01106 0.64658 1.61816 -0.01106 0.41542 -0.57796 10 DL+LL 0.11711 5.16567 6.14584 -0.11711 6.13833 -10.52283 10 DL+LL+3E 0.55057 3.74527 -0.88936 -0.55057 7.55873 -16.27122 10 DL+LL+E 0.19895 3.64048 2.99493 -0.19895 5.10302 -9.57637 10 SKIP1 0.11711 5.16567 6.14584 -0.1i7'\1 6.13833 -10.52263 10 SK1P2 0.01100 0.48531 0.57740 -0.01100 0.57669 -0.98861 11 DL+LL 0.11398 6,70184 10.46689 -0.10896 4.60216 -1.01837 '\1 DL+LL+3E 0.71664 4.23894 1,82099 -0.71161 7.06506 -14.53851 11 DL+LL+E 0.23883 4.56806 5.93453 -0.23494 4.17544 -4.16773 11 SKIP1 0.11398 6.70184 10.46689 .Q,10896 4,60216 -1.01837 11 SKIP2 0.01071 0.62963 0.98335 -0.01024 0.43237 -0.09567 (c) 1988-2001 ENERCALC C:IFASTFRAMIPALOMAR K-0520~\K-~2!1§.FFW rL 0 \ d,l.1 V5.0,9 ·_si~tural \., on'i,2Pts ··' C ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.832.7783 l i By: A.A, Project: PALOMAR TECHNOLOGIES Project#: K-052010.s l -/--·-Column ·LateraTDrlft&. B@g-Clearan0e---·-··-·-------·-···---·-·· ...... -· ··--------· ··· -· -·--·---·-··-· -----· ...... _, __ ------... · ---.... _ ------------- 1 ! ! defl::: Max Deflection From Frame Analysis = 0.475 In Dxe= defl * 1.4 ::: 0.665 In Cd= 3.0 Delta Mi= Dxe * Cd == 1,425 in Delta M2= Building Deflection ASCE Table 12.2·.1 amplified story drift for platform = 1.000 In assumed story drift for bldg Delta Mt= Delta M1 + Delta M2 = 2.425 In Separation= 3,000 in Separation OK ' i I. I I -p.06284 -0,07541 ! -0.08798 I 1-0.1006 I 1-0.1131 i-O.i257tl. 1.3 i Local "y" Deflection (in) ! ; 18.36 14.69 11.02· 7.344 3.672 o. l -3.174 ' -6.348 -9.523 : -12.7 ; . : .·\5.870. ·1.3 / Bending Moment (k-ft) I e.741 ... · i i 5.056 I I I I / I i i ! -1.546 : -3.09·1 ! ; ,-4.637 l -6.182 I j -7.728 ! -9.273), j Shear Load (k) ! 1.3 2.6 2.6 .... ,,,,, • .,, • .,_....,,,,....,, 1'ila<Blll<,iir/:=ulffi§'"1\iM@ti¥ & lilf"""¥:0 I • fliii@@Mw,:17 ,,.,_;.t.·',;f_.:·f· ! -········--···-··-··-· --.. ------·-.. -·-·-·--------·-·· ---·----·-·-d;:····-·--·----· _i __ -"°'"" ::.ir \ l 3.8 10. 13. 3,tl .. 11. 13. 3.8 5.1 6,4 7.6 8.9 10. 11. 13. Location Along Member (ft) FIiename : . -C:\FASTF_R_A_M\P_A_L_OMA--R-K--05_2_0Jil_~-~-L -(la_lil_!ll--5-.F-FW--6-tt-.{~o--~--:crs.----L-oa_d_C_o_m_b_lna_!_lo-n -: ___ D_L_+-LL ____ .... --·-· -- ro:--·\_ ~ b . -r::-1). . :-;f!,...f I ·: ,01257 '\ j:7' : b. '•I· , . . . • . ,.\< ! -.025'14 ··b,., -,/" i ·------------1----·---··-·-·-·--·~;---·--· -·----·-····----------·-· -·--··--···-·-··--.. --. ---. ----·--------··-·---·-··--··--··-·---~----·--·-··-;::,·;') __ , _____ ---------····· i .Q,03771 ··;,\ . ,/'' · i ! '\. .,,., -0.05028 '\., /,/-' . ' ~-I . . ·\·\· ,f:, -0.06284 ·\• , _,,/· . i -~~ -,f; -p.07541 -p.08798. i-0.1006 l-0.1131 I -j-0.12570. 1.3 / Local "y" Deflection (in) 1 18.36 14.69 11.02 7.344 3,672 0. i -3.174' : J -6.348 : -9.523 ; -12.7 -15.870, 1.3 Bending Moment (k-ft) 6.741 I 5.056 3.37 1.685 0. -1.546 -3.091 -4.637 -6.182 -7.728 -9.273:>. 1 .3 Shear Load (k) ,.. r?. ~ ~ :'J, ,{:~~-~ --~-=-:\:-~.. . p:-~ , ·1,:.,. _,.-;. ... -..r-i=' '.·•,; .;,,(.,, •• _,. _.,.1§<',-f.•" .. _r.1-'' <:,.":·1·.,,,,.,: "'"·"''->V:,r .. ,,,,...,.,;~-:::.st~J-f'-::-~··"'',;.· ;-:.ff_,.,,~ 3.8 5.1 6.4 7,6 8,9 10. Location Along Member (ft) 2.6 . " ./ '·-__/ ~~~~~-!- 3.8 5:1 6.4 7,6 8.9 10. Looa!ion Along Member (ft) 2,6 3,8 5.1 6.4 7.6 8.9 10. Location Along Member (ft) 11. 13. 11. '13. 11. 13. i I Flfansme : C:\FASTFRAMIPALOMAR K-0521DJl~FO!i!Ull-5.FFW q 5 Qr-d--. -~qr . ...----Lo-acl_C_o_m_b_ln-at-lo-n -: --S-K-IP-·I _____ ···--·-· -----.J i 22.19 17.75 13.31 8.877 4.438 0. ' -5,28 i ! -10.56' : -~~ 1 -15.84 . • I i -21.'l2'.J, 1.3 I Bending Moment (k-ft) 5,062 2.6 3,375 ,· ~- ·f.687 0. -1,565 , -3,129 1-4,694 i i -6.258· l 1 -7.823 1-9,388 i i -10,9eb, 1,3 i Shear Load (k) I I 2.6 6.4 7.6 8.9 Location Along Member (ft} 3.8 5,1 6.4 7.6 8,9 Looatlo11 Along Member (ft) ! ,,,_Fil~~;;;;~-:--C-:-\F_A_S_TF_R_A_M\_P_A_L_O_MA_R_K_-05_2_1D_l1~--f-0-ai1-t:l-,5-.F-FW ___ 67(,tp::--o"-=f18C>j_ Load Combination: 10. 11. 13. I . i 10. ·11, . t )@_ .... ---·-· -------·--·--~ i- DL+LL+3E lb,~ O ~I,.. c.,\'I.' ' 'S1,eu,a1 =-------"-"cE:gineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 I i By: A.A. Project: PALOMAR TECHNOLOGIES ! Project#: K-052010-5 t--Beam-----·-----------·-·--·---·------·------·-·-·-·-···-··-···----···-·-----------------·-··-------------·---------- Section Properties Beam Member= C12x3,5xlx10ga Ix= 56,650 ln"4 sx"' 9.442 ln"3 Length=L= 153.0 in Lu= 48,0 in joists and steel deck provide iidequ//te liiteral brilce Fy= 50,000 psi DL+LL Defl Criteria· L/ 360 Loads Bendin Deflection M= wit~i~P'}!tif!Kfi,'¥j frame analysis results = 110,400 In-lb for single channel beam Fb= 0.6 * Fy = 30,000 psi Fb-eff= 30,000 psi M= 110,400 in-lb fb= M/Sx = 11,692 psi fb/Fb= 11692 psi/30000 psi = 0,39 Defl-allow= L/360 = 0.425 in <= 1.0, OK Defl= :,ll{fto/~~§Jfr}FM(i~tf1<= 0.425 in, OK frame analysis results for single channel beam Page)1:, \of,d °J 3.5"H T 12" _j S16x3.5x10ga Shear Capacity (Frame Line A2·G2) /t "'· \le P= 5.48kip -\,;:r 4-..J. ~ ........... /!),"I))(..." ;.'/Ir)<.,, -r:-~ C..lt.1'1~ Horizontal Mend= 13.32 ft-k V= Mend/e = 1.570 klp Bolt Shear= 5.41 kip diam"' 0.75 In Fv= 28,000 psl (Load case: DL+LL+3.0*V) (:; \\c, ~~.e.1 ~ I ~. z1o,1ol 1G. ~,r A490-N load Va-shear=Vs= Fv * Abolt * 1.33 = 28000 psi * [(0.75 ln)A2 * (pl)/4] * 1.33 = 16.45 kip > 5.41 kip, OK Bearing Cai:iacity Vertical load Fp= 3*Fu BOLT GROUP "' 3.0 * 65 ks! = 195.0 ksi va-bearing=Vb"' Fp * d * t*l.33/Wb Wb"' 2.22 = 11.83 kip > 5.41 kip, OK e= 102.0 In tmin= 0.135 In Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Description : COLUMN Steel Section Name : TS5x5x3/16 Title: Job# Dsgnr: Project Desc.: Project Notes : Code Ref: 2006 IBC, AISC Manual 13th Edition Overall Column Height 9.0 ft Am:lysis Method: 2006 IBC &ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : S1eel Yield E : Elastic Bending Modull1s Load Combination : 46.0 ksi 29,000.0 ksi Allowable Stress Brace condition for deflection (buckling) along columns : X-X (width) axis :Unbraced Length for X-X Axis buckling= 1 Oft, K = 1.50 y.y (depth) axis :Unbraced Length for y.y Axis buckling= 10 ft, K = 1.50 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 114.84 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, L = 16.150 k BENDING LOADS ... Moment acting about X-X axis, L = 1.130 k-ft Bending & Shear Gheck Results PASS Max. Axial+Bending Stress Ratte = Load Combination Location of max.above base At maximum location values are .. , Pu: Axial Pn / Omega : Allowable Mu-x : Applied Mn-x I Omega : Allowable Mu-y : Applied Mn-y I Omega : Allowable PASS Maxlmum Shear Stress Ratio= Load Combination Location of max.above base At maximum localion values are ... Vu :Applied Vn / Omega : Allowable 0.3627 ; 1 +D+L+H 8.456 ft 16.265 k 54.694 k 1.062 k-ft 14.438 k-ft 0.0 k-ft 14.438 k-ft 0.004565 : 1 +D+L+H 0.0 ft 0.1256 k 27.502 k Maximum SERVICE Load Reactions .• Top along X-X 0. O k Bottom along X-X 0.0 k TopalongY-Y 0.1256 k BottomalongY-Y 0.1256k Maximum SERVICE Load Deflectlons . , • AlongY-Y _0.025971n al 5.195ft abovebase for load combination : L Only AlongX-X O.Oin at 0.0ft abovebase for load combination : -:::·.Eo):ia':.comhin~tr~~~R'.~~W(~:~~~i%ii~:j\~iU@i~J:¥,I~t~~x~t~ Load Combination +D-~L+H +D+Lr+H +Q+0.750Lr+0.750L +H Maximum Axial+ Bending Stress Ratios Stress Ratio Status Location 0.363 PASS 8.46 ft 0.002 PASS 0.00 ft 0.273 PASS 8.46 ft Maximum Shear Ratios Stress Ratio Status Location 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft 0.003 PASS 0.00 ft :_:--:,vi~~Tmllrri~'.Riilti6ni'~;U_Bfa~ta'r:i~:f1lt}::{i}t/:l~ .... J-.... l=f.1.;...; _______________ N_o_te_: o_n-'ly'-n_o_n-_z_er_o _re_ac_ti_on_s_a_re_li_st_ed_, _ X-XAxis Reaction Y-Y Axis Reaction Loaci Combination @Base @Top @Base @Top LOnly -0.126 -0.126 ·:;jw~xtinil'tJ{OetJ¥~11oR~:f6f,I:2¥~rc~ffib:(w..tip;rj·~~~~-uo,~~i>'r,e.a~c.~~i~$'.;~ Load Combination Max, X-X Defle-ot ..... ion~~D~i$~la-nc~e=~=~M~ax-.-Y--Y-D-efl_e_ot-ion--Di,...st-an-ce ____________ _ L Only 0.0000 in 0.000 ft 0,026 in 5.195 ft ··-'Ste· . .-··1"·'s'.i:ic'··i1o···n'··p'··ro· '·i,',~.ir·tr'·e·:s,~~:i!.'.(';'i~;;.S··~;;,,,;:,sz'1·-6I:,,~tif.~:(1iJf';;t:i: .. :\r _..: e I 'Y' " •. ~ J:''w' ·,·•·:.i-u ... ·J VA~Ai?_,·.~~~~~=~-~-·-___.--.-~!~:~,~:-~-"~:.! .. _ .. ________________________ _ Structural Concepts Engineering Inc 1200 N. Jefferson St, Ste F Anaheim, CA 92807 Tel: 714-632-7330 Description : COLUMN _;~-t:$t'~M~s~9t(9_0:'.P..r~'R¥ffr~~1~::ri.~~g£s~x~i37JJJ~~J'.~t.~~ t-------Dept -" -··· -5:000-in--J-xK -··---.,-- i Web Thick 0.00D !n S xx ; Flange Width (i.000 in R xx ! Flange Thick 0. i 88 in Area 3.520 inA2 I yy Weight "' 12. 759 plf S yy Ryy Ycg 0.000 in Title: Dsgnr: Project Desc,: Project Notes : . -·j$_-4Q-jnA4-- 5.36 inA3 1.950 in 13.400 inA4 5.360 jnA3 1.950 in Job# -· -;J --· . ----..... -_ ............. _,. ____________ _ ----------· . . . . ..... .. .. ·: .. ·.·. ·: :-:'·: : · .. : ,:::; :,. :· : ;· :. _:: . :::_:;, :~ .... I I i 6.00ln ....... --·--·-·····----------'":·-==========:::::::::=======---------····· -··· Loads are total entered value. Arrowa do not r~neat absolute! dtrec:tlon . -------···-···-·--·····---.. --·····-· .. . ...... __ ,., I ' 1· I I ! StMtural \,on~ts Cngineering 1200 N letterson Sfe Ste F AoabeJm CA 92B0ZTel· z1a 632 2330 Eax· z14 632 21§3 By: A.A. Project: PALOMAR TECHNOLOGIES ProJect #: K-os2010-s i ======-==-==-==-==-==-==-==-=-== __ =_=_= __ = __ =_=_=_=_=_= ___ =,-=.--=,-=.=._::::::::::::::;;:::;;;:::;:::;;;;;;;::;:;;;::=======================---f ___ ., _______ , __ 1 Interior Base Plate I, Centered baseplate Section Wldth=W = 12.00 in Depth=D = 12,00 In Column Wldth=b = 5,00 in L = 3.50 In Plate Thickness=t = 0,500 in Bolt Edge Dlst=e= 1,50 in a= 4,50 In Anchor c.c, =2*amd = 9.00 In N=# Anchor/Base= 4 b 1--L Fy = 36,000 psi Baseplate stress= 0.52 ·----w Down Aisle Loads P = 13,688 lb Axla! Bearing stress=fa = P/A = P/(D*W) = 95 psi Moment Stress .. fb = M/S = 6*Mb/[(D*B"2] = o.o psi Moment Stress=fb1 = fb-fb2 = 0.0 psi Anchor Stress= 0 .028 Mb= 0 In-lb M1= wLA2/2= fa*LAZ/2 = 582 ln·lb Moment Stress=fb2 = 2 * tb * L/W = 0.0 psi M2= fb1*LA2)/2 = 0 In-lb M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L A? = O In-lb Mtotal = Ml+M2+M3 .. 582 In-lb/In S·plate = (1)(tA2)/6 Fb ., 0,75*Fy*l.0 = 0,042 inA3/ln "' 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] 0.52 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -3,080 lb No Tension Anchor Type= 3/4" diam x 3-3/4" Min. Embed Hllti Kwikbolt TZ, ;cc ESR 1917 M= 0 In-lb d= 9.00 in -# Bolt/Plate=N= 4 T<= O lb V= 704 lb Tallow= 2,736 lb Vallow= 6,313 lb Check Combined Stress: Include 1/3 Increase? No Include (5/3) exponent? No T=Tallow*1.0= 2,736 lb Veff=Vallow*l.Ou 61313 lb [0 lb/(2736 lb *l)]A1 + [176 lb/(6313 lb*l)]Al =i 0,028 i' \ i I i I +-I ! i I I St~tura1· \..,on~ts Cngineering 1200 N ,lefiersoo §Je §le F Apabetm CA 92601 Iel· 114 632 Z33Q fax· 71/16321163 By: A.A. Profeot: PALOMAR. TECHNOLOGIE5 Project #: K-0520!0-5 Corner Base Plate Offset baseplate Section Wldth=W = 12.00 in Depth= D = 12.00 in Column Wldth=b = 5,00 in L = 7.00 In Plate Th!ckness=t = 0, 750 In Down Aisle Loads P = 3,648 lb Axln! Bearing stress=fa = P/A = P/(D*W) = 25 psi Bolt Edge Dlst=e= 1,50 in a= 4.50 ln Anchor c,c, =2*a=d = 9.00 In N=# Anchor/Base= 3 Fy = 36,000 psi Baseplate stress= 0.25 Anchor Stress= 0.0 Mb= 0 in·lb Ml .. WL"2/2= fa*LA2/2 = 621 In-lb Moment Stress=fb = M/5 = 6*Mb/[(D*B"2] = o.o psi Moment Stress=fb2 = 2 * fb * L/W Moment Stress=fb1 = fb-fb2 = 0,0 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L"2 = 0 ln·lb 5-plate = (l)(t"2)/6 = 0,094 ln"3/ln fb/Fb = Mtotal/[(S·plate)(Fb)] .. 0,25 OK Tanchor = {Mb--(P*0.9)(a))/[(d)*N/2] = ·1,094 lb No Tension Anchor Type= 3/4" diam X 3-3/4" Min. Embed Hllti Kwikbolt TZ, ICC ESR 1917 = 0.0 psi M2= fb1 *L "2)/2 = O In-lb Mtotal = M1+M2+M3 = 621 ln-lb/!n Fb = 0.75*Fy*1.0 = 27,D00 psi M= 0 in-lb d== 9.00 in # Bolt/Plate=-N"' 3 Include 1/3 Increase? No T= 0 lb y,,,. 188 lb Tallow= 21736 lb Vallow= 6,313 lb Check Combined Stress: Indude (5/3) exponent? No T=Tallow*l.O= 2,736 lb Veff=Vallow*1.0= 6,313 lb Mb b 1-L w [0 lb/(2736 lb *1)]"1 + [63 lb/(6313 lb*1)]"1 = 0.01 12nn N -lajfersoo Ste S!e E Aoabeiro CA 92807 Iel· 114 832 Z330 Fax· 714 832 !763 By: A.A, Project: PALOMAR TECHNOLOGIES Project#: K-052010-5 Interior column slab on Grade ···--.. -------~~r--·--···---·------·-------·----)1:v·:·:·:·:·:·:·:·:·:·:·:·:·:·:~~!~~-.-. t;::::--·-· ·--·-----·· ·--~~tl~gSMC-;;;~r;; ···":::1:::· ,----··----i ','. ~ , -: ~-.-:1 )}},) i C l ~ /\/:::::. tslab:~: ~'.~~~ psi slob ..-; ~ ...... _t_: ····'.I·· 1 •cross · rA-IIlillil.llll)jilllillllllllll[ (OIIOOOllll\lllilll\l' ·-:\f: ~---c ---· ::.~:1~.:): phl=0= 0.65 t ' +J....__k-r-~ ~I I .·::?:::8:j~:·:·:·:·:·:·:·:·:· ii· ·:·:·:·:·:·:·:·:·:~j::/:::}· Soll Bearing Capacity -' y ··,-................ ·.·.·.•,, •• •,•.·.······· ,, -------1 ---+ · ·.·.··:·:·:::::::::::-:-:-········ °?\~".'.~?~~-.. _.:-· fsoll== 1,000 psf SLAB El EVATJON Bo;~?lal<! Pim View .•. Base Plate B== 12.00 in width==a= s.oo In D= 12.00 In depth:::b= s.oo In Loads Live Load Reduction Coef (phi) .. 1.00 P·DL= 1,289 lb P-LL= 12,399 lb P=DL+LL= 131688 lb Puncture Pu= 1.2*PDL + 1.6*PLL = 21,385 lb Apunct= [(c+t)+(e+t)]*2*t = 348 ln"2 Slab Bending Beam fixed at one end, free to deflect vertically but not rotate at other end Asoll= (P*l44)/(fsoll) L= (Aso\1)"O.5 = 1,971 lnA2 x= (L-y)/2 = 11.9 in Fb= S*(phi)*(f'c)A0,5 == 162.5 psi = 44.40 In M= w*x"2/6 = (fsoll*xA2)/(144*6) = 165.2 In-lb (Sec 1922.5.1) eff. baseplate wldth=c= 8.50 In eff, baseplate depth=e= 8,50 in Fpunct= 2,66*phl*sqrt(fc) = 86.5 psi DL= 13 psf LL= 125 psf Trib Area= 99 ftA2 fV/Fv= Pu/(Apunct*Fpunct) =-0.71 < 1 OK y= (c*e)"0.5 + t*2 = 20,5 in s-slab= 1 *tA 2/6 = 6.Q jn/\3 fb/Fb= M/(S-slab*Fb) 0.17 < 10K 1200 N ,leflersoa Ste Ste F Aaabelro CA 928D7 Tel· 714 632 1330 Fax· 714 632 7763 By: A.A. Project: PALOMAR TECHNOLOGIES Project#: K-05'2010-5 Perimeter Column stab on Grade Loads SLAB ELEVATION Base Plate s .. 12.00 in D= 12,00 In Live Load Reduction Coef (phi) = LOO wldth=a= 5.00 In depth=b= 5.00 in P-DL= 687 lb P-LL= 6,608 lb P=DL+LL= 7,295 lb Puncture Pu= 1.2*PDL + 1.6*PLL = 11,398,lb Apunct= [(c+t)+(e+t)]*2*t = 348 ln"2 Slab Bending Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (P*144)/(fsol\) L= (Asoll)"0.5 = 1,os 1 in" 2 X= (L-y)/2 = 32-41 in M= w*x"2/6 Bciseo!ole eiao-Ylew = 6,0 In = (fsoll*x"2)/(144*6) = 41.1 in-lb Fb= S*(phl)*(f'c)AQ,5 = 162,5 psi (Sec 1922.5.1) eff. baseplate width=c= 8.50 in eff, baseplate depth=e= 8,50 In Fpunct= 2.66*phl*sqrt(f'c) = 86.5 psi DL= 13 psf LL= 125 psf Trib Area= 53 ~"2 fv/Fv= Pu/(Apunct*Fpunct) = 0.38 y= (c*e)"0,5 + t*2 = 20,5 In s-slab= 1 *t"2/6 = 6.0 ln"3 fb/Fb= M/(S-slab*Ftl) 0.04 < 10K < 10K ;)L\ o-f 8-9 ' . St~tural Voncepts Engineering 1200 1\1 leffersoo Ste Ste E Aaabeirn CA 928QZ Iel· z14 632 Z33Q Fax-Z14 632 7763 By: A.A, Project: PA!-,OMAR TECHNOLOGIES Project#: K-052010-5 Corner column slab on Grade ; .. --·--·------·-··----·--~v ---·----·------------·-·---. ~:,~:~~~:;:~~::~=:::~::::::::~~~1~b·,·I~=.·. --·------·--·---·----· -----_----------------- , ~~ .-::%: ,--------., ::::-' · · Existing S.O.G. Concrete / 0 )d\ l [u l l ~(\::,. f'c= 2,500 psi • SO ,,. ..,, _:t....;. •" '"' I •Qoss · l ~ I b --~ -~ ~ + I :;::::::1-::: I I ;:-:-:-:-:-:•. tslab=t= 6.0 in J 7Xillll11HIHll\ll!lll!illl01111ill!OIIIII\IIIIIIIC ·,:.\ ( L. --c ---• ::.~:'~ .. ) phi=0= 0,65 i r-"" • ..,.,~; -+I ,I I -<::::::fi~t::::::::::::::·Ji.·.:::::::::::·::::::H;:/::::l· Soll Bearing Capacity : k------1 ----• ·.-,;,:,:::::::::-;,:,:.-.· ... ·• 0?".".'-'t:'~~;.-./ fsoll= 1,000 psf Loads SLAB ELEVATION Base Plate B= 12.00 in D= 12,00 in Live Load Reduction Coef (phi)= LOO P-DL= 344 lb wldth=a= 5,00 in depth=b= 5,00 In P-LL= 3,304 lb P=DL+LL= 3,648 lb Puncture Pu= 1.2*PDL + 1.6*PLL = 5,699 lb Apunct= [(c+t)+(e+t)]*2*t .:: 348 inA2 Slab Bending Beam fixed at one end, free to deflect vertically but not rotate at other end Asoll= (P*144)/(fsoll) L= (Asoll)AQ,5 = 525 inA2 = 22,92 In x= (L-y)/2 M= w*xA2/6 BmaPIPfe prgo View = 1.2 In = (fsoll*x-"2)/(144*6) = 1.7 In-lb Fb= 5*(phl)*(fc)AQ,5 = 162,5 psi (Sec 1922.5.1) eff, baseplate wldth=c= a.so In eff, baseplate depth=e= 8.50 In Fpunct= 2.66*phl*sqrt(f'c) = 86,5 psi DL= 13 psf LL= 125 psf Trlb Area= 26 ftA2 fv/Fv= Pu/(Apunct*Fpunct) 0,19 y= (c*e)-"0.5 + t*2 = 20.s In S·slab= 1 *tA2/6 = 6.0 ln"3 fb/Fb= M/(S-slab*Fb) = 0.00 < 10K < 10K I I· ·1 I· I I i I I i ·st~tural \.lon~ts t:ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632,7330 Fax: 714.632,7763 By: A.A Project: PALOMAR TECHNOLOGIES Project#: K-052010-5 I I -t, ---·Design-specifications--·-----·-eonfiguratlon:-Typical-Stair-System---·--·---·----------------- 1 I 1) The analyses presented herein conforms to the requirements of the 2007 CBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy= 55000 psi Handrail steel Fy= 55000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations, 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or slm!lar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a llcensed deputy Inspector. Design Loaids Exit Facility LL= 100 psf Framing DL= 10 psf Configuration HandraII ~ Run 165 itJ Typical S:~ait Elevation Rise 111 in I ! i I I I ! ·str~ural Vonc~ts l::ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Project: PALOMAR TECHNOLOGIES Project#: K-0520-10-5 +·--rread~-c-orinection ___ _ -----·----------·------·-----------·--·----··--·--------- Tread must resist 300 lb point load Bend;n~ Trea~= 11" x 2-3/4" x 13 P= 300!b Connection M= P*L/4 = 2,700 psi S= 0.394 ln-"3 Shear=R= P = 3001b Stringer & Connection Stringer= C10x3,5x1x12ga Ix--= 29.23 in"4 Sx= 5.85 inA3 DL= 10 psf LL= 100 psf Bending Fy= 36,000 psi M= w * LA2/8 = 68,064 psi Connection Shear=R= w * L/2 = 1368 lb L= 361n Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/5)/Fb = 0,32 N=# Bolts= 2 Bolt Diam= 0.375 in tmln= 0.1375 in Rise"' 111 In Run= 165 In OK Tread Length=L= [RiseA2 + Run"2]"0.5 = 199 In Support at Ctr= No Eff L= 199,0 In Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/SX)/Fb = 0.54 N=# Bolts= 2 Bolt Diam= 0,500 in tmin= 0,1375 In OK Deflection I= 0.857 ln''4 E= 29,000,000 psi D= PLA3/(4S*E*I) 2,75"1----11"7 = 0.012 In I [ F13ga Dallow=L/ 240 Fv= 10 ksl FU= 58 ksi = 0,150 in OK Shear Capacity= N * Bolt Area * Fv = 2,209 lb OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 7,178 lb OK J Trlb Width= Tread Length/2 = 1.5 ~ 10" 1=12 ga w= (LL + DL) * Trlb Width = 165.0 plf Deflection E= 29,000,000 psi D:= 5 * w * L "4/(384*E*I) := 0.331 in Dallow=L/ 240 = 0,829 in OK 1 Shear Capacity= N * Bolt Area * Fv r-1 Fv::. 10 ksl FU= 58 ksi = 3,927 lb OK 3' Bearing Capacity= N * Bolt Diam * tmln * 1.2 * Fu = 9,570 lb OK _St~tural \., on'i!Pts l::ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: PALO/VIAR TECHNOLOGIES Project#: 1<-052010-5 -r.·---Stair-Handrall·&·Post--· ---·-·----·--·--·----------·----------··-·-·--------·----·-------··--·-·----------- 1 Post & Handrail designed to resist 200 lb point load Stairway Post Point Load .. p .. 200 lb Post=-1-1/4" Sch 40 Pipe Helght=H= 30.0 In s .. 0.235 In Fy= 42,000 psi M= P*(H-plpe radlus)/2 = 2,917 In-lb Stairway Handrail 0 ;:;:~: E~tmx0.065" (16ga) s,,0_ . FY= 55,000 psi P= 2001b M= P*(L-plpe dlam)/4 = 2,925 in-lb dist load= 20 plf Mdist= 750 in-lb 23" OK 10'-1" MAX, STAIR RUN SI0E ELEVATIOM Fb= 0.66 * Fy = 27,720 psi fb/Fb= (M/S)/Fb = 0.45 Fb= 0,65 * Fy = 36,300 psi fb/Fb= (M/S)/Fb = 0.83 12" ...... '--@ END LOOPS ,, b 'T H OK Post Elevat!on OK L I I + p Rail Elevation i I I, I St~ural c.iZ;-:·· onE~:ineerlng 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632.7763 By: A.A. Project: PALOMAR TECHNOLOGIES Project#: K-052010-5 f-----Guardrail·&:Post-··----·-----·-· -------------·--·-----·-----·------·--..... __ ,, _______ ., _________ ,,, __ -------·-------- 1 ! Post & Handrail designed to resist 200 lb point load Guardrail Post Point Load=P= 200 lb Post= 1-5/8" diam x 0.065" (16ga) Pipe Height=H= 42.0 In S= 0.120 in Fy= 55,000 psi M= P*(H-pipe radlus)/2 = 4,119 in-lb Guardrail rail;;: 1·5/8" diam x 0,054" (17ga) Pipe Length=L= 72.0 In S= 0,105 In Fy= 55,000 psi P= 200 lb M= P*(L-3")/4 = 3,450 In-lb dist load= 20 plf Mdist= 1,080 in-lb OK Post To Baseplate Connection 0 Fb= 0,66 * Fy = 36,300 psi fb/Fb= (M/S)/Fb = 0.95 0 Fb= 0.66 * Fy = 36,300 psi fb/Fb= (M/5)/Fb = 0.9 Post Is welded directly to the baseplate with all around 1/8" fillet weld Mbase= 4,119 in-lb Sweld:= 0.210 in"3 Fv= 70,000 psi Baseplate to Floor Deck Connectlon Mallow= Sweld * 0,3 * Fv = 4,410 In-lb Attach guardrail post to deck with (4) 3/8" diam bolt and companlof] plate Mbase= 4,119 In-lb Ft= 441000 psi d= 3 In Tallow:= (3/8")"2*pi/4 * Ft OK Tbolt= Mbase/(d*2) = 4,860 lb OK :: 6861b 1--lO"fE: RAJL OPEHIMOS PEP UBC SECT. 50'3,J ~'i<CEf'1lOl<i~ 1 G" ,,# s• )< ~/0"-, BASE: PLATE' • .... '· .,k>-;1-,,1 rr7-<,.(CAW (,06e.J -------'Ito"~ HOLES FOR 3/a .. ll M.8. I 1/,"~ .,c 11SCA, K J" ll-JSEITT (~5 K$1) 1~/11"1:!l ,. 18QA l)IJARORAIL POST (fl!$ iCSI) ( 065) l~/a~o ~ 17CA, ftAILIN(, (!;,!! JCS,) OK Post Elevation L -t p OK rt Rail Elevation Guardrail Base Plate ~~[=:-'_---,,.====l!==#= (.CJ!H) :--,;; ,-J" • 7" .11, IE-CA, P-rCKPl.ATI:' e,~A~E:6;(A;~e"\ , "' fig 6=----•-OECKINO ',,_ 1%'•, lGOA. (.005) GUl\flDR,'IL F•osi (~!'.I 1<~1> POST/RAIL DETAIL ~I - r i l ' . !' I Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.133817 Longitude= -117.258823 Spectral Response Accelerations Ss and S1 -----·---Ss andSr=·Mapped Spectral Acceleration Valu-es -----·------·-------.. ------------.. ----· -·----- Site CIF,1ss B-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 1.110 (Ss, Site Class B) 1.0 0.421 (81, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.133817 Longitude= -117.258823 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D -Fa= 1.056 ,Fv = 1.579 Period Sa (sec) (g) 0.2 1.173 (SMs, Site Class D) 1.0 0.665 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.133817 Longitude = -117 .258823 Design Spectral Response Accelerations sos and SD1 sos= 2/3 x SMs and S01 = 2/3 x SM1 Site Class O -Fa= 1.056 ,Fv = 1.579 Period Sa (sec) (g) 0.2 0.782 (S0s, Site Class D) 1.0 0.443 (SD1, Site Class 0) Converting Addresses to/from Latitude/Longitude/Altitude in One Step (Geocoding) Page 1 of 2 Converting Addresses to/fro1n Latitude/Longitude/ Altitude in One Step city state zip Stephen P. Morse, San Francisco ~-----··--· 19200a ... ··-· ·-······"' -·····-"•••• .. , above values must be in decimal with minus signs.for south and west jfrom googleJJlatitude JJiongitude llaltitudeJ Jdecimal 1133.133418 ll-117.260706 I Jdeg-min-secJJ33° 81 0.304811 J\-117° 151 38.5416"! Jfrom 11§.£ Jllatitude JJiongitude JJa1titudeJ \decimal i!33, 1342828771576ll-117.257433613836J Jdeg-min-secJJ33° 8' 3.4184" 11-117° 15' 26.761" I 2728 LOKER AVE CARLSBAD CA !from Y.filJ.QQ !!latitude lllongitude JJaltitudeJ Jdecimal ll33.133817 JJ-117.258823 I jdeg-min-secll33° 81 1.741211 JJ-117° 151 31.7628"1 2728 Loker Ave W, Carlsbad, CA 92010-6603 Jfrom te1rnserverlllatitude lllongitude llaltitudeJ !decimal \\33.13383100 !j-117.25861100 I ldeg-min-sec J/33° 8' l.7916"Jj-117° 15' 30.9996 11j 2728 Loker Ave W, Carlsbad, CA 92010-6603 jfrom ~ JJlatitude JJ!ongitude llaltitudeJ \decimal ll33.133292 IJ-117.257715 I ldeg-min-secll33° 7' 59.8512"1l-l l 7° 15' 27.774"1 http://www.stevemorse.org/jcal/latlon.php?cookie==&hidden=&doextra=&time=l2749008... 5/26/2010 I ) ,._, ~ j.;,,.,.:_ \,..!, c , \ -e i) (Q) I I i +--·-----·--! ffl ~:1l~ I ~p -~'I> • • I i~~ > 1~ am ~ u, ,..., .. , ~ ' '. f i } I 11 I I 1 l. f vi I 1 ' : v E.~ ~ ~ ~ ( i 42'" MIN. ¥ " ~ I ; ·r r "r " --"' s :' I ....,. c::, "' ~ 1 ,r .... \/ 0 r ..,,, ~ :1 0 ~ w "-~ V' ,ff' "" f: t, ~-• X t -r ' ..... _.. ..,, • ~ I~ '!! ~ I• ' ~ ,. --S, !--- \\ \\ Tek screw Shear Capacity • Check shear capacity of tek screw per chapter E4 of the 1996 AISI Cold Formed Manual Shear Is the least of the following: Pns::= 4,2*(t2"3*d)"0,5*Fu2 = 4.2 * [(0,105 In)"-3 * 0.216 ln]"0.5 * 68000 psi -.-··---····---·-----=-4;516-lb------··--·-··-·· ----·------·-· ··-··----· ··--"··------···---·--· .. -··---.. --··-----··-· Pns= 2.7*t1 *d*Fu1 = 2.7 * 0.031 In * D.216 In * 68000 psi = 1,229 lb Pns= 2.7*t2*d*Fu2 = 2.7 * 0.105 In * 0.216 In * 68000 psi = 4,164 lb Pns-eff/.Q== 1229 lb/3 = 4101b Tallow= 2.64 lb ti=t-top plate= 0,031 in t2=bottom plate== 0.10s In Ful =Fu of top plate= 68,000 psi Fu2=>Fu of bottom plate= 68,000 psi d==screw diam= 0.216 in Vallow= 410 lb ,c \, ; ~-: '01S""~b ,J.:...J,..:.. '-• "\\~--A::.\L..- l~i,.J. .Q.--(._\':, ~ l't. +efJ/- ~ CFS Version 5.0.3 Section: SSG Stair Stringer2.sct Channel 1 0x3.5x1x0.105 Page 1 Ali Abolhassani, P.E. Structural Concepts Engineering, Inc Rev. Date: 6/29/2010 9:03:37 AM By: All Abolhassani, P.E. -·---··-.. , ---------·-·--·---·--·---· --·· -····-·---, __ ,,. ___ ---··--·--·-·---·--·---··--·-----------·--·---------- Section Inputs Material: A36 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy work of forming. 29500 ksi 36 ksi Tensile Strength, Fu Warping Constant Override, cw Torsion Constant override, J Stiffened Channel, Thickness 0.105 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity. 0 in Outside dimensions, Open shape Length Angle Radius (in) (deg) (in) 1 1.0000 270,000 0.10500 2 3.5000 180.000 0.10500 3 10.0000 90.000 0.10500 4 3.5000 0.000 0.10500 58 ksi 0 in"6 O in"4 Web None Single Single Single 5 1. 0000 -90.000 0.10500 None k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 rt-, Distance (in) 0.5000 1.7500 5.0000 1. 7500 0,5000 I I ! I i I l---·----·-·-·-1 I ! CFS Version 5.0.3 Section: SSG Stair Stringer2.sct Channel 1 0x3.5x1x0.105 Rev. Date: 6/29/201 0 9:03:37 AM By: All Abolhassanl, P.E. Full Section_fro_QeJtie~ Area 1.9225 in"2 wt. Ix 29.228 in"4 rx Sx (t) 5.8456 in"3 y(t) Sx(b) 5,8456 in"3 y(b) Height Iy 3,113 in"4 ry Sy(l) 3.0868 in"3 x(l) Sy(r) 1. 2492 in"3 x(r) Width I1 29.228 in"4 rl I2 3.113 in"4 r2 Ic 32.341 in"4 re Io 44.224 in"4 ro Page2 Ali Abolhassani, P.E. Structural Concepts Engineering, Inc 0.0065365 k/ft Width 18.310 in 3.8991 in Ixy 0.000 in"4 5.0000 in (J, 0.000 deg 5,0000 in 10,0000 in 1. 2724 in Xo -2.4861 in 1. 0083 in Yo 0.0000 in 2. 4917 in jx 5,3248 in 3.5000 in jy 0.0000 in 3,8991 in 1.2724 in 4.1015 in Cw 61.882 in"6 4.7961 in J 0.007065 in"4 ·-------- Member Check -1999 AISI Specification (ASD) Design Parameters: Lx 16,580 ft Ly 2.000 ft Lt 2,000 ft. Kx 1.0000 Ky 1. 0000 Kt 1. 0000 Cbx 1. 0000 Cby 1.0000 ex 0.0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (k) (lb-in) (k) (lb-in) (k) Entered 0.250 68064 0.000 0 0.000 Applied 0.250 68064 0.000 0 0.000 Strength 25.526 124625 10,062 26928 9.314 Effective section properties at applied loads: Ae 1. 9225 in"2 Ixe 29.228 in"4 Iye 3,113 in"4 Sxe(t) 5.8456 in"3 Sye(l) 3.0868 in"3 Sxe(b) 5.8456 in"3 Sye(r) 1. 2492 in"3 Interaction Equations AISI Eq. cs.2.1-1 (P, Mx, My) 0.010 + 0.547 + 0.000 0.557 <= 1.13 AISI Eq. c5.2.1-2 (P, Mx, My) 0,009 + 0.546 + 0.000 0.555 <= 1.-.m AISI Eq, C3,3.1-1 (Mx, Vy) 0.298 + 0.000 = 0.298 <= 1. 1)1 AISI Eq, C3.3.1-l (My, Vx) 0.000 + 0.000 = 0.000 <== 1 :ttl • ~~ cl\lt.- l)~ '~111-t Je.'Jri,:... l~.l· Str~ural \.,onc~ts t: ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714,832.7763 I By: A.A. Project: PALOMAR TECHNOLOGIES l.----1:anding·Perm·a"Dl:ll:k ___ ---·----·----------.. ----·-·-·--------·----------·--· · · J The landing deck must resist uniform load per use Table 16-A, Category s. ) l i ! Bending Deflection l Tread= (M/5)/Fb I= 0.485 ln"4 Fy= 36,000 psi E= 29,000,000 psi LL+DL= 110 psf L= 72ln D= S*w*L A4/(384*E*I) 2" Project#: K-052010-5 ----·-----·---- I 9" -, M= w*L"/8 Fb= 0,6 * Fy = 0.171 In 1[ 1=16 oa J = 4,455 psi = 21,600 psl S= 0.331 inA3 fb/Fb= (M/S)/Fb = 0.62 Landing Beam The landing beam must resist uniform load per USC Table 16-A, Category 5, Stringer= C8x3x14ga Ix= 11.5310''4 Sx= 2,88 in"3 Bending Fy= 36,000 psi M= w * L"2/8 = 211120 psi Landing Column Section: Bx8x14 ga Aeff = 1.470 JnA2 Ix = 5.960 fnA4 Sx = 1.690 in/\3 rx = 2.010 in nf;:: 1.67 E= 29,500 ksi DL+LL= 110 psf KxLx/rx = 1.5*110"/2.0l" = 82,1 Pn= Aeff*Fn = 41,897 lb Eff L= 96.0 In Trlb Width= 2.0 ft: Fb:= 0,6 * Fy = 21,soo psi fb/Fb= (M/Sx)/Fb = 0,34 Iy = 5,960 in"4 Sy = 11690 lnA3 r/ = 2.010 in Fy= 36 ksi Cmx= 1.00 Trlab Area= 8 ftA2 Kyly/r/ = 1.5*110"/2,01" = 82.1 Qc= 1.92 OK OK Dallow=L/ 240 = 0.300 in DL= 10 psf LL= 100 psf OK W= (LL + DL) * Trlb Wldth = 220.0 plf Deflection E= 29,000,000 psi D= 5*w*L A4/(384*E*I) = 0,061 in Dallow=L/ 240 = 0.400 in OK Kx = 1.5 Lx = 110.0 in Ky= 1,5 Ly = 110,0 in Cb= 1.0 Axial=P= 880 lb Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 36 ksl*[i-36 ksl/(4*43.2 ksl)] = 28.5 ksl Pa= Pn/,Qc = 41897 lb/l.92 = 21,821 lb fa/Fa= Fy/2= 18.0 ksl 0,04 Fe= n"2E/(KL/r)max"2 = 43.2ksi <= 1.0, OK I I lo-t'J (;,\>1- CFS Version 5.0.3 Section: COLUMN S8x14ga Column.set Angle 8x8x3x0.075 Rev. Date: 6/29/201 0 10:27:02 AM By: Ali Abolhassani, P.E. Page 1 Ali Abolhassani, P.E. Structural Concepts Engineering, Inc : .. ·-------·--·-·---·--·-.. --------···---.. --__ ,., __ -·-------· --·-··----··-------···-···------·------· ____ ,., __ ----------- ' " Section Inputs Material: A570 Grade 50 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant override, cw O inA6 Torsion Constant Override, J O inA4 Stiffened Angle, Thickness 0,075 in Placement of Part from Origin: X to center of gravity y to center of gravity Outside dimensions, open shape 0 in 0 in Length Angle Radius Web 1 2 3 4 (in) (deg) (in) 2.0000 225.000 0.075000 8.0000 135.000 0.075000 8.0000 45.000 0.075000 2.0000 -45.000 0.075000 None Single Single None Full Section Properties Area 1. 4723 inA2 Wt. 0.0050057 ],:/ft Ix 19.359 in"4 rx 3. 6262 in Sx(t) 3.4603 in"3 y(t) 5.5947 in Sx(b) 3.4603 in"3 y(b) 5.5947 in Height 11.1894 in Iy 5,965 inA4 ry 2,0129 in Sy(l) 1.7117 inA3 x(l) 3.4849 in Sy(r) 1.6927 in."3 x(r) 3.5240 in Width 7.0089 in I1 19.359 in"4 r1 3. 6262 in I2 5.965 in"4 r2 2.0129 in Ic 25.324 in"4 re 4.1474 in Io 49.432 in"4 ro 5.7944 in k Coef. 0.000 0.000 0.000 0.000 Hole Size Width Ixy C(, Xo Yo jx jy Cw J (in) 0.0000 0.0000 0.0000 0.0000 19.630 0.000 0.000 -4.0465 0.0000 6.3954 0.0000 17,789 0.0027605 Distance (in) 1. 0000 4.0000 4.0000 1.0000 in in"4 deg in in in in in"6 in"4 (>b i:.+ 0? r:;-(,, tk s~ >"""~'-yu.,-(!....-C. /.11,- I ,., }!\ -:: t;\o \ \,, '><, \ \ ~ •t :: ~ \\pl\ ;,..11.,. ~ .... -.:I-@ w. I ·1 I i CFS Version 5.0.3 Section: COLUMN S8x14ga Column.set Angle 8x8x3x0.075 Rev. Date: 6/29/201 0 10:27:02 AM By: Ali Abolhassani, P.E. Page 2 Ali Abolhassani, P.E. Structural Concepts Engineering, Inc -f-----·--_ .. ____ full Section Properties ___ . _,, ____________________________________________________________ .. ---------------·------- ! ' ' I I ! I· I Area 1. 4 723 in/\2 Wt. 0.0050057 k/ft Width Ix 19.359 in/\4 rx 3. 6262 in Ixy Sx(t) 3.4603 in"3 y(t) 5.5947 in a, Sx(b) 3,4603 in/\3 y(b) 5.5947 in Height 11.1894 in Iy 5.965 in/\4 ry 2.0129 in Xo Sy(l) 1.7117 in/\3 x(l) 3,4849 in Yo Sy(r) 1.6927 in"3 X (r) 3.5240 in jx Width 7.0089 in jy I1 19.359 in/\4 rl 3. 6262 in I2 5.965 in"4 · r2 2.0129 in Ic 25.324 in"4 re 4.1474 in Cw Io 49.432 in"4 ro 5,7944 in J Member Check -1999 AISI Specification (ASD) Design Parameters: Lx 9.1700 ft Ly 9.1700 ft Lt Kx 1.5000 Ky 1.5000 Kt Cbx 1. 0000 Cby 1. 0000 ex Cmx 1.0000 Cmy 1. 0000 ey Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My (k) (lb-in) (k) (lb-in) Entered 0,8800 0 0.0000 6160 Applied 0.8800 0 0.0000 6160 Strength 3.1614 44888 6.6059 9955 Effective section properties at applied loads: Ae 1.47226 in"2 Ixe 19.359 in"4 Iye Sxe(t) 3.4603 in"3 Sye(l) Sxe(b) 3.4603 in"3 Sye(r) Interaction Equations AISI Eq. C5.2.1-1 (P, Mx, My) 0.278 + 0.000 + 0.635 = AISI Eq, C5.2.1-2 (P, Mx, My) 0,049 + 0.000 + 0.619 = AISI Eq. C3.3.1-1 (Mx, Vy) 0.000 + 0.000 = AISI Eq, C3.3.l-1 (My, Vx) 0,031 + 0.000 = Stiffened Angle element 2 w/t exceeds 60, Stiffened Angle element 3 w/t exceeds 60. 19,630 in 0.000 in/\4 0.000 deg -4,0465 in 0,0000 in 6,3954 in 0,0000 in 17.789 in"6 0,0027605 in"4 9.1700 ft 1. 5000 0,0000 in 0,0000 in Vx {k) 0.0000 0,0000 6,6059 5.965 in"4 1. 7117 in"3 1,6927 in"3 0.913 <= 1.1'3 e,\.l,. • 0.667 <= 1."f~ 0.000 <= 1 :~' 0,031 <= 1.--un. ..... C.,&-x ~ ll/-' [, ~\L ~,.. l~~ e,,,l>1i-... ! 'i i I l I I I I l·------------------------------------------------------------. --------··--------------------- 1 I Vi,, -.qJ 1-~,,.-,{·+~ ·) 1- 1... \\ I </ \\ '(. ~-w -+ b", kiqG\ \1, --,: z.. r '/i, t l\:. ~"-I\ t\·'1*"~.s ::: . 'fJ ~ ' ,,-1 \• )C "\.Y -+ r-n 1D \ \k. /\ ")O ,: l-- I \\ ,, r., s ,::: 31,'\ l\. . -2- C...\ t,, \ \ ·---· -·-··-·· ------------------------!---- FIiename: C:\FASTFRAM\PALOMAR K-052<n.tfiMliW6lMlil~a'!16rfFW DL+LL+3E I l I l·. I I t--.. 10:02AM, 29 JUN 10 Nodes .. , Node Node Coordinates Title : PALOMAR Job# : K-052010-t Dsgnr: A.A. Description .... FRAME LINE B1-B6 FRMB1-86.ffw FastFrame 2-0 Frame Analysis V5.0,9- Date: 6/28/10 Page 1 I Node Label_ __ X y _ ____ --· X Restraint ·--· ___ Y Restraint Z Restraint -J:;f-.. ___ --7-· ----·--n---------···---·---·-----~ --·---·--·-------·- 1 0.000 0.000 Fixed Fixed 0 2 9,600 0.000 Fixed Fixed o 3 18.100 0.000 Fixed Fixed 0 4 27,500 0.000 Fixed Fixed 0 5 36,300 0.000 Fixed Fixed 0 6 0,000 9.170 0 7 9.600 9.170 0 10 18.100 9.170 0 11 27.500 9.170 0 13 36,300 9.170 0 Member ... Member Endpoint Nodes Member I End Releases J End Releases Label Property Label I Node J Node Length X y z X y z ft 1 TS6x5x3/16 1 6 9.170 2 TS5x5x3/16 2 7 9.170 3 TS5x5x3/16 3 10 9.170 4 TS5x5x3/16 4 11 9.170 5 TS5x5x3/16 5 13 9,170 6 BM-81212 6 7 9.600 7 BM·S1212 7 10 8.600 10 BM-S1212 10 11 9.400 11 BM-S1212 11 13 8.800 Member Stress Check Data ... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu :Z ft 1 9.170 2 9.170 3 9.170 4 9.170 5 9.170 6 9.600 7 8.500 10 9.400 11 8.800 Materials .. , Member I Youngs Label ks\ Default 29,000.00 Steel 29,000.00 Section Sections ... Prop Laber Group Tag BM-S1212 Default TS5x5x3/16 Materla! Steel T Steel T T Steel T (c) 1988-2001 ENERCALC Lu:XY 9.170 9.170 9.170 9.170 9.170 9.600 8.500 9.400 8.800 l I Area 2.110 in2 1.000 ln2 3.520 in2 Density kcf 0.000 0,000 K:Z 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I I Depth Width 0.000 In 0.000 in 0.000 In 0.000 In 5.000 In 5.000 In K:XY 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Thermal I 1n/100d 0.000000 0.006500 Cm Internal Internal Internal Internal Internal Internal Internal Internal Internal Yield ksl 0.00 50.00 Tf Tw 0,000ln 0.000 In 0.000 In 0.000 in 0.188 In 0.188 In C}. t. f--vi\ ~:\FASTFRAM\PALOMAR K-052010-5\FRM131-B6. FF\/\ Cb Internal Internal Internal Internal Internal Internal Internal Internal Internal lxx lyy 43.80 ln4 0.00 in4 1.00 in4 o.oo ln4 13.40 ln4 13.40 ln4 V5.0.9 i j, [· -h·-------·-· ·--. 10:02AM, 29JUN 10 Node Loads •... Title : PALOMAR Job# : K-052010-1 Dsgnr: A.A. Desorlptlon .... FRAME LINE 81-86 FRMB1-B6.ffw FastFr~me 2-D Frame Analysis VS,0.9- Date: 6/28/1 0 Concentrated Loads and Moments Load Case Factors Page 2 Node Label _x ___ ':l .MomenL .. #.1...·-··· ,_#.L .... _. #.3,-----#A-------#-5 .. ----·-------' --_,,. -... .. 6 0.370k 1.000 7 0.699k 1.000 10 0.691k 1.000 11 0.701k 1.000 13 0.339k 1,000 Member Distributed Loads .... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Start Finish Direction #1 #2 #3 #4 #5 ft ft 6 -0.500 -0.500 k/ft 0.000 9.600 GlobalY 1.000 1.000 6 -0.052 -0,052 k/ft 0.000 9.600 GlobalY 1.000 ·7 -0.052 -0.052 k/ft 0,000 8.500 GlobalY 1.000 7 -0.500 -0.500 k/ft 0.000 8.500 I GlobalY 1.000 1.000 10 -o.500 -0.500 k/ft 0.000 9.400 GlobalY 1.000 1.000 10 -0.052 -0.052 k/ft 0.000 9.400 GlobalY 1.000 11 -0.500 .Q,500 k/ft 0.000 8.800 GiobalY 1.000 1.000 11 -0.052 .Q,052 k/ft 0.000 8.800 GlobalY 1.000 Load Combinations ... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X y #1 #2 #3 #4 #5 DL+LL 1.000 1.000 1,000 Dl+LL+3E 1.000 1.000 1.000 3.000 DL+LL+E 1.000 1.000 0.750 0.750 SKIP1 1.000 1.000 1.000 SKIP2 1.000 1.000 1.000 (c) 1988-2001 ENERCALC OCIFASTFRAMIPALDMAR K-052010-51';~81 ~BtFV\ C, 11 V5.0.9 i i. ·r,------- ' I ! Title : PALOMAR Job# : 1(..052010-1 Dsgnr: A.A. Description .... FRAME LINE 81-86 FRM81-86.ffw 10:02AM, 29 JUN 10 FastFrame 2-D Frame Analysis V 5,0,9- Node Displacements & Reactions Date: 6/28/10 Page 3 Node Label l Load_Comblnation __ l----1~ .. Node Displ~rments -··-Rad~ans·---'···-·---~--------Node Rrctions z ---kart---- 1 DL+LL 0 0 0.00050 0.10394 2.24891 0 1 DL+LL+E 0 0 -0.00648 -0.30475 1.12551 0 1 DL+LL+3E 1,437. E-014 0 -0.02694 -1.43668 -0.20762 0 1 SKIP1 0 0 0.00050 0.10394 2.24891 0 1 SKIP2 0 0 0.00005 0.00979 0.21185 0 2 SKIP2 0 0 -0.00002 -0.00365 0.52128 0 2 SKIP1 0 0 -0.00024 -0.03869 5.53354 0 2 DL+LL+3E 1,825.E-014 0 -0.02897 -1.82481 6.20640 0 2 DL+LL+E 0 0 -0.00737 -0.47646 4.44869 0 2 DL+LL 0 0 -0.00024 -0.03869 5.53354 Q 3 DL+LL 0 0 0.00002 0.01133 4.67383 0 3 -DL+LL+E 0 0 -0.00709 -0.42257 3.68760 0 3 DL+LL+3E 1,714.E-014 0 -0.02839 -1.71401 4.96245 0 3 SKIP1 0 0 0.00002 0.01133 4.67383 0 3 SKIP2 0 0 0.00000 0.00107 0.44029 0 4 SKIP2 0 0 -0.00000 0.00036 0.52708 0 4 SKIP1 0 0 -0.00002 0.00379 5.59520 0 4 DL+LL+3E 1,778.E-014 0 -0.02872 -1.77831 4.33675 0 4 DL+LL+E 0 0 -0.00719 -0.44259 4.01356 0 4 DL+LL 0 0 -0.00002 0.00379 5.59520 0 5 DL+LL 0 0 -0.00045 -0.08037 1.98612 o 5 DL+LL+E o 0 -0.00724 -0.45362 2.22474 0 5 DL+LL+3E 1,646.E-014 0 -0.02802 -1.64619 4.73962 0 5 SKIP1 0 0 -0.00045 -0.08037 1.98612 0 6 SKIP2 0 0 -0.00004 -0.00757 0.18710 0 6 SKIP2 0.00043 -0.00023 -0.00011 0 0 0 6 SKIP1 0.00458 •0.00242 -0.00112 0 0 0 6 DL+LL+3E 2.14390 0.00022 -0.00456 0 0 0 6 DL+LL+E 0.53837 -0.00121 -0.00173 0 0 0 6 DL+LL 0.00458 -0.00242 -0.00112 0 0 0 7 DL+LL 0.00439 -0.00597 0.00036 0 0 0 7 DL+LL+E 0.53843 -0.00480 0.00006 0 0 0 7 DL+LL+3E 2.14452 -0.00669 -0.00053 0 0 0 7 SKIP1 0.00439 -0.00597 0.00036 0 0 0 7 SKIP2 0.00041 -0.00056 D.00003 0 0 0 10 SKIP2 0.00040 -0.00047 -D.00001 0 0 0 10 SKfP1 0.0042B -0.00504 -0.00016 0 0 0 10 DL+LL+3E 2.14461 -0.00535 -0.00169 0 0 0 10 DL+LL+E 0.53839 -0.00398 -0.00050 0 0 0 10 DL+LL 0.00428 -0.00504 -0.00016 0 0 0 11 DL+LL 0.00414 -0.00603 -0.00008 0 0 0 11 DL+LL+E 0.53818 -0.00433 -0.00029 0 0 0 11 DL+LL+3E 2.14405 -0,00467 -0.00101 0 0 0 11 SKJP2 0.00039 -0.00057 -0.00001 0 0 0 11 SKIP1 0.00414 -0.00603 -0.0000B 0 0 0 13 SKIP1 0.00400 -0.00214 0.00080 0 0 0 13 SKIP2 0.00038 -0.00020 0.00008 0 0 0 13 DL+LL+3E 2.14296 -0.00511 -0.00238 0 0 0 13 DL+LL+E 0.53783 -0.00240 -0.00018 0 0 0 13 DL+LL 0.00400 -0,00214 0.00080 0 0 0 (c) 1988-2001 ENERCALC ~:\FASTFRAM\PALOMAR K-052010-5\FRMB1-B6.FF\/\, VS.0.9 ·i0:0211.M, 29 JUN 10 Member End Forces .. , Title : PALOMAR Job# : K-05201 0-! Dsgnr: A.A. Description .... FRAME LINE B1-86 FRMB1-86.ffw FastFrame 2-D Frame Analysis V5.0.9- Date: 6/28/1 O Page 4 Member Node " I " End Forces ., Node " J " End Forces ________ Label_.,_ Load Combination Axial Shear Moment Axial Shear Moment ----------·-· ----· -K· --· -· .. ··-k------------ff-I< ___ ----k-----·-·--··-··R--·-·--·-ft-1< ___ . 1 DL+LL 2.24891 -0.10394 0 -2.24891 0.10394 -0.95314 1 DL+LL+E 1.12551 0,30475 o -1.12551 -0,30475 2.79457 1 DL+LL+3E -0.20762 1.43668 o 0.20762 -1.43668 13.17435 1 SKIP1 2.24891 -0,10394 o -2.24891 0,10394 -0.95314 1 SKIP2 0.21185 -0.00979 o -0.21185 0,00979 -0.08979 2 DL+LL 5.53354 0.03869 0 -5.53354 -0,03869 0.35483 2 DL+LL+E 4.44869 0.47646 0 -4.44869 -0.47646 4.36915 2 DL+LL+3E 6.20640 1.82481 0 -6.20640 -1,82481 16.73352 2 SKIP1 5.53354 0.03869 0 -5.53354 -0.03869 0,35483 2 SKIP2 0.52128 0.00365 0 -0.52128 -0.00365 0.03343 3 DL+LL 4.67383 -0,01133 0 -4.67383 0.01133 -0.10385 3 DL+LL+E 3,68760 0.42257 0 -3,68760 -0.42257 3.87499 3 DL+LL+3E 4.96245 1.71401 0 -4,96245 -1.71401 15.71745 3 SKlP1 4.67383 -0.01133 0 -4.67383 0,01133 -0.10385 3 SKIP2 0.44029 -0.00107 0 -0.44029 0,00107 -0.00978 4 DL+LL 5.59520 -0,00379 0 -5.59520 0.00379 -0.03479 4 DL+LL+E 4.01356 0.44259 0 -4.01356 -0.44259 4.05857 4 DL+LL+3E 4,33675 1,77831 0 -4,33675 -1.77831 16,30714 4 SKIP1 5,59520 -0.00379 0 -5,59520 0.00379 -0,03479 4 SKIP2 0.52708 -0.00036 0 -0,52708 0,00036 -0,00328 5 DL+LL 1.98612 0.08037 0 -1.98612 -0,08037 0.73696 5 DL+LL+E 2.22474 0.45362 0 -2.22474 -0.45362 4.15972 5 DL+LL+3E 4.73962 1.64619 0 •4.73962 -1.64619 15.09554 5 SKIP1 1.98612 0.08037 0 -1.98612 -0,08037 0.73696 5 SKIP2 0.18710 0,00757 0 -0.18710 -0.00757 0.06942 6 DL+LL 0.10394 2,24891 0,95314 -0.10394 3.05029 -4.79977 6 DL+LL+E -0.02725 1.12551 -2,79457 0.02725 2.97369 -6.07665 6 DL+LL+3E -0.32668 -0.20762 -13.17435 0,32668 5.50682 -14,25493 6 SKIP1 0.10394 2.24891 0.95314 -0.10394 3.05029 -4.79977 6 SKIP2 0.00979 0.21185 0.08979 -0.00979 0.28735 -0.45215 7 DL+LL 0.06525 2.48325 4.44494 -0,06525 2.20875 -3.27831 7 DL+LL+E 0.02054 1.47500 1,70750 -0,02054 2.15450 -4.59535 7 DL+LL+3E -0.05449 0,69959 -2.47858 0,05449 3,99241 -11,51594 7 SKIP1 0;06525 2.48325 4.44494 -0.06525 2.20875 -3.27831 7 SKIP2 0.00615 0.23393 0.41873 -0.00615 0,20807 -0.30883 10 DLtLL 0.07657 2.46508 3.38216 -0.07657 2.72372 -4.59774 10 DL+LL+E 0.11622 1.53311 0.72036 -0.11622 2.48069 -5.17403 10 DL+LL+3E 0.30450 0.97004 -4.20151 -0.30450 4.21876 -11.06750 10 SKIP1 0.07657 2.46508 3.38216 -0.07657 2.72372 -4,59774 10 SKIP2 0.00721 0.23222 0.31861 -D.00721 0,25658 -0.43312 11 DL+LL 0.08037 2.87148 4.63254 -0.08037 1.98612 -0.73696 11 DL+LL+E 0.19937 1.53286 1.11546 -0.19937 2.22474 -4.15972 11 DL+LL+3E 0.62919 0.11798 -5.23964 -0.62919 4,73962 -15.09554 11 SKIP1 0.08037 2.87148 4.63254 -0.08037 1.98612 -0.73696 11 SKIP2 0,00757 0.27050 0.43640 -0.00757 0,18710 -0,06942 (c) 1988-2001 ENERCALC {,,(p ~ f en ::):\FASTFRAM\PALOMAR K-052010-5\FRMB1-B6.FF\J\ ------V-5-.0-.9 TIiie : PALOMAR Job# : K·05201 o.i Dsgnr: A.A. Date: 6/28/10 10:02AM, 29 JUN 10 Steel Stress Checks ... Member Load Combination Label . ---.. . --.. DL+LC" -1 1 DL+LL+E 1 DL+LL+3E 1 SKIP1 1 SKIP2 2 DL+LL 2 DL+LL+E 2 DL+LL+3E 2 SKIP1 2 SKIP2 3 DL+LL 3 DL+LL+E 3 DL+LL+3E 3 SKIP1 3 Sl<IP2 4 DL+LL 4 DL+LL+E 4 DL+LL+3E 4 SKIP1 4 SKIP2 ·5 DL+LL 5 DL+LL+E 5 DL+LL+3E 5 SKIP1 5 SKIP2 6 DL+LL 6 DL+LL+E 6 OL+LL·r3E 6 SKIP1 6 SKIP2 7 DL+LL 7 DL+LL+E 7 DL+LL+3E 7 SKIP1 7 SKIP2 10 DL+LL 10 DL+LL+E 10 DL+LL+3E 10 SKIP1 10 SKIP2 11 DL+LL 11 DL+LL+E 11 DL+LL+3E 11 SKIP1 11 SKIP2 Description .... FRAME LINE B1-B6 FRMB1-B6;ffvv FastFrame 2-D Frame Analysis Overall @Left End 1/4Span 1/2 Span Maximum 0.086 0.021 0.037 0,053 0.200 0.011 0.056 0.102 0.896 0.002 0.218 0.433 0.086 0.021 0.037 0.053 0,008 0,002 0,003 0.005 0,077 0.053 0,058 0.064 0.339 0.042 0.114 0,185 1.194 0,059 0.333 0.607 0.077 0.053 0.058 0,064 0.007 0.005 0.006 0.006 0.051 0,044 0.046 0.048 0.298 0.035 0.099 0.162 1.113 0.047 0.305 0.562 0.051 0.044 0.046 0.048 0.005 0.004 0.004 0.005 0.056 0,053 0.054 0,054 0.313 0.038 0.105 0.171 1.148 0.041 0.308 0.575 0.056 0.053 0.054 0.054 0.005 0.005 0.005 0.005 0.069 0.019 0.031 0.043 0.303 0.021 0.089 0.157 1.069 0.045 0.292 0.539 0.069 0,019 0.031 0.043 0.006 0.002 0.003 0.004 0.069 0.000 0,000 0.000 0,303 0.000 0.000 0.000 1.069 0.000 0.000 0.000 0.069 0,000 0.000 0.000 0,006 0.000 0.000 0.000 0.069 0.000 0,000 0.000 0.303 0.000 0.000 0.000 1.069 0,000 0.000 0.000 0.069 0.000 0.000 0.000 0.006 0.000 0.000 0.000 0,069 0.000 0.000 0,000 0.303 0.000 0.000 0.000 1.069 0.000 0.000 0.000 0.069 0.000 0.000 0.000 0.006 0.000 0.000 0.000 0.069 0.000 0.000 0,000 0.303 0.000 0.000 0.000 1.069 0.000 0.000 0.000 0.069 0.000 0.000 0,000 0.006 0,000 0.000 0.000 Member Overall Envelope Summary Member I Section Axial Shear Moment Label k k ft-k 1 TS5x5x3/16 2.249 1.437 13.174 2 TS5x5x3/16 6.206 1.825 16.734 3 TS5x5x3/16 4.962 1.714 15.717 4 TS5x5x3/16 5,595 1.778 16.307 5 ·rs5x5x3/16 4.740 1.646 15.096 6 SM-S1212 0.327 5.507 19.438 7 BM·S1212 0.065 4.166 23,815 10 BM-S1212 0,305 4.219 18.641 11 BM-S1212 0.629 4.740 19.630 ··> Deflection values listed are the maximum or a sampling of 31 points across the member V5.0.8-Page 3/4Span @Right End Shear 0.068 0.081 0.003 0.148 0.20• 0.008 0.649 0.89• 0.038 0.068 0,08• 0.003 0,006 0,00, 0.000 0,070 0.07 0,001 0.257 0.33! 0.013 0.881 1.19, 0.049 0.070 0.07 0.001 0.007 o.oo· 0.000 0.050 0.05 0.000 0.225 0,29, 0.011 0,819 1.11'. 0.046 0.050 0,05 0.000 0.005 0.00: 0.000 0.055 0.05< 0.000 0.238 0.31: 0.012 0.842 1.14 0.047 0.055 0.051 0.000 0.005 0.00: 0.000 0.055 0.06· 0.002 0.226 0.30' 0.012 0.787 1.06: 0.044 0.055 0,06! 0.002 0.005 o.oo, 0.000 0.000 o.oo, 0.002 0.000 o.oo, 0.0~2 0.000 0.00 0.044 0.000 0,00 0.002 0.000 0.001 0.000 0.000 0.001 0.002 0.000 0.001 0.012 0.000 o.oo, 0.044 0.000 o.oo, 0.002 0.000 0.00 0.000 0.000 0.00 0.002 0.000 0.001 0.012 0.000 0.001 0.044 0.000 o.oo, 0.002 0.000 o.oo, 0.000 0.000 0.001 0.002 0.000 0.00, 0.012 0.000 o.oo, 0.044 0.000 0.00 0.002 0,000 0,00 0,000 Deflection Maximum In Stress Ratio 2.186 0.896 2.198 1.194 2.195 1.113 2.196 1.148 2.191 1.069 0.230 1.069 0.209 1.069 0.216 1.069 0.169 1.069 5 (c) 1988-2001 ENERCALC ::IF ASTFRAMIPALOMAR K-OS201 O<IFRMB1:.;:;,.. f-C l ~ V5.0.9 .. l l I I I ! i ! I I r-·--- ' I I ' j I • r;=:,-.c.c·· "----'-'· ·..:..· =-·=-=-··=···c..c•• =·=··-=··;_;· -=.-c:.· --:..=·-c...c··=···;.cc·-=···=··· '-"" ""'-"" '--'' •.:..:;••_:::;••·:::c••;:.:-·=··c:;···c:.c• ·cc..:··cc·-=··=--=-·:::;••·-=···:..::-;:::·-=.-·c:;-··:c.·· ;c:;···c_• =····=···=.--"···=··•;_;•;...;·:....· __ ____;·..:..· _-=:.-,:"i~.:'..;;-f.1"Si',l,!;t~.O:J;;n,::~r"!:T"'4..,::-~: ·--... , .. -·-· ..... • ___ , . ., • , ... h 003 :.r.-fi;.~:.·· •.IJ.;__~~ -· ~-02 ,/;/-.. \ I I J-'-~--f ::~ ::: .· --_.;~l/~r. ·. ---: _____________ -___ ,. ______ ,:\'\,.·---------!-----···· .01001 ' d··f}I ·~ii 1 / \ 0 006676 0 003338 , ~ , \ ..1./." ~- · .. ~.--fz;,.· : '·\ . ' \ J I O, ~-@ "'™™ Wt •"'•'"'~ IJ·Of*'*'IW&W251fujjjiill@& "'"™ 0-0 i WWW™""'"""',• i\ Jti-' -0!003596 .,.,.,__ ,.,/'·. I 'rl"~. ,,t.lJ11-"' I . '"--:,,, .. ,, ... 1,,,, ,,.=--- -o! 007192 "'~.;,~ ..,,, "' ,, ,·"'''"''"'~,--·>:,_-,;-.-YI•'~,,;:~•'-'' -b.o101so: o.a8 · 1.8 2.6 I Local "y" Deflection (in) 1 15.1 12.94 10,78 8.626 3.5 4.4 5.3 fi:2 7. 8.8 Location Along Member (ft) ! l 6.47 4,313 2:157' ,t j 0. .,~~ -...... -~~-;; ---~ -1.751 -3,50.1 ..,=-~---- •5.252J. 0.88 1.8 2.6 Bending Moment (k-ft) 0. -0.474 -0.9479 .-, .422 -1.896 -2.37 -2.844 I -3.31 s 1-3.792 f -4.266. f -4.7.:tl. 0.88 Shear Load (k) 1.8 2.6 3.5 3.5 4.4 5.3 6.2 Location Along Member (ft) 4.4 s:3 e:2 Location Along Member (ft) _______ ,._,.., _________ ~,-.. ,, ____________ _ Filename: C:\FASTFRAMIPALOMAR K-0521D/l~RM19.11-B6.FFW 11 L{'d Combination : c.1-~'r 01 I 7. 7.9 7. DL+I.L+3E 8,8 8.8 I \ l j I ! I ·r·---. I ' i I I I- Check Bolt Group for DL+LL+QE Shear Capacity P= 4.74 kip Mend= 15.10 ft-k V= Mend/e = 1.780 kip Bolt Shear= 5.95 kip diam= 0.75 In Fv= 28,000 psi Va-shear=Vs= Fv * Al:>olt * 1.33 (Frame Line Bl~B6) (Load case: DL+LL+3.0*V) A490-N = 28000 psi * [(0,75 li1)"2 * (pl)/4] * 1.33 = 16.45 kip > 5.95 kip, OK Bearjng Capacity Fp= 3*Fu = 3.0 * 65 ksi = 195.0 ksl Wb= 2.22 va-bearlng=Vb= Fp * d * t*l.33/Wb = 9.20 kip > 5.95 kip, OK Horizontal load l e Vertical load BOLT GROUP e= 102.0 In tmin= 0.105 In _( ___ _ r ! j l 1 !~ i I -0 006462 -0 008077 -01009693 -p.01131 ~.01292 ! -b.01454 -b.0161 fO. . ci,94' ! Local "y" Deflection (in) I ' 5:174 4.435 3,696 2.957" 2.2'17 1.478 1 0.7391 0. !-0.6773. I i -1.355 l: -2.032'.J, 0,94 Bending Moment (k-ft) I 1.533 · i 1.15 . i i I . J 0.7666 1.9 I 0.3833 : o . .im..""""""""'""""'""""'""""......,,""""'"""""' -0.4134 f'0.8269 I -1.24 i I -1.ss4 ; -2.067 -2.48'10, 0.!;)4 Shear Load (k) 1.9 4.7 5,6 6.6 · Location Along Member (ft) 2.8 3.8 4.7 5.6 6.6 Location Along Member (ft) L-~---·····----·· .. --------------------.. ,,.~, ...... ~ ·-------- Filename : C:IFASTFRI\MIPALOMAR 1<-052lM~RMlll;ll-B6.FFW 10 e,, \ Q O ~ \~J\\ombin0tion: I I -,---- 7.5 8.5 9.4 8.5 7.5 8.5 ! --.. --------·---.... , __ j DL.+LL~E I. I I I· I I S·tr~ural Vonc~ts .... ---··· £:ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714,632,7763 By: A.A. Project: PALOMAR TECHNOLOGIES Project#: K-052010-5 ···------s~a11r··"--------·----·--·----··----·-·-·----------------·-·---·-·-··-·-·-·------·-----·-··-·-------· .. ··-'-·------·-··-·-----------···-----··--···· Section Properties Loads Beam Member::: C12x3.5x1x12ga Ix= 44.061 inA4 Sx= 7,344 inA3 Length=L= 115.2 in Lu= 48.D in Jo!s/:$ and steel deck provide adequate lateral brace Fy= 50,000 psi DL +LL Deft Criteria -l/ 360 M= ffl:Z~'lk~~~-frame analysis results = 62,040 In-lb for single channel beam Bendin Deflection Fb= 0,5 * Fy = 30,000 psi Fb-eff= 30,000 psi M= 62,040 in-lb fb= M/Sx = 8,448 psi fb/Fb=: 8448 psl/30000 psi = 0.28 Defl-allow= L/360 = 0.320 In <:= 1.0, OK -P!tvir-t-~Ift'..;.;r"}f-~g.-~;t~S"ic~:::iJ.S~JS Defl= .:J;yiifu:~~¥:~ill~l#iff.~<= 0.32 In, OK frame analysis results for single chf/lnnel beam Pa e CA\ of CA\ 3.5"H T 12" _j s16x3,5x12ga BUILDING ENERGY ANALYSIS REPORT PROJECT: Palomar Technologies 2728 Loker Avenue Carlsbad, CA 92008 Project Designer: North County Electric Co., Inc. 1432 Eastmore Place Oceanside, CA 92056 760.532.6359 Report Prepared by: Wayne Seward Bear Technologys 777 4 Calle Mejor Carlsbad, CA 92009 760.635.2327 Job Number: 10Q2025 d3 Date: 6/10/2010 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. EnergyPro 5.0 by EnergySoft User Number. 5956 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form LTG-1-C Certificate of Compliance 3 Form L TG-3-C Indoor Lighting Power Allowance 7 Form L TG-MM Lighting Mandatory Measures 8 EnergyPro 5.0 by EnergySoft Job Number: ID: 1002025 d3 User Number: 5956 CERTIFICATE OF COMPLIANCE (Part 1 of 4) LTG-1C Project Name I Date Palomar Technologies 6/10/2010 Project Address I Climate Zone 7 I Total Cond. Floor Area l Unconditioned Floor Area 2728 Loker Avenue Carlsbad 3,730 0 GENERAL INFORMATION Buildino Tvoe: ra Nonresidential D High-Rise Residential D Hotel/Motel Guest Room D School D Relocatable Public Iii Conditioned Spaces D Unconditioned Spaces School Phase of Construction: D New Construction D Addition ra Alteration Method of Compliance: D Complete Building ra Area Category D Tailored ~ ' Documentation Author's Declaration Statement ~17:r-:'-· I certify that this Certificate of Comoliance documentation is accurate and complete. ~A Name / Wayne Seward . ~;,/7t_,,e:r Company ·er D~ Bear Technologys 6/1012010 Address ---CEA# CABEC 777 4 Calle Mejor CEPE# ' ma . - City/State/Zip Phone Carlsbad, CA 92009 760.635.2327 The Principal Lighting Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professional Code to accept responsibility for the lighting design. • This Certificate of Compliance identifies the lighting features and performance specifications required for compliance with Title 24, Pages 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this buil~ p~_9'.l~plication. Name Signature v ~ Rob Remy /~ Company Phone North County Electric Co., Inc. 760.532. 6359 Address License# 1432 Eastmore Place 9'16'1:lo City/State/Zip Date rl,!tlJ Oceanside, CA 92056 Lighting Mandatory Measures Indicate location on building plans of Mandatory Measures Note Block: LIGHTING COMPLIANCE FORMS & WORKSHEETS (check box if worksheets is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms; please refer to the Nonresidential Manual published bv the California Enemv Commission. 121 LTG-1C Pages 1 through 4 Certificate of Compliance. All Pages required on plans for all submittals. @ LTG-2C Lighting Controls Credit Worksheet 121 LTG-3C Indoor Lighting Power Allowance D L TG-4C Pages 1 through 4 Tailored Method Worksheet D L TG-5C Pages 1 and 2 Line Voltage Track Lighting Worksheet EneravPro 5.0 bv EnemvSoft User Number: 5956 RunCode: 2010-06-10714:58:2 ID: 10Q2025 d3 Paae3of8 CERTIFICATE OF COMPLIANCE (Part 2 of 4) LTG-1C Project Name I Date Palomar Technologies 6/10/2010 INDOOR LIGHTING SCHEDULE and FIELD INSPECTION ENERGY CHECKLIST Installation Certificate, LTG-1-INST (Retain a copy and verify fonn is completed and signed.) Field Inspector D Certificate of Acceptance, L TG-2A (Retain a copy and verify fonn is completed and signed.) Field lnsoector D A separate Lighting Schedule Must Be Filled Out for Conditioned and Unconditioned Spaces Installed Lighting Power listed on this Liahtina Schedule is onlv for: 121 CONDITIONED SPACE D UNCONDITIONED SPACE 121 The actual indoor lighting power listed below includes all installed permanent and portable lighting systems in accordance with §146(a). Only for offices: Up to the first 0.2 watts per square foot of portable lighting shall not be required to be included in the Iii calculation of actual indoor lighting power density in accordance with the Exception to §146(a}. All portable lighting in excess of 0.2 watts per square foot is totaled below. Luminaire (Type, Lamps, Ballasts) Installed Watts A B C D E F G H How wattage Field Was detennined lnsoector2 rn 0) ~ :::, 0 U::-1ii "O -rn X Q) ~ Q) O>~ ~-~ None LL. 8-·ffi CEC co -oO "iii ·-C') Q) Ill Q)~ or Complete Luminaire Description1 ·o rn C Default "E-r-.C C = rn :i::-OCO> E·-.Stj rn Item Q) Ill E From 0 :::i E rn 'ai (i.e, 3 lamp fluorescent troffer, c.. 00 .E :§: Ill Tag F32T8, one dimmable electronic ballasts) en :§: 3 NAB <(I-z.3 a. u.. (4) 8' Fluorescent TB D 98.0 Iii D 21 2,058 D D (2) 4 ft Fluorescent TB ElecRO D 48.0 121 D 3 144 D D (3) 4 ft Fluorescent TB ElecRO D 70.0 121 D 24 1,680 D D New 2x4 Fixture with EM Ballast D 76.0 0 D 2 152 D D D D D D D D D D D iJ D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D .D D D D D t:I D D D D D D D D D D D D D D D D Installed Watts PaQe Total: 4,034 Installed Watts Building Total Building total number of pages: (Sum of all paQes) Enter into L TG-1 C PaQe 4 of 4 4,034 1. Wattage shall be determined according to Section 130 (d and e). Wattage shall be rating of light fixture, not rating of bulb. 2 . If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EneravPro 5.0 bv EneravSoft User Number: 5956 RunCode: 2010-06-10T14:58:2: ID: 10Q2025 d3 Page4of8 CERTIFICATE OF COMPLIANCE (Part 3 of 4) LTG-1C Proiect Name l Date Palomar Technologies 6/10/2010 INDOOR LIGHTING SCHEDULE and FIELD INSPECTION ENERGY CHECKLIST Fill in controls for all spaces: a) area controls, b) multi-level controls, c} manual daylighting controls for daylit areas > 250 tt:2, automatic daylighting controls for daylit areas > 2,500 tt:2, d) shut-off controls, e} display lighting controls, f) tailored lighting controls - general lighting controlled separately from display, ornamental and display case lighting and g) demand responsive automatic controls for retail stores > 50,000 ft:2, in accordance with Section 131. MANDATORY LIGHTING CONTROLS -FIELD INSPECTION ENERGY CHECKLIST Field lnsnector Number Special Tvoe/ Description of Units Location in Buildina Features Pass Fail 0 0 0 0 0 0 0 0 D 0 0 D D D D D D D D D D D D D 0 D D D D D D D D D D D D D D D D D D D 0 D D D D D D D 0 D D D D D D D 0 D D D D D D D D D D D SPECIAL FEATURES INSPECTION CHECKLIST {See Page 2 of 4 of LTG-1C) The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Field Inspector's Notes or Discrepancies: EnergyPro 5.0 bv EneravSoft User Number: 5956 RunCode: 2010-06-10T14:58:2 ID: 10Q2025 d3 Page 5of8 CERTIFICATE OF COMPLIANCE (Part 4 of 4) LTG-1C Project Name I Date Palomar Technologies 6/10/2010 CONDITIONED AND UNCONDITIONED SPACE LIGHTING MUST NOT BE COMBINED FOR COMPLIANCE Indoor Lighting Power for Conditioned Spaces Indoor Lighting Power for Unconditioned Spaces Watts Watts Installed Lighting 4,034 Installed Lighting 0 (from Conditioned L TG-1 C, Paoe 2) (from Unconditioned L TG-1 C, Page 2) Lighting Control Credit -0 Lighting Control Credit -0 Conditioned Spaces (from L TG-2C) Unconditioned Soaces {from L TG-2C) Adjusted Installed = 4,034 Adjusted Installed = 0 Lighting Power Liahtina Power Complies if Installed .S Allowed ! Complies if Installed S Allowed ! Allowed Lighting Power 4,178 Allowed Lighting Power 0 Conditioned Soaces (from L TG-3C or PERF-1) Unconditioned Spaces (from L TG-3C) Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for the Lighting system, L TG-2A. The designer is required to check the acceptance tests and list all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. If all the lighting system or control of a certain type requires a test, list the different lighting and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Forms can be grouped by type of Luminaire controlled. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or when ever new lighting system with controls is installed in the building or space shall be certified as meeting the Acceptance Requirements. The L TG-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the L TG-2A for each different lighting luminaire control(s) must be provided to the owner of the building for their records. Controls for Credits LTG-2A Controls and Sensors and Automatic Number of Daylighting Luminaire Controls Equipment Requirino Testini:i Description controls Location Acceptance D D D D D D D D D D 0 D D D 0 D EnemvPro 5.0 bv EneravSot. User Number: 5956 RunCode: 2010-06-10T14:58:2 ID: 10Q2025 d3 Paae 6of8 INDOOR LIGHTING POWER ALLOWANCE LTG-3C Project Name Date Palomar Technologies 6/10/2010 ALLOWED LIGHTING POWER (Chose One Method) A Separate LTG-3C must be filled out for Conditioned and Unconditioned Spaces. Indoor Lighting Power Allowances listed on this page are only for: lil CONDITIONED SPACES D UNCONDITIONED SPACES COMPLETE BUILDING METHOD WATTS COMPLETE ALLOWED BUILDING CATEGORY (From §146 Table 146-E) PER(fr) X BLDG.AREA = WATTS TOTALS AREA WATTS AREA CATEGORY METHOD WATTS ALLOWED BUILDING CATEGORY {From ~146 Table 146-F) PER (fr) X Area tt2 = WATTS Laboratory, Scientific 1.40 1,642 2,299 Office > 250 sqft 0.90 2,088 1,879 TOTALS 3,730 4,178 AREA WATTS TAILORED METHOD Total Allowed Watts usina the Tailored Method taken from LTG-4C (Page 1 of 4) Row 3 0 The indoor lighting power allowance using the Tailored Method of compliance shall be determined using the LTG-4C set of forms. A separate set of L TG- 4C forms shall be filled out for CONDITIONED and UNCONDITIONED spaces EnerovPro 5.0 bv EneravSoft User Number: 5956 RunCode: 2010-06-10714:58:2 ID: 10Q2025 d3 Paae 7of8 LIGHTING MANDATORY MEASURES: NONRESIDENTIAL LTG-MM Project Name I Date Palomar Technologies 6/10/2010 Indoor Liahting Measures: §131(d): Shut-off Controls For every floor, all interior lighting systems shall be equipped with a separate automatic control to shut off the lighting. 1. This automatic control shall meet the requirements of Section 119 and may be an occupancy sensor, automatic time switch, or other device caoable of automaticallv shuttina off the liahtina. 2. Override for Building Lighting Shut-off: The automatic building shut-off system is provided with a manual, accessible override switch in siaht of the liahts. The area of override is not to exceed 5,000 sauare feet. §119(h): Automatic Control Devices Certified: All automatic control devices specified are certified, all alternate equipment shall be certified and installed as directed by the manufacturer. §111: Fluorescent Ballast and Luminaires Certified: All fluorescent fixtures specified for the project are certified and listed in the Directory. All installed fixtures shall be certified. §131(a): Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor-to-ceiling walls. Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 square feet and more than 0.8 watts §131 (b): per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for §131(c): the effective use of daylight in the area shall have 50% of the lamps in each daylit area controlled by a separate switch; or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot Diagram of shading during different times of the vear is included on olans. §131(c): Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less.6. Outdoor Liahtina Measures: §130(c)1: Mandatory lighting power determination for medium base sockets without permanently installed ballasts §132{a): All permanently installed luminaires with lamps rated over 100 Watts either have a lamp efficacy of at least 60 lumens per Watt or are controlled bv a motion sensor. §132(b): All Luminaires with lamps rated greater than 175 Watts in hardscape area, including parking lots, building entrances, canopies, and all outdoor sales areas meet the Cutoff Requirements. §132(c)1: All permanently installed outdoor lighting meets the control requirements listed. §132(c}: Building facades, parking lots, garages, canopies, and outdoor sales areas meet the Multi-Level Lighting Requirements listed. EneravPro 5.0 bv EneravSoft UserNumber: 5956 RunCode: 2010-06-10T14:58:27 ID: 10Q2025 d3 PaaeBofB I ·1 I I I I I I I I I I I I I I I I I \\\ KLAUSBRUCKNER ) l} AND ASSOCIATES 4105 Sorrento Valley Blvd. San Diego, CA 92121 Tel: (858) 677-9878 Fax: (858) 677-9894 Palomar Technologies 2727 West Loker Avenue, Carlsbad, California High-Piled Combustible Storage Report Rev 1.1 August 3, 2010 '\"tu; Crrt 01'" S/\N t:lrC:GO City of San Diego Development Services Information and Application Services 1222 First Ave., MS-301 San Diego, CA 92101 Appointments (619) 446-5300 Information (619) 446-5000 OFFICE ..USE ONLY UPFP#: )..0 I.{~ 0 4 HV:2 J-. fljg2 BP DATE: 01 t f O 1 0 't HAZARDOUS MATERIALS QUESTIONNAIRE Telephone# _ , 7 • . ; ) C-J.3 I , ;::;,'l:f) 0 Zip Code APN# · 7.. )i 0 Zip Code Plan File# Project Contaqt --1 } Telephone# t--\,c.\11.rJ1t.:".--a I.),.... '"Jt o 2-1 3 · 7 5b2-- Tlie following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Will your business use, process, store or dispense any of the following hazardous materials? Indicate by circling the item(s) th . tern 15), a San Diego Fire Department Hazardous Materials Information Sheet (form FPB-500) must be submit d with your Emr o= Planning & evelopment Review, Fire Hazardous Materials Plan Revfew, 1222 First Avenue, 4th Floor, San Diego, CA 92101 619) 446-543 :[..) Explosive or Blasting Agents 5. Organic Peroxides )l) Wat r ac s 3. Corrosives ~ Compressed Gases 6. Oxidizers Q.0,-Cryogenics 4. Other Health Hazards 1& Flammable/Combustible Liquids 7. Pyrophorics 11. Hi13hlyrTOljiC_@r~iQ-Materials 5. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Raalloacti-JesU l U I U PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL EALT questions is yes, applicant must contact the County of San Diego Hazardou Mater Call (619) 338-2222 prior to the issuance of a building permit. CASH FEES ARE REQUIRED. Exp YES NO 1. 0 6f Is your business listed on the reverse side of this form? ( check all that apply). 2. l~F" D Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. ~ D Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4. D la°. Will your business use an existing or install an underground storage tank? 5. D ;t;:F. Will your business store or handle Regulated Substances (CalARP)? 6. D .,@ Will your business use or install a Hazardous Waste Tank System (Tille 22, Article 10)? IVIS ONS HMO : If the answer to any of the e, 3 floor, San Diego, CA 92101. 0 CalARP Exempt I Date Initials D CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: If the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 1 O working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES 1. D 2. D 3. D 4. D ,f D I Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD faclsheet at htlp:l/www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private s9hools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/; or contact the appropriate school district). Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? ·ury,that to the best of my knowledge an -· ,tU,;J.,u..._____ 6 I 08 /Zc.1 I cJ Name of owner or Authorized Agjjll'lt Date FOR OFFICIAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _____________________________ _ BY: __________________________ _ DATE: __ ,_/ __ ,_/ __ RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY APCO COUNTY-HMO APCO COUNTY-HMO APCO HM-9171-A (02/07) DS-3163 (02/07) County of San Diego -DEH--Hazardous Materials Division FILE NO: _________ _ INSPECTOR·---------- SAN DIEGO FIRE DEPARTMENT Hazardous Materials Information ~: BUSINESS NAME: 2728 Loker Avenue West, Carlsbad, CA 92010 Palomar Technologies, Inc. BUSINESS 1YPE: PROJECT NUMBER: PHONE NUMBER: manufacture automated semiconductor assembly equip. 760-213-7362 INSTRUCTIONS: Mark any process or equipment listed below to be used inside or adjacent to building: Printing/Silkscreening Dust Producing Dip Tanks Combustible Metal Metal Plating Welding/Cutting Chemical Storage x Spray Painting == Flow Coaters Auto Repair Ovens/Kilns Semiconductor Fab Complete both sides of this form. Requested information can be obtained from Appendix E, California Fire Code (CFC) or from Materials Safety Data Sheets (MSDS). All hazard classification must be in accordance with the CFC. Columns 1 through 7 shall be completed as follows: 1. CHEMICAL NAME: List the chemical name (i.e., acetone, paint thinner, etc.). A trade name with multiple chemicals shall be listed with the chemicals sub-listed. 2. C.A.S. NUMBER: If the Chemical Abstracts Service number is not listed on the MSDS, mark "NOT LISTED". 3. CONCENTRATION(S): List the percentage of each hazardous material in each solution or mixture. 4. CLASSIFICATION: Provide the hazard classification(s) of all materials. Flammable or combustible liquids shall be listed as a Class I-A, 1-8, 1-C, 11, Ill-A, or 111-B liquid. Other hazards shall be listed as corrosive, oxidizer, toxic, etc. All hazard categories shall be listed for materials with multiple hazards. Refer to Appendix E in the CFC or to the MSDS for classification information. 5. PROPERTIES: List the flash point for flammable and combustible liquids. List the pH for corrosives. List the LD50 oral rat or dermal rabbit for toxic and/or highly toxic materials and the LC50 inhalation rate (ihl rat) for toxic and/or highly toxic gases. List all properties that apply. 6. QUANTITIES: List the materials by weight or volume. All materials shall be uniformly listed as U.S. equivalents. Quantities must be listed for the following types of use and storage: a. IN USE OPEN process or use with vapors escaping to the atmosphere. b. IN USE CLOSED : no vapors escaping to the atmosphere. c. STORAGE : stored only (not IN USE OPEN or IN USE CLOSED). 7. LOCATION: List the physical location of all hazardous materials used or stored inside or outside building(s). The building owner or representative is responsible for completing and submitting this form prior to construction plan reviews and inspection finals. I hereby certify that the use, storage, or processing of hazardous materials will be limited as indicated on page two. Building Owner or Michelle L. Taylor Sales Support Manager Responsible Party: ----------::::;-------------------------- PLEASE PRJffN~ /j 1//M.A!~;J TITLE 6/8 'lo;(}. DATE OCCUPANCY CIASSIFICATION: DATE Notes: FPB-500 (REV.1-08) PAGE ONE # ... i!ii~if<t{~~ff~J;~ '·· ll The following information shall be submitted for determination of occupancy classification and/or CEDMAT inspection declaration. Any deviations may equire reclassification of this building. List all of the following hazardous materials, including waste materials, used and stored in your business: Combustible Fibers Cryogenic Fluids Flammable Solids Pyrophoric Materials Com~ustible Liquids Explosives Highly Toxic Materials Toxic Materials Compressed Gases -Inert Flammable Gases Organic Peroxides Unstable Reactive Mate ·als Corrosive Materials Flammable Liquids Oxidizers -Solid, Liquid or Gas Water-Reactive Material 1. 2. 3. 4. 5. 6. QUANTITIES 7. CONCEN-CLASSIFICATION PROPERTIES a. IN USE-b. IN USE-c. CHEMICAL NAME CASNUMBER TRATION CFC -APPENDIX E ( FLASH POINT, OPEN CLOSED STORAGE LOCJ TJON (%) ( 1-B, CORR, ETC) LD-50, pH, etc. ) SYSTEM SYSTEM liquid nitrogen 7727-37-9 100% MSDS-MGI 16626 40 gal ea 2 pressurized dewers outsi Cl argon, compressed gas cylinder 7440-37-1 95% MSDS CODE G-6 inside apps lab Polymethyl Polyphenylisocyanate 9016-87-9 100% 390 deg 55 ga drur Cl shipfing Polyurethane Foam Resin NA 55 ga ctr~ ship~ing I 2 propanol (isopropyl alcohol, ali 1 pt manufact~ring floor I COUNTY OF SA.N DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH UNIFIED PROGRAM FACILITY PERMIT / 2010 I P.O. BOX 129261, SAN DIEGO, CA 92112-92611-800-253-9933/619-338-2222 FAX 619-338-2377 www.sdcdeh.org ----OWNER/GPERA+GR-NAM8-PAbGMAR-T-EGHNGbGGlES,I-N---------------- FACILITY NAME: PALOMAR TECHNOLOGIES INC 2728 W LOKER AV FACILITY LOCATED AT: Mailing Address PALOMAR TECHNOLOGIES INC PALOMAR TECHNOLOGIES, INC 2728 LOKER AVE WEST Carlsbad CA 92008 PERMIT: HK07-204804 * * * * * * * * * * * * *** ATTENTION *** * * * * * * * * * * * * THIS IS AN OFFICIAL DOCUMENT -DO NOT DISCARD - GaryErbeck DIRECTOR, DEH PID: 586655 THIS PERMIT DOES NOT EXCUSE ANY OWNER OR OPERATOR FROM COMPLYING WITH ALL APPLICABLE FEDERAL, STATE, COUNTY OR LOCAL LAWS, ORDINANCES OR REGULATIONS. THE OWNER OR OPERATOR IS REQUIRED TO DETERMINE IF ANOTHER PERMIT OR APPROVAL FROM ANY OTHER AGENCY OR DEPARTMENT IS NECESSARY. THE COUNTY, BY ISSUING THIS PERMIT, DOES NOT RELINQUISH ITS RIGHT TO ENFORCE ANY VIOLATION OF LAW. Issue Date below is the daiie of initial Permit billing. This is NOT an Underground Storage Tank Opera_ting Permit. ISSUE DATE: 10-FEB-2005 EXPIRATION DATE: 31-DEC-2010, RENEWAL IS REQUIRED BEFORE EXPIRATION DATE. ANY CHANGES IN THE ABOVE OWNER, LOCATION OR NOTIFICATION(S) MUST BE REPORTED BY SUBMITTING A NEW UNIFIED FACILITY PERMIT APPLICATION VERIFY THE ABOVE MAILING ADDRESS AND REPo'RT ANY CHANGES PERMIT IS NOT VALID FOR ANY FACILITY LOCATION OR OWNER NOT LISTED ABOVE °F>OST IN A CONSPICUOUS PLACE A COPY OF THIS PERMIT MUST BE MAINTAINED AT THE FACILITY LOCATION This permit is provisional. The Director or designee of the Director may order that the Unified Program Facility Permit or any permit element be denied, suspended or revoked for violation of any relevant requirement established or provided by law. CB100912 2728 LOKERAVWEST PALOMAR TECHNOLOGIES-1642 SF OFFlr.F TO OFFICF. AND 1 460 8F OF 8TORAGF F ,J~7<>-(/);)(ig,jQ G;,)-1o t¥ v-j ,vU_ . . wJ Coat fJ~ tl {. / J/ /1) CU&f~,cef;~ LIJ-ec1 (JL,it er,-r:;1 [M .. 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By Encina 1J-1tl-t'O y N Fire y N HazHealthAPCD 5-:J-4-10 y N - PE&M ,:;-::J.1-1-, 0 7-,:i.t/-/O y N PJ,, School y N / Sewer y N Stormwater ',,,.. 2.l/-10 "'j",.2t/-Ji) y N £'q. Special Inspection -y N i/ CFO: Y N LandUse: Density: lmpArea: FY: Factor: PFF: y N Comments Date Date Date Date Building ~k>/10 &-H-{ o ,h/1D 'll'-llro I Planning Engineering Fire (q-1-/c "'eed?, KJ/A.,,<;/ IJ{Jr;,,A II OL/JhJ[A "t-~_./.1 /J.[/JtJAr ll.1 hJLI> f',JJ .5 (JI} £,(/2/[_ dlr;)VJ 1k [(.<" ,- Application Complete? Fees Complete? I y N y N . -Done Done .-ODone DDone DDone By: By: --