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Home My WebLink About2502 GATEWAY RD; ; CB133225; Permit04-30-2015 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB133225 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No; Valuation; Occupancy Group; Project Title; 2502 GATEWAY RD CBAD COMMIND Sub Type: INDUST 2132610100 Lot#: 0 $3,506,004.00 Construction Type: 3B Reference # VIASAT 77,400 SF SHELL OFFICE/MANUFACTURING Applicant; MILOS MIAKARIC STE 125 13280 EVENING CREEK DR S SAN DIEGO CA 92128-4696 858-793-4777 Status: ISSUED Applied: 12/30/2013 Entered By: JMA Plan Approved: 03/28/2014 Issued: 03/28/2014 Inspect Area PB Plan Check #; Ov\/ner; PIVOTAL 650 CALIFORNIA ST L L C C/O PACIFIC CO 1702 E HIGHLAND AVE #310 PHOENIX A2 85016 Building Permit $9,441.52 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $6,609.06 Meter Fee $771.60 Add'l Building Permit Fee $138.94 SDCWA Fee $23,358.00 Plan Check Discount $0.00 CFD Payoff Fee $48,940.02 Strong Motion Fee $736.26 PFF (3105540) $63,809.27 Park Fee $30,960.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $40,248.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $754.00 Add'l Renew/al Fee $0.00 ELECTRICAL TOTAL $3,894.06 Other Building Fee $0.00 MECHANICAL TOTAL $97.60 PoL Water Con. Fee $22,771.00 Master Drainage Fee $0.00 Meter Size D2 Sewer Fee $27,879.48 Add'l Pot, Water Con, Fee $0.00 Redev Parking Fee $0.00 Red, Water Con, Fee $0.00 Additional Fees $1,602.00 Green BIdg Stands (SB1473) Fee $140.00 HMP Fee $0.00 Fire Expedidted Plan Review $475.00 Green Bldg Standards Plan Chk Fire Expedidted Plan Review TOTAL PERMIT FEES $282,625.81 Total Fees: $282,625.81 Total Payments To Date: $282,625.81 Balance Due: $0.00 Inspector: FINAL APPROVAL Date; ^I'l^'f^ Clearance: NOTICE: Please ta!(e 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 pemiit was issued to protest imposition of these fees/exactions. If you protest them, you must foiiow the protest procedures set forth in Govemment Code Section 66020(a), and fiie the protest and any other required information with the City iVIanager for processing in accordance with Carlsbad H^unidpal Code Section 3.32,030, Faiiure to timeiy foiiow that procedure wiii 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 appiication processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv othenvise expired. 03-28-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130425 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Priority: 2502 GATEWAY RD CBAD SWPPP 2132610100 CBI33225 Lot#: VIASAT: 77,400 SF SHELL OFFICE/MANUFACTURING M Applicant: MILOS MIAKARIC STE 125 13280 EVENING CREEK DR S SAN DIEGO CA 92128-4696 858-793-4777 Status: Applied: Entered By: Owner: PIVOTAL 650 CALIFORNIA ST L L C C/O PACIFIC CO 1702 E HIGHLAND AVE #310 PHOENIX AZ 85016 ISSUED 12/30/2013 JMA Issued: 03/28/2014 Inspect Area: Tier: 1 Emergency Contact: SCOTT MERRY 760-717-0615 SWPPP Plan Check SWPPP Inspections Additional Fees $0,00 $221,00 $0.00 TOTAL PERMIT FEES $221.00 Total Fees: $221.00 Total Payments To Date: $221.00 Balance Due: $0.00 FINAL APPROVAL SIGNATURE THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: Cgf^NING Q^INEERING nj^DifiG QftRE^ DHEALTH •HAZMAT/APCD] ^ CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carisbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: buildingigcarisbadca.gov www.carlsbadca.gov Plan Check No. \ J>. Est. Value 'f S'64>^ OQ <T Plan Ck. Deposit Date 12^ t 11 |SWPPP \ '5'H-Z<> JOBADDRKS «v,^ . SUITE#/SPACE#/UNrr* APN 2/5 - 2^1 CT/PROJECT # L0T# PHASE* # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR, TYPE occ, GROUP DESCRIPTION OF WORK: Inc/ude Square Feet of Affected Area(s; (U>tJ^mocx AJSUJ rr,4oo ^.FT. THfzeB-sroR>/ C4>/^cfier^ ntzr-vp oFfifc^Hm^Fi^umJCi pUILptfJGf WITH 9fT^ IHPI^oV^ei^TS, , B0>lLP/AJ6j /5 CfP^ 4 CWl/. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YESr~|# NCpS YESj^gNoj j YES^^NOl j APPLICANT NAIVIE (Primary Contact) jj,,^^ Ml ^J^KA^C- APPLICANT NAME (Secondary Contact; p^^^^ ^^^^^.^ ADDRESS ADDRESS |[S28o ^eNI^6iC(iGB^t^ SOUTH, 90ire fir CITY STATE ZIP CITY STATE , ZIP ^ _ PHONE OSS.4777 FAX ^ 793>.4787 FAX EIVIAIL EMAIL PROPERTY OWNER NAME ^ PfVor^ ^ CAUFolUilA ^T. UC- CONTRACTOR BUS. NAME , ^, _ _ , ,^ ADDRESS ADDRESS ^ 6^ W/^ //esA Booi&lN^ i^tb./oo CITY STATE , ZIP CITY STATE ZIP PHONE Q>2..248>.8I&I FAX PHONE ^ _ EMAIL <S Ce\/lhiGlNV^TH&^ COM EMAIL ^og. c^rs&^^fyeixzoii. COM ARCH/DESIGNER NAMESADDRESSg^^y^ P. CM/T^ STATE LIC, # 5^/7^ eM$oi^r/U6 T/tecmT^cm C-U7ol STATE LIC,# ,,. ^ A\ ^ CLASS/7 CITY BUS, LIC# ,, ^ applicant for such permit to fiie a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031,5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)), WORKERS' COMPENSATION Workers' Compensation Declaration: / hereby affirm under penalty of perjury one ofthe following declarations: Lj I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Seciion 3700 of the Labor Code, for the perfonnance of Ihe work for which this permit is issued. mmsijrE rX^1Sljen5s tjLl<.. Co. 0J:A.^«2/C=K POIICV NO A/T C'220ffi7JL'ifN m^l »> Expiration Date IZf I j lOlf LiJ I liave and will maintain workers' compensation, as required by Section 3700 ofthe Labor Code, forthe perfonnance of the work for which this permit Is issued. My workers' compensation insijrance earner and policy number are: Insurance CaX^2i^< S(jeP5^ Qjf . Cjy 0<f-tr^ This seciion need not be compleled if the permit is for one hundred dollars ($100) or less, I I Certificate of Exemption: I certify that in the perfonnance of the work for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damiiSis as provided for in Section 3706 of the Labor code, interest and attorney's fees, ^eS" CONTRACTOR SIGNATURE //[/aijL (L^ •AGENT DATE ^ -2S-Z^»y O W NER•BUiLDER DECLARATION / hereby affinn that i am exempt from Contractor's License Law for the following reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the wori< and the structure is nol 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, Ihe owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), I I I, as owner of the property, am exclusively contracting with licensed contractors lo conslnjct 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 Ihereon, and contracts for such projects with contraclor(s) licensed pursuant to the Contractor's License Law), • I am exempt under Seciion _ business and Professions Code for this reason: 1,1 personally plan to provide the major labor and materials for construction of the proposed property improvement Q]Yes I iNo 2,1 (have / have not) signed an application for a building pennit for the proposed work, 3,1 have contracted with the follovmng person (fimn) to provide the proposed construction (include name address / phone / contractors' license number): 4,1 plan lo provide portions of the wori(, but I have hired Ihe following person lo coordinate, supen/ise and provide the major wori< (include name / address / phone / contractors' license number): 5,1 will provide some of the work, bul I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): I PROPERTY OWNER SIGNATURE QAGENT DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T I A L BUILDING PERMITS ONLY Is the applicant or future building occupant required lo submit a business plan, acutely hazanjous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes /"Qjo . Is the applicant or fijture building occupant required to obtain a permit from Ihe air pollulion control district or air quality management district? Yes ^^No Is Ihe facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes 'VCNO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT CONSTRUCTION LENDING AGENCY 1 hereby affinn that there is a construction lending agency for the perfomiance of the work this penmit is issued (Sec, 3097 (i) Civil Code), Lenders Name Lender's Address APPLICANT CERTIFICATION I certif that I have read the applicatnn and state ttiatttie above inlbnnation Is conectand that the infomiatlan on the plans Is accurate, I agree to comply with all City onlinances and State laws relating to building constmctton. I hereby authorize represenlative ofthe City of Cailsbad to enter upon the above mentioned properly for inspection purposes, I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: An OSHA pennit is required for excavations over 5'0' deep and demolition or construction of stnjctures over 3 stories in height, EXPIRATION: Every pemiit issued by Ihe Building Official under jie provisions of Ihis Code shall expire by limitation and become null and void if the buiiding or work aulhorized by such pemiit is not commenced within 180 days from Ihe date of such pemnit or if the bujkling or work authorized by sueh permit is suspended or abandoned at any Sme alter the wori< is commenced for a period of 180 days (Section 106,4,4 Unifomn Building Code), ^eTAPPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email bulldina(5!carlsbadca,aov or Mall the completed fom to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, Califomia 92008, C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS r STATE ZIP BUILDING ADDRESS 1^ AT. CITY STATE Carlsbad CA PHONE EMAIL OCCUPANT'S BUS. LIC. No. DEUVERY OPnON PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: P^CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL/FAX TO OTHER: ASSOCIATED CB#-QiUy^~ NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION Inspection List Permit*: CB133225 Type: COMMIND INDUST Date Inspection Item 04/29/2015 89 Final Combo 02/12/2015 11 Ftg/Foundation/Piers 02/05/2015 66 Grout 02/03/2015 66 Grout 01/14/2015 11 Ftg/Foundation/Piers 08/04/2014 12 Steel/Bond Beam 07/29/2014 11 Ftg/Foundation/Piers 07/17/2014 21 Underground/Under Floor 07/16/2014 12 Steel/Bond Beam 07/15/2014 12 Steel/Bond Beam 07/14/2014 11 Ftg/Foundation/Piers 07/11/2014 31 Underground/Conduit-Wirin 07/09/2014 21 Underground/Under Floor 07/08/2014 21 Underground/Under Floor 07/01/2014 21 Underground/Under Floor 06/23/2014 12 Steel/Bond Beam 06/10/2014 10 Structural - Tilt Up Panels 05/30/2014 12 Steel/Bond Beam 05/27/2014 11 Ftg/Foundation/Piers 05/20/2014 14 Frame/Steel/Bolting/Weldin 04/30/2014 11 Ftg/Foundation/Piers 04/28/2014 31 Underground/Conduit-Wirin 04/15/2014 22 Sewer/Water Service 04/07/2014 11 Ftg/Foundation/Piers 04/04/2014 11 Ftg/Foundation/Piers 03/31/2014 11 Ftg/Foundation/Piers Inspector PB PB PB PB PB PB PD PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB Act AP PA AP PA AP PA AP AP AP PA AP PA PA PA NR PA AP PA PA PA PA PA PA PA PA PA VIASAT 77,400 SF SHELL OFFICE/MANUFACTURI Comments Monday, May 04, 2015 Page 1 of 1 CITY OF $ DEFERRI^ FEES $. - INSPECTION RECORD €B13322( 2502 GATEWAY RD VIASAT; 77,400 SF SHELL OFFICE/MANUFACTURING 'COMMIMD INDUST Lot#: MILOS MIAKARIC CARLSBAD luilding Division ^ INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB ^ CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION 2f FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carisbadca.gov/Buildlnq AND CLICK ON "Request Inspjection"/ >ATE: ID^/IH IF YES" IS CHECKED BELOW THAT DIVISION S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FiNAL BUILDING INSPECTION. IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760-602-S 560, EMAIL TO BLDGINSPECT10NS@CARLSBADCA.GOV OR BRING IN A COPY OF THIS CARD TO; 1635 FARADAY AVE,, CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION, RECORD COPY \OSkdX NO YES Required Prior to Requesting Building Final If Ciiecited YES Date Inspector Notes Landscape 760-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm / Fire Prevention 760-602-4660 Allow 48 hours Land Development Engineering 760-602-2750 Planning 760-602-4600 Type of Inspection CODE # BUILDING Date #11 FOUNDATION Inspector 1 Type of Inspection CODE # ELECTRICAL #31 •ELECTRICUNDERGROUND QUFER Date Inspector #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 • ELECTRIC SERVICE • TEMPORARY • GROUT •WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #11 POUR STRIPS #11 COLUMN FOOTINGS #39 FINAL CODE # MECHANICAL #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR • CEILING #44 • DUCT & PLENUM DREF. PIPING #15 ROOFSHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #16 INSULATION #18 EXTERIOR LATH #49 FINAL CODE # COMBO INSPECTION #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH&DRYWALL #82 DRYWALLEXT LATH, GASTES (17,18,23) #51 POOLEXCA/STEEL/BOND/FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PREPIASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL CODE # PLUMBING #22 • SEWER &BL/CO • PL/CO #85 T-BAR (14,24,34,44) Date #21 UNDERGROUNDQWASTE DWTR Inspector #89 FINAL OCCUPANCY (19,29,39,49) FIRE Date Inspector #24 TOPOUT •WASTE •WTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 GAS TEST • GAS PIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL CODE ,» STORM WATER #600 PRE-CONSTRUCTION MEETING A/S HNAL F/A ROUGH-IN F/A HNAL #603 FOLLOW UP INSPECTION HXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN HXED EXHNG SYSTEM HYDROSTATICTEST #607 WRITTEN WARNING FIXED EXnNGUISHING SYSTEM HNAL #609 NOTICE OFVIOLATION MEDICAL GAS PRESSURETEST 1^ #610 VERBALWARNING MEDICAL GAS HNAL SEE BACK FOR SPECIAL NOTES Section 5416. Health and Safety Code, State of California • • (a) There sShall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector, DATE ADDITIONAL NOTES ^ .Wv/^^x^^t^/^ / ii^C^^fi fh^^//^^ K^^/dj*^-- f& 7/<r-/y /0(^frr m£ mis: ^ M w CHR.ISTIAN WHEELER. ENGINEERING March 24, 2015 City of Carlsbad MAR 3 0 2015 BUILDING DIVISION Pivotal 650 California St. LLC 2201 Camelback Road, Suite 650 Phoenix, AZ 85016 Attention: Tony Feiter Reference: l¥iaSa#Building 10 2502 Gateway Road, Carlsbad, Califomia CWE2140194.05R ION Subject: Final Testing and Inspection Report Dear Mr. Feiter, Christian Wheeler Engineering has provided testing and special inspection of reinforced concrete, reinforced masonry, reinforcing steel, shop welding, field welding, non-destructive testing, high- strength bolting, spray-applied fireproofing, epoxy anchors, epoxy dowels, and mechanical anchors on the above referenced project as described in reports dated March 28, 2014 through March 12, 2015. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans, specifications, other construction documents, and appUcable workmanship provisions of the California Building Code. If you have any questions, please do not hesitate to call me at 619-550-1700. Sincerely, CHRISTIAN WHEET R ENGINEERING CharHe G. Carter Jr., R.C.E. 61968 cc: tony@levineinvestments.com; chelise,smith@viasat,com gary,dorris@viasat,com; scottm@meracon,com robert,rowe@ledcor,com; rob,campbell@ledcor,com nick,campbell@ledcor,com; jerold,yoder@ledcor,com peterb@sca-sd,com; milosm@sca-sd,com City of Carlsbad 3 9 80 Home Avenue • San Diego, CA 92 105 • 6 19-550-1700 • FAX 6 19-550- 170 1 MATERIAiS LAB SCHEDULING SHEET Project Name Project Number Date Needed Ajcra Code Source jiHom 06 - Materials Testing Date Received Received by Date Completed Lab Number CHRISTIAN WHEELER ENGINEERING Assigned by Sampled by Date Sampled Checked by Posted by Comments: AGGREGATE SOIL SPECIAL Comments: Sieve Analysis C136 Minus #200 Wash C117 Clay Lumps & Friable Particles C142 Organic Impurities C40 Cleaness Value CalTest 227 Los Angeles Abrasion Ci31 Coarse Specific Gravity/Absorbtion CI27 Fine Specific Gravity /Absorbtion C128 Soundness by Sodium Sulfate (per size) C88 Lightweight Pieces (per size) C123 Sand Equivalent Da419 Flat and Elongated (per size) D693 Crushed Pieces (per size) D693 U cn 1 •a D Max Density Optimum Moisture 6" D1557 Resistance 'R' Value D2844/Cal 301 Durability Index D3744 Soil/Rock Sieve Analysis Minus 200 Wash D422 Flat and Elongated (per size) D693 Crushed Pieces (per size) D693 Fireprooilng Density E605 Sample Description: Test Totals: \ Comments: ASPHALT CONCRETE ' CONCRETE MASONRY STEEL Comments: Hveem Compaction (per plug) D1561 Specific Gravity Plugs/Cores, Wax D1188 Specific Gravity Plugs/Cores, SSD D2726 Bitumen Content (Igrution Method) P6307 Extracted Aggregate Gradation D5444 Max Theoretical Unit Wt D2041 Stabilometer 'S' Value (per plug) D1560 Core Compression Strength C39/C42 Drying Shrinkage, 3 Beams C1S7 Shotcrete Panel C1140 Air Dry Unit Weight C567 Oven Dry Unit Weight CS67 Trial Batch C192 Block Compressive Strength C140 Block Compressive, Coupons C140 Block Shrinkage C67 Block Absorbtion C140 HSB, Rockwell Hardness E18 HSB, Tensile Strength F606 Reinforcing Tensile Sttength #3-#8 A370 Reinforcing Tensile Strength #9-#ll A370 Reinforcing Bend Test E290 Test Totals: Rmsoil7/ia/2l)14 FIREPROOFING DENSITY CHRISTIAN WHEELER ENGINEERING Project Name: Project Number: Sample Description: Sample Location: Date Sampled: Date Tested: Test By: VIASAT 0^'.UJ>'/'^ CUt/ASbfi^ S'-^A/Ty $<gg^ ^t)\AJ Sample Number and Location (W) Weight (g) (V) Volume (cc) (D) Density (pcf) Min. Required Density (pcf) COL 2-3, ^Mj> S.gA^ -3 10. Ik^ P«3f' 6/ FORMULA: D = (W X 62.43) / V D = Density in pounds pet cubic foot. V = Volume of sample dried in cubic centimeters (equal to the volume of beads displaced by the sample). W = Constant weight of dried material (grams). EsGil Corporation In (PartnersAip witH government for (BuiCding Safety DATE: MAR. 25, 2014 • APPLICANT • JURIS, JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-3225 SET: III PROJECT ADDRESS: 2502 GATEWAY ROAD PROJECT NAME: VIASAT - BUILDING #10 ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: PETER BUSSETT C/0 SCA 13280 EVENING CREEK DRIVE, SOUTH, SUITE #125, SAN DIEGO, CA 92128 EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: PETER Telephone #: 858-793-4777 Date contacted: (by: ) Email: milosm(5)sca-sd.com Fax #: -4787 Mail Telephone Fax In Person I I REMARKS: Please submit a commissioning plan to EsGil for review & approval. *[Building shell & core is under this permit. T.I. work is under a separate permit]. By: Eric Jensen Enclosures: EsGil Corporation GA EJ • MB • PC 2/07 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersfiip witfi government for (BuiCding Safety DATE: FEB. 19, 2014 • APPLICANT a<juRis. JURISDICTION: CARLSBAD PLAN REVIEWER • FILE PLAN CHECK NO.: 13-3225 SET: II PROJECT ADDRESS: 2502 GATEWAY ROAD PROJECT NAME: VIASAT - BUILDING #10 r~| The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes, I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff, r~| The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck, IXI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck, PLEASE SEE BELOW I I 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: PETER BUSSETT C/0 SCA 13280 EVENING CREEK DRIVE, SOUTH, SUITE #125, SAN DIEGO, CA 92128 r~| 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: PETER Telephone #: 858-793-4777 Date contacted'7'l j ^ (by:)/^ Email: milosm(%sca-sd,com Fax #: -4787 »^^Mail Telephone Fax In Person I REMARKS: Please submit a commissioning plan to EsGil for review & approval. *[Building shell & core is underthis permit, T,l, work is under a separate permit]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation Kl GA IE! EJ • MB • PC 2/07 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 13-3225 FEB. 19, 2014 ELECTRICAL and ENERGY COMIVIENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1, Include the branch circuit conductor sizing for the site lighting, sheet E2.1. 2. Egress illumination is required at exterior building exits. See CBC 1006,3. Back-up power source required. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans, NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. THE NOTES IN BOLD UNDERLINED FONT ARE CURRENT REMAINING ITEMS. PLUMBING AND MECHANICAL CORRECTIONS • JURISDICTION: Carlsbad DATE: 2/18/2014 • PLAN REVIEW NUMBER: 13-3225 SET: II PLAN REVIEWER: Glen Adamek NONE OF THE FOLLOWING PLUMBING AND MECHANICAL CORRECTIONS WERE ADDRESSED IN THE RESPONSES. GENERAL AND ARCHITECTURAL PME ITEMS 82. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business & Professions Code. PLUMBING (2010 CALIFORNIA PLUMBING CODE) 83. No response provided. As per CPC, Table 4-1 for Office or public buildings, drinking fountains are required for the non employees. It seems for the future lease spaces on all floor levels a minimum of two drinking fountains are required and each floor level must be within one floor level of a drinking fountain or water station, 84. No response provided. Please provide listing data and sizing calculations for the 300' foot developed pipe length for the proposed underground 5 psi polyethylene gas piping system. There are no sizing tables in the CPC, for 5 psi polyethylene gas piping system. (Please provide manufactures data to show the CARLSBAD 13-3225 FEB. 19, 2014 proposed polyethylene gas piping is approved for the 5 psi gas system, (Note: a VA inch SDR 11.0, polyethylene gas piping with 2 psi gas pressure is OK for the 300 foot length and 450 CFH gas demand as per CPC, Table 12-26.) 85. No response provided. Provide Separate Facilities for each sex as per UPC, Section 412.3 (separate showers for males and females). MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 86. Shell building mechanical plans substantially comply with the jurisdiction's mechanical codes. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In (Partnersfiip witfi government for (Building Safety DATE: JAN. 15, 2014 • APPLICANT jj^lgj^ • JURIS. JURISDICTION: CARLSBAD ^^^^ftMiw. ^ PLAN REVIEWER PLAN CHECK NO.: 13-3225 SET I PROJECT ADDRESS: 2502 GATEWAY ROAD PROJECT NAME: VIASAT - BUILDING #10 I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff, I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonvard to the applicant contact person, ^ The applicant's copy of the check list has been sent to: PETER BUSSETT C/O SCA 13280 EVENING CREEK DRIVE, SOUTH, SUITE #125, SAN DIEGO, CA 92128 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: PETER Telephone #: 858-793-4777 Date contacted: (by: ) Email: milosm(a)sca-sd,com Fax #: -4787 Mail Telephone Fax In Person A! REMARKS: Building shell & core is under this permit. T,l, work is under a separate permit. By: ALI SADRE, S.E. Enclosures: EsGil Corporation Kl GA 13 EJ • MB • PC 12/30 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 13-3225 JAN. 15, 2014 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 13-3225 JURISDICTION: CARLSBAD OCCUPANCY: B/F1 USE: OFFICE/MANUF. TYPE OF CONSTRUCTION: III-B ACTUAL AREA: 77,400 ALLOWABLE FLOOR AREA: 19K/12K STORIES: THREE HEIGHT: 52' SPRINKLERS?: Y OCCUPANT LOAD: 675 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/30 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/30 DATE INITIAL PLAN REVIEW COMPLETED: JAN. 15, 2014 PLAN REVIEWER: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. CARLSBAD 13-3225 JAN. 15, 2014 GENERAL 1, Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1, Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carisbad, CA 92008, (760) 602-2700. The City wiil route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468, Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete, • PLANS 2, A reminder that all the revised sheets of the plans and the first sheet of any revised calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 3, Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec, 107.2, I.e., monument signs, site lighting/walls/ fences/etc. Please submit complete construction details & references on plans for all such items under this permit. 4, Include the following code information for the proposed building on Title Sheet: • Occupancy Classification(s): B(0ffice)/F1(Manufacturing) - Ok as noted • For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508.3/508.4. • Description of Use: As per above • Type of Construction: III-B - Ok as noted • Sprinklers: Yes • Stories: Three - Ok as noted • Heiatit: 52' - Ok as noted • Floor Area: 1^'through S"'floors = 25,800 (each) - Ok as noted • Occupant Load: 675 - Add to cover sheet of the plans accordingly • Justify actual versus allowable areas per Table 503 (as applicable) - Ok as noted • Justify actual versus allowable height/stories per Table 503 (as applicable) - Ok as noted • SITE PLAN 5, Please show the required and provided van accessible (HC) parking on the cover sheet of plans as well. Sheet TSI, Section 107.2, CARLSBAD 13-3225 JAN. 15, 2014 FIRE-RESISTIVE CONSTRUCTION 6. Please specify the required rating of all building elements as related to this project, i.e., exterior walls, floors, roof, stair enclosures, elevator shafts, etc. Also provide details & references for each rated element, as required, on plans. 7. Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 713.3.2. 8. Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at fans and vents. Section 716. 9. Fire dampers shall be installed per Section 716.5 at all duct and air transfer openings of: a) Fire barriers, (occupancy separations). b) Shaft enclosures, 10. Smoke dampers shall be installed per Section 716.5 at all duct and air transfer openings of: a) Shaft enclosures, 11. If smoke dampers are required, the plans shall show the locations of the smoke detectors listed in the options of Section 716.3.3.2 ofthe IBC. 12. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in IBC Section 713." • FIRE BARRIERS 13. Incidental use areas may need to be separated from the main occupancy. See Table 508.2.5 below. a) Even if sprinklers are used to eliminate the need for 1-hour wall construction, Section 508,2,5,2 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing. ROOM OR AREA SEPARATION AND/OR PROTECTION Storage rooms over 100 square feet 1 hour or provide automatic fire-extinguishing system 14, Steel electrical outlet boxes at fire barrier walls shall not exceed sixteen square inches, shall not exceed 100 square inches per 100 square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 713.3.2, 15, Stair #2, Shaft enclosure details, as shown on 5/A8, do not match the floor plans. • GLASS AND GLAZING 16, Specify on the window schedule the glass type and thickness to show compliance with Section 2404. CARLSBAD 13-3225 JAN. 15, 2014 17. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24" of doors in a closed position and where the bottom exposed edge ofthe glazing is less than 60" above the walking surface, b) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 sq ft, and: ii) Exposed bottom edge is less than 18" above the floor, and: iii) Exposed top edge is greater than 36" above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing, • ROOFS 18. A Class A roof covering is required. Table 1505.1. • MISCELLANEOUS ITEMS 19. Please specify where details 11, 12 & 13/AD3 are cross referenced on plans. 20. Please provide complete construction details & references on plans for the gates/ fences as per Sheet AS2.1. 21. Please clarify 5" tilt-up panels, as noted under exterior wall legend, on Sheet Al. The minimum wall thickness is 6-V2" + reveal = 7-%". 22. Please clarify the title of detail 18/AD2, which does not match the content of this detail, as shown on plans, • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3, 23. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, priorto plan approval, a "Commissioning Plan". The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and approved by the plan checker for compliance with 5 required features listed in CGC 5.410,2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team member information (e) commissioning process activities, schedules and responsibilities. The commissioning report can not be deferred until the T.I, phase, as many HVAC units are being installed under this permit. CARLSBAD 13-3225 JAN. 15, 2014 • STRUCTURAL 24. Note on plans that surface water will drain away from building. The grade shall fall a min of 5% within the first 10' (2% for impervious surfaces). Section 1804.3. 25. Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 26. Provide the following note on the plans: "The contractor responsible for the construction of the seismic-force-resisting system shall submit a written Statement of Responsibility to the building official prior to the commencement of work on the system." Section 1709, 27. The plans shall indicate that special inspection will be provided for the following work, (Section 107.2): I.e., add to the schedule on Sheet S-1 a) Steel construction. Speciai inspections for steei elements should be provided in accordance with Section 1704,3 and Table 1704,3, b) High-strength bolts. Periodic inspection should be provided for installation of high- strength bolts in accordance with AISC specifications, (Section 1704,3,3), 28. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". These forms are available at the building department. 29. Please show one A.B, at each corner is adequate for HVAC, 11.5-K loading, as noted on detail 6/SD6 & referenced on Sheet S-2, versus page 235 of calc's. 30. Redundancy Factor SDC D- 1- ) In the lateral calculations, seismic forces must be increased by a factor of 1,3 to account for redundancy (Seismic Design Categories D througfi F), per ASCE 7-05, Section 12,3,4,2, and equation 12,4-3, unless it can be justified othenwise. This is applicable to all structures under this permit. 31, Collector design forces . Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Sec, 12,4.3,2 (Sec. 12,10.2.1), Please see the next item for the required design forces. This also applies to floor diaphragm openings, by stairs, etc. Please see ACI 318-11, Sec. 21,11 for clarification ofthe intent. 32. Seismic Load Effect SDC B - !•) a) Seismic load effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12,4,2: £=PQE + 0,2SDSD b) Maximum seismic load effect, E^. The maximum seismic load effect, E„, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12,4,3 to be used in the special seismic load combinations of Section 12,4,3,2 E^=C1OQE+0-2SDSD CARLSBAD 13-3225 JAN. 15, 2014 33. Requirements in Seismic Design Category D. IBCTWH The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SDC C. (ASCE 7-05, Section 12.3): Please show irregularities are addressed on various individual panels with large full height openings at the bottom level. a) Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12,3-1 or vertical irregularities Type lb, 5a, or 5b of Table 12,3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12,3-2 shall not be permitted, except when subject to the limitations of Section 12,3,3,2, b) Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type la, lb, 2, 3, or 4 of ASCE 7-05, Table 12,3-1 (as shown in Figure 10,7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12,8,1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors & 3) collectors to vertical elements, (Sec, 12,3,3,4), Re-entrant corner ~7\ a. Torsional Irregularity b. Re-entrant corners c. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-reslsting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1-4 34, Inverted pendulum-type structures. Inverted pendulum-type structures should be designed in accordance with Section 12.2.5.2 and must use the R factor from Table 12.2-1. Please add R. o. Qn. d. etc.. for all buildings underthis pemiit including that depicted as per sketch 1/AS4, on Sheet S-1. 35. Please show how the 2kips (Davit Crane) point load, as per detail 18/AD2, is accounted for in the panel design by grid point D-1. CARLSBAD 13-3225 JAN. 15, 2014 36. Please specify where FJ-16, as per joist schedule on Sheet S-3, is called out on the framing plans between gridlines C & D, as per loading diaphragm. 37. Please clarify FJ-15, as per loading diaphragm, called out between gridlines B & C, versus that shown on Sht. S-3 & S-4, between gridlines B & D. [Bounded bv 4 & 51. 38. The foundation legend is not clear on Sht. S-2, gridiine E, between lines #1 & 3. 39. Detail 8/S1, as referenced on 9/SD-2 is incorrect. 40. GENERAL REQUIREMENTS FOR INTERMEDIATE SPECIAL SHEAR WALLS: a) Please show step-by-step how the intermediate precast structural walls satisfy all the relevant provisions of 21,4, b) All wall piers shall be designed as per Section 21,9 or 21,13, Please see ACI 318-11, Section 21,4 for the clarification of the intent, c) Please show all elements of the connections that are not designed to yield shall develop at least 1,5 Sy, ACI 318-11, Section 21,4,3, 41. SPECIAL SHEAR WALLS AND COUPLING BEAMS a) Reinforcement requirements for shear walls. The following requirements of ACI 318- 05 Section 21,7,2 should be met, (Section 1910,1): I.e.. see panels #1-1 & 1-2. etc.: i) When the design shear force, Vu, is less than or equal to AQy\^j^, the minimum reinforcement should be permitted to be in accordance with ACI 318-05 Section 14,3, Othenwise, the reinforcement ratio for shear walls should not be less than 0,0025 along the longitudinal and transverse axes, (ACI 318-05, Section 21,6,2,1), ii) Reinforcement spacing each way should not exceed 18 inches, (ACI 318-05, Section 21,7.2,1), iii) At least two curtains of reinforcement should be used in a wall if the in-plane, factored shear force assigned to the wall exceeds 2A(.^^\jf^. (ACI 318-05, Section 21,7,2,2), iv) Continuous reinforcement in shear walls should be anchored or spliced in accordance with the provisions for reinforcement in tension as specified in ACI 318-05, Chapter 12, (ACI 318-05, Section 21,7,2.3), b) Shear strength of shear walls. The shear strength requirements for shear walls set forth in Section 21,7,4 should be met, (ACI 318-05, Section 21,7,4), c) Design for flexural and axial loads. Structural walls and portions of such walls subject to combined flexural and axial loads should be designed in accordance with ACI 318-05 Section 21,7,5, (ACI 318-05, Section 21,7,5), d) Requirement for shear wall boundary elements. The need for special boundary elements at the edges of structural walls should be evaluated in accordance with ACI 318-05, Section 21,7,6,2 or 21,7,6,3, The requirements of 21,7,6,4 and 21,7,6,5 also should be satisfied, (ACI 318-05, Section 21,7,6,1), e) Coupling beams. Coupling beams should be designed in accordance with ACI 318-05, Section 21,7,7, Coupling beams with a clear span-to-effective-depth ratio of less than 2 and factored shear force exceeding4^|^6i^ should be provided with special shear reinforcement in accordance with ACI 318-05, Section 21,7,7,4, (See Figure 15,14,) (ACI 318-05, Section 21,7,7), CARLSBAD 13-3225 JAN. 15, 2014 Bars to be developed = total area of bars in the group of bars forming one diagonal (min 4 bars) Min per ACl 318-99 Section 11,8,10 Transfer reinforcement per ACI 318-99 Sections 21,4,4,1-21,4,4,3 (typ) Figure 15.14 Coupling Beam with Diagonally Oriented Reinforcement f) Discontinuous shear walls. Columns supporting discontinuous wall elements should be reinforced in accordance with ACI 318-05, Section 21,4,4,5, (ACI 318-05, Section 21,7,9), 42. Please justify no shear reinforcement in GB's under panels 1-1 & 2, 43. Please cross reference detail 3A/S8, on panel W-9, Sheet S-8. 44. Please specify where detail l/SD-7 is cross referenced on plans. 45. Please indicate where detail 18/SD-6 is called out on plans. 46. On Sheet S-6, for panel E-4 & E-5, at ^Z-V^" columns, #3 tie-spacing is shown at 6"o.c. (full height), versus detail 7/SD5, referenced here, showing the ties are @. 3"o.c,, clarify! 47. Please state where details 5 & 10/SD-5 are cross referenced on plans. 48. Please specify the panel thickness & reinforcement in each direction on detail 1/SD-6, [This information is not noted on Sheets S-2 or S-7 of plans], 49. Please note where 5/SD-4 is cross referenced on plans. 50. Please indicate where detail 5/SD-3 is called out on plans. 51. Please add an HSS column-to-footing connection detail for C9, on S-2, by stairs. Alternatively, reference an existing detail for this condition on plans. CARLSBAD 13-3225 JAN. 15, 2014 52. Please specify the A.B. embedment on details 12 & 14/SD-l. This information is not noted on the column schedule, 53. Please clarify the effective panel thickness of 9-%", as per calculations, versus what is shown on plans, i.e., 6-1/2", etc. I.e., see panel E-3, Sheet S-6, etc. 54. Please specify W18x40, as per calculations, on Sheet S-5, for mechanical well on gridiine D, instead of Wl 8x35, as noted. 55. Please provide a schematic for the 2""^ floor, similar to that on page 36 of the calculations. 56. Please show how the 9' parapets, as shown on plans, are accounted for in the design of the tilt-up wall panels. I.e., see panels E-4, E-5, etc.. Sheet S-6. 57. Please double check the spacing of all rebar(s) on panel calculations. I.e., justify #4@ 9"o.c., as noted on page 148 of the calculations, for pier #1, versus #4@ 10"o.c., as shown for wall type #1, on schedule 5/S-l, This does not match what is depicted on N-1, for line #1, Sheet S-7, either. Too many discrepancies among the calculations and plans to itemize. Please review them all prior to resubmittai. 58. Please show a detail depicting the transition between the GB & pad footing on gridiine #5, Sheet S-2, 59. The column like elements such as those on panel E-4, should have transverse reinforcement spacing complying with ACI 318-11, Section 21,6.4. 60. Please show details and references on plans for the transition lines between the e-Yi" panels and 8" (or 9") panels below, etc. I.e., panels E-1, E-2, etc. Sht. S-6. 61. Please observe that as per the architectural elevation plans the VA" reveal(s) are in both directions. See the next correction item as well. 62. Please show the reveal(s) on the exterior face of the wall panel details on sketch 5/S-l, As such, indicate how the "d" distance was determined for each panel type. This should be correctly reflected in the calc's. (for each panel type). 63. Please provide a narrative in the calculations clearly describing the lateral force resisting system(s) for this project in each direction along with your design assumptions. This applies to all buildings under this permit. 64. Please submit a statement from the contractor that they are able to erect 3-story building wall panel(s), using SVA" (6/4" - VA" reveal) thick panels, spanning over 50' high without the panels cracking under their pick-up weight. 65. Please provide calculations for all miscellaneous structures under this permit, i.e., antenna, trash, mechanical enclosures, trellis (detail 1/AS4), etc. 66. Additional corrections may be necessary once revised plans & calculations are submitted for review & approval. CARLSBAD 13-3225 JAN. 15, 2014 • ADDITIONAL 67. Please see attached for the P/M/E items. 68. 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. 69. Please indicate here if any changes have been made to the plans that are not a result of this correction list. If there are other changes, please brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No 70. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation, Thank you. CARLSBAD 13-3225 JAN. 15, 2014 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Include the branch circuit conductor sizing for the site lighting, sheet E2.1. 2. On the single line diagram include the grounding electrode system for the mechanical enclosure, distribution board "DBCP". (Is "DBCP" going to feed the "future" chillers as well?) 3. Generator enclosure will require a grounding electrode system as well (If not part ofthe mechanical system), 4. Egress illumination is required at exterior building exits. See CBC 1006.3. 5. Lots of exit signs? Never seen one in a fire riser room before? Include the battery pack specification. 6. Electrical rooms containing transformers will need exhaust ventilation. Please provide. 7. Panelboards located on the secondary side of transformers require main protection. CEC 408.36 8. Feeder conductor descriptions missing here and there on the single line diagram please recheck. 9. Include the electrode description for the transformers on the single line diagram. 10. Specify whether the electrical system design is fully-rated, series rated, or engineered (fault current levels shown throughout the system). ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 11. The exterior lighting must have multilevel switching per Energy Standards 132(C). Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 13-3225 JAN. 16, 2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-3225 PREPARED BY: ALI SADRE, S.E. DATE: JAN. 16, 2014 BUILDING ADDRESS: 2502 GATEWAY ROAD BUILDING OCCUPANCY: B/Fl TYPE OF CONSTRUCTION: III-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) OFFICE 58345 MANUF. 19055 Air Conditioning Fire Sprinklers TOTAL VALUE 3,506,004 Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance • ? L _J Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Repeats IZl Complete Review • Other Hourly EsGil Fee • Structural Only Hr. @ * $9,441.52 $6,136.99 $5,287.25 Comments: Sheet 1 of 1 macvalue.doc + .'4n> PLAN CHECK .'4n> PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca,gov DATE: 03/19/2014 PROJECT NAME: Viasat building 10 PLAN CHECK NO: CB133225 SET#: III ADDRESS: 2502 Gateway Rd PROJECT ID:SUP 13 03 APN: 213-261-01-00 VALUATION: $3,506,004 SCOPE OF WORK: Con.struct new 77,400 sf three story concrete tilt-up SHFXL ONLY office/manufacturing building with site improvements. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes To determine status by one or more of these divisions, please contact 760-602-2719. No X This plan check review is NOT COMPLETE. Items missing or Incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:milosm@sca-sd.com ENGINEERING 760-602-2750 X Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov Greg i-1 yan 760^^602-^4663 C;!-egur\f.f5y;aii','t;arisbodca,t;0 Ciriciy WOiig 760-602-4662 7 6 0-6 02 •••466 4 )oiiiir;!C.Fier; ••'carisbadco. Remarks: viasat building 10 PLAN CHECK NO # CB133225 Please Read Instructions: Outstanding issues are marked with X . Items that conform to permit requirements are marked with / -or- have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service •Z Submit on signed approved plans: DWG No, 480-2A Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course, ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No : Lots 10-13 / Map 14960 Subdivision/Tract; Bressi Ranch Reference No(s): CT 02-15 E-36 Page 2 of 6 REV 6/01/12 Via-sat building 10 PLAN CHECK NO # CB133225 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. PC Resolution 7030, SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13-09/MCUP 13-13/IVIS 13-07 *** Conditions in the process of being met 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40,030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115.00. / Dedication required as follows: with parcel map, PM 13-07 ~ Currently in civil plan review 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: with improvement plan, DWG 480-2 ~ Currently in civil plan review Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $157.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 Viasat building 10 PLAN CHECK NO # CB133225 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed wri;te: "NO GRADING" rading Permit required. NOTE: The qradinq permit must be issued and rouqh grading pproval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All reauired documentation must be orovided to your Engineering Construction Inspector Grant Clavier, 760-602-2780 x7318 The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Viasgt building 10 PLAN CHECK NO #CB133225 7. STORMWATER For reference only. Storm water pollution prevention plan, SW 13-361 with civil plan review Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance For reference oniy, Storm water management plan, SWMP13-18 with civil plan review / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildlnq/Documents/EnqStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Via,sat building 10 PLAN CHECK NO # CB133225 8. WATER METER REVIEW 2" per sheet PO.l -AND- imp. plan, DWG 480-2 Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. FY! For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be YV. 9. FEES / Required fees have been entered in building permit. / Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: Engineering Appiication / Storm Water Form E-36 Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 *** Fee Calculation Worksheet *** ENGINEERING DIVISION FOR REFERENCE PURPOSES ONLY "NOT A FINAL ESTIMATE OF FEES* Prepared by: LINDA ONTIVEROS Date: 01/13/14 Address: 2502 Gateway Rd Fees Update by: Date: Fees Update by: GEO DATA: LFMZ: 17/ B&T: Bldg. Permit #: CB133225 Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SHELL Types of Use: Types of Use: Types of Use: Sq,Ft,/Units 77,400 SF/5,000 Sq,Ft,/Units Sq,Ft,/Units Sq,Ft,/Units ADT CALCULATIONS: List types and square footages for all uses. EDU's EDU's EDU's EDU's 15.48 Sq,Ft,/Units 5/1000 (77,400 SF) Sq,Ft,/Units Sq,Ft,/Units Sq,Ft,/Units 387 Types Of Use: SHELL Types of Use: Types of Use: Types of Use: FEES REQUIRED: Wittiin CFD: / YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ADTs ADT's ADT's ADT's 1, PARK-IN-LIEU FEE: NW QUADRANT ADT'S/UNITS: 2, TRAFFIC IMPACT FEE: ADTS/UNITS: 387 3, BRIDGE & THOROUGHFARE FEE: (USE SANDAG)ADT'S/UNITS 4, FACILITIES MANAGEMENT FEE ADT'S/UNITS: 5, SEWER FEE EDU's 15.48 BENEFIT AREA: H EDU's 15.48 6, DRAINAGE FEES: ACRES: 7, POT ABLE WATER FEES: X X X X NE QUADRANT FEE/ADT: DIST, #1 FEE/ADT: ZONE: 17 FEE/SQ,FT./UNIT: .40 SE QUADRANT I =$ N/A NO ;W QUADRANT X FEE/EDU: 842 ^^^^^ DIST.#2 DIST.#3 =$ 0 =$ 30,960 =$ 13,034,16 4> X PLDA: X UNITS 1 CODE D2 FEE/EDU HIGH FEE/AC: CONN, FEE 22771 I =$ 15g26H2 /Yf^^ • ^ ^ MEDIUM LOW l=$ METER FEE 771.60 SDCWA FEE 24,960 TOTAL 48,502.60 ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees* CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE RECEIVED CITY OF CARLSBAD MAR 28 2» TRANSPORTATION DEPARTMENT CMi&I DIVISION PROJECT INSPECTOR: /^/uY PROJECT ID m Ml A.. DATE:. .GRADING PERMIT HO.Jf^jM^ LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE V = COMPLETE 5-D 1st 2nd. i/ / \y / sy 1. Site access to requested lots adequate and logically grouped 2. Site eroston control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific tots, pads or bldg. 5. X 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing ttie soils report and identifying specific lots for release shall accompany subsequent partial releases), 7. EOW certification of woric done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants vwthin 500 feet of building combustibles and an ali weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of buiiding permit issuance. Issuance of building pennits is still subject tc ail normal City requirements required pursuant to the building permit process. I I Partial release of the site is denied for the following reasons: Construction Manager Date ' #4^ KM UASTEl, FOn ItEVIEWMaaif fnM IM fmia t>at>Ofmn»htta> Fin|.CIac [MPMU Sitt Max Fnm PLAN CHECK PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www,carlsbadca.gov DATE: 02/21/2014 PROJECT NAME: Viasat building 10 PLAN CHECK NO: CB133225 SET#: II ADDRESS: 2502 Gateway Rd PROJECT ID:SUP 13 03 APN: 213-261-01-00 VALUATION: $3,506,004 SCOPE OF WORK: Construct new 77,400 sf three story concrete tilt-up SHELL ONLY office/manufacturing building with site improvements. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes No To determine status by one or more of these divisions, please contact 760-602-2719. X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:niilosm@sca-sd.com ENGINEERING 760-602-2750 ;^ ^ : ::y>z . - :'.f'• \/ Linda Ontiveros /S 760-602-2773 Linda.Ontlveros@carlsbadca.gov Ciricly VVong 760-€)02-466l-:' Cy r!i f! i ri VVo n g 'c c> r!s t> ,i cl c a. j.; 0 v Do in ink: rZizi Remarks: Viasat building 10 PLAN CHECK NO # CB133225 Please Read Instructions: Outstanding issues are marked with X . Items that conform to pennit requiretnents are marked with / -or- have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: Grading plans in process with civil review North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) X Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No, 480-2A Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course, ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water sen/ice(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No : Lots 10-13 / Map 14960 Subdivision/Tract: Bressi Ranch Reference No(s): CT 02-15 E-36 Page 2 of 6 REV 6/01/12 viasat building 10 PLAN CHECK NO # CB133225 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no, PC Resolution 7030, SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13-09/MCUP 13-13/MS 13-07 "** Conditions in the process of being met * * * 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18,40,030, For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115,00, / Dedication required as follows: with parcel map, PM 13-07 - Currently in civil plan review 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000,00, pursuant to Carlsbad Municipal Code Section 18,40,040, / Public improvements required as follows: with improvement plan, DWG 480-2 - Currently in civil plan review Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40, Please submit a recent property title report or current grant deed on the property and processing fee of $157,00 go we may prepare the necessary Neighborhood Improvement Agreement, This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO U CB133225 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15,16 of the Municipal Code, X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required, NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained priorto issuance of a building permit. Graded Pad Certification required, (Note: Pad certification may be required even if a grading permit is not required,) All reauired documentation must be orovided to your Engineering Construction Inspector *to be assigned once permit is issued* The inspector will then provide the engineering counter with a release forthe building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO #CB133225 7. STORM WATER For reference only, Storm water pollution prevention plan, SW 13-361 with civil plan review Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan, Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan, Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city, Post-Development (SUSMP) Compliance For reference only, Storm water management plan, SWMP13-18 with civil pian review / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements, See city Standard Urban Storm Water Management Plan (SUSMP) for reference, http://www,carlsbadca,qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2,pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO # CB133225 8. WATER METER REVIEW 2" per sheet PO.l Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements, FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES / Required fees have been entered in building permit, / Drainage fee applicable Added square feet Added square footage in last two years? Permit No, Permit No, Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: Engineering Application / Storm Water Form E-36 Page 6 of 6 Right-of-Way Appl Icatlon/1 nf o. Reference Documents REV 6/01/12 *** Fee Calculation Worksheet ENGINEERING DIVISION FOR REFERENCE PURPOSES ONLY **NOT A FINAL ESTIMATE OF FEES* Prepared by: LINDA ONTIVEROS Date: 01/13/14 GEO DATA: LFMZ: 17/ B&T: Address: 2502 Gatewafjifd / / ^ Bldg, Permit #: CB133225 Fees Update by: Date:5y'^//S Fees Update by: Date: EDU CALCULApOhlS: List types and square footages for all uses, Types of Use: SHELL Types of Use: Types of Use: Types of Use: Sq,Ft./Units 77,400 SF /5,000 Sq.Ft,/Units Sq,Ft./Units Sq,Ft./Units ADT CALCULATIONS: List types and square footages for all uses. EDU's EDU's EDU's EDU's 15.48 Sq.Ft,/Units 5/1000 (77,400 SF) Sq,Ft./Units Sq,Ft,/Units Sq.Ft,/Units Types of Use: SHELL Types of Use: Types of Use: Types of Use: FEES REQUIRED: Witfiin CFD: / YES (no bridge & tfiorouglifare fee in District #1, reduces Traffic Impact Fee) NO ADT's ADT's ADT's ADT's 387 1, PARK-IN-LIEU FEE: NW QUADRANT ADT'S/UNITS: 2, TRAFFIC IMPACT FEE: ADT'S/UNITS: 387 3, BRIDGE & THOROUGHFARE FEE (USE SANDAG)ADT'S/UNITS 4, FACILITIES MANAGEMENT FEE ADT'S/UNITS: 5, SEWER FEE EDU's 15.48 BENEFIT AREA: H EDU's 15.48 6, DRAINAGE FEES: ACRES: 7, POTABLE WATER FEES: X X NE QUADRANT FEE/ADT: SE QUADRANT I =$ N/A X X FEE/ADJ^^7:or' DIST. #1 FEE/ADT: ZONE: 17 FEE/SQ,FT,/UNIT; .40 DIST .#2 =$ 0 =$ 30,960 ;W QUADRANT DIST,#3 X FEE/EDU: 842 X FEE/EDLl>Sft9"^5~^^ PLDA: HIGH MED =$ 13,034.16 UNITS 1 CODE D2 X FEE/AC: CONN, FEE 22771 UM =$ LOW METER FEE 771.60 SDCWA FEE 24,960 TOTAL 48,502.60 ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees*** CITY OF PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 01/24/2014 PROJECT NAME: Viasat building 10 PLAN CHECK NO: CB133225 SET#: I ADDRESS: 2502 Gateway Rd VALUATION PROJECT ID:SUP 13 03 APN: 213-261-01-00 $3,506,004 SCOPE OF WORK: Construct new 77,400 sf three story concrete tilt-up SHELL ONLY office/manufacturing building with site improvements. This plan check review Is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes No To determine status by one or more of these divisions, please contact 760-602-2719. X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: niilosm@sca-sd.com Chris Sexton 760-602-4624 Chris,Sexton@carlsbadca,gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca,gov Greg Ryan 760-602-4663 Gregory, Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina,Ruiz@carlsbadca.gov X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia, Wong@carlsbadca,gov Dominic Fieri 760-602-4664 Dominic,Fieri@carlsbadca,gov Remarks: Viasat building 10 PLAN CHECK NO # CB133225 Please Read Instructions: Outstanding issues are marked with X . Items that conform to permit requirements are marked with / -or- have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: Grading plans in process with civil review i North arrow I Existing & proposed structures 1 Existing street improvements i Property lines (show all dimensions) I Easements I Right-of-way width & adjacent streets X I Driveway widths I Existing or proposed sewer lateral I Existing or proposed water service I Submit on signed approved plans: DWG No, 480-2A -Work in progress Show on site plan: J Drainage patterns ] Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course, ] ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". ] Existing & proposed slopes and topography ]Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception, ] Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: I / I Site address / I Assessor's parcel number / I Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Lots 10-13 / Map 14960 Subdivision/Tract: Bressi Ranch Reference No(s): CT 02-15 E-36 Page 2 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO tt CB133225 2. DISCRETIONARY APPROVAL COMPLIANCE / I Project does not comply with the following engineering conditions of approval for project no. PC Resolution 7030, SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13-09/MCUP 13-13/MS 13-07 *** Conditions in the process of being met *** 3. DEDICATION REQUIREMENTS ] Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000.00 • pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115.00. / I Dedication required as follows: with parcel map, PM 13-07 ~ Currently in civil plan review 4. IMPROVEMENT REQUIREMENTS j All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. / I Public improvements required as follows: with improvement plan, DWG 480-2 ~ Currently in civil plan review Construction of the public improvements must be deferred pursuant to Carlsbad IVIunicipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $157.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 Viasat building 10 PLAN CHECK NO tt CB133225 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. X ]Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" ] Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained priorto issuance of a building permit. I Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.^ All reauired documentation must be orovided to your Engineering Construction Inspector *to be assigned once permit is issued* The inspector will then provide the engineering counter with a release for the building permit. -Work in progress No grading permit required. I Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS "7~] RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. I Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO #CB133225 For reference only. Storm water pollution prevention plan, SW 13-361 with civil plan review STORM WATER Construction Compliance I / I Project Threat Assessment Form complete. I Enclosed Project Threat Assessment Form incomplete. For reference only. Storm water management plan, SWMP13-18 with civil plan review Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / J Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements, See city Standard Urban Storm Water IVIanagement Plan (SUSMP) for reference. http://www,carlsbadca,qov/business/buildina/Documents/EnqStandsw-stds-vol4-ch2,pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: I I Rainwater harvesting (rain barrels or cistern) I I Vegetated Roof I I Bio-retentions cell/rain garden I I Pervious pavement/pavers I I Flow-through planter/vegetated or rocl< drip line j I Vegetated swales or rock infiltration swales I I Downspouts disconnect and discharge over landscape I I Other: E-36 Page 5 of 6 REV 6/01/12 Viasat building 10 PLAN CHECK NO # CB133225 8. WATER METER REVIEW X Do!!}5stic (potable) Use gee sheet P0.1 water calculations: 2 11 What size meter IS required? u .loo/-M-HUo/->n/ ' ^ inch 128 GPM @ 80% capacity I FYI I Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. I FYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES / / Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required | jyes Upgrade Q yes No fees required • yes nno • yes •no • yes •no • yes •no I |no (is addition over 150' from center line) •no 10. ADDITIONAL COMMENTS Attachments: Engineering Application / Storm Water Form E-36 Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca .gov STORM WATER COMPUANCE CERTIFICATE ^ My project is not In a category of permit types exempt from the Construction SWPPP requirements <^ My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-slomri water discharge(s). My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15,15 of the Carlsbad Municipal Code) >^ My project will not result in 2,500 square feet or more of soils disturbance including any associated constnjction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a stomi drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct, 1 through April 30), I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS, I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES. COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD, DATE STORM WATER POLLUTION PREVENTION NOTES 1, ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT, 2, THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3, THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE, 4, ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%), SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH F5AINFALL, 5, ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE, 6, ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED, SPECIAL NOTES PROJECT INFORMATION Site Address: 2SftZ ^Ar&OAy /iOAt> Assessor's Parcel Number: Project ID: _ Construction Pennit No,: Estimated Construction Start Date Project Duration U Months Emergency Contact: Name: ^CCffT HSfK^V 24 hour Phone: Perceived Threat to Stomn Water Quality ^^Med'mm Q Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By:. Date: E-29 Page 1 of 3 REV 4/30/10 { irosion Control BMPs Sedknant Control BMPs Tracking Control BMPs Non-Stonn Water Managamant BMPs Waste Management and Mirterials Pollution Control BMPs Bast Management Practice (BMP) Description Geotextiles & Mats £ s Earth Dices and Drainage Swales 1 1 w SM Fence 1 Check Dam 1 s 1 Street Sweeping and Vacuuming Samttiag Barrier Stonn Drain inlet Prolection ingress/Egrsss Stal>WzsdConstntnttnn Roadway Paving and Grinding Ooerations 1 t Ui ? « e n u Material DaMvery and 1 1 1 Stodcple Management •g <• c a. 1 ll CO c Solid Waste Hazanious Vtaste li O Cl CASQA Designation Construction Activity EC-7 UJ EC-9 EC-11 tu CO i SE-4 Ul (0 SE-6 SE-7 SE-8 SE-10 i TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 i i WM-6 1 Gradkig/Soil Otstuibance X SC, Y-Trenching/Excavation >< StockpWng Dilllbig/Bortng Concrete/Asphalt Saw cutting }(• Concrete flatworic K Paving K V-Conduit/Pipe InstaRation Stucco/Mortar Woric Waste Dispossri Sta^figA-ay Down Area Equipment Maintenance andFuding M it Hazmtous Sul»tarx» Use/Storage Dewatering Site Access Across Dirt X Other (list): instmcBons: Begin t>y revlewUig the 1st (tf construction activities aid cheddng t>ox to the left of any activity that wrill occur during the proposed construclion. Add any other acdvify descriptions In Uis t^ank activity dascriptton boxes provided for that punaose and place a check in the l)ox immediately to the 1^ of the added activity dasci4>tkin. For eadi activity descntoed. pick one or more best mar»gem«it practices (BMPs) from the Itet k>cated ak>ng the ^ of the fomf. Then place an X in the t«x checked off and Ibr each of the selected BMPs sheeted from the tist i^r Example-If the project kicludes site access across dirt then check ihe tx>x to the left of Access^ flie list for someSihig mat apples such as "Stablized Constmctton li^imss^gress' under Tracking Control. Folow ak>ng the *Site Access Acioss Dirt* itnn unti you get to the *Stat>Wzed Cor»tnictk>n Ingress/Egress'column and place an X in the t)Ox where the two meet As another example say the project Induded a stoc^le that you intend to cover wHh a pia^sh^ the list of BMPs, then write In X^over with Ptastkr hi the blaidc column under tiie heading Erosran Control Buffi's. Then plaoe an X in the box where the 'Stockpaing* low inteisects the new Xover wtt) Plastk^ column. To learn more about what eac^ description means, you may wish to review ttie BMP Reference Handout prepared to asstet appUcants In the selection of apptt^iriatB Best Management Practice measures. The reforance also eiqHdns the CalHiomia Stormwater Quality Assodaflon (CASQA) dsdgnaOon and how to apply the various salecied BMPs to a project E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www,t:arl,<;badca,eov DATE: 1/21/14 PROJECT NAME: ViaSat Expansion PROJECT ID: SUP 13-03 PLAN CHECK NO: CB 13-3225 SET#: 1 ADDRESS: 2502 Gateway Road APN: 213-261-01 thru 04 Q This plan check review Is complete and has been APPROVED by the Planning Division. By: Greg Fisher A Final Inspection by the Planning Division is required ^ Yes • No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Miios IViakaric For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING FIRE PREVENTION 760-602-2750 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cynthla.Wong@carlsbadca.gov X Greg Fisher 760-602-4629 Greg.fisher@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Doniinic.Flerl@carlsbadca.gov Remarks: See Below Plan Checl< No. CB 13-3225 Address 2502 Gatewav Road Date 1/21/14 Review # ^ Planner Greg Fisher Phone (760) 602- 4629 APN: 213-261-01. 02. 03, 04 Type of Project & Use: Office/industrial buildings Net Project Density:N/A Zoning: P-IVI/PC General Plan: P\ Facilities Management Zone: 17 CFD (in/out) #_Date of participation: Remaining net dev acresiO (For non-residential development: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO |E1 TYPE DATE OF COMPLETION; Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IE • • Discretionary Action Required: YES 1^ NO • TYPE SUP/SDP/PUD/MCUP/MS APPROVAL/RESO. NO. 7030 DATE 1/15/14 PROJECT NO. SUP 13-03/SUP 09-03c/SDP 13-05/PUD 13-13/MCUP 13-13/MS13-07 OTHER RELATED CASES: None Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: IE n n Coastal Zone Assessment/Compliance Project Site located in Coastal Zone? YES Q NO • CA Coastal Commission Authority? YES O NO • If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt); IE • • Habitat Management Plan Data Entry Completed? YES • NO |E N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/tal<en, UPDATE!) IE • • Inclusionary Housing Fee required: YES • NO IE (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO IE N/A (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) ^ • • Housing Tracl<ing Form (form P-20) completed: YES • NO • N/A ^ p-28 Page 2 of 3 07/11 Site Plan: man Provide a fully dimensional site plan drawn to scale. Show; North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacl^s and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability; YES • NO IE • • 2. Project complies; YES • NOO • • • • Zoning: 1. Setbacks; Front; Interior Side; Rear; El Camino Real Required/shown; 45 average/35 minimum Required; 10 feet, Shown; 20 feet Required 10, Shown; 20 feet Required; 50 feet. Shown; 105 feet 2. Accessory structure setbacks; Front; Interior Side; Street Side; Rear; Required 45/35 Shown Greater then 45 feet Required 10 Shown Greater then 10 feet Required Shown Required 10. Shown Greater then 10 feet • • 3. Lot Coverage; Required 50 Shown 11 (6%) for phase one • • 4. Height; Required 45 feet building plus architectural features; Shown; 45 feet plus architectural features up to 52.6 feet. Proiect received a deviation from the ECR Corridor Developments Standards and has increased setbacks to accommodate the increase in building heights per 21.44 ofthe CMC, • • 5. Parking; Phase One Spaces Required; 284, Shown 287 Office 58,345 divided by (1/250) = 234 spaces Manufacturing; 19,055 divided by (1/400) = 48 spaces Two companies vehicles = 2 spaces Additional Comments; Prior to issuance of building or grading permit, please comply with the following planning commission conditions contained within PC Resolution 7030: See conditions numbers 6, 12, (14 final approval), and 16. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE p-28 Page 3 of 3 07/11 PLANNING COMMISSION RESOLUTION NO. 7030 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A SCENIC CORRIDOR SPECIAL USE PERMIT, SCENIC CORRIDOR SPECIAL USE PERMIT AMENDMENT, MINOR SITE DEVELOPMENT PLAN, NON-RESIDENTIAL PLANNED DEVELOPMENT PERMIT, MINOR CONDITIONAL USE PERMIT AND TENTATIVE PARCEL MAP TO ALLOW FOR THE RECONFIGURATION OF FOUR INDUSTRIAL LOTS ON 9.9 ACRES OF LAND, THE DEVELOPMENT OF 143,100 SQUARE FEET OF PLANNED INDUSTRIAL/OFFICE SPACE WITHIN TWO THREE- STORY BUILDINGS, A 3,995 SF SATELLITE ANTENNA ENCLOSURE, A 5,386 SF MECHANICAL/TRASH ENCLOSURE, AT-GRADE PARKING, AND A LARGE CENTRALIZED PLAZA. THE PROJECT ALSO INCLUDES A PEDESTRIAN TRAFFIC SIGNAL WITH CROSS WALK, A BUS STOP WITH TURN OUT, MISCELLANEOUS IMPROVEMENTS WITHIN THE EL CAMINO REAL PUBLIC RIGHT-OF-WAY, AND MINOR MODIFICATIONS TO VIASAT'S EXISTING CAMPUS ON PROPERTY GENERALLY LOCATED SOUTH OF PALOMAR AIRPORT ROAD, ON BOTH THE EAST AND WEST SIDES OF EL CAMINO REAL, JUST NORTH OF GATEWAY ROAD IN LOCAL FACILITIES MANAGEMENT ZONE 17. THE PROJECT IS WITHIN THE SCOPE OF THE PREVIOUSLY CERTIFIED BRESSI RANCH MASTER PLAN PROGRAM EIR (EIR 98-04). CASE NAME: VIASAT EXPANSION CASE NO: SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13-09/ MCUP 13-13/MS 13-07 WHEREAS, Smith Consulting Architects, "Applicant," has filed a verified application with the City of Carlsbad regarding property owned by Pivotal 650 California Street, LLC, an Arizona limited liability Co., "Owner," described as Lots 10 - 13 of Carlsbad Tract CT 02-15 Bressi Ranch, in the City of Carlsbad, County of San Diego, State of California, according to Map thereof No. 14960, filed in the Office of the County Recorder of San Diego County, February 4, 2005 ("the Property"); and WHEREAS, said verified application constitutes a request for a Scenic Corridor Special Use Permit, Scenic Corridor Special Use Permit Amendment, Minor Site Development Plan, Non- residential Planned Development Permit, Minor Conditional Use Permit, and Tentative Parcel Map as shown on Exhibits "A" - "GG" dated January 15, 2014, on file in the Planning Division, VIASAT EXPANSION - SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13 -09/MCUP 13-13/MS 13-07, as provided by Chapters 21.40, 21.06, 21.47, 21.42 and Title 20 ofthe Carlsbad Municipal Code; and 23 24 WHEREAS, the Planning Commission did on January 15, 2014 hold a duly noticed public hearing as prescribed by law to consider said request; and WHEREAS, at said public hearing, upon hearing and considering all testimony and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the Scenic Corridor Special Use Permit, Scenic Corridor Special Use Permit Amendment, Minor Site Development Plan, Non-residential Planned Development Permit, Minor Conditional Use Permit, and 1 2 3 4 5 6 7 g Tentative Parcel Map. 9 NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning Commission of the City of 10 Carlsbad as follows: 11 A) That the foregoing recitations are true and correct. 12 B) That based on the evidence presented at the public hearing, the Commission APPROVES VIASAT EXPANSION - SUP 13-03/SUP 98-03(C)/SDP 13-05/PUD 13 13 09/MCUP 13-13/MS 13-07, based on the following findings and subject to the following conditions: 14 15 16 Findings: Scenic Corridor Special Use Permit (SUP 13-03) 1. The proposed project conforms to the intent of the Scenic Preservation Overlay Zone in that the project complies with all applicable provisions of the El Camino Real Corridor Development Ig Standards except as discussed in the staff report by 1) supporting the planned "campus type" research, business, service center design theme, and 2) providing adequate setbacks from El 19 Camino Real to preclude a "tunnel effect" of buildings along the roadway. The project does not obscure scenic views or impair traffic safety along El Camino Real. 20 2. The proposed project is consistent with the General Plan, Local Coastal Program, and applicable 21 Master or Specific Plans in that the property is proposed to be developed with an industrial/office use consistent with the Planned Industrial (PI) General Plan Land Use designation and the Bressi Ranch Master Plan. 3. The proposed project will not adversely affect the scenic, historical, or cultural qualities of the property in that there are no views of notable landmarks, mountains or other unique topographical features either on the property or as seen from the property to preserve nor 2^ are there any areas of significant historical or cultural value on the property. 2g El Camino Real Corridor Development Standards Deviations 27 4. That compliance with a particular standard (Building Height) is infeasible for a particular project in that the project site is partially located within the McClellan-Palomar Airport Flight Activity 28 PC RESO NO. 7030 1., Zone that precludes development in the northern portion of the site and therefore reduces 2 the project site's buildable area. In compliance with the El Camino Real Corridor Development Standards for Area 4, the project includes a large centralized plaza amenity 3 consistent with the "campus type" design theme which is formed by the two proposed buildings which are separated by 280 feet, thereby eliminating the undesirable tunnel effect 4 which could be created by tall buildings close to El Camino Real. One large building would not provide the campus environment desired by the standard and the two 45 foot tall buildings 5 are superior in design to one large building. Furthermore, the Bressi Ranch Master Plan encourages development closer to the street with parking located behind the buildings. The building fronting onto El Camino Real could be built to the 35 foot height limit, but it would require another building to be located on the site in order to utilize the lot to its fullest capacity. Two three story buildings provide for the larger centralized plaza with a walkable g link between them versus more buildings. g 5. That the scenic qualities of the corridor will continue to be maintained if the standard is not fulfilled in that a deviation in building height from 35 feet to 45 feet for Building 10 will not 10 affect the scenic qualities of the corridor as this section (Area 4) of the El Camino Real Corridor is essentially a plateau and has little scenic value worthy of preservation. 11 That the project will not have an adverse impact on traffic safety in that Building 10 will not be 12 located within the path of travel for any vehicles nor does building height have any impact on traffic safety. 13 That the project is designed so as to meet the intent of the scenic preservations overlay zone in that the two, three story industrial/office buildings located around a large centralized plaza have been designed in a desired "campus" style. 16 23 24 25 26 27 28 Scenic Corridor Special Use Permit Amendment (SUP 98-03(C)) 8. The proposed project conforms to the intent of the Scenic Preservation Overlay Zone in that the minor modifications to the site plan for Parcel 1 comply with all applicable provisions ofthe El 18 Camino Real Corridor Development Standards by 1) supporting the existing planned "campus type" research, business, service center design theme by providing a visual and physical link 19 between ViaSat's main campus and Bressi Ranch Buildings 10 & 11, and 2) none of the proposed modifications include the construction of new buildings that require special 20 setbacks from El Camino Real to preclude a "tunnel effect" of buildings along the roadway. 21 9. The proposed project is consistent with the General Plan, Local Coastal Program, and applicable Master or Specific Plans in that the proposed modifications to the site plan for Parcel 1 are 22 located within an existing developed project with an industrial/office use consistent with the Planned Industrial (PI) General Plan Land Use designation and the Bressi Ranch Master Plan. 10. The proposed project will not adversely affect the scenic, historical, or cultural qualities of the property in that there are no views of notable landmarks, mountains or other unique topographical features on the property or as seen from the property to preserve nor are there any areas of significant historical or cultural value on the previously developed property. PC RESO NO. 7030 Minor Site Development Plan (SDP 13-05) 11. That the proposed development or use is consistent with the general plan and any applicable 3 master plan or specific plan, complies with all applicable provisions of Chapter 21.06, and all other applicable provisions of Title 21 and the Bressi Ranch Master Plan, in that the project 4 design complies with the requirements of the Bressi Ranch Master Plan and Title 21 except for a deviation in building height (from the El Camino Real Corridor Development Standards) for ^ Building 10 as discussed above and in the staff report. The Bressi Ranch Master Plan was found to be in compliance with the General Plan and contains a detailed description of the ^ plan's compliance with the General Plan in Section III.A of the staff report. 12. That the requested development or use is properly related to the site, surroundings and g environmental settings; wiil not be detrimental to existing development or uses or to development or uses specifically permitted in the area in which the proposed development or 9 use is to be located, and will not adversely impact the site, surroundings or traffic circulation, in that the project consists of the development of two, three-story industrial/office buildings, 10 surface parking, employee eating areas, and other necessary improvements situated on a 9.9- acre previously graded site located at the northeast Corner of El Camino Real and Gateway 11 Road. The industrial/office project with a Planned Industrial General Plan Land Use designation is compatible with existing industrial/office projects that are located throughout 12 the area and within the Bressi Ranch Master Plan. The project is consistent with the General Plan as discussed in Section "A" of the staff report. Furthermore, the proposed 13 industrial/office project will not be detrimental to existing uses or to uses specifically permitted in the area in which the use is located in that, the industrial/office project is a use permitted within the P-M zone and is compatible with the industrial/office projects to the north, south, east and west. The two industrial/office buildings are properly related to the site surroundings and environmental settings in that the project complies with all development standards of the P-M zone and will result in no environmental impacts. The project will not adversely impact the site, surroundings, or traffic circulation in that the 27 project complies with all applicable development standards with the exception of Building lO's height (45') which does not comply with the El Camino Real Corridor Development Ig Standards and is adequately parked onsite. The project is requesting a deviation to the El Camino Real Corridor Building Height Standards as allowed by the El Camino Real Corridor 19 Development Standards. The existing surrounding streets which are fully improved have adequate capacity to accommodate the 2,004 Average Daily Trips (ADT) generated by the 20 project. 21 13. That the site for the intended use is adequate in size and shape to accommodate the use, in that the project complies with all development standards of the Planned Industrial Zone (P-M) 22 and the Bressi Ranch Master Plan as demonstrated in the staff report, including setbacks, building coverage, landscaping requirements, parking, and height restrictions. 15 16 23 24 14. That all yards, setbacks, walls, fences, landscaping, and other features necessary to adjust the requested development or use to existing or permitted future development or use in the 25 neighborhood will be provided and maintained, in that the proposed two three-story industrial/office buildings, surface parking, employee eating areas, and other necessary 26 improvements can fit within the developable area of the lot and all applicable development standards have been met. Landscaping and earth berms are proposed to screen the parking 27 areas. Adequate vehicle circulation has been provided to accommodate safety and truck turning movements. Access to the site will be provided by three separate driveways onto 28 PC RESO NO. 7030 -4- 1 „ Gateway Road and Campbell Place. Pedestrian connections to the overall pedestrian 2 circulation system of Bressi Ranch have been provided. 3 15, That the street system serving the proposed development or use is adequate to properly handle all traffic generated by the proposed use, in that the proposed use is consistent with the use analyzed in the circulation analysis prepared for Program EIR 98-04 for the Bressi Ranch Master Plan. 16 17 18 Non-Residential Planned Development Permit (PUD 13-09) 16. The granting of this permit will not adversely affect and will be consistent with the code, the general plan, applicable specific plans, master plans, and all adopted plans ofthe city and other g governmental agencies in that in that the subdivision of the project is consistent with the PI (Planned Industrial) General Plan Land Use designation, the P-M (Planned Industrial) Zone 9 regulations, and the Bressi Ranch Master Plan (MP 178) (Industrial/Office Facilities Development Standards & Design Guidelines) and all other relevant development standards 10 of the Planned Industrial (P-M) Zone and Title 20 and 21 regulations governing subdivisions and the design of nonresidential planned developments with the exception of Building lO's 11 building height which does not comply with the El Camino Real Corridor Development Standards. The project is requesting a deviation to the El Camino Real Corridor Building 12 Height Standards as allowed by the El Camino Real Corridor Development Standards. 13 17. That the proposed use at the particular location is necessary and desirable to provide a service or facility which will contribute to the general long-term well-being of the neighborhood and 1^ community, in that the project provides the opportunity for two privately-owned industrial/office buildings and will provide employment opportunities for local residents in addition to being a compatible land use within an existing industrial/office park area. 18. That such project will not be detrimental to the health, safety or general welfare of persons residing or working in the vicinity, or injurious to property or improvements in the vicinity, in that the subdivision meets all applicable city standards and ordinances including the Airport Land Use Compatibility Plan (ALUCP) for McClellan-Palomar Airport and all public facilities and services will be extended to the site. The subdivision includes all the necessary features •j^g including setbacks, parking, employee eating areas, and landscaping to be compatible with other existing and surrounding industrial development. Adequate access to the site will be 20 provided via El Camino Real, from Gateway Road, and Campbell Place. The nonresidential planned development will not pose a safety hazard to the occupants ofthe industrial zone. 21 19. That the proposed non-residential planned development meets all of the minimum 22 development standards of the underlying zone, in that no variances from development standards have been requested or required with the exception of Building lO's building height 23 which does not comply with the El Camino Real Corridor Development Standards. The project is requesting a deviation to the El Camino Real Corridor Building Height Standards as allowed 24 by the El Camino Real Corridor Development Standards. All required parking will be provided onsite, all other required building heights are met, all setbacks are provided, and all required 25 outdoor employee eating/rest areas will be provided. 26 27 PC RESO NO. 7030 -5- 1.. Minor Conditional Use Permit (MCUP 13-13) 2 20. That the requested use is necessary or desirable for the development of the community, and is 3 in harmony with the various elements and objectives of the general plan, including, if applicable, the certified local coastal program, specific plan or master plan in that allowing the 4 installation of the satellite antennas to serve ViaSat Inc. at the proposed site is an accessory land use which is consistent with the area's Planned Industrial (PI) General Plan Land Use ^ designation and the Bressi Ranch Master Plan (MP 178). Furthermore, the satellite dishes will be screened by a seventeen foot tall enclosure to comply with Land Use Element aesthetic objectives that seek to maintain and enhance Carlsbad's appearance. The proposed satellite dishes are directly associated with and integral to the permitted ViaSat Inc. research and development use and will allow ViaSat Inc. to accommodate the continued development and g growth of their satellite communications business. 9 21. That the requested use is not detrimental to existing uses or to uses specifically permitted in the zone in which the proposed use is to be located in that the satellite antennas are not 10 precluded by the project site's Planned Industrial (P-M) zoning. The ground mounted antennas will be located within the rear fifty percent of the lot; will not exceed twenty feet in 11 height; will not be used as a sign or advertising; will not be located in any required parking area; and will not interfere with and are not readily visible to other surrounding uses as the 12 satellite antennas will be located within a 17' tall equipment enclosure and screened by landscaping. 13 22. That the site for the proposed conditional use is adequate in size and shape to accommodate 1^ the yards, setbacks, walls, fences, parking, loading facilities, buffer areas, landscaping and other development features prescribed in this code and required by the Planning Director in order to integrate the use with other uses in the neighborhood in that the satellite antennas will be located within an equipment enclosure that will be designed and constructed to match the proposed office industrial buildings and complies with the P-M Zone, Bressi Ranch Master YJ Plan development standards and Section 21.53.140(e)(1) of the Carlsbad Municipal Code. The equipment enclosure is also screened by landscaping to further reduce its visibility from 2g public view and its location within the parking lot will not impact the project site circulation or reduce the total number of required parking spaces. 19 23. That the street system serving the proposed use is adequate to properly handle all traffic 20 generated by the proposed use in that that the satellite dishes are associated with a proposed research and development use (ViaSat Inc.) and will not generate additional vehicle trips 21 associated with the satellite antennas. 22 Tentative Parcel Map (MS 13-07) 24. That the proposed map and the proposed design and improvement of the subdivision as conditioned, is consistent with and satisfies all requirements ofthe General Plan, any applicable specific plans, Titles 20 and 21 of the Carlsbad Municipal Code and the State Subdivision Map Act, and will not cause serious public health problems, in that the PI General Plan Land Use designation allows for industrial/office lots. The lots being created satisfy all minimum 25 requirements of Titles 20 and 21 regarding lot sizes and configuration and have been designed to comply with all other applicable regulations. 27 PC RESO NO. 7030 15 16 24 25 1 „ 25. That the proposed project is compatible with the surrounding future land uses since 2 surrounding properties are designated for Planned Industrial (PI) development on the General Plan, in that the subject property is surrounded by existing industrial/office buildings. 3 26. That the site is physically suitable for the type of the development since the site is adequate in 4 size and shape to accommodate the two three story industrial/office buildings in that the proposed non-residential subdivision meets all development standards and design criteria 5 required by the P-M zone for the re-subdivision of the four standard lots including but not ^ limited to requirements for access, minimum lot size, lot width and setbacks. ^ 27. That the design of the subdivision or the type of improvements will not conflict with easements of record or easements established by court judgment, or acquired by the public at large, for g access through or use of property within the proposed subdivision, in that the developer has delineated and preserved on the parcel map, all existing easements of record. 9 28. That the property is not subject to a contract entered into pursuant to the Land Conservation 10 Act of 1965 (Williamson Act). 11 29. That the design of the subdivision and improvements are not likely to cause substantial environmental damage nor substantially and avoidably injure fish and wildlife or their habitat, 12 in that the project site has been previously graded and is surrounded by existing development. 13 30. That the discharge of waste from the subdivision will not result in violation of existing California 1^ Regional Water Quality Control Board requirements, in that the project has been designed in accordance with the Best Management Practices for water quality protection in accordance with the City's sewer and drainage standards and the project is conditioned to comply with the National Pollutant Discharge Elimination System (NPDES) requirements. 15 16 17 Ig 31. The Planning Commission has determined that General 19 a. the project is a subsequent activity of the Bressi Ranch Master Plan (MP178), a project for which a program EIR was prepared, and a notice for the activity has been given, 20 which includes statements that this activity is within the scope of the program approved earlier, and that the program EIR adequately describes the activity for the 21 purposes of CEQA); [15168( c)(2) and (e)]; and/or 22 b, this project is consistent with the Master Plan cited above; and 23 c. the Bressi Ranch Master Plan Final EIR 98-04 was certified by the City Council on July 9, 2002 in connection with the prior project or plan; and 24 d. the project has no new significant environmental effect not analyzed as significant in 25 the prior EIR; and 26 e. none of the circumstances requiring a Subsequent EIR or a Supplemental EIR under CEQA Guidelines Sections 15162 or 15163 exist. 27 PC RESO NO. 7030 -7- 1 32. The Planning Commission finds that all feasible mitigation measures or project alternatives 2 identified in the EIR 98-04, which are appropriate to this Subsequent Project, have been completed, incorporated into the project design or are required as conditions of approval for 3 this Subsequent Project. 4 33. That the Planning Commission finds that the project, as conditioned herein, is in conformance with the Elements ofthe City's General Plan, in that the proposed development consists of two ^ three-story industrial/office buildings which is consistent with the Bressi Ranch Master Plan which implements the Planned Industrial (PI) General Plan Land Use Designation applied to ^ the property. ^ 34. That the project is consistent with the City-Wide Facilities and Improvements Plan, the Local g Facilities Management Plan for Zone 17 and all City public facility policies and ordinances. The project includes elements or has been conditioned to construct or provide funding to ensure 9 that all facilities and improvements regarding: sewer collection and treatment; water; drainage; circulation; fire; schools; parks and other recreational facilities; libraries; government 10 administrative facilities; and open space, related to the project will be installed to serve new development prior to or concurrent with need. Specifically, 11 a. The project has been conditioned to provide proof from the Carlsbad Unified School 12 District that the project has satisfied its obligation for school facilities. 13 b. The Public Facility fee is required to be paid by Council Policy No. 17 and will be collected prior to the issuance of building permit. 14 15 16 d. A growth management park fee of 40 cents per square foot of non-residential yj development will be collected at the time of building permit issuance. This fee will be used to construct recreational facilities to offset demand created by employees within 3^g Local Facilities Management Zone 17. 19 35. The project is consistent with the Land Use Compatibility Plan (ALUCP) for the McClellan- Palomar Airport, dated April 1994, in that the Federal Aviation Administration (FAA) 20 completed an aeronautical study under the provisions of the Code of Federal Regulations, Part 77, (December 2013), which resulted in a determination that the proposed project does 21 not exceed obstruction standards, would not be a hazard to air navigation, and no special lighting or markings on the buildings are necessary for aviation safety. The site is however, 22 subject to the limitations on intensity of use because the project is partly located in the Flighty Activity Zone (FAZ) and Runway Protection Zone (RPZ). As such, all assembly areas defined as Group-A by the 2001 California Building Code are limited to a maximum occupancy of 100 persons. The project is compatible with the projected noise levels of the ALUCP; and, based on the noise/land use compatibility matrix of the ALUCP, the proposed land use is 25 compatible with the airport, in that the property is located outside of the 60 db(A) CNEL contour. 26 36. That the project is consistent with the City's Landscape Manual and Water Efficient Landscape 27 Ordinance (Carlsbad Municipal Code Chapter 18.50). c. The Local Facilities Management fee for Zone 17 is required by Carlsbad Municipal Code Section 21.90.050 and will be collected prior to issuance of building permit. 28 PC RESO NO. 7030 -8- 1 „ 37. The Planning Commission has reviewed each of the exactions imposed on the Developer 2 contained in this resolution, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree 3 of the exaction is in rough proportionality to the impact caused by the project. 4 Conditions: 5 Note: All conditions shall be satisfied prior to grading permit, building permit or recordation of parcel map, whichever comes first, or as specified in the condition, unless an alternate construction 6 schedule has been approved by the appropriate division manager or official. 7 1. If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained ^ according to their terms, the City shall have the right to revoke or modify all approvals herein granted; deny or further condition issuance of all future building permits; deny, revoke, or further condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer or a successor in interest by the City's approval of this Scenic Corridor Special Use Permit, Scenic Corridor Special Use Permit Amendment, Minor Site -1^2 Development Plan, Non-Residential Planned Development Permit, Minor Conditional Use Permit and Tentative Parcel Map. 13 2. Staff is authorized and directed to make, or require the Developer to make, all corrections and 14 modifications to the Scenic Corridor Special Use Permit, Scenic Corridor Special Use Permit Amendment, Minor Site Development Plan, Non-Residential Planned Development Permit, 15 Minor Conditional Use Permit and Tentative Parcel Map documents, as necessary to make them internally consistent and in conformity with the final action on the project. Development 16 shall occur substantially as shown on the approved Exhibits. Any proposed development, different from this approval, shall require an amendment to this approval. 9 10 11 17 18 19 20 27 28 3. Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance. If any condition for construction of any public improvements or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this Project are challenged, this approval shall be suspended as provided in Government Code Section 66020. If any such 21 condition is determined to be invalid, this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law, 22 Developer/Operator shall and does hereby agree to indemnify, protect, defend, and hold 23 harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, demands, claims and 24 costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance ofthis Scenic Corridor Special Use Permit, Scenic Corridor 25 Special Use Permit Amendment, Minor Site Development Plan, Non-Residential Planned Development Permit, Minor Conditional Use Permit and Tentative Parcel Map, (b) City's 26 approval or issuance of any permit or action, whether discretionary or nondiscretionary, in connection with the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities PC RESO NO.7030 1 arising from the emission by the facility of electromagnetic fields or other energy waves or 2 emissions. This obligation survives until all legal proceedings have been concluded and continues even if the City's approval is not validated. 3 Developer shall submit to the City Planner a reproducible 24" x 36" mylar copy ofthe Tentative 4 Parcel Map and Site Plan reflecting the conditions approved by the final decision-making body. ^ 7. Developer shall include, as part of the plans submitted for any permit plancheck, a reduced legible version of all approving resolution(s) in a 24" x 36" blueline drawing format (including ^ any applicable Coastal Commission approvals). ^ 8. This project shall comply with all conditions and mitigation measures which are required as part g of the Zone 17 Local Facilities Management Plan and any amendments made to that Plan prior to the issuance of building permits. 9 This approval shall become null and void if building permits are not issued for this project within 10 24 months from the date of project approval. 11 10. Building permits will not be issued for this project unless the local agency providing water and sewer services to the project provides written certification to the City that adequate water 12 service and sewer facilities, respectively, are available to the project at the time of the application for the building permit, and that water and sewer capacity and facilities wil 13 continue to be available until the time of occupancy. A note to this effect shall be placed on the Final Map. 14 15 16 11. Developer shall pay the citywide Public Facilities Fee imposed by City Council Policy #17, the License Tax on new construction imposed by Carlsbad Municipal Code Section 5.09.030, and CFD #1 special tax (if applicable), subject to any credits authorized by Carlsbad Municipal Code Section 5.09.040. Developer shall also pay any applicable Local Facilities Management Plan fee YJ for Zone 17, pursuant to Chapter 21.90. All such taxes/fees shall be paid at issuance of building permit. If the taxes/fees are not paid, this approval will not be consistent with the General Plan Ig and shall become void. 19 12. Prior to the recordation of the parcel map. Developer shall submit to the City a Notice of Restriction executed by the owner of the real property to be developed. Said notice is to be 20 filed in the office of the County Recorder, subject to the satisfaction of the City Planner, notifying all interested parties and successors in interest that the City of Carlsbad has issued a 21 Scenic Corridor Special Use Permit, Scenic Corridor Special Use Permit Amendment, Minor Site Development Permit, Non-Residential Planned Development Permit, Minor Conditional 22 Use Permit and Tentative Parcel Map by Resolution No. 7030 on the property. Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction. The City Planner has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest. 23 24 25 25 13. Staff is authorized and directed to make, or require Developer to make, all corrections and modifications to the Special Use Permit document(s) necessary to make them internally 27 consistent and in conformity with final action on the project. Development shall occur 28 PC RESO NO. 7030 -10- 1,. substantially as shown in the approved Exhibits. Any proposed development, different from 2 this approval, shall require an amendment to this approval. 3 14. Developer shall submit and obtain City Planner approval of a Final Landscape and Irrigation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape 4 Manual. Developer shall construct and install all landscaping and irrigation as shown on the approved Final Plans and maintain all landscaping in a healthy and thriving condition, free from ^ weeds, trash, and debris. 6 7 8 15 16 17 24 25 15. The first submittal of Final Landscape and Irrigation Plans shall be pursuant to the landscape plan check process on file in the Planning Division and accompanied by the project's building, improvement, and grading plans. 16. Developer shall establish an owner's association and corresponding covenants, conditions and 9 restrictions (CC&Rs). Said CC&Rs shall be submitted to and approved by the City Planner prior to final map approval. Prior to issuance of a building permit, the Developer shall provide the 10 Planning Division with a recorded copy of the official CC&Rs that have been approved by the Department of Real Estate and the City Planner. At a minimum, the CC&Rs shall contain the 11 following provisions: 12 a. General Enforcement by the City. The City shall have the right, but not the obligation, to enforce those Protective Covenants set forth in this Declaration in favor of, or in 13 which the City has an interest. 1"^ b. Notice and Amendment. A copy of any proposed amendment shall be provided to the City in advance. If the proposed amendment affects the City, City shall have the right to disapprove. A copy of the final approved amendment shall be transmitted to City within 30 days for the official record. c. Failure of Association to Maintain Common Area Lots and Easements. In the event that the Association fails to maintain the "Common Area Lots and/or the Association's Ig Easements" as provided in Article , Section the City shall have the right, but not the duty, to perform the necessary maintenance. If the City 19 elects to perform such maintenance, the City shall give written notice to the Association, with a copy thereof to the Owners in the Project, setting forth with 20 particularity the maintenance which the City finds to be required and requesting the same be carried out by the Association within a period of thirty (30) days from the 21 giving of such notice. In the event that the Association fails to carry out such maintenance of the Common Area Lots and/or Association's Easements within the 22 period specified by the City's notice, the City shall be entitled to cause such work to be completed and shall be entitled to reimbursement with respect thereto from the 23 Owners as provided herein. d. Special Assessments Levied by the City. In the event the City has performed the necessary maintenance to either Common Area Lots and/or Association's Easements, the City shall submit a written invoice to the Association for all costs incurred by the 26 City to perform such maintenance of the Common Area Lots and or Association's Easements. The City shall provide a copy of such invoice to each Owner in the Project, 27 together with a statement that if the Association fails to pay such invoice in full within the time specified, the City will pursue collection against the Owners in the Project 28 PC RESO NO. 7030 -11- 1.. pursuant to the provisions ofthis Section. Said invoice shall be due and payable by the 2 Association within twenty (20) days of receipt by the Association. If the Association shall fail to pay such invoice in full within the period specified, payment shall be 3 deemed delinquent and shall be subject to a late charge in an amount equal to six percent (6%) of the amount of the invoice. Thereafter the City may pursue collection 4 from the Association by means of any remedies available at law or in equity. Without limiting the generality of the foregoing, in addition to all other rights and remedies ^ available to the City, the City may levy a special assessment against the Owners of each Lot in the Project for an equal pro rata share ofthe invoice, plus the late charge. Such special assessment shall constitute a charge on the land and shall be a continuing lien upon each Lot against which the special assessment is levied. Each Owner in the Project hereby vests the City with the right and power to levy such special assessment, to impose a lien upon their respective Lot and to bring all legal actions and/or to pursue lien foreclosure procedures against any Owner and his/her respective Lot for purposes 9 of collecting such special assessment in accordance with the procedures set forth in Article of this Declaration. 10 e. Landscape Maintenance Responsibilities. The HOAs and individual lot or unit owner 11 landscape maintenance responsibilities shall be as set forth in Exhibit "A" - "GG." 12 f. The required CC&Rs shall assign to a governing board the responsibility for reviewing all future/proposed tenant improvements for the project to ensure that the number 13 of required parking spaces to accommodate the combined proportions of uses, based on the parking ratios required pursuant to Chapter 21.44 of the Carlsbad Municipal 1^ Code, does not exceed 527 spaces. g. The location and size of all employee eating areas, parking areas, and landscaped areas within the project, as shown on Exhibit "A - GG", shall not be altered, reduced, fenced, or divided to preclude the equal use by all owners/employees ofthe site. 15 16 17 h. Prior to submitting building plans for tenant improvements to the City of Carlsbad Ig Building Division, the governing board shall be required to approve the tenant improvement plans for purposes of assuring an adequate distribution of parking 19 spaces. 20 i. All on-site parking and access aisles/driveways shall be shared between all uses in perpetuity. 21 17. All roof appurtenances, including air conditioners, shall be architecturally integrated and 22 concealed from view and the sound buffered from adjacent properties and streets, in substance as provided in Building Department Policy No. 80-6, to the satisfaction of the Directors of Community Development and Planning. 23 24 25 26 .. 19. Developer shall construct trash receptacle and recycling areas enclosed by a six-foot-high 27 masonry wall with gates pursuant to City Engineering Standards and Carlsbad Municipal Code 18. Developer shall submit and obtain City Planner approval of an exterior lighting plan including parking areas. All lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property. 28 Chapter 21.105. Location of said receptacles shall be approved by the City Planner. Enclosure shall be of similar colors and/or materials to the project to the satisfaction of the City Planner. 20. No outdoor storage of materials shall occur onsite unless required by the Fire Chief, When so required, the Developer shall submit and obtain approval ofthe Fire Chief and the City Planner of an Outdoor Storage Plan, and thereafter comply with the approved plan. 5 21. All assembly areas defined as Group "A" by the 2001 California Building Code are limited to a maximum occupancy of 100 persons. This restriction applies to all permitted uses, ancillary uses, and uses allowed by a CUP. 10 11 Engineering 6 7 8 NOTE: All conditions shall be satisfied prior to grading permit, building permit or recordation of parcel 9 map, whichever comes first, or as specified in the condition, unless an alternate construction schedule has been approved by the appropriate division manager or official. General Prior to hauling dirt or construction materials to or from any proposed construction site within 12 / this project, developer shall apply for and obtain approval from, the city engineer for the proposed haul route. 13 23., This project is approved upon the express condition that building permits will not be issued for 1^ the development of the subject property, unless the district engineer has determined that adequate water and sewer facilities are available at the time of permit issuance and will continue to be available until time of occupancy. 16 24, Developer shall submit to the city planner, a reproducible 24" x 36", mylar copy of the Site Plan and preliminary grading and utility plan reflecting the conditions approved by the final decision making body. The reproducible shall be submitted to the city planner, reviewed and, if Ig acceptable, signed by the city's project engineer and project planner prior to submittal of the building plans, improvement plans, grading plans, or parcel map, whichever occurs first. 19 ^^^/25. Developer shall submit to the city engineer an acceptable instrument, via CC&Rs and/or other 20 recorded document, addressing the maintenance, repair, and replacement of shared private improvements within this subdivision, including but not limited to private driveways, utilities, 21 sidewalks, street lighting, enhanced paving, water quality treatment measures, low impact development features, and storm drain facilities located therein and to distribute the costs of 22 such maintenance in an equitable manner among the owners of the properties within this subdivision, 23 24 25 / 26. Developer shall install sight distance corridors at all street intersections and driveways in accordance with City Engineering Standards. The property owner shall maintain this condition. 27. Prior to approval of improvement plans, grading plans or final map, developer shall submit to 26 the city engineer written approval from North County Transit District (NCTD) demonstrating mass-transit improvement requirements for this project have been satisfied. 27 PC RESO NO. 7030 -13- 4 5 13 14 21 22 23 Fees/Agreements Developer shall cause property owner to execute and submit to the city engineer for 3 recordation, the city's standard form Geologic Failure Hold Harmless Agreement. ^^^9. Developer shall cause property owner to execute and submit to the city engineer for recordation the city's standard form Drainage Hold Harmless Agreement. g 30. ^^^eveloper shall cause property owner to submit an executed copy to the city engineer for recordation a city standard Permanent Stormwater Quality Best Management Practice y Maintenance Agreement. g 31. Developer shall cause property owner to apply for, execute, and submit, to the city engineer for recordation, an Encroachment Agreement covering a private storm water retention basin 9 located over a public drainage easement as shown on the tentative parcel map. Developer shall pay processing fees per the city's latest fee schedule. 10 32. Developer shall cause property owner to apply for, execute, and submit, to the city engineer for 11 recordation, an Encroachment Agreement covering private storm drain and decorative pavement located over a proposed general utility easement and a proposed water easement 12 as shown on the tentative parcel map, site plan and/or landscape plan. Developer shall pay processing fees per the city's latest fee schedule. 33. Developer shall cause property owner to apply for, execute, and submit, to the city engineer for recordation, an Encroachment Agreement covering private monument sign, decorative 25 concrete crosswalk and trellis structures located over existing and proposed public drainage, right-of-way and/or pedestrian easements as shown on the tentative parcel map, site plan 15 and/or landscape plan. Developer shall pay processing fees per the city's latest fee schedule. 17 34^ Developer shall cause property owner to apply for and obtain reapportionment of the ^-""'^ assessments imposed on the subject project in accordance with law governing the associated 18 2002-01 (Poinsettia Lane East) Assessment District, or the assessments must be paid in full. Developer shall pay all associated costs of said reapportionment. The application shall be 19 ^^^^^^^ submitted to the city engineer with the application for the parcel map. 20 35. Developer shall cause property owner to execute and submit to the city engineer for recordation the city's standard form Median Maintenance Agreement for median improvements not in conformance with the Carlsbad Landscape Manual. 25 26 27 28 3^'. Developer shall cause owner to submit to the city engineer for recordation a covenant of easement or other means acceptable to the city engineer for securing private cross lot drainage, parking, and reciprocal access as shown on the tentative parcel map. Developer shall 24 pay processing fees per the city's latest fee schedule. PC RESO NO. 7030 -14- Grading 37. Based upon a review of the proposed grading and the grading quantities shown on the tentative 3 parcel map, a grading permit for this project is required for grading of lot 10,11,12 and 13 of CT 02-15. Developer shall prepare and submit plans and technical studies/reports for city 4 engineer review, post security and pay all applicable grading plan review and permit fees per the city's latest fee schedule. Developer shall comply with the city's Stormwater Regulations, latest version, and shall implement best management practices at all times. Best management practices include but are not limited to pollution control practices or devices, erosion control to prevent silt runoff during construction, general housekeeping practices, pollution prevention and educational practices, g maintenance procedures, and other management practices or devices to prevent or reduce the discharge of pollutants to stormwater, receiving water or stormwater conveyance system to 9 the maximum extent practicable. Developer shall notify prospective owners and tenants ofthe above requirements, 10 Prior to the issuance of a grading permit, developer shall submit to the city engineer receipt of 11 ( a Notice of Intent from the State Water Resources Control Board. 15 16 12 4p,' '" Pfic to the issuance of grading permit or building permit, whichever occurs first, developer y shall submit for city approval a Tier 3 Storm Water Pollution Prevention Plan (TIER 3 SWPPP) 13 for development of lot 10, 11, 12 and 13 of CT 02-15. The TIER 3 SWPPP shall comply with current requirements and provisions established by the San Diego Regional Water Quality •"•^ Control Board and City of Carlsbad Requirements. The TIER 3 SWPPP shall identify and incorporate measures to reduce storm water pollutant runoff during construction of the project to the maximum extent practicable. Developer shall pay all applicable SWPPP plan review and inspection fees per the city's latest fee schedule. YJ 41^-^ The development of lot 10, 11, 12 and 13 of CT 02-15 per the tentative parcel map and site plan is subject to 'Priority Development Project' requirements. Developer shall prepare and Ig process a Storm Water Management Plan (SWMP), subject to city engineer approval, to demonstrate how this project meets new/current storm water treatment requirements per the 19 city's Standard Urban Storm Water Management Plan (SUSMP), latest version. In addition to new treatment control BMP selection criteria in the SUSMP, the developer shall use low impact 20 development (site design) approaches to ensure that runoff from impervious areas (roofs, pavement, etc.) are drained through landscaped (pervious) areas prior to discharge. Developer 21 shall pay all applicable SWMP plan review and inspection fees per the city's latest fee schedule. 22 42. Developer is responsible to ensure that all final design plans (grading plans, improvement plans, /' landscape plans, building plans, etc.) incorporate all source control, site design, treatment control BMP, applicable hydromodification measures, and Low Impact Design (LID) facilities. 24 43. Developer shall submit documentation, subject to city engineer approval, demonstrating how 25 development of lot 10, 11, 12 and 13 of CT 02-15 per the tentative parcel map and site plan complies with hydromodification requirements per the city's SUSMP, latest version. 26 Documentation shall be included within the Storm Water Management Plan (SWMP). 27 PC RESO NO. 7030 -15- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 45^" y Dedications/Improvements Developer shall cause owner to dedicate to the city and/or other appropriate entities for public street 8t public utility, general utility, water, and pedestrian purposes as shown on the tentative parcel map and/or site plan. The offer shall be made by a certificate on the parcel map or separate recorded document. All land so offered shall be free and clear of all liens and encumbrances and without cost to the city. Streets that are already public are not required to be rededicated. Additional easements may be required at final design to the satisfaction ofthe city engineer. Developer shall design the private drainage systems, as shown on the tentative parcel map to the satisfaction of the city engineer. All private drainage systems (12" diameter storm drain and larger) shall be inspected by the city. Developer shall pay the standard improvement plan check and inspection fees for private drainage systems. Developer shall prepare and process public improvement plans and, prior to city engineer approval of said plans, shall execute a city standard Subdivision Improvement Agreement to install and shall post security in accordance with CM.C. Section 20.16.070 for public improvements shown on the tentative map. On-site improvements listed under "a" below shall be processed by separate plan check and agreement from the improvements in El Camino Real and Gateway Road listed under "b" and "c". Said improvements shall be installed to city standards to the satisfaction of the city engineer. These improvements include, but are not limited to: Installing on-site water and sewer facilities and abandon and remove water services and sewer laterals from Gateway Road and Campbell Place as noted on the tentative parcel map. Installing a bus turn out on southbound El Camino Real. Installing a pedestrian cross walk across El Camino Real at Gateway Road. Public improvements include alterations to curb, gutter and sidewalk and the existing raised median on El Camino Real, Installation of a pedestrian actuated traffic signal, installation of conduit and cable interconnect between the traffic signal at El Camino Real and Palomar Airport Road and the proposed pedestrian traffic signal, street striping and signs, a raised median on Gateway Road and pedestrian ramps. ^-47. b. c. Developer shall pay the standard improvement plan check and inspection fees. Improvements listed above shall be constructed within 36 months of approval of the subdivision or development improvement agreement or such other time as provided in said agreement. Developer shall design, and obtain approval from the city engineer, the structural section for the access aisles with a traffic index of 5.0 in accordance with city standards due to truck access through the parking area and/or aisles with an ADT greater than 500. Prior to completion of grading, the final structural pavement design ofthe aisle ways shall be submitted together with required R-value soil test information subject to the review and approval of the city engineer. On the parcel map, the property owner shall abandon a portion of the existing general utility easement over lot 10 of CT 02-15 recorded per Map No. 14960 and shail remove abandoned sewer facilities from said abandoned easement, all as shown on the tentative parcel map. 28 PC RESO NO. 7030 -16- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 JX^. Prior to approval of the improvement plans to install the trellis and decorative pavement over the SDG&E easement and Bressi Ranch Homeowners Association landscape easement at the southwest corner of Lot 10 of CT 02-15, the developer shall submit proof, to the satisfaction of the city engineer, that each easement holder has been adequately informed of and consents to the proposed encroachment. Non-Mapping Notes ^0. Add the following notes to the parcel map as non-mapping data: A. Developer has executed a city Standard Subdivision Improvement Agreement and has posted security in accordance with CM.C. Section 20.16.070 to install public improvements shown on the tentative map. These improvements include, but are not limited to: i) ii) iii) Installing on-site water and sewer facilities and abandon and remove water services and sewer laterals from Gateway Road and Campbell Place as noted on the tentative parcel map. Installing a bus turn out on southbound El Camino Real. Installing a pedestrian cross walk across El Camino Real at Gateway Road. Public improvements include alterations to curb, gutter and sidewalk and the existing raised median on El Camino Real, installation of a pedestrian actuated traffic signal, installation of conduit and cable interconnect between the traffic signal at El Camino Real and Palomar Airport Road and the proposed pedestrian traffic signal, street striping and signs, a raised median on Gateway Road and pedestrian ramps. B. Building permits will not be issued for development of the subject property unless the appropriate agency determines that sewer and water facilities are available. C. Geotechnical Caution: The owner of this property on behalf of itself and all of its successors in interest has agreed to hold harmless and indemnify the City of Carlsbad from any action that may arise through any geological failure, ground water seepage or land subsidence and subsequent damage that may occur on, or adjacent to, this subdivision due to its construction, operation or maintenance. D. No structure, fence, wall, tree, shrub, sign, or other object may be placed or permitted to encroach within the area identified as a sight distance corridor as defined by City of Carlsbad Engineering Standards or line-of-sight per Caltrans standards, E. The owner of this property on behalf of itself and all of its successors in interest has agreed to hold harmless and indemnify the City of Carlsbad from any action that may arise through any diversion of waters, the alteration of the normal flow of surface waters or drainage, or the concentration of surface waters or drainage from the drainage system or other improvements identified in the city approved development plans; or by the design, construction or maintenance of the drainage system or other improvements identified in the city approved development plans. PC RESO NO, 7030 -17- 1 utilities 2 ^1. Developer shall design and construct public facilities within public right-of-way or within 3 minimum 20-foot wide easements granted to the district or the City of Carlsbad. At the discretion of the district or city engineer, wider easements may be required for adequate maintenance, access and/or joint utility purposes. 23 24 27 28 52y Prior to issuance of building permits, developer shall pay all fees, deposits, and charges for / connection to public facilities. 53. The developer shall design landscape and irrigation plans utilizing recycled water as a source ( and prepare and submit a colored recycled water use map to the Planning Division for g processing and approval by the district engineer. 9 54. Developer shall install potable water and/or recycled water services and meters at locations approved by the district engineer. The locations of said services shall be reflected on public 10 improvement plans. 11 55. The developer shall install sewer laterals and clean-outs at locations approved by the city engineer. The locations of sewer laterals shall be reflected on public improvement plans. 12 .SS. The developer shall design and construct public water, sewer, and recycled water facilities 13 4 substantially as shown on the tentative parcel map to the satisfaction of the district engineer and city engineer. 14 15 Code Reminders 25 57. Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of building permit issuance, ly except as otherwise specifically provided herein. Ig 58. The project shall comply with the latest nonresidential disabled access requirements pursuant to Title 24 ofthe California Building Code. 19 59. Premise identification (addresses) shall be provided consistent with Carlsbad Municipal Code 20 Section 18.04.320. 21 60. Any signs proposed for this development shall at a minimum be designed in conformance with the City's Sign Ordinance and shall require review and approval of the City Planner prior to 22 installation of such signs. 61. This tentative map shall expire two years from the date on which the planning commission voted to approve this application. 25 62. \ Developer shall pay traffic impact and sewer impact fees based on Section 18.42 and Section ^ 13.10 of the City of Carlsbad Municipal Code, respectively. The Average Daily Trips (ADT) and 26 floor area contained in the staff report and shown on the site plan/tentative parcel map are for planning purposes only. PC RESO NO. 7030 -18- 1 NOTICE TO APPLICANT 2 An appeal of this decision to the City Council must be filed with the City Clerk at 1200 Carlsbad Village 3 Drive, Carlsbad, California, 92008, within ten (10) calendar days of the date of the Planning Commission's decision. Pursuant to Carlsbad Municipal Code Chapter 21.54, section 21.54.150, the appeal must be in writing and state the reason(s) for the appeal. The City Council must make a ^ determination on the appeal prior to any judicial review. 6 NOTICE 7 Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions." 8 You have 90 days from date of final approval to protest imposition of these fees/exactions. If you 9 protest them, you must follow the protest procedure set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. 10 11 22 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 charges, nor planning, zoning, grading, or other 23 similar application processing or service fees in connection with this project; NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the 14 statute of limitations has previously otherwise expired. 15 PASSED, APPROVED, AND ADOPTED at a regular meeting of the planning Commission of 16 the City of Carlsbad, California, held on January 15, 2014 by the following vote, to wit: 17 AYES: Chairperson Black, Commissioners Anderson, L'Heureux, Schumacher, Scully and Segall 18 19 20 21 22 NOES: ABSENT: ' Commissioner Siekmann ABSTAIN: ATTEST: 23 NEIL BLACK, Chairperson CARLSBAD PLANNING COMMISSION 24 " 25 26 DON NEU 27 City Planner 28 PC RESO NO. 7030 -19- ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL BUILDWG DEP't C^^Pi^ & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 2/26/2014 PLA|i CHECK NO: 2 SET#: 1 PROJECT NAME: ViaSat Bldg 10 PROJECT ID: CB133225 ADDRESS: 2502 Gateway Rd APN: This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required Yes • No This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCA You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chrls.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Gi'og Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attaciied Carlsbad Fire Department Plan Review Requirements Category: COMMIND , INDUST Date of Report: 02-26-2014 Reviewed by Name: MILOS MIAKARIC Address: 3280 EVENING CREEK DR S STE 125 SAN DIEGO CA 92128-4696 Permit #: CBI 33225 Job Name: VIASAT: Job Address: 2502 GATEWAY RD CBAD Please review carefiilly all comments attached. Conditions: Cond: CON0007029 Provide an all-weather, unobstructed access roadway, suitable for emergency service vehicles, which shall be maintained as operational including but not limited to during all phases of construction. All required water mains; fire hydrants and appurtenances shall be installed, accepted and operational prior to combustible materials being brought onto the site. Cond: CON0007030 Provide a RECESSED 'Knox' key-vault (4100 Series) on the strike side of each door at each of the following locations: 1. Fire Riser room 2. Stair 1 3. Main Electrical room 4. Door lOOC 5. Stair 2 6. Door lOOA 7. Mechanical enclosure 8. Secured parking man gate You shall also be required to install a KNOX Key switch at the "Secured vehicle parking" gate, and any exterior door with electronic access control device that do not have a keyed entry lock. Cond: CON0007031 Provide Class 1 standpipe hose valve adjacent to stair access at roof top level. Cond: CON0007032 Please provide note on plans that all Utility spaces shall be identified in accordance with Carlsbad Fire Department standards. RECOMMENDATION FOR APPROVAL BLDG. DEPT COPY Daryl K. James & Associates, Inc. Checked by: Anne Marie Bland Date: February 14, 2014 Page: 1 of 1 APPLICANT: SCA JURISDICTION: Carlsbad Fire Department PROJECT NAME: Via Sat Building 10 PROJECT ADDRESS: 2502 Gateway PROJECT DESCRIPTION: CB 13 3225 New Three Story Office/Manufacturing Building INSTRUCTIONS This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department, The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS [emailed to milosm@sca-sd.com] TSI Project Address |Add project address to the plans. Deferred Submittals |Add generator/fuel tank to the list of deferred submittal items. A5/A6 Exterior Elevation Building Elevation iShow building address numbers visible from Gateway on the elevation plan. M0.1 Mechanical Notes. Legends and Schedules General Notes lAmend CMC 2007 to 2010 in notes 7 and 24, CORRECTION LIST Daryl K. James & Associates, Inc. Checked by: Anne Marie Bland Date: January 20, 2014 Page: 1 of 1 APPLICANT: SCA JURISDICTION: Carlsbad Fire Department PROJECT NAME: Via Sat Building 10 PROJECT ADDRESS: 2502 Gateway PROJECT DESCRIPTION: CB 13 3225 New Three Story Office/Manufacturing Building INSTRUCTIONS This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS [emailed to milosm@sca-sd.com] TSI Project Address • Add project address to the plans. Deferred Submittals • Add generator/fuel tank to the list of deferred submittal items. A5/A6 Exterior Elevation Building Elevation • Show building address numbers visible from Gateway on the elevation plan. M0.1 Mechanical Notes. Legends and Schedules General Notes • Amend CMC 2007 to 2010 in notes 7 and 24. ViaSat Building #10 Core & Shell - Plan Check Comments: Plan Check Number: 13-3225 Project Address: 2502 Gateway Road Comment Number Response Sheet Number(s) FIRE 1 Project address added to the plans TSI 2 Generator/fuel tank not in scope ofthis project. See key note #39 ASI 3 Building address numbers added on the south side of the building (Gateway road side). See revised exterior south elevation A5 4 General Notes 7 and 23 were revised to reflect compliance with 2010 CMC rather than with 2007 CMC. MO.l Prepared by: Milos Makaric, Project Architect Date: 2-7-2014 CORRECTION LIST BLDG. DEPT COPY Daryl K. James & Associates, Inc. Checked by: Anne Marie Bland Date: January 20, 2014 Page: 1 of 1 APPLICANT: SCA JURISDICTION: Carlsbad Fire Department PROJECT NAME: Via Sat Building 10 PROJECT ADDRESS: 2502 Gateway PROJECT DESCRIPTION: CB 13 3225 New Three Story Office/Manufacturing Building INSTRUCTIONS This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. Please direct any questions regarding this review to: Anne Marie Bland 760-434-7885 or ambland@pacbell.net CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: ANNE MARIE BLAND 4380 CARMEL DRIVE CARLSBAD, CA 92010 COMMENTS [emailed to milosm@sca-sd.com] TSI Project Address • Add project address to the plans. Deferred Submittals • Add generator/fuel tank to the list of deferred submittal items. A5/A6 Exterior Elevation Building Elevation • Show building address numbers visible from Gateway on the elevation plan. MO.l Mechanical Notes. Legends and Schedules General Notes • Amend CMC 2007 to 2010 in notes 7 and 24, 3. STRUCTURAL January 27, 2014 ViaSat, Inc. 6155 El Camino Real Carlsbad, California 92009 Attention: Mr. Bob Rota Vice President, Facilities & Security Project No.: 13G176-2 SOUTHERN CALIFORNIA GEOTECHNICAL •1 t u,'j.'i-r)il.i 1 11 Subject: References: Foundation Plan Review Proposed Commercial Buildings Bressi Ranch, Planning Area 3, Lots 10-13 NWC Gateway Road and El Camino Road Carlsbad, California Plan Review. Update of Geotechnical Report and Additional Subsurface Exploration and Laboratory Testing. Proposed Commercial Buildings. Bressi Ranch. Planning Area 3. Lots 10-13. NWC of Gateway Road and El Camino Real. Carlsbad, California, prepared by Southern California Geotechnical, Inc. (SCG), dated November 6, 2013, SCG Project No. 13G176-1. Geotechnical Investigation. Proposed Commercial/Industrial Development. Bressi Ranch Lots 10-13. Planning Area 3. NEC of Gateway Road and El Camino Real. Carlsbad, California, prepared by SCG, dated January 23, 2008, SCG Project No. 07G227-1. Gentlemen: In accordance with the request of Milos Makaric of Smith Consulting Architects, we have reviewed the foundation plans for the proposed development. These plans were reviewed for conformance with the assumptions, conclusions, and recommendations of the above referenced geotechnical report. The foundation plans for the proposed development were prepared by Prime Structural Engineers. The plans reviewed by our office for conformance with the above referenced geotechnical reports are identified as follows: • Sheet Sl-1 General Construction Notes, Schedules and Typical Details, dated^anuary 15, 2014. • Sheet S-2 Foundation Plan, dated December 30, 2013. • Sheet S-8, dated January 20, 2014. • Sheet SD-1, dated January 15, 2014. • Sheet SD-6, dated December 30, 2013. Based on our review, the foundation plans are considered to have been prepared in general accordance with the recommendations of the referenced geotechnical report. It should be noted that our review was limited to the geotechnical aspects of the project and no representations as to the suitability of the structural design are intended. o 22885 Savi Ranch Parkway voice: (714) 685-1115 Suite E Yorba Linda • California ^ 92887 fax: (714) 685-1118 • www.socalQeo.com We appreciate the opportunity to be of continued service on this project. If there are any questions concerning this matter, please contact our office at your convenience. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Robert G. Trazo, GE 2655 Principal Engineer Distribution: (1) Addressee (2) Smith Consulting Architects, Attn: Mr. Milos Makaric (1) Meracon Corporation, Attn: Mr. Scott Merry (1) Prime Structural Engineers, Attn: Mr. Binh La SOUTHEIN auFoimA GH)TECUKICAl Proposed Commercial Buildings - Carlsbad, CA Project No. 13G176-2 Page 2 November 6, 2013 ViaSat, Inc. 6155 El Camino Real Carlsbad, Califomia 92009 SOUTHERN CALIFORNIA GEOTECHNICAL Attention: Project No.: Subject: References: Mr. Bob Rota Vice President, Facilities & Security 13G176-1 Plan Review, Update of Geotechnical Report and Additional Subsuiface Exploration and Laboratory Testing Proposed Commercial Buildings Bressi Ranch, Planning Area 3, Lots 10-13 NWC Gateway Road and El Camino Road Carlsbad, California 1) Geotechnical Investigation, Proposed Commercial/Industrial Development, Bressi Ranch Lots 10-13. Planning Area 3, NEC of Gateway Road and El Camino Real, Carlsbad, California, prepared by Southern California Geotechnical, Inc. (SCG), dated January 23, 2008, SCG Project No. 07G227-1. 2) Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 10-13, Planning Area 3. NEC of Gateway Road and El Camino Real. Carlsbad. California. prepared by SCG, dated December 19, 2006, SCG Project No. 06G252-1. 3) Geotechnical Investigation. Proposed Business Park, Bressi Ranch Lots 10-13. Planning Area 3, NEC of Gateway Road and El Camino Real, Carlsbad, California, prepared by SCG, dated November 16, 2005, SCG Project No. 05G273-1. Gentlemen: this n on In accordance with your request, we have prepared this report to update the referenced geotechnical report with respect to site conditions and changes in the building code since the original report was prepared. This report contains updated references to the 2010 California Building Code (CBC), including updated seismic design parameters. I update report, we have reviewed an updated site plan provided to us by September 25, 2013. DEC 3 0 2013 Current Site Conditions CITY OF CARLSBAD The subject site is located within the recently mass graded Bressi RanclPtrtlM^S BiVHSiGlfeh is located southeast of the intersection of Palomar Airport Road and El Camino Real in the city of Carlsbad, California. The specific site is a portion of Planning Area 3, Lots 10 through 13, and is located northeast of the intersection of Gateway Road and El Camino Real. The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this letter. 22885 Savi Ranch Parkway voice: (714) 685-1115 Suite E • Yorba Linda • Californii fax: (714) 685-1118 • www.s The subject site is an irregularly-shaped parcel, approximately 8± acres in size. Graded slopes ranging in height from 5 to 7± feet border the site to the north and east. Five (5) desilting basins were located throughout the site. The desilting basins were approximately 6 to 8± feet deep. At the time of this subsurface exploration, groundj surface cover consisted of exposed soil with moderate grass and weed growth. Abundant rodent burrows were observed throughout the ground surface. Preliminary! topographic information was obtained from a plan prepared by jSmith Consulting Architects (SCA) for the referenced geotechnical report. The site plan indicates that site grades within Lots 10 through 13 range from elevation 325± feet mean sea level (msl) at the northeastern property corner to an elevation of 295± feet msl at the southwestern property corner. Previous Studies Southern California Geotechnical, Inc., (SCG) previously performed three (3) geotechnical investigation for this site, the results of which were presented in the above referenced geotechnical reports. The reports which are applicable to the subject site are summarized below: • Geotechnical Investigation, Proposed Commercial/Industrial Development, Bressi Ranch Lots 10 - 13, Planning Area 3, Carlsbad, California; prepared for Levine Investments by Southern California Geotechnical, Inc., dated January 23, 2008, Project No. 07G227-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of December 28, 2007 through January 23, 2008, This report states that eight (8) borings were drilled within the site to depths of 15 to 19!4± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH). The borings identified engineered fill soils extending to depths of up to 8± feet below existing grade. Below the fill soils and at the ground surface of several borings, Santiago Formation bedrock was observed to the maximum depth explored of 19!4± feet below ground surface. Groundwater was reportedly not encountered during drilling of any of the borings. Corrective grading recommendations were provided in the report. It was recommended that corrective grading removals of shallow bedrock for the two proposed building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the proposed buildings. • Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 10 - 13, Planning Area 3, Carlsbad, California; prepared for Ascent Biltmore, LLC by Southern California Geotechnical, Inc., dated December 19, 2006, Project No. 06G252-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of December 1, 2006 through December 19, 2006. This report states that fifteen (15) borings were drilled within the site to a depth of 19!4± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County DEH. The borings identified engineered fill soils extending to depths of V/2 to 12V2± feet below existing grade. Below the fill soils, Santiago Formation bedrock was observed to the maximum depth explored of 19y2± feet below ground SOUTHERN Proposed Commercial Buildings - Carlsbad, CA f- ivji-nivKru Project No. 13G176-1 CAlirORNiA p 2 GEOTtCHNlCAl ^ surface. Groundwater was reportedly not encountered during drilling of any of the borings. The report identified corrective grading removals of shallow bedrock for the twelve building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the selected buildings. • Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 10 - 13. Planning Area 3. Carlsbad, California; prepared for St. Croix Capital by Southern California Geotechnical, Inc., dated November 16, 2005, Project No. 05G273-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of October 31, 2005 through November 16, 2005. This report states that eight (8) borings were drilled within the site to depths ranging from 10 to 19V2± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County DEH. The borings identified engineered fill soils extending to depths of 2 to 2y2± feet below existing grade. Below the fill soils, Santiago Formation bedrock was observed to the maximum depth explored of 19!4± feet below ground surface. Groundwater was reportedly not encountered during drilling of any of the borings. The report identified corrective grading removals of shallow bedrock for the two building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the selected buildings. • Geotechnical Recommendations Concerning 95 Percent Relative Compaction of Fill Deeper than 40 Feet. Bressi Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc., dated February 13, 2003, Project No. 971009-007. The three (3) SCG reports listed above all reference this 2003 Leighton report which addresses the settlement potential of deep fill areas and provides recommendations to reduce the time period for the majority of the settlement to occur. In several areas of the overall project, fills up to 40 to 50± feet in thickness were planned to achieve the design grades. Deep fill areas on the subject site are located in the eastern portion of PA-2, and two small areas within PA-3 and PA- 5. The report recommends that all structural fills below a depth of 40 feet from finish grade be compacted to at least 95 percent of the ASTM D-1557 maximum dry density, and estimates that the time period for the majority of the settlement to occur will be reduced from 6 to 12 months to 3 to 8-1- months. Near surface settlement monuments were recommended to be installed immediately after rough grading, with survey intervals of once a week for the first month, then twice a month for 3 months, and then monthly to determine completion primary settlement of deep fills. The recommended locations of the near surface settlement monuments are indicated to be contained on an index map within this report, however, the copy provided to us does not contain this plan. Plan Review A detailed grading plan was not available at the time of this report update. However, we were provided with a proposed undated site plan which showed the general location of the two (2) SOUTHHN Proposed Commercial Buildings - Carlsbad, CA f ittrniixu'k Project No, 13G176-1 CAllfOBNlA p 3 GEOTICHNICAL ^ proposed buildings. The site plan the proposed development was reviewed with regard to the assumptions, conclusions, and recommendations of the above referenced geotechnical reports. The proposed site plan indicates that two (2) new three-story buildings will be constructed at the subject site. The plan indicates that the western-most building is identified as Building 10 with a total area of 77,400 ft^ and the eastern-most building is identified as Building 11 with a total area of 65,700 ft^ It is our assumed that the new buildings buildings will be of concrete tilt-up construction typically supported on conventional shallow foundation systems and concrete slabs on grade with no basement structures. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 60 to 80 kips and 3 to 5 kips per linear foot, respectively. Comments generated during our review of these plans are presented below: • Based on information provided to us by the client. Building 10 is located in the same vicinity as Borings B-11 and B-13 of SCG report 06G252-1 and Boring B-1 of SCG report 07G227-1. • Based on information provided to us by the client, Building 11 is located In the same vicinity as Borings B-5 and B-10 of SCG report 06G252-1 and Boring B-7 of SCG report 07G227-1. Based on information provided to us by the client and on our previous geotechnical investigations, the western half of proposed Building 10 is presently underlain by fill soils and the eastern half of Building 10 is presently underlain by Santiago Formation bedrock. Based on information provided to us by the client and on our previous geotechnical investigations, proposed Building 11 is presently entirely underlain by Santiago formation bedrock. • The site plan indicates that several bioretention systems will be constructed throughout the site. Based on conversations with the project civil engineer, it is our understanding that the biorentention system will be designed such that no water entering the bioretention system will be allowed to infiltrate and/or percolate into the surrounding soils via the properly designed and installed water-proof plastic liners. Once the full set of grading plans has been developed, It is recommended that the geotechnical engineer review these plans for conformance with the geotechnical report. Seismic Desian Parameters As of January 1, 2011, the 2010 CBC was adopted by all municipalities within Southern California. The CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site. The 2010 CBC Seismic Design Parameters have been generated using Earthquake Ground Motion Parameters, a software application developed by the United States Geological Survey. This software application, available at the USGS web site calculates seismic design parameters in SOLTHFRN Proposed Commercial Buildings - Carlsbad, CA r I. J .Tn»itV» Project No. 13G176-1 CAWORNiA p 4 GEOTECHNICAL ^ accordance with the 2010 CBC, utilizing a database of deterministic site accelerations at 0.01 degree intervals. The table below is a compilation of the data provided by the USGS application. 2010 CBC SEISMIC DESIGN PARAMETERS Parameter Value Mapped Spectral Acceleration at 0.2 sec Period Ss 1.129 Mapped Spectral Acceleration at 1.0 sec Period Sl 0.427 Site Class — D Short-Period Site Coefficient at 0.2 sec Period Fa 1.048 Long-Period Site Coefficient at 1.0 sec Period Fv 1.573 Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.183 Site Modified Spectral Acceleration at 1.0 sec Period SMI 0.672 Design Spectral Acceleration at 0.2 sec Period SDS 0.789 Design Spectral Acceleration at 1.0 sec Period SDI 0.448 Seismic Lateral Earth Pressures In addition to the lateral earth pressures presented In Section 6.7 of the above referenced report, the 2010 CBC requires that for structures assigned to Seismic Design Categories D through F, retaining walls should be designed for lateral earth pressures due to earthquake motion. The recommended seismic pressure distribution is triangular in shape, with a maximum magnitude of 16H Ibs/ft^, where H is the overall height of the wall. The maximum pressure should be assumed to occur at the top of the wall, decreasing to 0 at the base of the wall. The seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a peak ground acceleration of 0.32g. This peak site acceleration was obtained in accordance with the 2010 CBC, and is equal to SDS/2.5. Limited Exploration/Sampling Methiods We were specifically requested by Smith Consulting Architects, the project architect, to perform laboratory testing for soils in the vicinity of the proposed buildings. Therefore, the subsurface exploration conducted for this phase of the project consisted of two (2) borings advanced to depths of 3 to 3V2+ feet below currently existing site grades in order to collect surficial soil samples for laboratory testing. Both of the borings were logged during excavation by a member of our staff. Representative bulk and in-situ soil samples were taken during drilling. Relatively undisturbed in-situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2.416± inch diameter brass rings. The bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory. The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 of this letter report. The Boring Logs, which illustrate the conditions encountered at the SOilTHERN CAllfORNIA GEOTECHNICAL Proposed Commercial Buildings - Carlsbad, CA Project No. 13G176-1 Page 5 boring locations, as well as some of the results of the laboratory testing, are included in this report. Geoteciinicai Conditions Presented below is a generalized summary of the subsurface conditions encountered at the boring locations. More detailed descriptions of the conditions encountered are illustrated on the Boring Logs, included in this report. Artificial Fill Artificial fill soils were encountered at the ground surface at Boring B-1. These fill soils extend to depths of 2± feet below existing grade. As previously discussed, the fill soils within other areas of PA-3 are documented to have maximum depths of 40 to 50± feet. The fill soils encountered in this boring generally consist of dense silty fine sands. The fill soils possess moderately high strengths, moisture contents near or above optimum and based on their color mottling and composition, appeared to be well mixed. Bedrock Bedrock was encountered at the ground surface or beneath the fill soils at both of the boring locations. The bedrock encountered at this site consists of Tertiary age Santiago Formation, which is comprised of dense to very dense sandstone. Bedding within the Santiago Formation on site is generally massive with no significant planes of weakness or discontinuities. The sandstone unit is typically light gray in color, contains moderate iron oxide staining, and is comprised of weakly cemented silty fine sands. Groundwater Based on the water level measurements, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 3V2± feet at the time of the subsurface exploration. Further, based on the conditions documented in the mass grading report by Leighton, no groundwater was encountered during grading. Therefore, groundwater is expected to be at depths greater than the extent of the fill soils, which are 40 to 50± feet thick within PA-3. Geologic Conditions Geologic research indicates that the site is underlain by sandstone mapped as the Santiago Formation (Map Symbol Tsa) with nearly horizontal bedding attitudes. The primary available reference applicable to the subject site is DMG Open-File Report 96-02, Geologic Map of the Northwestern Part of San Diego Countv, California, by Califoi-nla Division of Mines and Geology, 1996. Based on the materials encountered in the exploratory borings, it is our opinion the site is underlain by sandstone bedrock consisting of the Santiago Formation (Map Symbol Tsa). The bedrock encountered in the exploratory borings and observed at the ground surface is generally massively bedded with some moderately developed joints In the upper, less weathered portions of the bedrock. SOUTHERN Proposed Commercial Buildings - Carlsbad, CA CAUFORNIA Project No. 13G176-1 GEOTECHNICAL ^ Updated Laboratory Testing The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths. Classification All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report. In-situ Density and Moisture Content The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D-2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring LOgs. Resistivity and pH Testing The resistivity of the soils is a measure of their potential to attack buried metal improvements such as utility lines. The results of the resistivity and pH testing are presented below. These test results are as follows: Sample Identification Resistivity fohm-cml pH B-1 @ 0 to 3V2 feet 1,400 8.0 B-2 @ Oto 3 feet 9,700 8.1 Soluble Sulfates A representative sample of the near-surface soils was submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils. The results of the soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report. Sample Identification Soluble Sulfates f%) CBC Classification B-1 @ 0 to 31/2 feet 0.141 Moderate B-2 @ 0 to 3 feet 0.003 Negligible SOUTHERN Proposed Commercial Buildings - Carlsbad, CA CAUFORNIA GEOTECHNICAL Project No. 13G176-1 Page 7 Updated Soluble Sulfate-related Recommendations The results of the soluble sulfate testing indicate that the selected sample of the on-site soils contains a level of soluble sulfates that is classified as having a moderate potential to attack concrete, in accordance with the American Concrete Institute (ACI) Publication 318-05 Building Code Requirements for Structural Concrete and Commentary, Section 4.3. Therefore, it is recommended that a sulfate-resistant concrete mix design be utilized for the foundations and floor slabs at this site. In accordance with the ACI requirements, it is recommended that this concrete incorporate the following characteristics: • Cement Type: II (Five) • Minimum Compressive Strength (f'c) = 4,000 lbs/in^ • Maximum Water/Cement Ratio: 0.50 It is recommended that additional sulfate testing be performed at the completion of rough grading to verify the concentrations which are present in the actual building pad subgrade soils. Corrosion Potential The results of the electrical resistivity and pH testing indicate that samples of the on-site soils have resistivities of 1400 to 9700 ohm-cm, and pH values of 8.0 and 8.1. These test results have been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity characteristics of the site. Resistivity and pH are two of the five factors that enter into the evaluation procedure. Relative soil moisture content as well as redox potential and sulfides are also included. Although redox potential and sulfide testing were not part of the scope of services for this project, we have evaluated the corrosivity characteristics of the on-site soils using resistivity, pH and moisture content. Based on tliese factors, and utilizing tlie DIPRA procedure, some of the on-site soils are considered to be severely corrosive to ductile iron pipe. Therefore, it is expected that polyethylene encasement will be required for ductile iron pipe. The client may also wish to contact a corrosion engineer to provide a more thorough evaluation. Furtiier Plan Reviews It is recommended that copies of the final grading plans, when they become available, also be provided to our office for review. We also recommend that our office review the foundations plans for the proposed development, as they become available. Geotechnical Report Update This letter may serve as an update to the original geotechnical report. Provided that the update recommendations contained within this letter are implemented, the original 07G227-1 geotechnical report dated January 23, 2008 is considered valid for the currently proposed development. SOUTHERN Proposed Commercial Buildings - Carlsbad, CA Page 8 CAUFORNIA Project No. 13G176-1 GEOTECHNICAL Closure We sincerely appreciate the opportunity to be of continued service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Robert G. Trazo, M.Sc, GE 2655 Principal Engineer Distribution: (4) Addressee Enclosures: Plate 1 - Site Location Map Plate 2 - Boring Location Plan Boring Logs B-1 and B-2 from current investigation Boring Logs B-1 and B-5 from SCG report 07G227-1 Boring Logs B-5, B-10, B-13, and B-15 from SCG report 06G252-1 Seismic Design Parameters (2 Pages) SOUTHERN CAUFORNIA GEOTECHNICAL Proposed Commercial Buildings - Carlsbad, CA Project No, 13G176-1 Page 9 SOURCE: ORANGE COUNTY THOMAS GUIDE, 2008 SITE LOCATION MAP PROPOSED COMMERCIAL BUILDINGS CARLSBAD, CALIFORNIA SCALE: 1" = 2400' ^^^^^^GEOTECHNICAL • DRAWN: BI CHKD: RGT ^^^^^^GEOTECHNICAL • SCG-PROJECT 13G176-1 ^^^^^^GEOTECHNICAL • PLATE 1 ^^^^^^GEOTECHNICAL • GEOTECHNICAL LEGEND r V J APPROXIMATE BORING LOCATION PREVIOUS BORING LOCATION (SCG PROJECT NO. 07G277-1) PREVIOUS BORING LOCATION (SCG PROJECT NO. 06G252-1) PREVIOUS BORING LOCATION (SCG PROJECT NO. 05G273-1) Afe - ENGINEERED FILL Tsa - SANTIAGO FORMATION GEOLOGIC CONTACT NOTE: BASE MAP PROVIDED BY SMITH CONSULTING ARCHITECTS BORING LOCATION PLAN PROPOSED COMMERCIAL BUILDINGS CARLSBAD, CALIFORNIA SCALE: 1" = 8Cr ^^HHHI^^^^ SOUTHERN CALIFORNIA GEOTECHNICAL CfiAWN: BI CHKD: RGT ^^HHHI^^^^ SOUTHERN CALIFORNIA GEOTECHNICAL SCG PROJECT 13G176-1 ^^HHHI^^^^ SOUTHERN CALIFORNIA GEOTECHNICAL PLATE 2 ^^HHHI^^^^ SOUTHERN CALIFORNIA GEOTECHNICAL SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-1 JOBNO,: 13G176 PROJECT: Commercial Buildings LOCATION: Carlsbad, California DRILLING DATE: 10/23/13 DRILLING METHOD: Hand Auger LOGGED BY: Brett I sen WATER DEPTH: Dry CAVE DEPTH: 3 feet READING TAKEN: At Completion FIELD RESULTS UJ LLI 0. UJ Q z UJ Q. I-UJ o ^ Q. t- DESCRIPTION SURFACE ELEVATION: MSL LABORATORY RESULTS CO z Ui Q ^ LL Q: OO SO Q 5b OS Wl- Q. _J UJ Q- «: Q ^ UJ u. z 8iS Z X 3 w w I-z UJ o o FILL: Orange Brown Silty fine Sand, little Silt, trace medium Sand, trace Shell fragments, dense-damp SANTIAGO FORMATION: Liaht Gray Silty fine grained Sandstone, very dense-damp 10 10 Boring Terminated at 3' TEST BORING LOG PLATE B-1 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-2 JOBNO,: 13G176 PROJECT: Commercial Buildings LOCATION: Carlsbad, California DRILLING DATE; 10/23/13 DRILLING METHOD: Hand Auger LOGGED BY; Brett Isen WATER DEPTH; Dry CAVE DEPTH; 3,5 feet READING TAKEN; At Completion FIELD RESULTS UJ UJ u. a. UJ D Ul o o Ul Q. I-Ul OW Q. t o -J o X DESCRIPTION SURFACE ELEVATION: — MSL LABORATORY RESULTS CO z Ul o ^ >- ^ go so 3n: OS. CO 1- UJ > z^ D- « Q —. LU U. z a: ou5 Z X 3 CO CO H Z UJ S S o o SANTIAGO FORMATION: Light Gray Brown to Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense to very dense-damp 10 Boring Terminated at 3%' TEST BORING LOG PLATE B-2 X-7 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-1 JOBNO,; 07G227 PROJECT; Bressi PA 3 Lots 10-13 LOCATION; Carlsbad, California DRILLING DATE; 12/28/07 DRILLING METHOD; Hollow Stem Auger LOGGED BY; Tim Smith WATER DEPTH: Dry CAVE DEPTH: 13 feet READING TAKEN: At Completion FIELD RESULTS H Ul LU X I- UJ Q z o o CQ Z ' LU a. H Ul o ow Q. b o X Q. DESCRIPTION SURFACE ELEVATION: 304 feet MSL LABORATORY RESULTS CO z Ul D ^ >- ^ oo So 3^ OS CO h- Q. _l UJ S CM Q ^ UJ U. z 8^ Z X 3C0 CO z UJ o o B 77 67 74 SANTIAGO FORMATION BEDROCK; White Sandy Siltstone, some Iron oxide staining, friable, very dense-damp Light Gray to Light Brown Siltstone, trace fine Sandy Silt layers, some Clay, thinly bedded, some calcareous nodules, very dense-damp to moist 72/9" 10 B" 8/11 108 111 109 106 107 11 13 17 12 20 15 Light Gray to Light Brown Silty Sandstone, some Iron oxide staining, friable, very dense-damp 62 14 60 Light Brown Sandy Siltstone, some calcareous veining, friable, very dense-damp to moist 19 Boring Terminated at 19!4' TEST BORING LOG PLATE B-1 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-7 JOBNO,; 07G227 PROJECT; Bressi PA 3 Lots 10-13 LOCATION; Carlsbad, California DRILLING DATE; 12/28/07 DRILLING METHOD; Hollow Stem Auger LOGGED BY; Tim Smith WATER DEPTH; Dry CAVE DEPTH: 15 feet READING TAKEN; At Completion FIELD RESULTS X I- UJ D UJ o u-OW Q. C. DESCRIPTION SURFACE ELEVATION: 312 feet MSL LABORATORY RESULTS CO z Ul Q ^ >- ^ OO So Q OS o 51 Q. _l Ul > <^ a. % LU U. Om z X 3 CO CO I-z Ul o o 26 46 SANTIAGO FORMATION BEDROCK; Grav Silty fine grained Sandstone, little Iron oxide staining, dense-moist 5/11 77/9' SANTIAGO FORMATION BEDROCK: Grav Silty fine grained Sandstone, some Iron oxide staining, trace medium Sand, very dense-damp lo moist 10- 7/11 105 103 104 107 109 15 12 11 13 14 15 63 18 35 23 Boring Terminated at 19!4' TEST BORING LOG PLATE B-7 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-5 JOBNO,; 06G252 PROJECT; Bressi Ranch, Lots 10 -13 LOCATION; Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD; Hollow Stem Auger LOGGED BY; Daryl Kas WATER DEPTH; Dry CAVE DEPTH; 12 feet READING TAKEN; At Completion FIELD RESULTS K UJ UJ u. a. Ul Q Z) o o CQ z UJ a. I- UJ o ^ ow Q. t O o _l o X Q. o DESCRIPTION SURFACE ELEVATION: 311±ftMSL LABORATORY RESULTS CO z UJ Q ^ §^ OO So OS CO I- 51 a. _j wg < CM Q- «: Q LLI U. ZCO o55 ZX 3 CO CO z Ul O o B :B :B ;B 35 52 60 49 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense to very dense-damp to moist 10 :B 50/2" 103 107 110 107 88 13 14 13 14 18 15 41 15 50/5' 23 Boring Terminated at 19Vi' TEST BORING LOG PLATE B-6 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-10 JOBNO,; 06G252 PROJECT; Bressi Ranch, Lots 10 -13 LOCATION; Carlsbad, California DRILLING DATE; 12/1/06 DRILLING METHOD; Hollow Stem Auger LOGGED BY: Daryl Kas WATER DEPTH: Dry CAVE DEPTH; — READING TAKEN; At Completion FIELD RESULTS UJ UJ X H CL LU D H Z o o ca ii ^ o 'J-OW D. t o O X CL DESCRIPTION SURFACE ELEVATION: 311± ft MSL LABORATORY RESULTS to z Ul O CD t OO so Q 5t OS COI- 51 CL _J Ul ^§ S CM CL « Q ^ UJ u. ZCO o ai Z X Z> (O (O I-z UJ o o 10- 44 38 34 42 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, moderately cemented, dense-damp to moist 11 11 16 15 15 37 16 29 19 Boring Terminated at 19%' TEST BORING LOG PLATE B-10 I I SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-13 JOBNO,; 06G252 PROJECT; Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE; 12/1/06 DRILLING METHOD; Hollow Stem Auger LOGGED BY: Daryl Kas WATER DEPTH: Dry CAVE DEPTH: 12 feet READING TAKEN: At Completion FIELD RESULTS LU UJ CL UJ O 3 o o CD CL t O DESCRIPTION SURFACE ELEVATION: 301±ftMSL LABORATORY RESULTS CO z Ul D ^ oo SO a 5t OS o 51 Ul o „ LU U. z 8^ zx 3C0 CO z Ul o O ;B :B :B 10 :B 17 11 29 63 44 4,5+ 4,0 FILL; Grav Brown fine Sandy Clay, trace Silt, mottled, medium stiff-moist SANTIAGO FORMATION BEDROCK; Light Gray Silty fine Sandy Siltstone, Iron oxide staining, dense-damp SANTIAGO FORMATION BEDROCK; Green Gray Clayey Siltstone, Iron oxide staining, hard-damp 4,5+ SANTIAGO FORMATION BEDROCK: Green Gray Silty Claystone, iron oxide staining, hard-damp 101 95 106 101 100 18 19 18 24 24 El = 84 @ 0 to 5' 15 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, iron oxide staining, dense-damp 39 18 40 19 Boring Terminated at 1914' TEST BORING LOG PLATE B-13 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-15 JOBNO,: 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION; Carlsbad, California DRILLING DATE; 12/1/06 DRILLING METHOD; Hollow Stem Auger LOGGED BY; Daryl Kas WATER DEPTH: Dry CAVE DEPTH: 15 feet READING TAKEN; At Completion FIELD RESULTS H UJ Ul u. CL UJ D Ul CO CL o DESCRIPTION SURFACE ELEVATION: 301±ftMSL LABORATORY RESULTS CO z Ul Q ^ >• ^9 oo so DC OS o 51 Q. _J wg CM Q- * Q ^ LU U. z 8iS zx 3 to CO I-z o o :B :B 10- :B ;B B 26 28 40 52 35 15 28 29 ElLLLMottled Black, Orange and Gray Silty fine Sand, some Clay, medium dense-moist SANTIAGO FORMATION BEDROCK: l ight Gray Silty fine grained Sandstone, trace Iron oxide staining, dense-dry lo damp SANTIAGO FORMATION BEDROCK; Light Gray fine Sandy Siltstone, some Iron oxide staining, medium dense-moist 99 105 109 111 105 19 19 16 13 21 SANTIAGO FORMATION BEDROCK: I ight Gray Silly fine grained Sandstone, trace Iron oxide staining, medium dense-moist 17 19 Boring Terminated al 19!4' TEST BORING LOG PLATE B-15 « 0.40 Design Spectrum Sa Vs T 0.1 0.2 0.3 0.4 0.5 0,6 0.7 0.8 0,9 1 1.1 1.2 T (sec) 13 1,4 1,5 1.6 1.7 1.8 1.9 2.1 Conterminous 48 States 2009 International Builciing Code Latitude = 33.127827 Longitude = -117.26458999999998 Spectral Response Accelerations Ss and Sl Ss and Sl = Mapped Spectral Acceleration Values Site Class B- Fa=1.0,Fv=1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.129 (Ss, Site Class B). 1.0 0.427 (Sl, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 33.127827 Longitude = -117.26458999999998 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x Sl Site Class D - Fa = 1.048 ,Fv = 1.573 Period Sa (sec) (g) 0.2 1.183 (SMs, Site Class D) 1.0 0.672 (SMI, Site Class D) Conterminous 4 8 States 2009 International Building Code Latitude = 33.127827 Longitude = -117.26458999999998 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa - 1.048 ,Fv = 1.573 Period Sa (sec) (g) 0.2 0.789 (SDs, Site Class D) 1.0 0.448 (SDI, Site Class D) GEOTECHNICAL INVESTIGATION PROPOSED BUSINESS PARK Bressi Ranch Lots 10-13 Planning Area 3 Carlsbad, California for Ascent Biltmore, LLC December 19, 2006 Ascent Biltmore, LLC P.O. Box 675875 Rancho Santa Fe, California 92067 SOUTHERN CALIFORNIA GEOTECHNICAL n Cahfomia Conior^itiLVi Attention: Mr. Thomas Smith Project No.: 06G252-1 Subject; Geotechnical Investigation Proposed Business Park Bressi Ranch Lots 10-13 Planning Area 3 NEC of Gateway Road and El Camino Real Carlsbad, California Gentlemen: In accordance with your request, we have conducted a geotechnical investigation at the subject site. We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation. We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Robert G. Trazo, M.Sc^, <pE 2655 Semior^rjlgineer inara, CEG 2125 legist (5) Addressee No. 2655 §1 12/31/06 / I CMS 22885 East Savi Ranch Parkway • Suite E • Yorba Linda, CA 92887-4624 voice: (714) 777-0333 • fax: (714) 685-1118 • www.socalgeo.com TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PROJECT DESCRIPTION 4 3.1 Site Description 4 3.2 Proposed Development 4 3.3 Previous Studies 4 4.0 SUBSURFACE EXPLORATION 9 4.1 Scope of Exploration/Sampling Methods 9 4.2 Geotechnical Conditions 9 4.3 Geologic Conditions 10 5.0 LABORATORY TESTING 11 6.0 CONCLUSIONS AND RECOMMENDATIONS 13 6.1 Seismic Design Considerations 13 6.2 Geotechnical Design Considerations 15 6.3 Site Grading Recommendations 17 6.4 Construction Considerations 19 6,5 Foundation Design and Construction 20 6.6 Floor Slab Design and Construction 22 6.7 Retaining Wall Design Recommendations 22 6.8 Pavement Design Parameters 24 7.0 GENERAL COMMENTS 27 APPENDICES A Plate 1: Site Location Map Plate 2: Boring Location Plan B Boring Logs C Laboratory Test Results D Grading Guide Specifications E UBCSEIS Computer Program Output SOUTHER.N Bressi Ranch, Lots 10-13 - Carlsbad, CA CALIFORNIA Project No, 06G252-1 GEOTECHNICAL 1.0EXECUTIVE SUMMARY Presented below is a brief summary of the conclusions and recommendations of this investigation. Since this summary is not all inclusive, it should be read in complete context with the entire report. Site Preparation • Initial site preparation should include stripping of any surficial vegetation and/or significant topsoil. Based on conditions encountered at the time ofthe subsurface exploration, stripping of moderate grass and weed growth is expected to be necessary. • The site is underlain by recently placed compacted fill soils and sandstone and claystone bedrock. The fill soils extend to depths of up to i2y2± feet within the footprints of the proposed buildings and were placed under the purview of a geotechnical engineer. The existing fill soils and bedrock possess moderate to high strengths and medium expansive potentials. • The compaction report prepared by Leighton and Associates indicates that the existing fill soils were placed as compacted structural fill. Leighton indicates that the existing fill soils are suitable for support of the proposed development provided that the cut/fill transitions are mitigated during precise grading. • In order to provide for a new layer of structural fill that will help mitigate the variable support conditions due to the potential cut/fill transitions, it is recommended that remedial grading be performed within the proposed building pad areas, • The building pad areas underlain by shallow bedrock (Proposed Buildings 5 through 12, inclusive) should be overexcavated to a depth of at least 3 feet below existing grade and to a depth of at least 3 feet below proposed pad grade. The depth of overexcavatlon should be sufficient to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations. • In the remaining portions of the site, overexcavation should extend to a depth adequate to remove all surficial, weathered soils. • Following completion of the recommended overexcavation, exposed soils should be evaluated by the geotechnical engineer. After the subgrade soils have been approved by the geotechnical engineer, the resulting soils may be replaced as compacted structural fill. • A precise grading plan review is recommended subsequent to preparation of the plan in order to confirm the recommendations contained herein. Building Foundations • Shallow foundations, supported in newly placed compacted fill. • 2,500 psf maximum allowable soil bearing pressure. • Minimum longitudinal steel reinforcement within strip footings: Four (4) No. 5 rebars (2 top and 2 bottom), due to the medium expansive potential of the near surface soils. Building Floor Slabs • Slab-on-Grade, at least 5 inches thick. • Minimum slab reinforcement: No. 3 bars at 18-inches on-center, in both directions. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNLA Page l GEOTECHNICAL Pavements ASPHALT PAVEMENTS Materials Thickness (inches) Materials Auto Parking (Tl = 4.0) Auto Drive Lanes (TI = 5.0) Light Truck Traffic (TI = 6.0) Moderate Truck Traffic (TI = 7.0) Asphalt Concrete 3 3 3V2 Aggregate Base 6 9 11 13 Compacted Subgrade (90% minimum compaction) 12 12 12 12 PORTLAND CEMENT CONCRETE PAVEMENTS Materials Thickness (inches) Materials Automobile Parking and Drive Areas Light Truck Traffic (TT = 6.0) Moderate Truck Traffic (TI = 7.0) PCC 5 51/2 7 Compacted Subgrade (95% minimum compaction) 12 12 12 SOUTHERN* CALIFORNIA GEOTECHNICAL Bressi Ranch, Lots 10-13 - Carlsbad, CA Project No, 066252-1 Page 2 2.0 SCOPE OF SERVICES The scope of services performed for this project was in accordance with our Proposal No. 06P405, dated November 27, 2006. The scope of sen/ices included review of previous reports, a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing design of the building foundations, building floor slabs, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development. The evaluation of environmental aspects of this site was beyond the scope of services for this geotechnical investigation. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G2S2-1 CALIFORNIA Page 3 GEOTECHNICAL 3.0 SITE AND PROJECT DESCRIPTION 3.1 Site Description The subject site is located within the recently mass graded Bressi Ranch Industrial Park which is located southeast of the intersection of Palomar Airport Road and El Camino Real in the city of Carlsbad, California. The specific site is a portion of Planning Area 3, Lots 10 though 13, and is located northeast ofthe intersection of Gateway Road and El Camino Real. The general location of the site is illustrated on the Site Location Map, included as Plate 1 in Appendix A of this report. The subject site is an irregularly-shaped parcel, approximately 8± acres in size. Graded slopes ranging in height from 5 to 7± feet border the site to the north and east. Five (5) desilting basins were located throughout the site. The desilting basins were approximately 6 to 8± feet deep. At the time oF the subsurface exploration, ground surface cover consisted of exposed soil with moderate grass and weed growth. Preliminary topographic information was obtained from a plan prepared by Smith Consulting Architects (SCA). The site plan indicates that site grades within Lots 10 through 13 range from El. 325± feet msl at the northeastern property corner to El. 295± feet msl at the southwestern property corner. 3.2 ProDOsed Development Preliminary information regarding the proposed development was obtained from the site plan prepared by Smith Consulting Architects. These plans have been provided to our office by the client. This plan indicates that the new development will consist of twelve (12) separate one- and two- story buildings. The proposed building footprints will be 6,400± ft^ and 9,200± ft^. Detailed structural information is not currently available. It is, however, assumed that the buildings will be of concrete tilt-up construction, typically supported on conventional shallow foundation systems and concrete slabs on grade. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 60 kips and 3 kips per linear foot, respectively. 3.3 Previous Studies As part of our investigation of the overall site, including Planning Areas PA-1 through PA-5, we were provided with several geotechnical reports. The geotechnical reports provided to us consist of preliminary and supplemental geotechnical investigations, a summary report of mass grading, and as graded reports of mass grading. The subject site has been recently rough graded to its Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 4 GEOTECHNICAL current configuration under the purview of Leighton and Associates, Inc. The reports which are applicable to the entire site, including all of the Planning Areas, are summarized below: • Geotechnical Investigation, Proposed Business Park. Bressi Ranch Lots 10 - 13. Planning Area 3. Carlsbad. Caiifornia: prepared for St. Croix Capital by Southern California Geotechnical, Inc., dated November 16, 2005, Project No, 05G273-1. This report presents the results of our previous geotechnical investigation of the subject site, The work documented by this report occurred during the period of October 31, 2005 through November 16, 2005. This report states that eight (8) borings were drilled within the site to depths ranging from 10 to 19yz± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH). The borings identified engineering fill soils extending to depths of 2 to 2V2± feet below existing grade. Below the fill soils, Santiago Formation bedrock materials were observed to the maximum depth explored of 19%± feet below ground surface. Groundwater was reportedly not encountered in any of the borings. The report identified corrective grading removals of shallow bedrock for the two building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the selected buildings. • Geotechnical Investioation. Bressi Ranch Corporate Center, Planning Areas 1 through 5, SEC of Palomar Airport Road and El Camino Real, Carlsbad. California: prepared for Sares Regis Group by Southern California Geotechnical; Inc., dated May 3, 2004, Project No. 03G259-2, This report presents the results of our geotechnical investigation of Planning Areas 1 through 5 subsequent to the mass grading. Subsurface exploration performed as part of this geotechnical investigation induded twenty (20) borings advanced to depths of 5 to 19y2± feet below currently existing site grades. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH). Based on the subsurface conditions, the site is underlain by recently placed compacted fill soils . and sandstone and claystone bedrock. The fill soils extend to depths of up to 90± feet and were placed under the purview of a geotechnical engineer. The existing fill soils and bedrock possesses relatively high strengths, and highly variable expansive potentials. Based on the variable expansive potentials and differing strengths of the engineered fill and bedrock, and in order to provide for a new layer of structural fill that will help mitigate the potential cut/fill transitions, it was recommended that remedial grading be performed within the proposed building pad areas. The building pad areas were recommended to be overexcavated to a depth of at least 5 feet below existing grade and to a depth of at least 4 feet below proposed pad grade. The depth of overexcavatlon should be sufficient to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 5 GEOTECHNICAL I I I I I I I I I I I I I I I I I I I • Supplemental Geotechnical Investigation for Mass Gradino. Bressi Ranch. Carlsbad. Caiifornia, prepared for Lennar Homes by Leighton and Associates, Inc., dated March 14, 2001, Project No. 971009-005. This report presents the results of a supplemental geotechnical investigation to update their earlier preliminary geotechnical report prepared in 1997, Subsurface exploration performed as part of the supplemental geotechnical investigation included eight (8) large diameter borings and fifty-six (56) exploratory trenches. Logs of these supplemental borings and trenches as well as previous work by Leighton and others is included in the report and summarized on the Geotechnical Map included therein. Based on the presented information, the subject site is primarily underlain by sandstone bedrock. The bedrock is indicated to consist of the Tertiary age Santiago formation, which is described as massively bedded sandstone with some zones of claystone and siltstone. Some minor areas of shallow undocumented fill, terrace deposits, and alluvlal/colluvial soils were also mapped within the boundaries of the subject site. Although the majority of the mapped, larger ancient landslides are located outside the boundaries of the subject site, two (2) small ancient landslides were mapped on the subject site, east of PA-1 and PA-2. Due to their small scale, they were recommended to be removed in their entirety and replaced as compacted fill. Remedial grading recommendations contained In this report indicate that all undocumented fill and alluvlal/colluvial soils should be completely removed to competent material. • Supplemental Geotechnical Landslide Investigation, Planning Areas PA-1. PA-2. and PA- 10 through PA-12. Bressi Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc., dated February 12, 2003, Project No. 971009-007. This report presents the results of a supplemental geotechnical landslide investigation for specific portions of the site. Subsurface exploration performed as part of the supplemental geotechnical landslide investigation included nine (9) large diameter borings and five (5) explorator/ trenches In the areas of the previously mapped ancient landslides, Logs of these additional borings and trenches as well as revised cross sections are included in the report. The area of the subject site addressed by this report includes the eastern portion of planning areas PA-1 and PA-2 where several nested ancient landslides were mapped. Cross Sections E-E' and P-P' depict the mapped geologic conditions and the recommended remedial grading, which consisted of complete removal of the landslides and replacement as engineered fill. This report restates the previous remedial grading recommendations and provides slope stability calculations to justify the proposed grading configurations. • Geotechnical Recommendations Concerning 95 Percent Relative Compaction of Fill Deeper than 40 Feet Bressi Ranch, Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc., dated February 13, 2003, Project No. 971009-007. This report addresses the settlement potential of deep fill areas and provides recommendations to reduce the time period for the majority of the settlement to occur. In several areas of the overall project, fills up to 40 to 50± feet in thickness were planned to achieve the design grades. Deep fill areas on the subject site are located in the eastern portion of PA-2, and two small areas Bressi Ranch, Lots 10-13 • Carlsbad, CA SOUTHERN • Project No. 06G252-1 CALIFORNIA Page 6 GEOTECHNICAL within PA-3 and PA-5. The report recommends that all structural fills below a depth of 40 feet from finish grade be compacted to at least 95 percent of the ASTM D-1557 maximum dry density, and estimates that the time period for the majority of the settlement to occur will be reduced from 6 to 12 months to 3 to 8+ months. Near surface settlement monuments were recommended to be installed immediately after rough grading, with survey intervals of once a week for the first month, then twice a month for 3 months, and then monthly to determine completion primary settlement of deep fills. The recommended locations of the near surface settlement monuments are indicated to be contained on an index map within this report, however, the copy provided to us does not contain this plan. • Summary ofthe As-Graded Geotechnical Conditions and Partial Completion of Rough and Fine Grading, Planning Areas PA-1 Through PA-5. Bressi Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc., dated January 20, 2004, Project No. 971009-014, This summary report indicates that grading of Planning Areas PA-1 through PA-3 is essentially complete, and that grading is ongoing in Planning Areas PA-4 and PA-5, Grading operations were reportedly performed in general accordance with the recommendations presented in Leighton's previous geotechnical reports. Geotechnical issues presented in this summary report which were not discussed in the previous reports include the presence of inactive faults within PA-4 and PA-5, perched groundwater within the overexcavated tributary canyons on the east side of PA-1 and PA-2, oversize materials within the engineered fills, high to very high expansive soils at or near finish grade, and some severe sulfate concentrations which would require the use of specialized concrete mix designs. • As Graded Report of Mass Grading. Planning Areas PA-1. PA-2f and PA-3. Metropolitan Street, and a Portion of Town Garden Road, Gatewav Road, and Alicante Road, Carlsbad Tract No. 00-06. Bressi Ranch, Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc., dated April 15, 2004, Project No. 971009-014 This report documents the mass grading of Planning Areas PA-1, PA-2, and PA-3 as well as a portion of the interior streets. Most of the information contained in this report was presented in the January 20, 2004 summary report. The conclusions and recommendations are also similar to the previous report. With respect to the deep fills on this portion of the site, Leighton concluded that most of the anticipated settlement is complete, but the seven settlement monuments should be continued to be monitored. Soluble sulfate test results range from negligible to severe, and expansion index test results range from low (EI = 46) to very high (EI = 163). Preliminary pavement sections are presented and are based on assumed R-value of 12. Maximum cuts and fills within Planning Areas PA-1, PA-2, and PA-3 are documented as 25 and 90 feet, respectively. Fill soils below a depth of 40 feet were compacted to at least 95% of ASTM 1557 maximum dry density. • Addendum to As-Graded Reports of Mass Grading Concerning the Completion of Settlement Monitoring, Planning Areas PA-1 through PA-5, Bressi Ranch, Carlsbad, California, prepared for Lennar Communities by Leighton and Associates, Inc., dated October 11, 2004, Project No. 971009-014 Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 7 GEOTECHNICAL This report presents the data collected from the settlement monitoring program for the deep fill (greater than 40 feet) areas of the entire site. The settlement monitoring data was collected over a period of 5 to 6 months. Based on the collected data, Leighton concludes that the primary settlement of the fill soils is essentially complete, and that construction of improvements within Planning Areas PA-1 through PA-5 may begin. Secondary consolidation settlement of deep fills is estimated to be less than 1 to 3 inches depending on the depth of fill. Differential settlements are estimated to be on the order of Vi inch in 25 feet. Bressi Ranch, Lots 10-13 - Carlsbad, CA ' ^^^^ Project No, 06G252-1 CALIFORNIA Page 8 GEOTECHNICAL 4.0 SUBSURFACE EXPLORATION 4.1 Scope of ExDioration/SamDiino Methods The subsurface exploration conducted for this project consisted of fifteen (15) borings advanced to depths of 19y2± feet below currently existing site grades. The maximum depth of our borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego Count/ Department of Environmental Health (DEH). All of the borings were logged during excavation by a member of our staff. Representative bulk and in-situ soil samples were taken during drilling. Relatively undisturbed in-situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2.416± inch diameter brass rings. This sampling method is described in ASTM Test Method D-3550. In-situ samples were also taken using a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were taken at periodic locations in the trenches. The bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory. The approximate locations ofthe borings are indicated on the Boring Location Plan, included as Plate 2 ofthis report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as some ofthe results of the laboratory testing, are included in Appendix B. 4.2 Geotechnical Conditions Presented below is a generalized summary of the subsurface conditions encountered at the boring locations. More detailed descriptions of the conditions encountered are illustrated on the Boring Logs, included in Appendix B. Artificial Fill Artificial fill soils were encountered at the ground surface at many of the boring locations. These fill soils extend to depths of V/2 to 12y2± feet below existing grade. As previously discussed, the fill soils within other areas of PA-3 are documented to have maximum depths of 40 to 50± feet. The fill soils encountered in the borings generally consist of medium dense fine sands and clayey fine sands. The fill soils possess moderately high strengths, moisture contents near or above optimum and based on their color mottling and composition, appeared to be well mixed. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No, 06G252-1 CALIFORNIA Page 9 GEOTECHNICAL Bedrock Bedrock was encountered at or near ground surface or beneath the fill soils at all of the boring locations. The bedrock encountered at this site consists of Tertiary age Santiago formation, which is comprised of dense to very dense sandstone with some zones of claystone and siltstone. Bedding within the Santiago formation on site is generally massive with no significant planes of weakness or discontinuities. The sandstone unit is typically light gray in color, contains moderate iron oxide staining, and is comprised of weakly cemented silty fine sand. The siltstone unit Is typically light gray to gray in color, contains moderate iron oxide staining, and is comprised of fine sandy silt. The claystone unit is typically dark gray to gray green in color, contains some shell fragments, gypsum veins, and is comprised of silts and clays. Groundwater Based on the water level measurements, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 20± feet at the time of the subsurface exploration. Further, based on the conditions documented in the mass grading report by Leighton, no groundwater was encountered during grading. Therefore, groundwater is expected to be at depths greater than the extent of the fill soils, which are 40 to 50± feet thick within PA-3. 4.3 Geologic Conditions Geologic research indicates that the site is underlain by sandstone mapped as the Santiago Formation (Map Symbol Tsa) with nearly horizontal bedding attitudes. The primary available reference applicable to the subject site is DMG Open-File Report 96-02, Geologic Map of the Northwestern Part of San Diego Countv, California, by California Division of Mines and Geology, 1996. Based on the materials encountered in the exploratory borings, it is our opinion the site is underlain by sandstone, siltstone and claystone bedrock consisting of the Santiago formation (Map Symbol Tsa). The bedrock encountered in the exploratory borings and observed at the ground surface is generally massively bedded and the structure is comprised of nearly horizontal bedding with some moderately developed joints in the upper, less weathered portions of the bedrock. I I SOUTHERN CALIFORNIA GEOTECHNICAL Bressi Ranch, Lots 10-13 - Carlsbad, CA Project No, 06G252-1 Page 10 5.0 LABORATORY TESTING The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths. Classification All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report. In-situ Densit/ and Moisture Content The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D-2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Consolidation Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D-2435. The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-9 in Appendix C of this report. Expansion Index The expansion potential of the on-site soils was determined in general accordance with Uniform Building Code (UBC) Standard 18-2. The testing apparatus is designed to accept a 4-inch diameter, 1-in high, remolded sample. The sample is initially remolded to 50+ 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water, and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24-hour period. The results of the EI testing are as follows: Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G2S2-1 CALIFORNIA Page 11 GEOTECHNICAL Sample Identification Expansion Index Expansive Potential B-9 @ 0 to 5 feet 42 Medium B-13 @ 0 to 5 feet 84 Medium Soluble Sulfates Representative samples of the near-surface soils have been submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes Into contact with these soils. The results of the soluble sulfate testing are not yet available. These test results, along with recommendations for any appropriate sulfate resistant concrete mix designs will be presented in an addendum report. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CAUFORNIA Page 12 GEOTECHNICAL 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design, construction, and grading considerations. The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development. Following completion of the recommended grading and foundation construction procedures, the subject site is considered suitable for its intended use. 6.1 Seismic Design Considerations The subject site is located in an area which is subject to strong ground motions due to earthquakes. The completion of a site specific seismic hazards analysis is beyond the scope of services for this geotechnical investigation. However, it should be noted that numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefore, significant damage to structures may be unavoidable during large earthquakes. The proposed structures should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life. Faulting and Seismicity Research of available maps indicates that the subject site is not located within an Alquist-Prioio Earthquake Fault Zone. Therefore, the possibility of significant fault rupture on the site is considered to be low, Seismic Design Parameters The proposed development must be designed in accordance with the requirements of the latest edidon of the Uniform Building Code (UBC) or the California Building Code (CBC), whichever is applicable. The UBC/CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil condifions, seismic zoning, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the seismic zone, soil proflle, and the proximity of known faults with respect to the subject site. The 1997 UBC/2001 CBC Design Parameters have been generated using UBCSEIS, a computer program published by Thomas F. Blake (January 1998). The table below is a compilation of the data provided by UBCSEIS, and represents the largest design values presented by each type of Bressi Ranch, Lots 10-13 - Carlsbad, CA ' SOUTHERN Project No. 06G252-1 CALIFORNIA Page 13 GEOTECHNICAL fault. A copy of the output generated from this program is included in Appendix E of this report. A copy of the Design Response Spectrum, as generated by UBCSEIS is also included in Appendix E. Based on this output, the following parameters may be utilized for the subject site: Nearest Type A Fault: Elsinore-Juiian (36 km) Nearest Type B Fault: Rose Canyon (11 km) Soil Profile Type: SD Seismic Zone Factor (Z): 0.40 Seismic Coefficient (Ca): 0.44 Seismic Coefficient (Cy): 0.64 Near-Source Factor (Na) 1.0 Near-Source Factor (Nv) 1.0 The design procedures presented by the UBC and CBC are intended to protect life safety. Structures designed using these minimum design procedures may experience significant cosmetic damage and serious economic loss. The use of more conservative seismic design parameters would provide increased safety and a lower potential for cosmetic damage and economic loss during a large seismic event. Ultimately, the structural engineer and the project owner must determine what level of risk is acceptable and assign appropriate seismic values to be used in the design of the proposed structure. Liguefaction Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore- water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and grain size characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may impact surface improvements is generally identified as the upper 50 feet below the existing ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (dso) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss, 1971). Clayey (cohesive) soils or soils which possess clay particles (d<0.005mm) in excess of 20 percent (Seed and Idriss, 1982) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table. The subsurface conditions encountered at the subject site are not conducive to liquefaction. These conditions consist of compacted fill soils underlain by high strength sandstone and claystone bedrock, which is not susceptible to earthquake-induced liquefaction. Based on the subsurface conditions, liquefaction is not considered to be a significant design concern for this project. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. Q6G2S2-1 CALIFORNIA Page 11 GEOTECHNICAL 6.2 Geotechnical Design Considerations General The subject site is underlain by fill soils and by sandstone and occasional claystone bedrock. The fill soils, extending to maximum depths of VA to 12± within the subject site generally consist of moderate strength sands and clayey sands with occasional sandy clays. Laboratory testing indicates that these materials possess generally favorable consolidation and collapse characteristics. However, several cut/fill transitions between the fill and bedrock were created by the mass grading procedures. More importantly, the proposed grading to establish the new finished floor elevations is expected to result in the formation of additional cuVfill transitions. The resultant subsurface profile is expected to provide variable support characteristics for the foundations of the proposed structures. Based on these considerations, it is recommended that remedial grading be performed within the new building areas in order to provide a subgrade suitable for support of the foundations and floor slabs of the new structures. The primary geotechnical design consideration that will impact the proposed development is the fact that the proposed grading will create cut/fill transitions within some of the proposed building areas. These considerations are discussed in detail in the following sections ofthis report. Grading and Foundation Plan Review The conclusions and recommendations presented in this report are based on the preliminary plans provided to our office. No grading plans were available at the time of this report. Once preliminary grading plans become available, it is recommended that they be provided to our office for review with regard to the conclusions and recommendations presented herein. In addition, a foundation plan was not available at the time of this report. It is recommended that preliminary foundation plans be provided to our office once they become available. Depending on the results of our review, some modifications to the recommendations contained in this report may be warranted. Settlement The results of the consolidation/collapse testing indicate that the existing fill soils are not subject to significant collapse upon moisture infiltration. In addition, the existing fill soils do not exhibit significant consolidation when exposed to load increases in the range of those that will be imposed by the new foundations. Provided that the recommendations contained within this report are implemented in the structural design and construction of the proposed buildings, the post-construction settlements are expected to be within tolerable limits. Following completion of the recommended grading, the post-construction static settlements are expected to be within tolerable limits. Cut/Fill Transitions Buildings 5 through 12, inclusive, are closely underlain by dense bedrock. It is expected that cuts and fills of up to 1 to 3± will be necessary within these building areas to achieve the proposed subgrade elevations. Therefore, cut/fill transitions are expected to exist within these building Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 05G252-1 CALIFORNIA , Page 15 GEOTECHNICAL areas after completion ofthe proposed grading. This cut/fill transition condition at bearing grade raises a potential for additional differential settlement. This report contains recommendations for additional remedial grading within these building pads to remove this geologic and cut/fill transition. It should be noted that the extent of areas that will require overexcavation to mitigate cut/fill transitions will depend upon the final grades that are established throughout the site. Therefore, the extent of this remedial grading may change, fotiowing our review of the preliminary grading plan. Expansion Most of the on-site soils consist of medium expansive soils and bedrock (EI = 42 and 84). Based on the presence of expansive soils, special care should be taken to properly moisture condition and maintain adequate moisture content within all subgrade soils as well as newly placed fill soils. The foundation and floor slab design recommendations contained within this report are made in consideration of the expansion index test results. It is expected that significant blending of the on-site soils will occur during precise grading procedures, and that the resulting building pad subgrade soils will possess medium expansion potentials. It is recommended that additional expansion Index testing be conducted at the completion of precise grading to verify the expansion potential of the as-graded building pads. Shrinkage/Subsidence Based on our experience with the on-site soils and rock materials, removal and recompaction of the existing near-surface engineered fill soils is estimated to result in average shrinkage or bulking of less than 5 percent. Where the existing bedrock is overexcavated and replaced as structural fill, bulking on the order of 0 to 5 percent is expected. Minor ground subsidence is expected to occur in the soils below the zone of removal due to settlement and machinery working. The subsidence is estimated to be 0.1 feet. These estimates may be used for grading in areas that are underlain by existing engineered fill soils. No significant subsidence will occur in areas that are immediately underlain by sandstone bedrock. These estimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependant on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely. Setbacks In accordance with Uniform Building Code (UBC) requirements, all footings should maintain a minimum horizontal setback of H/3, where H equals the slope height, measured from the outside face of the footing to any descending slope face. This setback should not be less than 7 feet, nor need it be greater than 40 feet. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 16 GEOTECHNICAL 6.3 Site Gradino Recommendations The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site specific recommendations presented below, Site Stripping and Demolition Initial site preparation should include stripping of any vegetation and organic debris. Based on conditions observed at the time of the subsurface exploration, moderate stripping of native grass and weeds is expected to be necessary. Initial grading operations should also include abandonment of the existing desilting basins, located throughout the site, Any softened soiis, silt deposits, water, or other unsuitable materials should be removed from the detention basin. Removals should extend to a depth of suitable structural compacted fill soils or bedrock. Where the detention basins are located within proposed building areas, the building pad overexcavation recommendations should also be implemented. Treatment of Existing Soils: Building Pads Remedial grading will be necessary in several of the building areas to mitigate potential variable support conditions due to cut/fill transitions that will exist at or near the proposed foundation bearing grade. Remedial grading should be performed within the areas of buildings 5 through 12, inclusive, to remove and replace a portion of the dense bedrock as engineered fill. The existing bedrock should be overexcavated to provide for a new layer of compacted structural fill, extending to a depth of at least 3 feet below proposed foundation bearing grade, throughout the building areas. Based on conditions encountered at the boring locations, it is expected that such overexcavation will be required throughout buildings 5 through 12, inclusive. In general, the overexcavations should extend at least 5 feet beyond the building perimeters. If the proposed structures incorporate any exterior columns (such as for a canopy or overhang) the area of overexcavation should also encompass these areas. Within areas of the proposed structures that do not require overexcavation per the recommendations presented above, it is recommended that the existing fills be overexcavated to a depth of at least 1 foot below existing grade, to remove any existing weathered and/or softened fill soils, as well as to prepare the subgrade for new fill placement. Following completion of the overexcavations, the subgrade soils (or bedrock) within the building areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structure. This evaluation should include proofrolling with a heavy rubber-tired vehicle to identify any soft, loose Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G2S2-1 CALIFORNIA Page 17 GEOTECHNICAL or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density soils are encountered at the bottom of the overexcavatlon. The exposed subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted. Treatment of Existino Soils: Retaining Walls and Site Walls The existing soils within the areas of any proposed retaining walls underlain by less than 2 feet of existing engineered fill soils should be overexcavated to a depth of 2 feet below foundation bearing grade and replaced as compacted structural fill, as discussed above for the proposed building pad. Subgrade soils in areas of non-retaining site walls should be overexcavated to a depth of 1 foot below proposed bearing grade, if not underlain by at lest 1 foot of existing engineered fill soils. In both cases, the overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed subgrade soils. In areas where unsuitable fill soils are encountered at foundation subgrade level, additional overexcavation or deepened footings will be necessary. The previously excavated soils may then be replaced as compacted structural fill. Treatment of Existing Soils: Parkina Areas Overexcavation of the existing fill soils in the new parking areas is generally not considered warranted, with the exception of any areas where lower strength soils are identified by the geotechnical engineer during grading, Subgrade preparation in the remaining new parking areas should initially consist of completion of cuts where required. The geotechnical engineer should then evaluate the subgrade to identif/ any areas of unsuitable soils. Based on conditions observed at the site at the time of drilling, no significant overexcavation is expected to be necessary within the new parking areas. The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4± percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. Depending upon the actual finished grades, which have not yet been established, portions of the parking lot subgrades may be immediately underlain by bedrock. These materials may be used for direct pavement subgrade support. However, the owner and/or developer of the project should understand that minor amounts of reflective cracking and/or minor differential movements should be expected to occur near the location of the transitions between these bedrock materials and the adjacent engineered fill. If such cracking or minor differential movements within the pavements is not considered acceptable, additional overexcavation should be performed within the cut portions of the parking areas. Fill Placement • Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above optimum moisture content, and compacted. • On-site soils may be used for fill provided they are cleaned of any debris or oversized materials to the satisfaction of the geotechnical engineer. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No, 06G252-1 CALIFORNIA Page 18 GEOTECHNICAL • All grading and fill placement activities should be completed in accordance with the requirements of the Uniform Building Code and the grading code of the City of Carlsbad. • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed. • Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor, Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications. Imported Structural Fill All imported structural fill should consist of low expansive (EI < 30), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve). Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D. Utilitv Trench Backfill In general, al! utility trench backfill should be compacted to at least 90 percent of the ASTM D- 1557 maximum dry density. As an alternative, a dean sand (minimum Sand Equivalent of 30) may be placed within trenches and flooded in place. Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the City of Carlsbad. Materials used to backfill trenches should consist of well graded granular soils with a maximum partide size of 3 inches. All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soiis should be compaction tested where possible; probed and visually evaluated elsewhere. Utility trenches which parallel a footing, and extending below a lh:lv plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Sand or pea gravel backfill, unless it is similar to the native soils, should not be used for these trenches. 6.4 Construction Considerations Moisture Sensitive Subgrade Soils Some of the near surface soils possess appredable silt and clay content and may become unstable if exposed to significant moisture infiltration or disturbance by construction traffic. In addition, based on their granular content, the on-site soils will also be susceptible to erosion. The site should, therefore, be graded to prevent ponding of surface water and to prevent water from running into excavations. Excavation Considerations Based on conditions encountered at the boring locations, the bedrock that underlies the subject site possesses a dense to very dense relative density, but is somewhat friable. It is expected Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 19 GEOTECHNICAL that it will be feasible to utilize conventional grading equipment within the depths that were explored by the borings. However, some difficulty may be encountered during excavation, possibly requiring large single shank-equipped bulldozers, excavators, etc. The grading contractor should verify the need for special excavation equipment prior to bidding the project. Based on the presence of moderate granular content of the soils throughout the development area, minor to moderate caving of shallow excavations may occur. Flattened excavation slopes may be sufficient to mitigate caving of shallow excavations, although deeper excavations may require some form of external stabilization such as shoring or bradng. Temporary excavation slopes should be no steeper than lh:lv. All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations. Expansive Soiis As previously discussed, the on site soils have been determined to possess a medium expansion potential. Therefore, care should be given to proper moisture conditioning of all building pad subgrade soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading. All imported fill soils should have low to medium expansive characteristics. In addition to adequately moisture conditioning the subgrade soils and fill soils during grading, special care must be taken to maintain the moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather. Due to the presence of expansive soils at this site, provisions should be made to limit the potential for surface water to penetrate the soils immediately adjacent to the structures. These provisions should indude directing surface runoff into rain gutters and area drains, redudng the extent of landscaped areas around the structures, and sloping the ground surface away from the buildings. Where possible, it is recommended that landscaped planters not be located immediately adjacent to the proposed buildings. If landscaped planters around the buildings are necessary, it is recommended that drought tolerant plants or a drip irrigation system be utilized, to minimize the potential for deep moisture penetration around the structure. Other provisions, as determined by the civii engineer may also be appropriate. Groundwater Free water was not encountered within the depths explored by the borings drilled for this project. These borings extended to a maximum depth of 20± feet below existing grade. Based on this information, groundwater is not expected to impact the proposed grading or foundation construction activities. 6.5 Foundation Design and Construction Based on the preceding preliminary grading recommendations, it is assumed that the new building pads will be immediately underlain by existing or newly placed structural fill soils extending to depths of at least 3± feet below foundation bearing grade. Based on this Bressi Ranch, Lots 10-13 - Cartsbad, CA SOUTHERN • Projert No. 06G252-1 CALIFORNIA Page 20 GEOTECHNICAL subsurface profile, the proposed structures may be supported on conventional shallow foundation systems. Foundation Design Parameters New square and rectangular footings may be designed as follows: • Maximum, net allowable soil bearing pressure: 2,500 Ibs/ft^ The allowable bearing pressure may be increased by 1/3 when considering short duration wind or seismic loads. • Minimum wall/column footing width: 14 inches/24 inches • Minimum longitudinal steel reinforcement within strip footings: Four (4) No. 5 rebars (2 top and 2 bottom), due to medium expansive potential of near surface soils. • Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 18 inches below adjacent exterior grade. Interior column footings may be placed immediately beneath the floor slab. • It is recommended that the perimeter foundations be continuous across all exterior doorways. Flatwork adjacent to exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer. The minimum steel reinforcement recommended above is based on geotechnical considerations. Additional reinforcement may be necessary for structural considerations. The actual design of the foundations should be determined by the structural engineer. Foundation Construction The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 5.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement. Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Any unsuitable bearing materials should be removed to a depth of suitable bearing compacted structural fill, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations. The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. Estimated Foundation Settlements Post-construction total and differential settlements induced by the foundation loads of the new structures are estimated to be less than 1.0 and 0.5 inches, respectively, for shallow foundations designed and constructed in accordance with the recommendations provided In this report. The differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 21 GEOTECHNICAL Lateral Load Resistance Lateral ioad resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces: • Passive Earth Pressure: 250 Ibs/ft^ • Friction Coefficient: 0,25 These are allowable values, and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against suitable compacted structural fill. The maximum allowable passive pressure is 2500 Ibs/ft^ 6.6 Floor Slab Design and Construction Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report. Based on the anticipated grading which will occur at this site, the floors of the new structures may be constructed as conventional slabs-on-grade supported on newly placed structural fill. Based on geotechnical considerations, the floor slabs may be designed as follows: • Minimum slab thickness: 5 inches • Minimum slab reinforcement: No. 3 bars at 18-inches on-center, in both directions. • Slab underlayment: 10-mil vapor barrier, overlain by 2 inches of dean sand. Where moisture sensitive floor coverings are not anticipated, the vapor barrier and 2-inch layer of sand may be eliminated. • Moisture condition the floor slab subgrade soils to 2 to 4 percent above optimum moisture content, to a depth of 12 inches. Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks. 6.7 Retaining Wall Design Recommendations It is expected that some small retaining walls may be required to facilitate the new site grades. The parameters recommended for use in the design of these walls are presented below. Retaining WaH Design Parameters Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. We have provided parameters for two different types of wall backfill: on-site soils consisting of silty sands and clayey sands; and Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Project No. 06G252-1 CALIFORNIA Page 22 GEOTECHNICAL imported select granular material. In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the base of the retaining wall upwards at a 59 degree angle of Indination. RETAINING WALL DESIGN PARAMETERS Design Parameter Soil Tl /pe Design Parameter Imported Aggregate Base On-Site Silty Sands and Clayey Sands Internal Friction Angle (<{>) 38° 28° Unit Weight 130 Ibs/ft^ 125 Ibs/ft^ Equivalent Fluid Pressure: Active Condition (level backfill) 31 Ibs/ft^ 45 Ibs/ft^ Equivalent Fluid Pressure: Active Condition (2h:lv backfill) 44 Ibs/ft^ 79 Ibs/ft^ Equivalent Fluid Pressure: At-Rest Condition (level backfill) 48 lbs/ft^ 66 Ibs/ft' Regardless of the backfill type, the walls should be designed using a soil-footing coefficient of friction of 0.25 and an equivalent passive pressure of 250 Ibs/ft^. The active earth pressures may be used for the design of retaining walls which do not directly support structures or support soils which in turn support structures and which will be allowed to deflect. The at-rest earth pressures should be used for walls which will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly. Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure. Retaining Wall Foundation Design Retaining walls should be supported within newly placed structural fill monitored during placement by the geotechnical engineer. Where retaining walls are also serving as building walls, they should be graded in accordance with the recommendations presented in Section 6.3 of this report for the proposed building pad areas. Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report. Backfill Material It is recommended that a minimum 1 foot thick layer of free-draining granular material (less than 5 percent passing the No. 200 sieve) should be placed against the face of the retaining SOUTHERN CALIFORNIA GEOTECHNICAL Bressi Ranch, Lots 10-13 - Carlsbad, CA Projert No. 06G252-1 Page 23 walls. This material should be approved by the geotechnical engineer. A suitable geotextile should be used to separate the layer of free draining granular material from the backfill soils. If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils. All retaining wall backfill should be placed and compacted under engineering controlled conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557- 91). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided. Subsurface Drainage As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either: A weep hole drainage system typically consisting of a series of 4-inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spadng. The weep holes should indude a minimum 2 cubic foot gravel pocket surrounded by an appropriate geotextile fabric at each weep hole location. • A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the retaining wall, above the footing. The gravel drain should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system. 6.8 Pavement Desion Parameters Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent preliminary pavement recommendations assume proper drainage and construction monitoring, and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. These preliminary designs also assume a routine pavement maintenance program to obtain the 20-year pavement service life. Pavement Subgrades It is anticipated that the new pavements will be primarily supported on a layer of compacted structural fill, consisting of scarified, thoroughly moisture conditioned and recompacted native materials and/or fill soils. The on-site soils generally consist of sandy days and sandy days. These soils are considered to possess fair pavement support characteristics with R-values of 10 to 20, Since R-value testing was not induded in the scope of services for this project, the subsequent pavement design is based upon an assumed R-value of 15. Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions. It is recommended that Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Projert No. 06G252-1 CALIFORNIA Page 24 GEOTECHNICAL R-value testing be performed after completion of rough grading. Depending upon the results of the R-value testing, it may be feasible to use thinner pavement sections in some areas of the site. Asphaltic Concrete The pavement designs are based on the traffic indices (TTs) indicated. The dient and/or civil engineer should verify that these TI's are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume wili exceed those recommended herein, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming 5 operational traffic days per week: Traffic Index No. of Heavy Trucks per Day 4.0 0 5.0 1 6.0 3 7.0 11 For the purposes of the traffic volumes above, a truck is defined as a 5-axle tractor-trailer unit, with one 8-kip axle and two 32-kip tandem axles. All of the traffic indices allow for 1000 automobiles per day. Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. It should be noted that the TI = 5.0 section only allows for 1 truck per day. Therefore, all significant heavy truck traffic must be excluded from areas where this thinner pavement section is used; othenwise premature pavement distress may occur. ASPHALT PAVEMENTS Materials Thickness (inches) Materials Auto Parking (TI = 4.0) Auto Drive Lanes (TI = 5.0) Light Truck Traffic (TI = 6.0) Moderate Truck Traffic (TI = 7.0) Asphalt Concrete 3 3 3Vi 4 Aggregate Base 6 9 11 13 Compacted Subgrade (90% minimum compaction) 12 12 12 12 The aggregate base course should be compacted to at least 95 percent of the ASTM D-1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D-2726. The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material. The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriate spedfications contained in the current edition of the "Greenbook" Standard Specifications for Public Works Construction. SOUTHERN CALIFORNIA GEOTECHNICAL Bressi Ranch, Lots 10-13 - Carlsbad, CA Projert No. 06G252-1 Page 25 Portland Cement Concrete The preparation of the subgrade soils within concrete pavement areas should be performed as previously described for proposed asphalt pavement areas. Since significant portions of the granitic bedrock are expected to be removed around the perimeters of the proposed structures where the Portland cement concrete pavements will be located, the pavement design presented below is based on the presence of existing or newly placed compacted structural fill immediately beneath the proposed pavement subgrade elevation. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows: PORTLAND CEMENT CONCRETE PAVEMENTS Materials Thickness (inches) Materials Automobile Parking and Drive Areas Light Truck Traffic (TI = 6.0) Moderate Truck Traffic (TI = 7.0) PCC 5 7 Compacted Subgrade (95% minimum compaction) 12 12 12 The concrete should have a 28-day compressive strength of at least 3,000 psi. Reinfordng within all pavements should consist of at least heavy welded wire mesh (6x6-W2,9xW2,9 WWF) placed at mid-height in the slab. In areas underlain by expansive soils, the reinforcement should be increased to No, 4 bars at 18 inches on center. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness. SOUTHERN CAUFORNIA GEOTECHNICAL Bressi Ranch, Lots 10-13 - Carlsbad, CA Project No, 06G2S2-1 Page 26 7.0 GENERAL COMMENTS This report has been prepared as an instrument of service for use by the dient in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and spedfications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a spedfication in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or dvil engineer, The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party's sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or. expressed. Bressi Ranch, Lots 10-13 - Carlsbad, CA SOUTHERN Projert No. 06G252-1 CALIFORNIA Page 27 GEOTECHNICAL APPENDIX A SITE LOCATION MAP BORING LOCATION PLAN APPROXIMATE BORING LOCATION PREVIOUS BORING LOCATION (SCG PROJECT NO. 05G273-1) Afe - ENGINEERED FILL Tsa - SANTIAGO FORMATION GEOLOGIC CONTACT NOTE: BASE \MP PROVIDED BY SCA BORING LOCATION PLAN PROPOSED LOTS 10-13 BUSINESS PARK CARLSBAD, CALIFORNIA SCALE: 1" = 8ff DRAWN: ORK CHKD: RGT ^^B^ GEOTECHNICAL SCG PROJECT 063252-1 ^^B^ GEOTECHNICAL PLATE 2 ^^B^ GEOTECHNICAL APPENDIX B BORING LOGS BORING LOG LEGEND SAMPLE TYPE AUGER CORE GRAB CS SAIWPLE DESCRIPTION SAMPLE COLLECTED FROM AUGER CUTTINGS. NO FIELD MEASUREIVIENT OF SOIL STRENGTH, (DISTURBED) ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK, SOIL SAMPLE TAKEN WITH NO a»EC)AU2ED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE, (DISTURBED) CAUFORNIA SAMPL£R; 2-1/2 INCH I.D, SPUT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NO RECOVER;THE SAMPUNG ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. STANDARD PENETRATION TEST: SAMPLER IS A1,4 INCH INSIDE DIAMETBR SPUT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SHEBLY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE SHEAR TEST: SOIL STRENGH OBTAINED USING A * BIAOEO SHEAR DEVICE. TYPICALLY USED IN SOFT CUYS-NO SAMPLE RECOVERED COLUMN DESCRIPTIONS DEPTH: SAMPLE: BLOW COUNT: POCKET PEN.: GRAPHIC LOG: DRY DENSITY: MOISTURE CONTENT: LIQUID UMIT: PLASTIC LIMIT: PASSING #200 SIEVE: UNCONFINED SHEAR: Distance in feet below the ground surface. Sample Type as depicted above. Number of blow required to aidvance the sampler 12 inches using a 140 Ib hammer with a 30-inch drop. 50/3" indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. Graphic Soil Symbol as depicted on the fotiowing page. Dry density of an undisturbed or relatively undisturbed sample. Moisture content of a soil sample, expressed as a percentage of the dry weight. The moisture content above which a soil behaves as a liquid. The moisture content above which a soil behaves as a plastic. The percentage of the sample finer than the #200 standard sieve. The shear strength of a cohesive soil sample, as measured in the unconfined state. SOIL CLASSIFICATION CHART MAJOR DIVISIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) 'OQOOC a. GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SYMBOLS GRAPH LETTER ^ GP GW GM GC SW SP SM SC TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS. GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND • CUY MIXTURES WELL-GRADED SANDS. GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LnTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR. SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTlCrrY, GRAVELLY CLAYS, SANDY CLAYS. SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PUSTICITY SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PUSTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTS PT PEAT, HUMUS. SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS ' SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-1 JOBNO 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas WATER DEPTH: Dry CAVE DEPTH: 10,5 feet READING TAKEN: At Completion FIELD RESULTS 1-lij Ul (- a o I-z D O O g o LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION: 315± ft MSL V) Ui a. D 5t OS o 51 Q. _) LU ! a. ^ LU U. z Zl V3 H Z UJ 2 O u 17 19 18 38/11 75/11 175/9' FILL: Mottled Gray Brown Silly fine Sand, trace Iron oxide staining, medium dense-damp 106 107 12 14 03 I 14 SANTIAGO FORiVlATION BEDROCK, Light Gray Silty fine grained Sandstone, trace Iron oxide staining, very dense-damp (o moisi 115 i 112 15 15 109 20 Boring Terminated at 1914' TEST BORING LOG PLATE B-1 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-2 JOBNO, 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE. 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY, Daryl Kas WATER DEPTH: Dry CAVE DEPTH: 11 feet READING TAKEN: At Compietion FIELD RESULTS P UJ UJ u. X Q. UJ Q LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION: 315± ft MSL TY CO 2 UJ Q DRY (PCF 111" Q OS o I- a,_i UJ wg ? £5" a. * Q UJ u. u. C- zx 3 W I-z UJ s S o o 39 39 44 28 10- 43 15 37 SANTIAGO FORMATION BEDROCK: Light Gray Silly fine grained Sandstone, trace Iron oxide staining, dense-damp to moist 10 12 15 14 16 19 Boring Terrhinated at I9V2' TEST BORING LOG PLATE B-2 ' SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-3 JOBNO,: 06G252 PROJECT; Bressi Ranch. Lots 10-13 LOCATION Carlsbad. California DRILLING DATE: 12/1/06 DRILLING METHOD Hollow Stem Auger LOGGED BY: Darvl Kas WATER DEPTH: Dry CAVE DEPTH 10 5 feel READING TAKEN At Complelion FIELD RESULTS ffl DESCRIPTION SURFACE ELEVATION: 316± ft MSL LABORATORY RESULTS W z LU Q —. a ;o-. 00:0S o Q- _1 Oi IS < tN UJ iL z w |t Z I Z UJ s o o 15 56 42 35 y 41 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense-damp lo moisl 12 13 13 12 18 Boring Terminated at 19Va' 20 TEST BORING LOG PLATE B-3 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-4 JOB NO,: 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Dary; Kas WATER DEPTH: Dry CAVE DEPTH: 11 feel READING TAKEN: Al Comptetion FIELD RESULTS UJ UJ a. UJ Q 2 o o 5 o DESCRIPTION SURFACE ELEVATION: 316± ft MSL LABORATORY RESULTS 2 LU O ^ I 9° su 9 ZD ^ OS o H W I- QL _J UJ wg < (N OL « O — UJ u. L. C- • o ul 3 W Z tu :s o o 46 42 38 34 32 SANTIAGO FORMATION BEDROCK: Liohl Gray Silly fine grained Sandstone, trace Iron oxide staining, dense-damp to moist 7 lo 8± feet, trace calcareous veining 111 MO 107 107 109 11 20 17 Boring Terminated at 1914' 21 TEST BORING LOG PLATE B-4 ^ SOUTHERN r CALIFORNIA GEOTECHNICAL BORING NO. B-5 JOBNO, 06G252 PROJECT: Sressi Ranch. Lois 10-13 LOCATION- Carlsbad, Caiifornia DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY Daryl Kas WATER DEPTH; Dry CAVE DEPTH 12 feel READING TAKEN; Ai Complelion FIELD RESULTS DESCRIPTION SURFACE ELEVATION; 311 ± ft MSL LABORATORY RESU w z Ol pf UJ wt QO SO D 5t OS o I- 31 a. _i UJ — w W r, «g TS ID U. z w cb 8 2 2 X 3 » h-Z UJ S s o D 35 52 60 49 50/2' 15 41 50/5" SANTIAGO FORMATION BEDROCK: Liahl Gray Silty fine grained Sandstone, trace Iron oxide staining, dense to very dense-damp to moist 103 107 110 107 88 13 14 13 14 18 15 23 Boring Terminated at 19%' TEST BORING LOG PLATE B-5 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-6 JOBNO: 06G252 PROJECT. Bressi Ranch. Lois 10-13 LOCATION: Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Slem Auger LOGGED BY: Daryi Kas WATER DEPTH; Dry CAVE DEPTH: 12 feet READING TAKEN: Al Completion FIELD RESULTS UJ DESCRIPTION SURFACE ELEVATION; 310±ftMSL LABORATORY RESULTS ^1 w z UJ Q QL ^2 Oo SO a 5t gs -J -I o 31 Q. -J UJ Q ^ Ui LL z o2 2 X 3 W W H Z UJ S s o u 30 22 23 10-B 39 15 45 2B FILL Motlled Dark Brown to Orange Brown Silty fine Sand, medium dense-damp to moist SANTIAGO FORMATION BEDROCK Light Gray Silly fine grained Sandstone, trace Iron oxide staining, calcareous nodules, dense-damp to moist 18% lo 19ya± feet, trace Clay Boring Terminated al 19%' 106 111 93 102 111 11 16 22 26 17 14 16 TEST BORING LOG PLATE B-6 SOURCE: S/W DIEGO COUNTY THOMAS GUIDE, 2006 SITE LOCATION MAP PROPOSED LOTS 10-13 BUSINESS PARK CARLSBAD, CALIFORNIA V = 2A0ff DRAWN: DRK CHKD: RGT GEOTECHNICAL SCG PROJECT 06G252-1 GEOTECHNICAL PLATE 1 GEOTECHNICAL ' SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-7 JOBNO: 05G252 PROJECT; Bressi Ranch, Lois 10 -13 LOCATION, Carlsbad, California DRILLING DATE 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas WATER DEPTH, Dry CAVE DEPTH 15 feet READING TAKEN: At Compfetion FIELD RESULTS 2 LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION; 307± ft MSL > CO UJ 01 ' d. UI 9° So 511 w fc OS 35 —- Q.n Ui ? tN CL « Q „ LU U. UL C Zee Oul zx 3 W to 1- 2 UJ s s o o V' 17 23 /'\ 10 25 15 41 FILL: Grav Brown to Orange Brown motlled Clayey fine Sand, some Silt, medium dense-damp to moist SANTIAGO FORMATION BEDROCK: Light Gray Silty line grained Sandstone, trace Iron oxide staining, medium dense-damp lo moisl 19 14 16 14 22 Boring Terminated at 1954" 16 TEST BORING LOG PLATE B-7 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-8 JOBNO, 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE; 12/1/06 DRILLING METHOD: Hollow Slem Auger LOGGED BY: Daryl Kas WATER DEPTH CAVE DEPTH, - READING TAKEN Dry At Compleiion FIELD RESULTS m DESCRIPTION SURFACE ELEVATION: 308± ft MSL LABORATORY RESULTS ( (/3 2 UJ O ^ > ^ o go so o 5t 21 _i -i o W H 35 a 3 UJ Q. 41: UJ U. u. C 82 zx 3 W 2 UJ S S o o 28 57 FILL: Gray Brown to Orange Brown Silty fine Sand, medium dense-damp to moist 03 15 FILL: Motlled Gray B,'own to Orange Brown Silty fine Sand, some Clay, medium dense-damp to moist 10--f SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, Irace Iron oxide staining, dense-damp 107 104 111 112 13 20 36 SANTIAGO FORMATION BEDROCK: Light Gray Clayey Siltstone, trace Iron oxide staining, hard-damp 109 13 14 61/9' SANTIAGO FORMATION BEDROCK- Light Gray Silty fine grained Sandstone, trace iron oxide staining, Irace Clay,, dense-damp lo moist Boring Terminated at 19VS' 17 TEST BORING LOG PLATE B-8 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-9 JOB NO,: 06G252 PROJECT: Bressi Ranch. Lois 10 -13 LOCATION: Carlsbad. California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Slem Auger LOGGED BY: Daryl Kas WATER DEPTH; Dry CAVE DEPTH 7 feel READING TAKEN: Al Complslion FIELD RESULTS LU Ul a. Ul a z o o 8 w $ DESCRIPTION SURFACE ELEVATION; 305± ft MSL LABORATORY RESULTS z UJ Ct _ >• act QO 3t - _ OS So i Ii J O ten 31 QL _J UJ -ii i < <M I UJ U- 1 U. t 2 X 3 W W I- z UJ o o 35 23 23 32 10- 40 35 FILL; Gray Brown to Orange Brown mottled Clayey fine Sand, medium dense-damp to moist SANTIAGO FORMATION BEDROCK Light Gray Silly fine grained Sandstone, trace Iron oxide staining, trace Clay, medium dense-moist Boring Terminated at 1914' 110 14 103 17 103 : 12 103 i 16 FILL: Mottled Gray Brown Silty fme Sand, trace Clay, medium | j dense-damp I I - 101 22 96 26 El = 42 @ 0 to 5' TEST BORING LOG PLATE B-9 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-10 JOBNO,; 06G252 PROJECT Bressi Ranch, Lots 10-13 LOCATION: Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Dary! Kas WATER DEPTH: Dry CAVE DEPTH, - READING TAKEN, Ali FIELD RESULTS smpletion o C3 LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION; 311 ± ft MSL Ui o _ UJ 3 90 SO o 9 3 fc • c gsi3i _i _j! a _j Ui wg a.* a ... UJ u. u. O z a.: o <; oul: 2 X; 3 CO ; W h-2 UJ S s o o 44 38 34 42 10 37 15 29 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, moderately cemented, dense-damp lo moist 11 Il- ie 15 16 19 Boring Terminated at igVa' TEST BORING LOG PLATE B-10 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-11 JOBNO: 06G252 PROJECT: Bressi Ranch, Lots 10-13 LOCATION, Carlsbad, California DRILLING DATE 12/1/06 DRILLING METHOD Hollow Slem Auger LOGGED BY; Daryl Kas WATER DEPTH: Dry CAVE DEPTH 14 feet READING TAKEN: At Complelion FIELD RESULTS o LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION: 309+ ft MSL w z UJ ^2 go So D 5t OS o I- W H- 31 Q. _i UJ wg Q. «: UJ U. z w LL D oS 2 X 3 to W H Ui 2 S o o a a lo- ts 54 59 49 44 50 41 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense-damp lo moist 105 113 112 113 112 13 14 12 13 19 Boring Terminated at 1914' TEST BORING LOG PLATE B-11 ' SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-12 JOBNO,: 06G252 PROJECT. Bressi Ranch, Lots 10-13 LOCATiON: Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas WATER DEPTH Dry CAVE DEPTH: 14 feel READING TAKEN: Al Completion FIELD RESULTS H Ui Ul a. X a, il! a z 3 O o g o 00 LABORATORY RESULTS DESCRIPTION SURFACE ELEVATION: 307± ft MSL > tr> 2 UJ Q „ V u. a" 9 3fc OS "Ul w w „ OL «: o UJ u-2W Ct::. 2 a: o < o ui zx 3« 2 Ui S S O O 34 34 37 38 10 15 40 49 SANTIAGO FORMATION BEDROCK: Lighi Gray Siily fine grained Sandstone, abundant iron oxide staining, dense-damp lo moist ! 6 lo 7V3± feel, slightly cemented < 8% to 10± feet, moderately cemented 16 14 16 15 17 13 Boring Terminated at 1 9'/J' TEST BORING LOG PLATE B-12 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-13 JOBNO,: 06G252 PROJECT, Bressi Ranch, Lots 10-13 LOCATION: Cartsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Slem Auger LOGGED BY: Daryl Kas WATER DEPTH Df>' CAVE DEPTH: 12 feel READING TAKEN, At Comptetson FIELD RESULTS LABORATORY RESULTS m o DESCRIPTION SURFACE ELEVATION: 301±ftMSL w 2 UJ Q ^ •s- U-^5 go so OS ..J -J o 31 D. _J Ui og 0. ^ a — UJ li, u. C O*^ oS zx 3 W W z UJ S s o o 4,5+ 11 4,0 FILL, Grav Brown fine Sandy Clay, trace Silt, mottled, medium stiff-moist 29 SANTIAGO FORMATION BEDROCK: Light Gray Silty fine Sandy Siltstone, Iron oxide staining, dense-damp SANTIAGO FORMATION BEDROCK: Green Gray Clayey Siltstone, Iron oxide staining, hard-damp 44 4 5+ 15 i—-' SANTIAGO FORMATION BEDROCK: Green Gray Silty Claystone. iron oxide staining, hard-Oamp SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, iron oxide staining, dense-damp 40 Boring Terminated at 19'/4' 101 106 101 100 16 19 24 24 18 El = 841® 0 to 5' TEST BORING LOG PLATE B-13 'fiBBBSBBSSSSSSSr SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-14 JOBNO, 06G252 PROJECT Bressi Ranch. Lots 10-13 LOCATION Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Slem Auger LOGGED BY Daryi Kas WATER DEPTH: Dry CAVE DEPTH 12 feel READING TAKEN: At Completion FIELD RESULTS! 1- UJ UJ Q h- Z 3 O O g o .Jl DESCRIPTION SURFACE ELEVATION: 303± ft MSL LABORATORY RESULTS >• fc Z UJ Q ^ >. u. cr o C UJ 90 s o i o 91^3; Ui D — Ui u, z w U. C. o fi z I 3 » OT !-Z UJ :^ o o lo- ts 20 19 18 19 35 33 -ILL; Gray Brown Silty fme Sand, some Clay medium dense-damp 13 SANTIAGO FORMATION BEDROCK Gray Brown to Light Gray Brown Silty fine grained Sandstone, Irace Iron oxide staining, loosely cemented, medium dense-damp ! 8V2 to 10± feet, some Clay, abundant Iron oxide staining Boring Tarminaled at 1972 IS 22 14 20 TEST BORING LOG PLATE B-14 I I I I I I I I I I I I I I I I I I I SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-15 JOBNO,: 06G252 PROJECT, Bressi Ranch, Lots 10-13 LOCATION Carlsbad, California DRILLING DATE: 12/1/06 DRILLING METHOD: Hollow Stem Auger LOGGED BY Daryl Kas WATER DEPTH: Dry CAVE DEPTH 15 fee! READING TAKEN Al Completion FIELD RESULTS as DESCRIPTION SURFACE ELEVATION- 301 ± ft MSL LABORATORY RESULTS w z UJ o ^ V- u. a St UJ z "5 So s o IS o 3l UJ is a.« o LU IL O SK: oal zx 3 W i Z UJ S O o 26 26 40 52 35 28 29 FILL; Moltted Biack, Orange and Gray Silsy fine Sand, some Clay, medium dense-motst SANTIAGO FORMATION BEDROCK Light Gray Silty fine grained Sandstone trace Iron oxide staining dense-dry lo damp SANTIAGO FORMATION BEDROCK: Light Gray fine Sandy Siltstone, some Iron oxide staining, medium dense-moist SANTIAGO FORMATION BEDROCK Light Gray Silly fine grained Sandstone, trace Iron oxioe staining, medium dense-moist Boring Terminated at 19>4' 99 105 109 111 105 19 16 13 21 17 19 TEST BORING LOG PLATE B-15 APPENDIX C LABORATORY TESHNG ,2 o 8 a o Hi c o O 10 12 14 16 0.1 Consolidation/Collapse Test Results 10 Load (ksf) 1 i KM il i 1 1 i 1 1 j Wat< ;r Added 1 i at 1600 psf — 1 . at 1600 psf — 1 . T 1 I : — f 1 j 1 ! 1 \ 1 1 j \ \ ! -l t 1 \ j i J 1 1 1 1 ! i .1 1 . \ i - r • 1 1 1 1 1 I i I 1 i 1 , i 1 1 I 1 i i i 1 1 1 1 i i i i 1 ! f 1 [ r i i j i 1 1 j ! i T ! \ i ; -f I 1 100 Boring Number: Sample Number; Depth (ft) 1 to 2 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Classification: FILL: Mottled Gray Brown Silty fine Sand B-1 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 12 19 105,8 118.7 1.99 Bressi Ranch, Lots 10 -13 Carlsbad, California Project No. 06G252 PLATE C-1 ' SOUTHERN CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results ^ 6 - c '5 ... w .2 6 re •Q w c 12 14 16 1 " i 1 i ( 1 1 1 .... 1 i 1 I I J i .... J Waler Added i .... at 1600 psf at 1600 psf \ 1 1 1 \ |\ 1 1 i 1 1 1 j 1 1 1 1 f 1 i 1 1 1 1 1 1 1 j i 1 i i i i _j 0,1 10 Load (ksf) 100 Classification: FILL: Mottled Gray Brown Silty fine Sand Boring Number: B-1 Sample Number: Depth (ft) 3 to 4 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse 13 18 106.9 118.2 0.83 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 2 ' SOUTHERN CALIFORNIA GEOTECHNICAL 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 Consolidation/Collapse Test Results 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 T i i r 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i III' f , —j. 1 i 1 • -I-- I J 1 j i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i III' -•4 Water Ad al 1600 de ps d 1 i 1 • -I-- I J 1 j i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i III' - 1 1 i 1 • -I-- I J 1 j i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i 1 1 i _ 1 1 j i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 j 1 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 1 1 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i 1 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 1 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 ! 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 ...i..... 1 11 i i 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 1 i Ijl I 1 1 , 1 1 1 i 1 r -T 0 J 2 4 g 6 c '5 w .2 8 « o m c 8 10- 12 14 • 16 • 0 1 1 Load (ksf) 10 100 Classification: FILL: Boring Number: B-1 Sample Number: Depth (ft) 5 to 6 Specimen Diameter (in) 2,4 Specimen Thickness (in) 1.0 Mottled Gray Brown Silty fine Sand Initial Moisture Content (%) 14 Final Moisture Content (%) 19 Initial Dry Density (pcf) 102.8 Final Dry Density (pcf) 115.3 Percent Collapse (%) 1.17 Bressi Ranch, Lots 10-13 Carlsbad, California Project No, 06G252 PLATE C- 3 TTrrTTr SOUTHERN ^mSm^ CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results 100 Load (ksf) Classification: SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone Boring Number: B-1 Sample Number: Depth (ft) 7 to 8 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 15 17 114.5 120.8 0.10 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 4 ' SOUTHERN CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results c 1 « c o <5 o II) c o o 0.1 10 100 Load (ksf) Classification: FILL: Gray Brown to Orange Brown mottled Clayey fine Sand Boring Number: B-9 Sample Number: Depth (ft) 1 to 2 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 15 17 110.3 117.3 0.16 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 5 mm^ SOUTHERN CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results 2 - c 1 I 8 C Q O 10 12 14 15 1 i i j i 1 ! i : j i 1 ! Waler Added al 1600 psf 1 — 1—t Waler Added al 1600 psf i 1 i mi 1 i 1 i j 1 1 1 1 ! 1 i i 1 I I i 1 i i i 1 i 1 i 1 1 i 1 1 1 -1 i i •• 1 I 0 1 10 100 Load (ksf) Classification: FILL: Gray Brown to Orange Brown mottled Clayey fine Sand B-9 Boring Number: Sample Number: Depth (ft) 3 to 4 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 17 19 102.9 111.0 0.16 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 6 SOUTHERN CALIFORNIA GEOTECHNICAL jS 6 1 I ^ ra c S 10 12 14 16 0,1 Consolidation/Collapse Test Results 10 Load (ksf) 100 Classification: FILL: Gray Brown to Orange Brown mottled Clayey fine Sand Boring Number: B-9 Sample Number: Depth (ft) 5 to 6 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 13 18 103.6 112.6 0.88 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 7 SOUTHERN CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results n 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 < 1 1 1 i I : 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 — - i t i 1 — F i 1 1 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 — - \ „t-,1-. vyuiei nuuau at 1600 psf — j 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 — - „t-,1-. 1 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 • • ] i : 1 1 1 -f-i-i-- Mil 1 i i ! \ \ 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 • • ] i : 1 1 1 -f-i-i-- Mil 1 i i ! i i 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 I 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 J 1 1 ' T liii '1' i i 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 • 1 !i i 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 ! , \ 1 i 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 i 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 ! 1 , i \ 1 2 4 • g 6 - c 1 i 8^ 15 2 o Ul 8 12 - 14 16. 0 1 1 10 100 Load (ksf) Classification: FILL: Gray Brown to Orange Brown mottled Clayey fine Sand, Boring Number: B-9 Initial Moisture Content (%) 16 Sample Number: — Final Moisture Content (%) 19 Depth (ft) 7 to 8 Initial Dry Density (pcf) 101.6 Specimen Diameter (in) 2.4 Final Dry Density (pcf) 111.6 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.73 Bressi Ranch, Lots 10-13 Carlsbad, California Project No. 06G252 PLATE C- 8 ""^^^ GEOTECHNICAL Consolidation/Collapse Test Results in c o n o (fl c o o 100 Load (ksf) Classification; FILL: Mottled Gray Brown Silty fine Sand, trace Clay Boring Number: B-9 Sample Number: Depth (ft) 9 to 10 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 9 16 111.1 121.4 1.29 Bressi Ranch, Lots 10-13 Carlsbad, Califomia Project No. 06G252 PLATE C- 9 SOUTHERN CALIFORNIA GEOTECHNICAL APPENDIX D GRADXNG GUIDE SPECIFICATIONS Grading Guide Specifications Page 1 GRADING GUIDE SPECIFICATIONS These grading guide specifications are intended to provide typical procedures for grading operations. They are intended to supplement the recommendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnical investigation report will govern. General The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and Uniform Building Codes. The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor. The Earthwork Contractor is required to notify fhe Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance. The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site lo process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report. Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection. Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrains. Site Preparation The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance with the recommendations of the Geotechnical Engineer. If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately. Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer. Grading Guide Specifications Page 2 • Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or stale agencies. If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated. • Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement, • Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill, • Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted • The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing. Compacted Fills • Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, ali fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals thai may result in the material being classified as "contaminated," and shall be very low to non-expansive with a maximum expansion index (El) of 50. The top 12 inches ofthe compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below. • All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer. • Rock fragments or rocks less than 6 inches in their largest dimensions, or as othenA'ise determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion ofthe Geotechnical Engineer. • Rock fragments or rocks greater than 6 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. Acceptable methods typically include windrows. Oversize materials should not be placed within the range of excavation for foundations, utilities, or pools lo facilitate excavations. Rock placement should be kept away from slopes (minimum distance: 15 feet) to facilitate compaction near the slope. • Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 lo 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project, • Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwics indicated. Grading Guide Specifications Page 3 • Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined tJy the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies, • Fill areas unused for a period of time may require moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made, • Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable matenals, as directed by the Geotechnical Engineer, Typical details of benching are illustrated on Plates G-2, G-4, and G-5. • Cut/f II transition lots should have the cut portion overexcavated to a depth of al least 3 feet and rebuilt with fill (see Plate G-1), as determined by the Geotechnical Engineer. • All cut lots should be inspected by the Geotechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated lo a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration. • Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feel and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration. • Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care lo ensure that excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design. Foundations Fill Slopes The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a Vi horizontal to 1 vertical (0.5:1) inclination. Where overexcavation beneath a fooling subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above. Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation. The placement and compaction of fill described above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core Slope compaction may also be achieved by backrolling the slope adequately every 2 lo 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon complelion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer, Grading Guide Specifications Page 4 Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face. All fill slopes should be keyed into bedrock or other suitable maleriai. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate G-5), All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling. The cul portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils and into bedrock or suitable material. Soils should be removed from the transition zone between the cul and fill portions (see Plate G-2). Cut Slopes All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations. Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations. Ali stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions ofthe key. A typical stabilization fill detail is shown on Plale G-5. Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates G-6, Subdrains Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate G-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer. Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent. Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer. Filter maleriai for subdrains should conform lo CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for the specific site conditions. Clean '/i-inch crushed rock may be used provided il is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feel and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills. CUT LOT 5' MIN. OVEREXCAVATE AND RECOMPACT COMPETENT MATERIAL, AS APPROVED BY THE GEOTECHNICAL ENGINEER CUT/FILL LOT (TRANSITION) COMPACTED FILL 3' MIN OVEREXCAVATE AND RECOMPACT DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOIL ENGINEER IN STEEP TRANSITIONS COMPETENT MATERIAL, AS APPROVED BY THE GEOTECHNICAL ENGINEER TRANSITION LOT DETAIL GRADING GUIDE SPECIFICATIONS MOT TO SCALE DRAWN JAS CHKD GKM CALIFORNIA GEOTECHNICAL CALIFORNIA GEOTECHNICAL PLATE D-1 CALIFORNIA GEOTECHNICAL NEW COMPACTED FILL COMPETENT MATERIAL CUT/FILL CONTACT TO BE SHOWN ON -AS-BUILr NATURAL GRADE MAXIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER MINIMUM 1'TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) CUT SLOPE TO BE CONSTRUCTED PRIOR TO PLACEMENT OF FILL • KEYWAY IN COMPETENT MATERIAL MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. KEYWAY MAY NOT BE REQUIRED IF FILL SLOPE IS LESS THAN 5 FEET IN HEIGHT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. I FILL ABOVE CUT SLOPE DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE '^S^ GEOTECHNICAL DRAWN JAS CHKD GKM '^S^ GEOTECHNICAL '^S^ GEOTECHNICAL PLATE D-2 '^S^ GEOTECHNICAL Tmm I MINUS 1" CRUSHED ROCK COMPLETELY SURROUNDED BY FILTER FABRIC, OR CLASS II PERMEABLE MATERIAL 4" MIN. PIPE MATERIAL 6" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE DEPTH OF FILL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE) 8 TRANSITS UNDERDRAIN 20 PVC OR ABS: SDR 35 35 SDR 21 100 SCHEMATIC ONLY NOT TO SCALE CANYON SUBDRAIN DETAIL GRADING GUIDE SPECIFICATIONS NOTTOSCALE DRAWN JAS CHKD GKM CALIFORNIA GEOTECHNICAL CALIFORNIA GEOTECHNICAL PLATE D-3 CALIFORNIA GEOTECHNICAL FINISHED SLOPE FACE OVERFILL REQUIREMENTS PER PLATE N0,4 NEW COMPACTED FILL COMPETENT MATERIAL - TOE OF SLOPE SHOWN ON GRADING PLAN PROJECT SLOPE GRADIENT (1:1 MAX,) PLACE COMPACTED BACKFILL TO ORIGINAL GRADE BACKCUT - VARIES MAXIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER 2' MINIMUM KEY DEPTH MINIMUM 1'TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) KEYWAY IN COMPETENT MATERIAL. MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNIAL ENGINEER, KEYWAY MAY NOT BE REQUIRED IF FILL SLOPE IS LESS THAN 5' IN HEIGHT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. NOTE: BENCHING SHALL BE REQUIRED WHEN NATURAL SLOPES ARE EQUAL TO OR STEEPER THAN 5:1 OR WHEN RECOMMENDED BY THE GEOTECHNICAL ENGINEER, r FILL ABOVE NATURAL SLOPE DETAIL GRADING GUIDE SPECIFICATIONS NOTTOSCALE DRAWN, JAS CHKD GKM ^^§^ CALIFORNIA GEOTECHNICAL ^^§^ CALIFORNIA GEOTECHNICAL PLATE D-» ^^§^ CALIFORNIA GEOTECHNICAL 3' TYPICAL BLANKET FILL IF RECOMMENDED —i BY THE GEOTECHNICAL ENGINEER TOP WIDTH OF FILL AS SPECIFIED BY THE GEOTECHNICAL ENGINEER COMPETENT MATERIAL ACCEPTABLE TO THE SOIL ENGINEER COMPACTED FILL FACE OF FINISHED SLOPE I— MINIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER 2' MINIMUM KEY DEPTH KEYWAY WIDTH, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER MINIMUM 1'TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) STABILIZATION FILL DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM CALIFORNIA GEOTECHNICAL CALIFORNIA GEOTECHNICAL PLATE D-S CALIFORNIA GEOTECHNICAL 1 I f I DESIGN FINISH SLOPE OUTLETS TO BE SPACED AT 100' MAXIMUM INTERVALS. EXTEND 12 INCHES BEYOND FACE OF SLOPE AT TIME OF ROUGH GRADING CONSTRUCTION. BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL ENGINEER BUTTRESS OR SIDEHILL FILL T 2' CLEAR "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT: (CONFORMS TO EMA STD. PLAN 323) • DETAIL "A" 4-INCH DIAMETER NON-PERFORATED OUTLET PIPE TO BE LOCATED IN FIELD BY THE SOIL ENGINEER. "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT: SIEVE SIZE 1" 3/4" 3/8" NO.4 NO. 8 NO. 30 NO. 50 NO. 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 SIEVE SIZE 1 1/2" NO.4 NO. 200 SAND EQUIVALENT MAXIMUM PERCENTAGE PASSING 100 50 8 = MINIMUM OF 50 OUTLET PIPE TO BE CON- NECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW DETAIL "A" FILTER MATERIAL - MINIMUM OF FIVE CUBIC FEET PER FOOT OF PIPE. SEE ABOVE FOR FILTER MATERIAL SPECIFICATION, ALTERNATIVE: IN LIEU OF FILTER MATERIAL FIVE CUBIC FEET OF GRAVEL PER FOOT OF PIPE MAY BE ENCASED IN FILTER FABRIC. SEE ABOVE FOR GRAVEL SPECIFICATION. FILTER FABRIC SHALL BE MIRAF1140 OR EQUIVALENT. FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12 INCHES ON ALL JOINTS. MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH A CRUSHING STRENGTH OF AT LEAST 1.000 POUNDS, WITH A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE, PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE. NOTES: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. r SLOPE FILL SUBDRAINS GRADING GUIDE SPECIFICATIONS NOTTOSCALE DRAWN JAS CHKD GKM ^•BeHM SOUTHERN ^^S^ CALIFORNIA GEOTECHNICAL ^•BeHM SOUTHERN ^^S^ CALIFORNIA GEOTECHNICAL PLATE D-6 ^•BeHM SOUTHERN ^^S^ CALIFORNIA GEOTECHNICAL MINIMUM ONE FOOT THICK LAYER OF LOW PERMEABLILITY SOIL IF NOT COVERED WITH AN IMPERMEABLE SURFACE MINIMUM ONE FOOT WIDE LAYER OF FREE DRAINING MATERIAL (LESS THAN 5% PASSING THE #200 SIEVE) FILTER MATERIAL - MINIMUM OF TWO CUBIC FEET PER FOOT OF PIPE. SEE BELOW FOR FILTER MATERIAL SPECIFICATION. ALTERNATIVE; IN LIEU OF FILTER MATERIAL TWO CUBIC FEET OF GRAVEL PER FOOT OF PIPE MAY BE ENCASED IN FILTER FABRIC. SEE BELOW FOR GRAVEL SPECIFICATION, FILTER FABRIC SHALL BE Mlf^lAFI 140 OR EQUIVALENT, FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 6 INCHES ON ALL JOINTS. MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM OF 8 UNIFORMLY SPACED PERF0RAT10t4S PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PiPE, PROVIDE CAP AT UPSTREAM END OF PiPE. SLOPE AT 2 PERCENT TO OUTLET PIPE, "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT: (CONFORMS TO EMA STD. PLAN 323) "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT: SIEVE SIZE 1" 3/4" 3/8" NO.4 NO.S NO. 30 NO. 50 NO, 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 1B-33 5-15 0-7 0-3 SIEVE SIZE 1 1/2" NO, 4 NO. 200 MAXIMUM PERCENTAGE PASSING 100 50 8 SAND EQUIVALENT = MINIMUM OF 50 RETAINING WALL BACKDRAINS GRADING GUIDE SPECIFICATIONS NOTTOSCALE DRAWN JAS CHKD, GKM PLATE D-7 ' SOUTHERN CALIFORNIA GEOTECHNICAL APPENDIX E uBcsiEiscoMpmm PROGRAM OUTPUT DESIGN RESPONSE SPECTRUM Seismic Zone: 0.4 Soil Profile: SC 2.50 s c o 2.25 2.00 1.75 1.50 "Q 1.25 o < 1.00 2 0.75 o Q. 0.50 CO 0.25 0.00 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Period Seconds 4.0 4.5 5.0 ******,*-,)<•***********»•*** * * UBCSEIS -* *• * Version 1.03 " Tf T; ,.Jf y; *********** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAl-IETERS JOB NUMBER: 05G252 DATE: 12-12-2006 JOB NMiE: Bressi Ranch Lots 10-13 . FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.1280 SITE LONGITUDE: 117.2644 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE'TYPE; SC NEAREST TYPE A FAULT; NAME; ELSINORE-JULIAN DISTAIRCE: 36.3 km NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTAlsJCE; 11 ,4 kti\ NEAREST TYPE C FAULT; NAME: DISTANCE: 99999,0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.0 Nv: 1.0 Ca: 0.40 Cv: 0.56 Ts: 0.560 To: 0.112 ****** *******A******************** * * ***********************•*,********, * CAUTION: The digitized data points used to model faults are * * limited in number and have been digitized from small- * * scale maps (e.g., 1:750,000 scale). Consequently, * * the estimated fault-sits-distances may be in error by * * several kilometers. Therefore, it is important that * * the distances be carefully checked for accuracy and * * adjusted as needed, before they are used in design. * ****•*•***********•***•>:***•****•#['*•***************•***•*****•*********,*****,** SUt-lMARY OF FAULT PARAMETERS Page 1 APPROX. SOURCE MAJi SLIP 1 FAULT ABBREVIATED DISTANCE TYPE MAG. 1 RATE 1 TYPE FAULT NAME (km) (A,B,C) (Mw) j (mm/yr) | (3S,DS,BT) ROSE CANYON 11.4 B 6. 9 ( 1. 50 1 SS NEWPORT-INGLEWOOD (Offshore) 15 .7 B 6 . 9 1 1. 50 1 ss ELSINORE-JULIAN 36.3 A 7 . 1 1 5. 00 I SS ELSINORE-TEMECOIiA 36.3 B 6. 8 1 5 00 I ss CORONADO BANK 36.5 B 7 . 4 j 3. 00 -j • ss ELSINORE-GLEN I'vY 57.8 B 6. 8 I 5. 00 1 ss EARTHQUAKE VALLEY 63.9 B 6. 5 1 2 00 1 ss PALOS VERDES 65 . 0 B 7. 1 1 3 00 1 ss SAN JACINTO-ANZA 73 .1 A 7 . 2 1 12 00 j ss SAN JACINTO-SAN JACINTO VALLEY 75.3 B 6. 9 ! 12 00 1 ss SAN JACINTO-COYOTE CREEK 79.4 B 6. 8 j 4 00 j ss NEWPORT-INGLEWOOD (L.A.Basin) 81.1 B 6. 9 1 1 00 1 ss CHINO-CENTRAL AVE. (Elsinore) 81.6 B 5. 7 1 1 00 1 DS ELSINORE-COYOTE MOu'NTAIN 86.0 B 6. 8 j 4 00 j ss ELSINORE-WHITTIER 87 .9 B 6. 8 1 2 50 ] ss SAN JACINTO-SAN BERNARDINO 98.8 B 6. 7 I 12 00 j ss SAN JACINTO - BORREGO 100.0 B 6. 6 i 4 00 1 ss SAN AISIDREAS - Southern 104.3 A • 7 . 4 I 24 00 1 ss SAN JOSE 114.9 B 6. 5 1 0 50 ) DS PINTO MOUNTAIN , 115.1 B 7. 0 1 2 50 j ss CUCAMONGA 118.4 A 7 . 0 ! 5 00 j DS SIERRA MADRE (Central) 119.2 B 7 . 0 1 3 00 ] DS BURNT MTN. 122 .9 B 6. 5 1 0 60 1 ss NORTH FRONTAL FAULT ZONE (West) 125.1 B 7 . 0 1 1 00 j DS' SUPERSTITION MTN.' (San Jacinto) 125.9 B 6 . 6 1 5 00 1 ss EUREKA PEAK 127.3 B 6. 5 1 Q 60 1 ss CLEGHORN 127.5 B 6. 5 1 3 00 , 1 ss NORTH FRONTAL FAULT ZONE (East) 131.5 B 6 . 7 1 0 50 1 DS ELMORE RANCH 131.8 B 6. 6 1 1 00 1 ss SUPERSTITION HILLS (San Jacinto) 133.4 B 6. 6 I 4 00 1 ss SAN ANDREAS - 1857 Rupture ! 133.8 A 7. 8 j 34 00 I ss RAYMOND 134.6 B 6 . 5 1 0 50 1 DS CLAMSHELL-SAWPIT i 134.6 B 6 . 5 1 0 .50 1 DS ELSINORE-LAGUNA SAiADA 136.3 B 7. 0 1 3 . 50 1 SS VERDUGO 138.9 B 6. 7 1 0 50 1 DS LANDERS 139.6 B 7 . 3 1 0 .50 1 SS HOLLYWOOD 142.3 B 6. 5 I 1 .00 ! DS HELENDALE - S. LOCKHARDT 1 143.0 B 7 • 1 1 0 .60 SS BRAiVLEY SEISMIC ZONE 1 147.1 B 6. 5 1 25 .00 1 SS LENWOOD-LOCKHART-OLD WOMAN SPRGS 148.4 B 7 . 3 1 0 .60 SS SANTA MONICA 1 150.3 B 6 . 6 1 .00 DS EMERSON So. - COPPER MTN. I 152.2 B 1 6. 9 1 0 .50 SS JOHNSON VALLEY (Northern) I 152.7 B 6 . 7 1 0 .60 SS MALIBU COAST 1 155.0 B 1 6-7 1 0 .30 DS IMPERIAL I 159.7 7. 0 j 20 .00 SS SIERRA MADRE (San Fernando) I 159.8 B 6 7 I 2 .00 DS SUMMARY OF FAULT PARAMETERS Page 4 ABBREVIATED FAULT NAME I APPROX. I SOURCE | MA>:. | SLIP | FAULT jDISTANCE! TYPE | MAG, 1 RATE i TYPE I (km) |(A,B,C)| (Mw) j (mm,/yr) j(SS,DS,BT) BIG LAGOON - BALD MTN,FLT.ZONE | 1086.1 B 7.3 i 0.50 DS **************** Tfc- A. ,^ ,^ ,^ * * TC * * SUMMARY OF FAULT PARAMETERS Page i APPROX. SOURCE 1 MAX. i SLIP FAULT ABBREVIATED iDISTANCE TYPE 1 MAG. 1 RATE TYPE FAULT N.AME 1 (km) 1 — (A, B,C) 1 (Mw) 1 (mm/yr) (SS,DS,BT DEATH VALLEY (N. of Cucamongo) 1 466. 9 1 A 1 •n ! . 0 i 5 . 00 SS ROUND VALLEY (E. of S.N.Mtns.) ! 474. 6 B 1 6 . 8 1 1. 00 ns FISH SLOUGH 1 482. 3 B ! 6. 6 ! 0. 20 DS HILTON CREEK I 500. 8 B 1 6. 7 1 2. 50 DS HARTLEY SPRINGS i 525. 2 B i 6 . 6 i 0. 50 DS ORTIGALITA 1 527. 2 B 6. 9 j 1 . 00 SS CALAVERAS (So.of Calaveras Res) 1 533. 0 B 1 6. 2 i 15 . 00 SS MONTEREY BAY - TULARCITOS j 536. 0 B 1 7 . 1 ! 0. 50 DS PALO COLORADO - SUR I 537. 1 B 1 7 _ 0 i 3 . 00 SS QUIEN SABE 1 546. 1 B i 6. 5 i 1. 00 SS MONO LAKE j 561. 2 B 1 6 . 6 1 2. 50 DS ZAYANTE-VERGELES ( 564. a B i 6. 8 1 0. 10 SS SARGENT 1 570. 0 B 6. 8 1 3 . 00 SS SAN ANDREAS (1906) j 570. 0 9 ! 24. 00 SS ROBINSON CREEK 1 592. 6 B > 6 . 5 1 0 . 50 DS SAN GREGORIO 1 611. 3 A ^ 7 . 3 i 5'. 00 SS GREENTVILLE i 619. 5 B 6. 9 1 2. 00 SS HAYWARD (SE Extension) 1 520. 1 B 6 . 5 3 . 00 SS MONTE VISTA - SHANNON j S20. 2 B 1 6. 5 1 0 40 DS ANTELOPE VALLEY 1 633. 0 B 6. 7 1 0. 80 DS HAYWARD (Total Length) I 639. 8 A 7 . 1 9 00 SS CALAVERAS (No.of Calaveras Res) I 639, 8 B 6. 8 1 6 00 SS GENOA 1 658. 4 B 5. 9 i 1. 00 DS CONCORD - GREEN VALLEY i 687. 4 B 6. 9 1 6. 00 SS RODGERS CREEK 1 726. 3 A 7 . 0 1 9. 00 SS WEST NAPA j 727. 1 B 6. 5 1 1 00 SS POINT REYES 1 745 4 B 6. 8 1 0 30 DS HUNTING CREEK - BERRYESSA 1 749. 4 1 3 6. 9 6 00 SS MAACAMA (South) 1 789. 0 B 6. 9 1 9 00 SS CDLLAYOMI j 805 8 B 6. 5 i 0 60 SS BARTLETT SPRINGS I 809. 2 1 A 7 . 1 6 00 SS MAACAMA (Central) 1 830 6 1 A 7 . 1 9 00 SS MAACAJ^A (North! 1 890 1 1 A 7 . 1 9 00 1 SS ROUND VALLEY (N. S.F.Bay) 1 896 1 B 6. 8 6 00 SS BATTLE CREEK 1 918 9 3 6. 5 0 50 1 DS LAKE MOUNTAIN j 954 5 1 B 6. 7 6 00 I SS GARBERVILLE-BRICELAND [ 971 7 1 B 6 9 9 00 1 SS MENDOCINO FAULT ZONE ! 1028 1 i A 7 . 4 35 00 1 DS LITTLE SALMON (Onshore) 1 1034 6 1 A 7 0 5 00 1 DS MAD RIVER 1 1037 3 1 B 7 1 0 70 1 DS CASCADIA SUBDUCTION ZONE 1 1041 9 1 A 8 3 35 00 1 DS McKINLEYVILLE 1047 7 1 B 7 0 0 60 1 DS TRINIDAD 1 1049 2 1 B 7 3 2 50 j DS FICKLE HILL 1 1049 7 1 B 6 9 0 60 1 DS TABLE BLUFF I 1055 2 1 B 7 0 0 60 I DS LITTLE SALMON (Offshore) j 1068 5 1 B 7 1 1 .00 1 DS PERFORMANCE CERTIFICATE OF COMPLIANCE (Parti of3) PERF-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 projea Address Bressi Ranch • Lots 10-13 Carlsbad CfiniBte Zone CA Climate Zone 07 Total Cond. Floor Aieo 74,185 Addition Floor Area n/a GENERAL INFORMATION Building Type: IZl Nonresidential • • Relocatable - indicate • High-Rise Residential • spocHic climate zona • Hotel/Motel Guest Room all climates Phase of Constmction: El New; Constmction • Addition • Alteration STATEMENT OF COMPLIANCE This certificate of compliance Ssts the tnjfldKng features and specifications needed to comply with Title 24. Parts 1 and 6 of the California Code ot Regulations. This certificate applies only to a Building using the performance compllanee approach. The documentation author hereby certifies that the documentation is accurate and comi^ete; Documentation Author Name MaPARLANE i. ASSOCIATES, INC. Signature Company McPARLANES ASSOCIATES. INC. Date 2/4/2014 Address 4830 VIEWRIDGB DRIVE SUTTE 200 Ptione 858-277-9721 City/StateC5p sAN DIEGO. CA 92123 The Principal Designer hereby certifies that the proposed building design represented in this set of construction documents Is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit appiication. The proposed building has been designed to meet the energy efficiency requirements contained In sections 110,116 through 118, and 140 through 149 of Title 24, Part 6. Please checl< one: ENV. LTB. MECH. • • • • • • I riereby afflrm that I am eligible urxJer the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that i am licensed in the State of Califomia as a civil engineer, mechanicai engineer, electrical engineer, or I am a licensed architect. I affirm tfiat I am elig!t>le underthe provisions of Division 3 of tfie Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for Its preparation; and that 1 am a Hcensed contractor performing this work. I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because It pertains to a structure or type of work described as exempt pursuant to Business and Professtons Code Sections 5537, 553B and 6737.1. Principal Envelope Designer Smith Consulting AmhHecta Name Signature Company ConsuHlng ArchltBcts Address 13280 Evening Cree/r Orivo South City/Stato/Z^» san Diego.CA 92128 Principal Mechanical Designer Name MoPariane and Associales, Inc Signature Company McPariane and AssodatBS, Inc Address 4830 ViamidgeAtfenue Clty/State^lp senaego,CA92123 Phone B5e.2Tr.ST21 Principal Ughting De^gner Name Signature Company uWitoo Compflance NcAlnThe Scope Of This Submittal Data Address license # aty/Slate/Zip F>hone INSTRUCTIONS TO APPUCANT COMPUANCE & WORKSHEETS Ccheck box tt wotlcsheets are included) EQ ENV-1C Ceitificato of Compliance. Required on plans. Q MECH-1 C CertHteate of Compliance. Requiied on plans, • LTG-1 C Certiffcate of Compliance. Required on plans. El MECH-2C AirWaterSide/Serelce Hot Waters Pool Requirements. • LTG-2C LigfMngContiDls Credit Wortetieet. IZl MECH-3C Mechank»l Ventilation and Reheac • LTQ-3C Indoor Ughflng Power ABowance. B MECH-5C Mecfianteal Equipment Petals. EnengyPrp 5. t by EnergySoft User Numtxr 2445 RunCode: 2O14-<3i'04ri7:45:1S ID: MPA 3927 Page lot22 PERFORMANCE CERTIFICATE OF COMPUANCE (Part 2 Of 3) PERF-1 C Project Name Date ViaSat Buiding 10 2/4/2014 ANNUAL TDV ENERGY USE SUMMARY (kBtu/sqft-yr) Standard Proposed Compliance Energy Component Design Design Margin Heating Space Heating 36.30 2102 75.28 Heating ! Space Cooling 97.49 69.52 27.98 Cooling Indoor Fans 100.44 99.82 0.62 Fans H|HHH^HHH||^H| HHHI^HIHHHIIIHHBBBlHi Heat Rejection 0.00 0.00 0.00 Heat Rej :-'::.;:•-:;;•.;• x: '^' '''- ;; ':.;-. ::'. , i Pumps & Misc. 0.00 6.77 -6.77 Pumps •l;^,^;:..:;.,.....-.^:;- „.,. • '•: '• • • • ;i •.. • • Domestic Hot Water 0.00 0.00 OOO DHW Lighting 59.42 69.42 000 Lighting ^J^g Receptacle 66.18 66.78 OOO Receptacle |^HHHB Process 0.00 0.00 0.00 Process • . - \ Process Lighting 0.00 OOO OOO Process Ltg '•'• i- '• '. :•.'• i^..:':•:: •••:-, 't TOTALS 359.84 322.74 37. fO Percent better than Standard 10.3% ( 10.3 % excluding process) BUILDING COMPLIES GENERAL INFORMATION Building Orientation Conditioned Floor Area 74,185 sqft. Number of Stories 3 Unconditioned Floor Area 0 sqft. Number of Systems 7 Conditioned Footprint Area 0 sqft. Number of Zones 7 Natural Gas Available On Site Yes sqft. Orientation Gross Area Glazing Area Glazing Ratio Front Elevation (N) 4,300 sqft. 2,034 sqft. 47.3% Left Elevation (E) 11,008 sqft. 3,504 sqft. 31.8% Rear Elevation (S) 4,300 sqft. 1,674 sqft. 38.9% Right Elevation m 11.008 sqft. 3,504 sqft. 31.8% Total 30,616 sqft. 10,716 sqft. 35.0% Roof 24,705 sqft. 0 sqft. 0.0% Standard Prescriptive Lighting Power Density Prescriptive Envelope TDV Energy 1.049 1,277.975 W/sqft. Proposed 1.049 1,321,882 Prescriptive Values for W/sqft. Comparison only. See LTG-1 C for allowed LPD. Remarks: En0ravPro 5.1 bv EnemvSoft User Number. 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Paae 2 of 22 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 3 Of 3) PERF-1 C Project l^ame ViaSat Buiding 10 Date 2/4/2014 ZONE INFORMATION System Name Zone Name Occupancy Type Floor Area (soft.) Inst. LPD (W/sf)' Ctrl. Credits ONIsff Allowed LPD Proc. Loads (W/sf) System Name Zone Name Occupancy Type Floor Area (soft.) Inst. LPD (W/sf)' Ctrl. Credits ONIsff Area l\Nlsff Tailored (W/sf)" Proc. Loads (W/sf) MAU 10-1 and 10-2 First Floor Laboratory, Sdentiflc 23,570 '1.400 Second Floor Office > 250 sqft 24,085 "0.900 Third Floor Office > 250 sqft 24,085 '0.900 FC 1-1 and 1-2 (1st Floor Rt First Floor Restroom/Showe Corrfdor/Resfroom/Support 1,120 •0.600 FC 2-1 (2nd Floor Restroom Second Floor Restroom CorridoiMestroom/Support 620 '0.600 FC 3-1 (3rd Floor Restrooms Third Floor Restroom Conidor/Restroom/Support 620 '0.600 FC 1-2/AC 1-2 First Floor Elevator Room Electrical, Mechanical Room 85 '0.700 Notes: 1. See LTG-IC (iterriE marked with asterisk, see LTG-1-C tiy others) 2.SaeLTG-2C 3.SeeLTG-3C (by others) 4. See LTG-4C Items above require ^;>ec!ial ducumervtation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the Kems speclfled In this checklist. These items r«qulre special written justification and documentation, and special verificatton to be used with the performance approach. The local enforcement agency determines the adequacy of the lusHfications, a(nd may reject a building or design that otherwise compiles based on the adequacy of the special lustmcatlon and documentation aubmltted. The ChWed Water Pump includes a Variable Speed Drive. The Hot Water Pump Includes a Variable Speed Drive. The exceptional features Usted in this periormance approa^ application have epeciflcally been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp EnergyPro 5.1 by ErrergySoit User Number 2445 RunCode: 2014-02-04T17:4S:1S ID: MPA 3927 Page 3 of 22 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Parti Of3) ENV-1C Project Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch - Lots 10-13 Carlsbad Climate Zone Total Cond. Floor Area 74,185 Addition Floor Area n/a GENERAL INFORMATION Buiiding Type: IMonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Publto School Bldg. BI Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space 2 BOOO ft (If checked include the ENV-4C with submittal) Phase of Construction: B New Construction • Addition • Alteration Approach of Compliance: • Component BI Overall Envelope • Unconditioned (fiie affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type I < ,c Ico 6 2 o I t 3 a. o 1; O 9 3 Ig £ u. M c AS: ts 3 IVa// 2,520 (W) 0.740 None 4.3.6-F5 New Wall 942 (S) 0.740 None 4.3.6-F5 New Wall 2,520 m 0.740 None 4.3.6-F5 New • Wall 822 (N) 0.740 None 4.3.6-F5 New Wall 2,492 (W) 0.740 None 4.3.6-F5 New Wall 842 (S) 0.740 None 4.3.6-F5 New Wall 2,492 (£) 0.740 None 4.3.6-F5 New Wall 722 (N) 0.740 None 4.3.6-F5 New Wall 2,492 (W) 0.740 None 4.3.6-F5 New 10 Roof 4.920 (N) 0.030 None 30.0 None 30.0 Metal 4.2.6-A8 New a 1. See Instructions In the Nonresklentlal Compliance Manual, page 3-96. 2, If Fail, then describe on Page 2 of ths Inspection Checklist Fonn and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Type Area (ft*) Orlerrtatlon N,E,S,W Max U-Factor U-Factor Source Max (R)SHGC SHGC Source Overhang Conditions Status Pass Fall' 1 Window 3,504 (W) 0.710 Default 0.380 NFRC • New • • 2 Window 1,674 (S) 0.710 Default 0.380 NFRC • New • • 3 Window 3,504 (E) 0.710 Default 0.380 NFRC • New • • 4 Window 2,034 (N) 0.710 Default 0.380 NFRC • New • • • • • • • • • • • • • • • • • • • • 1. See Instructions In the Nonresidential Compliance Manual, page 3-96. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to con«ct. Verify building plans If necessary. EnergyPro 5.1 by EnergySoft User Number: 2445 RunCode: 2014-02-04T17:iS:1S ID: MPA 3927 Page 4 of 22 CERTIRCATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Parti of3) ENV-1C Pn^ect Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch - Lots 10-13 Carlsbad Climate Zone total Cond. Floor Area 74,185 Addition Fioor Area n/a GENERAL INFORMATION Building Type: BI Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) Relocatable Public School Bklg. B Conditioned Spaces • Unconditioned Spaces • Skylight Area for Large Enclosed Space i 8000 ft (if checked include the ENV-4C with submittal) Phase of Construction: BI New Constructton • Addition • Alteration Approach of Compliance: • Component BI Overall Envelope • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: o deg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS INSULATION Tag/ID Assembly Type I c 5S « Ul OZ o o .1 tl it o r o IU > i If 1$ t X £ o. AS: e o i •> o « Wall 842 (S) 0.740 None 4.3.6-F5 New Roof 1,800 (N) 0.030 fJone 30.0 Norte 30.0 Metal 4.2.6-A8 New 13 14 15 16 17 18 Wall 2,492 0.740 None 4.3.6-F5 New Roof 4,920 (N) 0.030 None 30.0 None 30.0 Metal 4.2.6-A8 New Wall 722 (N) 0.740 None 4.3.6-F5 New Roof 1,800 (N) 0.030 None 30.0 None 30.0 Metal 4.2.6-A8 New Roof 10,645 (N) 0.030 None 30.0 None 30.0 Metal 4.2.6-A8 New Roof 620 (N) 0.030 None 30.0 None 30.0 Metal 4.2.6-A8 New • 1. See Instructions in the NonreskJentlal Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Fomi and take appropriate action to conect. A fall does not meet compliance. FENESTRATION SURFACE DETAILS Tag/ID Fenestration Typo Area (ft*) Orientation N,E,S,W Max U-Factor U-Factor Source Max (R)SHGC SHGC Source Overhang Conditions Status Pass N !" u. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. See instructions in the Nonresklential Compliance Manual, page 3-96. 2. If Fall then describe on Page 2 of the Inspection Checklist Foim and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 5 of 22 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 2 of 3) ENV-1C Project Name ViaSat Buiding 10 Date 2/4/2014 ROOFING PRODUCT (COOL ROOFS) (Note if the mofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or Performance Approach. CHECK APPUCABLE BOX BELOW IF EXEMPT FROM THE ROOFING PRODUCT "COOL ROOF' REQUIREMENTS: Pass Fall' N/A • Roofing compliance DS& required in Climate Zones 1 andi 6 with a Low-Sloped. 2:12 pitch or less. • • • • Roofing compliance asL required In Climate Zone 1 wtth a Steep-Sloped wKh less than 5 ib^. Greater than 2:12 ptch. • • • • Low-stoped Wood framed roofs in Climate Zones 3 and 5 are exempted, solar reflectance and thennal emittance or SRI that have a U-factor of 0.039 or tower. See Opaque Surface Details roof assembly, Column H of ENV-2C. • • • • Low-stoped Metal buitoing roofs in Climate Zone 3 and 5 are exempted, solar relectance and themtai emittance or SRI that have a U-factor of 0.048 or tower. See Opaque Surface Details roof assembly betow. Column H of ENV-2C. • • • • The roof area covered by building integrated photovoltaic panels and buikling integrated solar thennal panels are exempted. Solar reflectance and thennal emittance or SRI, see spreadsheet calculator at www.enerav.ca.aov/tltle24/ • • • • Roof constructions that have themnal mass over the roof membrane with a weight of at least 25 lb/ft" are exempt from the Cool Roof criteria below. • • • • High-rise resklemial buildings and hotels and motels with low-sloped roofs in Climate Zones 1 through 9,12 and 16 are exempted from the low-sloped roofing criteria. • • • 1. If Fall then describe on this page of the Inspection Checklist Fonn and take appropriate action to con-ect. Verify buliding plans If necessary. CRRC Product ID Number' Roof Stope S 2:12 >2:12 Product Weight < SlWft* 2 SHj/lt* Product Type' Aged Solar Reflectance' Thennal Emmitance SRI' Pass Fail* • • • • • * • • • • • • D* • • • • • • D' • • • • • • • • • • • • a* • • • • • • • • 1. The CRRC Product 10 Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at www.coQlroofs.ora/Droducts/search.Dhp 2. Indtoate the type of product is being used for the roof top, i.e. single-ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available In the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2-f0.7(pinitid - 0.2) to obtain a calculated aged value. Where p is the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box If the Aged Reflectance is a catoulated value using the equation above. 5. The SRI value needs to be cateulated from a spreadsheet calculator at httD://www.enerQv.ca,Qov/title24/ 6. If Fall then describe on this page of the Inspection Checklist Fonn and take appropriate action to conect. Verify building plans If necessary. To apply Liquid Fleld Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum perfomiance requirements listed In §118(1)4. Select the applicable coating: • Alumlnum-Pigmemed Asphalt Roof Coating • Cement-Based Roof Coating • Other. Discrepancies: EnergyPro 5.1 bv EnergySoft User Number 2445 RunCode: 2014-02-04Tn:4S:1S ID: MPA 3927 Page 6 of 22 CERTIFICATE OF COMPLIANCE (Part 3 Of 3) ENV-1C AND FIELD INSPECTION ENERGY CHECKLIST (Part 3 Of 3) Project Name Date ViaSat Buiding 10 2/4/2014 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below Is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test. If all the site-built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constmcted buiiding or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV-2A form Is not considered a complete fomi and Is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, Installation certificates, and operating and maintenance Information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV-2A for each different fenestration product line must be provided to the owner of the building for their reconjs. Test Description ENV-2A Test Performed By: Fenestration Products Name or ID Requiring Testing or Verification Area of like Products Building Envelope Acceptance Test PPG Atlantica Solarban 60 10,716 IZl • • • • • • • • • • • EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 7 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 1 of 4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch Lots 10-13 Carlsbad Climate Zone Total Cond. Ftoor Area 74,185 Addltton Roor Area n/a GENERAL INFORMATION Building Type: B Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Pubiic School Bldg. Q Conditioned Spaces Unconditioned Spaces (affidavit) Phase of Construction: El New Construction • Addition • Alteration Approach of Compliance; • Component Overall Envelope TDV Energy • Unconditioned (file affidavit) Front Orientation: N, E, 8, W or in Degrees: HVAC SYSTEIM DETAILS FIELD INSPECTION ENERGY CHECKUST Equipment^ Inspection Criteria Meets Criteria or Requirements Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) TRANE RTAE-18 -180 Tons • • Equipment Type^: Screw Chiller • • Number of Systems 2 • • Max Allowed Heating Capacity^ n/a • • Minimum Heating Efficiency' n/a • • Max Allowed Cooling Capacity' 180.0 tons • • Cooling Efficiency' 1.070 iiW/ton • • Duct Location/ R-Vaiue n/a • • When duct testing is required, submit MECH-4A & MECH-4-HERS n/a • • Economizer n/a O • Thermostat 0 • Fan Control n/a • • Equipment^ Inspection Criteria FIELD INSPECTION ENERGY CHECKUST Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) Raypak H-1571 A • • Equipment Type*: Gas Fired HW Boiler • • Number of Systems 2 • • Max Allowed i-ieating Capacity' 1,570,000 Btu/hr • • Minimum Heating Efficiency' 82% • • Max Allowed Cooling Capacity' n/a • • Cooling Effteiency' n/a • • Duct Location/ R-Vaiue n/a • • When duct testing is required, submit MECH-4A & MECH-4-HERS n/a • • Economizer n/a • • Thermostat • • Fan Control n/a • • 1. If the Actual Installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 2. For additional detaiied discrepancy use Page 2 of the Inspection Checklist Fonn. Compliance fails If a Fail box Is checked. 3. indicate Equipment Type: Gas (Pkg or. Split), VAV, HP (Pkg or spilt), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04T17:4S:1S ID: MPA 3927 Paae8 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 1 of 4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch Lots 10-13 Carlsbad Climate Zone Total Cond. Floor Area 74,185 Addition Floor Area n/a GENERAL INFORMATION Buildino Type: El Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Public School) • Relocatable Public Schooi Bldg. Q Conditioned Spaces P, Unconditioned Spaces " (affidavit) Phase of Constmction: • New Construction • Addition • Alteration Approach of Compliance: • Component Overall Envelope Energy TDV • Unconditioned (file affidavit) Front Orientation: N, E, S, W or In Degrees: Odeg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKUST Equipment^ Inspection Criteria Meets Criteria or Requirements Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e.AC-1, RTU-1, HP-1) I^AU 10-1 and 10-2 • • Equipment Type': Built-Up SZ • • Number of Systems 2 • • Max Allowed Heating Capacity' 482,500 Btu/hr • • Minimum Heating Efficiency' n/a • • Max Allowed Cooling Capacity' 493,100 Btu/hr • Cooling Efficiency' n/a • • Duct Location/ R-Vaiue Conditioned / 4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer 100% Outside Air • • Thermostat Sefbac/c Required • • Fan Control Constant Volume • • Equipment^ Inspection Criteria RELD INSPECTION ENERGY CHECKUST Equipment^ Inspection Criteria Pass Fail - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) FC 1-1 and 1-2 (1st Floor Restmoms) • • Equipment Type*: Built-Up SZ • • Number of Systems 2 • • Max Allowed Heating Capacity' 35,800 Btu/hr • • Minimum Heating Efficiency' n/a • • Max Allowed Cooling Capacity' 17,850 Btu/hr • • Cooling Efficiency' n/a • • Duct Location/ R-Value Conditioned / 4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer No Economizer • • Thennostat Sefbac/f Required • • Fan Control Constant Volume • • 1. If the Actual installed equipment perfomiance efficiency and capacity Is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to Include the new changes. 2. For additional detailed discrepancy use Page 2 of the inspectkxi Checklist Fonn. Compliance falls If a Fail box Is checked. 3. Indicate Equipment Type: Gas (Pkg or. Spilt), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 9 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Parti of4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch - Lots 10-13 Carlsbad Climate Zone Total Cond, Ftoor Area 74,185 Addition Floor Area n/a GENERAL INFORMATION Building Type: El Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Pubiic School) • Relocatable Publto Schooi Bldg. BI Conditioned Spaces P, Unconditioned Spaces " (affidavit) Phase of Construction: El New Constructton • Addition • Alteration Approach of Compliance: • Component Overall Envelope TDV Energy • Unconditioned (fiie affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKUST Equipment^ Inspection Criteria Meets Criteria or Requirements Equipment^ Inspection Criteria Pass Fall - Describe Reason^ Item or System Tags (i.e. AC-1, RTU-1, HP-1) FC 2-1 (2nd Floor Restrooms) • • Equipment Type*: Built-up SZ • • Number of Systems 1 • • Max Altowed Heating Capacity' 35,800 Btu/hr • • Minimum Heating Efficiency' n/a • • Max Allowed Cooling Capacity' 17,850 Btu/hr • • Cooling Efficiency' n/a • • Duct Location/ R-Value Conditioned / 4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer No Economizer • • Thermostat Setback Required • • Fan Control Constant Volume • • Equipment^ inspection Criteria FIELD INSPECTION ENERGY CHECKLIST Equipment^ inspection Criteria Pass Fall - Describe Reason' Item or System Tags (i.e. AC-1, RTU-1, HP-1) FC 3-1 (3rd Floor Restrooms) • • Equipment Type*: Built-Up SZ • • Number of Systems 1 • • 1^ Allowed i-leattng Capacity' 35,800 Btu/hr • • Minimum Heatinq Efficiency' n/a • • Max Allowed Cooling Capacity' 17.850 Btu/tir • • Cooling Efficiency' n/a • • Duct Location/ R-Vaiue Conditioned / 4.2 • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer No Economizer • • Thermostat Setback Required • • Fan Control Constant Volume • • 1. If the Actual Installed equipment perfonnance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the rosponsible party shail resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Fomi. Compliance falls If a Fall box is checked. 3. Indicate Equipment Type: Gas (Pkg or. Split), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 10 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Parti of4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Project Address Bressi Ranch • Lots 10-13 Carlsbad Climate Zone Total Cond. Ftoor Area 74,185 Addition Fioor Area n/a GENERAL INFORMATION Building Type: El Nonresidential • High-Rise Residential • Hotel/Motel Guest Room • Schools (Pubik: School) • Relocatable Public School Bldg. BI Conditioned Spaces Unconditioned Spaces (affidavit) Phase of Constmction: El New Constmction • Addition • Alteration /Approach of Compliance: • Component Overall Envelope TDV Energy • Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees: Odeg HVAC SYSTEM DETAILS FIELD INSPECTION ENERGY CHECKUST Equipment' Inspection Criteria Meets Criteria or Requirements Equipment' Inspection Criteria Pass Fall - Descril)e Reason' Item or System Tags (i.e. AC-1, RTU-1, HP-1) FC 1-2/AC 1-2 • • Equipment Type*: Split DX • • Number of Systems 1 • • Max Allowed Heating Capacity' 74,000 Btu/hr • • Minimum Heating Efficiency' n/a • • Max Allowed Cooling Capacity' 19,400 Btu/hr • • Cooling Efficiency' 15.0 SEER/12.6 EER • • Duct Location/ R-Value n/a • • When duct testing is required, submit MECH-4A & MECH-4-HERS No • • Economizer No Economizer • • Thennostat Setback Required • • Fan Control Constant Volume • • Equipment' Inspection Criteria RELD INSPECTION ENERGY CHECKUST Equipment' Inspection Criteria Pass Fail - Describe Reason' Item or System Tags (i.e.AC-1, RTU-1, HP-1) • • Equipment Type*: • • Number of Systems • • Max Allowed Heating Capacity' • • Minimum Heating Efficiency' • • Max Allowed Cooling Capacity' • • Cooling Effteiency' • • Duct Location/ R-Value • • When duct testing is required, submit MECH-4A & MECH-4-HERS • • Economizer • • Thermostat • • Fan (Control • • 1. If the Actual installed equipment perfomiance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible parly shall resubmit energy compliance to include the new changes. 2. For additional detailed discrepancy use Page 2 of the Inspection Checklist Forni. Compliance falls If a Fall box is checked. 3. Indicate Equipment Type: Gas (Pkg or. Spilt), VAV, HP (Pkg or split), Hydronic, PTAC, or other. EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 11 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 2 of 4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Discrepancies: EnergyPro 5.1 bv EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 12 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 3 of 4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanicai systems. The designer is required to check the applicable boxes by all acceptance tests that apply and listed all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the numt)er of systems. The NA number designates the Section in the /\ppendix of the Nonresidential Reference /Appendices Manual that describes the test. Since this form will be part ofthe plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Systems Acceptance: Before occupancy pennit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is operated for nomiai use, all control devices sen/Ing the building or space shaH be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance: Before occupancy pemiit is granted. All newriy installed HVAC equipment must be tested using the Acceptance Requirements. The MECH-1 C form is not considered a completed fomi and is not to be accepted by the buiiding department unless the correct boxes are checked. The equipment requiring testing, person perfomning the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly installed equipment. In addition a Certificate of Acceptance forms shail be submitted to the building department that certifies plans, specifications, installation, certificates, and operating and maintenance information meet the requirements ot §10-103(b) and Tltle-24 Part 6. The buiiding inspector must receive the properiy filled out and signed fomns before the building can receive final occupancy. TEST DESCRIPTION MECH-2A MECH-3A MECH-4A MECH-5A MECH-6A MECH-7A MECH-8A MECH-9A MECH-1 OA MECH-11A Equipment Requiring Testing or Veriftoatlon Qty. Outdoor Ventllatk)n For VAV & CAV Constant Volume & Single-Zone Unitary Air Distribution Ducts Economizer Controls Demand Control Ventilation DCV Supply Fan VAV Valve Leakage Test Supply Water Temp. Reset Hydronfc System Variable Row Comrol Automatto Demand Shed Control TRANE RTAE-18 - 180 Tons 2 • • • • • • Q • 121 • Raypak H-1571 A 2 • • • • • • EZI EZI • MSX-118-H32 (Greenback) 2 El • • • • • • • • • TRANE BCHC024 4 a • • • • • • • • • Trane 4TXK8518B1 1 m • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O • • • • • • • • • • n • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EnergyPro 5.1 by EneravSoft User Number 2445 RunCode: 2014-02-O4T17:4S:1S ID: MPA 3927 Paoe 13 of 22 CERTIFICATE OF COMPLIANCE and FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 4) MECH-1 C Project Name ViaSat Buiding 10 Date 2/4/2014 TEST DESCRIPTION MECH-12A MECH-13A MECH-14A MECH-15A Equipment Requiring Testing Qty. Fautt Detection & Diagnostics for DX Units Automatic Fault Detection & Diagnostics for Air & Zone Distributed Energy Storage DXAC Systems Thermal Energy Storage (TES) Systems Test Perfomied By: n^NE RTAE-18 - 180 Tons 2 • • • • Raypak H-1571A 2 O • • • MSX-118-H32 (Greenheck) 2 • • • • TRANE BCHC024 4 • • • • Trane 4TXK8518B1 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EnergyPro 5.1 by EnergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 14 of 22 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name Date ViaSat Buiding 10 2/4/2014 Item or System Tags {I.e.AC-1, RTU-1. HP-1) Indicate Air Systems Type (Central, Single Zone, Package, VAV, or etc..) Item or System Tags {I.e.AC-1, RTU-1. HP-1) MAU 10-1 and 10-2 1-1 and 1-2 (1st Floor Restroo FC 2-1 (2nd Floor Restrooms) Number of Systems 2 2 1 MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value Indicate Pat je Reference on Plans or Schedule and indicate the applicable exception(s) MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value T-24 Sections MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) n/a n/a n/a MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(a) n/a n/a n/e MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(b), 112(c) n/a n/a n/a MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 112(c), 115(a) n/a n/a n/a MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) No No No MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(b) 18.380 cfm 1,813 cfm 1,004 cfm MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No No No MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 121(c) No No No MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Programmable Svwfcft Programmable Switch Programmable Switch MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(e) Setback Required Setback Required Setback Required MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(f) Auto Auto Auto MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 122(g) n/a n/e MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 123 MANDATORY MEASURES Heating Equipment Efftolency Cooling Equipment Effteiency HVAC Heat Pump Thennostat Furnace Controls/Ttiennostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Location/ R-value 124 Conditioned/4.2 Conditioned / 4.2 Conditioned / 4.2 PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(a&b) n/a n/a n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(a&b) 965,000 Btu/hr 71,600 Btu/hr 35.800 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(a & b) n/a n/a n/a Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(a&b) 679,400 Btu/hr 34,800 Btu/hr 17.400 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(c) Constant Volume Constant Volume Constant Volume Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(c) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(C) Yes Yes Yes Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(d) No No No Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(e) 100% Outside Air No Economizer No Economizer Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(f) Constant Temp Constant Temp Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(f) Constant Temp Constant Temp Constant Temp Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(a) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(1) Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating^ Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be sukxnitted 144(k) No No No 1. Total Installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps, if electric heat is used explain which exceptlon(6) to §144(g) apply. EnergyPro 5.1 by EnergySon User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 15 of 22 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH.2C Project Name Date ViaSat Buiding 10 2/4/2014 Item or System Tags (i.e. AC-1. !^TU-1, HP-1) Indicate Air Systems Type (Central, Single Zone, Package, VAV, or etc..) Item or System Tags (i.e. AC-1. !^TU-1, HP-1) FC 3-1 (3rd Fioor Restrooms) FC 1-2/AC 1-2 Number of Systems '.- Js' r;'I*::; ;;:--;U 1 1 MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value Indicate Pai je Reference on Plans or Schedule and Indicate the applicable exception(s) MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value T-24 Sections MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 112(a) n/a n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 112(a) n/a 15.0 SEER/12.6 EER MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 112(b), 112(c) n/a n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 112(c), 115(a) n/e n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 121(b) No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 121(b) 1,004 cfm 13 cfm MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 121(c) No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 121(c) No No MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 122(e) Programmable Switch Programmable SvMch MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 122(e) Setback Required Setback Required MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 122(f) Auto Auto MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 122(0) n/a n/a MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 123 MANDATORY MEASURES Heating Equipment Efficiency Cooling Eciulpment EfTiciency HVAC Heat Pump Thennostat Furnace Controls/Thennostat Natural Ventilation Mechanical Ventilatton VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control isolatton Zones Pipe Insulation Duct Location/ R-value 124 Conditioned / 4.2 n/a PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a n/a Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted I44(a&b) 35.800 Btu/hr 0 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) n/a n/a Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a&b) 17.400 Btu/hr 14.306 Btu/hr Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Constant Volume Constant Volume Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(0) Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(c) Yes Yes Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(d) No No Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(e) No Economizer No Economizer Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Constarri Temp Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(f) Constant Temp Constant Temp Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(a) Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(1) Calculated Design Heating Load Proposed Heating Capacity Cateulated Design Cooling Load Proposed Cooling Capacity Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat Air Supply Reset Cool Air Supply Reset Electric Resistance Heating' Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted 144(k) No No 1. Total Installed capacity (MBtu/hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used explain which exceptton(s) to § 144(g) apply. EnergyPro 5.1 by EnergySon User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 16 of 22 WATER SIDE SYSTEM REQUIREMENTS (Part 2 Of 2) MECH-2C Project Name ViaSat Buiding 10 Date 2/4/2014 WATER' SIDE SYSTEMS: Chillers, Towers, Boilers, Hydronic Loops Item or System Tags (i.e.AC-1, RTU-1, HP-1)' TRANE RTAE-18 -180 Tons Raypak H-1571 A Number of Systems 2 2 Number of Systems Indicate Page Reference on Plans or Specification 2 MANDATORY MEASURES T-24 Sections Equipment Efficiency 112(a) 1.070/tlV/fon 82% Pipe Insulation 123 CHW Piping HW Piping PRESCRIPTIVE MEASURES Cooling Tower Fan Controls I44(a&b) n/a n/a Cooling Tower Flow Controls 144(h) n/a n/a Variable Flow System Design 144(h) Required Required Chiller and Boiler Isolatton 144Q) Required Required CHW and HHW Reset Controls 1440) Required Required WLHP Isolation Valves 144(1) n/a n/a VSD on CHW, CW & WLHP Pumps>5HP 144fl) Required Required DP Sensor Location 144(1) 1. The proposed equipment need to match the building plans schedule or specifications. If a requirement is not applicable, put "N/A" in the column next to applicable sectton. 2. For each chiller, cooling tower, boiler, and hydronic loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documemed. If a requirement Is not applicable, put "N/A" in the column next to applteable section. Service Hot Water, Pool Heating Item or System Tags (i.e. WH-1, WHP, DHW, etc...)' Number of Systems Indicate Page Reference on Plans or Schedule' MANDATORY MEASURES T-24 Sections SERVICE HOT WATER Certified Water Heater 111, 113(a) Water Heater Efficiency 113(b) Sen/ice Water Heating Installation 113(c) Pipe Insulation 123 POOL AND SPA Pool and Spa Efficiency and Control 114(a) Pool and Spa Installation 114(b) Pool Heater - No Pilot Light 115(c) Spa Heater - No Pilot Light 115(d) Pipe Insulation 123 1. The Proposed equipment needs to match the building plans schedule or specifications. If a requirement is not applicable, put "N/A" in the column next to applicable section, 2, For each water heater, pool heater and domestte water loop (or groups of similar equipment) fill in the reference to sheet number and/or specifteation section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the cx3lumn. EnergyPK) 5.1 by EnenjySoft User Number 2445 RunCode: 2014-02'^4717:45:15 ID: MPA 3927 Page 17 of 22 MECHANICAL VENTILATION AND REHEAT MECH-3C Project Name ViaSat Buiding 10 Date 2/4/2014 MECHANICAL VENTILATION (§121(b)2) REHEAT LIMrrATiON ($144 (d)) AREA BASIS OCCUPANCY BASIS VAV MINIMUM A B C D E F G H 1 J K L M N Zone/System Condition Area (If) CFM per Min CFM By Area BXC Number Of People CFM per Person Min CFM by Occupant EXF REQD VA, Max of DorG Design Ventilation Air CFM 50% of Design Zone Supply CFM BX0.4 CFM/ft^ Max. of Columns H, J,K, 300 CFM Design Minimum Air Setpoint Transfer Air First Floor 23,570 0.38 8,967 8,957 Second Floor 24,085 0.15 3,6»3 3,613 Third Floor 24,085 0.15 3,613 3,613 MAU 10-1 and 10-2 Total 16,182 18,380 100% OA First Floor Restroom/Shower 1,120 0.15 168 168 1,813 FC 1-1 and 1-2 (1st Floor Restroo Total 168 1,813 Second Floor Restroom 620 0.15 93 93 1,004 FC 2-1 (2nd Floor Restmoms) Total 93 1.004 Third Roor Restroom 620 0.15 93 93 1,004 FC 3-1 (3rd Floor Restrooms) Total 93 1.004 First Floor Elevator Room 85 0.15 13 13 13 FC 1-2/AC 1-2 Total 13 13 Totals Column 1 Total Design Ventilation Air C Minimum ventilation rate per Section §121, Table 121-A E Based on fixed seat or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purooses for spaces without fixed seating. H Required Ventilation Air (REQ'D V.A.) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column D or G). 1 Must tie greater than or equal to H, or use Transfer Air (column N) to make up the difference. J Design fan supply CFM (Fan CFM) x 50%; or the design zone outdoor airflow rate per §121. K Condition area (fh x 0.4 CFM / ft*; or L Maximum of Columns H, J, K, or 300 CFM M This must be iess than or equal to Column L and greater than or equal to the sum of Columns H plus N. N Transfer Air must be provided where the Required Ventilatton Air (Column H) is greater than the Design Minimum Air (Column M). Where required, transfer air must be greater than or equal to the difference between the Required Ventilation Air (Column H) and the Design Minimum Air (Column M), Column H minus M. EnergyPro 5.1 by BiergySoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Paqe 18 of 22 MECHANICAL EQUIPMENT DETAILS (Part 1 of 2) MECH-5C Project Name ViaSat Buiding 10 Date 2/4/2014 CHILLER ANO TOWER SUMMARY PUMPS Equipment Name Type Qty. Efficiency Tons Qty. GPM BHP Pump Control TRANE RTAE-18 -180 Tons Screw 2 1.070 kW/ton 180 Secondary CHW Pumps 2 300 12.88 Variable-Speed Hot Water Pumps 2 90 4.71 Variable-Speed DHW / BOILER SUMMARY System Name Type Distribution Qty. Rated Input Vol. (Gals). Energy Facrlor or RE Standby Loss or Pilot Tank Ext R-Value Status Raypak H-1571 A Large Gas Hydronk: Heating 2 1,570,000 0 82.0% 0.00% n/a New MULTI-FAMILY CENTRAL WATER HEATING DETAILS Hot Water Pump Hot Water Pipbig Length (ft) Control Qty. HP Typo in Plenum Outside Buried Add W Insulation • • • CENTRAL SYSTEM RATINGS HEATING COOUNG System Name Type Qty. Output Aux. kW Efficiency Output Efflciency Status MSX-118-H32 (Greenheck) Bullt-Up SZ 2 482,500 0.0 n/a 493,100 n/a New TRANE BCHC024 Bullt-Up SZ 4 35,800 0.0 n/a 17,850 n/e New Trane 4TXK8518B1 Split DX 1 0.0 n/a 19,400 15.0 SEER/12.6 EER New CENTRAL SYSTEM FAN SUMMARY SUPPLY FAN RETURN FAN System Name Fan Type Economizer Type CFM BHP CFM BHP MSX-118-H32 (Greenheck) Constant Volume 100% OtrfsWe Air 9,190 7.5V norte TRANE BCHC024 Constant Volume No Economizer 800 0.50 none Trane 4TXK8S18B1 Constant Volume No Economizer 792 0.33 norte EnergyPro 5.1 bv EnemvSoft User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 19 of 22 MECHANICAL EQUIPMENT DETAILS (Part 2 of 2) MECH-5C Project Name Date ViaSat Buiding 10 2/4/2014 ZONE SYSTEM SUMMARY SYSTEM VAV Fan Fan Cycles ECM Motor Zone Name System Name Type Qty. Heating Cooling Min CFM Ratio Relieat Coll CFM BHP Fan Cycles ECM Motor Outside Air • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHAUST FAN SUMMARY EXHAUST FAN EXHAUST FAN EXHAUST FAN Room Name Qty. CFM BHP Room Name Qty. CFM BHP Room Name Qty. CFM BHP Finst Floor- West 1.0 681 0.41 First Floor- Interior 1.0 1,402 0.84 Second Floor - North 1.0 249 0.15 First Floor- South 1.0 249 0.15 Second Floor- West 1.0 681 0.41 Second Ftoor - Interior 1.0 1,473 0.88 First Floor- East 1.0 681 0.41 Second Floor - South 1.0 249 0.15 Third Fhor- West 1.0 681 0.41 First Boor- North 1.0 249 0.15 Second Floor - East 1.0 681 0.41 Third Fkmr - South 1.0 249 0.15 EnergyPro 5.1 by EnergySoft User Nurvfoer 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 20 of 22 MECHANICAL EQUIPMENT DETAILS (Part 2 Of 2) MECH-5C Project Name Date ViaSat Buiding 10 2/4/2014 ZONE SYSTEM SUMMARY SYSTEM VAV Fan Fan Cyclea ECM Motor Zone Name System Name Type Qty. Heating Cooling Min CFM Ratio Reheat Coil CFM BHP Fan Cyclea ECM Motor Outside Air • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHAUST FAN SUMMARY EXHAUST FAN EXHAUST FAN EXHAUSTFAN Room Name Qty. CFM BHP Room Name Qty. CFM BHP Room Name Qty. CFM BHP Third Floor - £asf 1.0 681 0.41 Second Ftoor Restroom 1.0 1,004 36.00 Third Fkmr - North 1.0 249 0.15 Third Floor Restroom 1.0 1,004 0.36 Third Ftoor - Interior 1.0 1,473 0.88 First Floor Restroom/Shower 1.0 1,813 0.65 EnergyPro 5.1 by EnergySon User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 21 of 22 MECHANICAL MANDATORY MEASURES: NONRESIDENTIAL MECH-MM Project None WaSaf Buiding 10 Date 2/4/2014 Equipment and System Efficiencies §111: Any appliance for wrfiich there is a Califomia standard established in the Appliance Efficiency Regulations wiil comply with the applicat>ie standard. §115(a): Fan type central furnaces shall not have a pilot light. §123: Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shaii be insulated in accordance with Standards Section 123. §124: Air handling duct systems shall be installed and insulated in compliance with Sections 601,602,603,604, and 605 of the CMC Standards. Controls §122(e): Each space conditioning system shail be installed with one of the following: IA. Each space conditioning system sen/Ing building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual ovenide that allows operation of the system during off-hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the devk:e's program and time setting for at least 10 hours if power is intenupted; or IB. An occupancy sensor to control the operating period of the system; or IC. A 4-hour timer that can be manually operated to control the operating period of the system. 2. Each space conditioning system shall tm installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. §122(g): Each space conditioning system serving multiple zones with a combined conditioned fioor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shail be provided with isolation devtoes, such as valves or dampers that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described alsove. §122(c): Themnostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. §122(b): Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation virtien the heating load can be met by the heat pump alone §122(a&b): Each space conditioning system shall tie controlled by an individual thennostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lowrer. For cooling, the control shall tie adjustable up to 85 degrees F or higher. Where used for both heating and cooling, the control shall be capable of pmviding a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. Ventilation §121(e): Controls shail be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. §122(f): All gravity ventilating systems shail be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. §121(f): Ventilation System Acceptance. Before an occupancy permit Is granted for a newly constmcted building or space, or a new ventilating system serving a building or space is operated for normal use, all ventilation systems serving the buikjing or space shall be certified as meeting the Acceptance Requirements for Code Compliance Service Water Heating Systems §113(c) installation 3. Temperature controls for public lavatories. The controls shail limit the outiet Temperature to 110 ° F. 2. Circulating service water-heating systems shall have a control capable of automatically turning off the circulating pump when hot water is not required. EnergyPro 5.1 by EnergySon User Number 2445 RunCode: 2014-02-04717:45:15 ID: MPA 3927 Page 22 of 22 st'XSMtc vtimnox .•rn»i'nTR,M. \\i\-\v.pH]iacheK.c(ini 24624-ViaSat Carlsbad, OA 92009 Kohler 1250REOZMD f^iL-hi ^ ANCHOR CALCULATIONS C^A-^- ^ S Revl. BAY CITY ELECTRIC WORKS 13625 Danielson St. Poway, CA 92064 PANACHE ENGINEERING 150 N. Santa Anita Ave Suite 300 Arcadia. CA 91006 Tel:(626) 203-6401 Fax: (267) 948-5441 email: ahmed.halder@panacheg.com FEB. 2015 R.C.B: MA R.R.B: AH VASACHB XINGINEEIIING ANCHOR CALCULATIONS ISO N. Santa Anita Ave SuKa 300 FEB, 2015 ARCADIA, CA 91000 24624^la8rt Phona:(e2q 203-6401 Fax: (2S7) 9484S41 BAY CfTY ELECTRIC WORKS Email: ahinacl.haldaiOpanacli8a.eoin U.S.G.S SEISMIC DESION HAPS Design Maps SummarY Report User-Spedfled Input Report Title Caiisbad, CA 92009 VAKI Fatruwy 23,2019 lSi2£i47 UTC Building Code Rsfeivnca Document ASCE 7-10 Standard (vNch uHllBtt U8<33 hasvd data M^Wa In 2006) Sfte Coordinates 33.09544ON, 117.2499BOW SNB Soil Classification Site Class 0 - 'Stiff Soil' Risk Coteoo rv IV (8.g. essential facilities) ESCOIKI USGS-Provided Output S, = 1.036 g S, = 0.4O2 g SM > 1.126 a = 0.642 g S„ = 0.751 0 S,^ = 0,426 g For informabon on how the SS and Sl values above have been oalouiated fram probtbilistie (risk-targeted) and datarminisiie ground motions in tfis diracb'on of maximum horizontal rof ponsa, pisue return to the applicatbn and selsbt the *2009 NBfRP' building code raferenoe dooumont, MCEK Reeponae Spectrum Deeign Responoe Spectrum BLM IL3O 0.M 0.(0 aae i.oo 1.20 1.4a >.« I.SD I.M Pwfa<tT(Md For PGA.J T.J and C,, values, oleaae viaw the detailed reoort. e.M aae a4o o.n •.le i.w 1.30 1.40 i.w i.M ZM PwlodT(aac) FANACHE ENOmBEIlINO 180 N. Santa Anita Am SuRo 300 ARCADIA, CA 91006 Phoiia:(626) 203-6401 Fax: (267) 948-6641 Email: alifliadJialdarQpanaehaa.com ANCHOR CALCULATIONS FEB, 2018 24624^aSat BAY CfTY ELECTRIC WORKS TANK SEISMIC COEFFICIENTS Balamic CoafBclant Catetilattona For BoMa/Anehor BoHa fCBC 2013 / IBC 2012^ Zip Coda: 92009 Component AmplHleatton Factor {ap)* 1 Component Rasponae Modification Factor(/^)B 2.6 8- -[ SD. - Salamiehnportanco Factor (4B) • of attachment In tha Structure (Ax) « Helaht ofthe Stnicture (Ar) - Over Strength Factor (Q) • 1.126|fl 0.751 a 1.5 0 1 0.18 1.80 0.34 Controla 0.15 2.5 PANACHB HBreiNinBinNO IBS N. Swila Alrita AM euMi 300 Arcadia, CA 9100* nienK(iaqBN-««H EFiK (20) ftl»844t •nail: AlwMd.hridwOpu'M'ite.eeni ANCHOR CMjCULATUNe FEB,2016 Maainwieat BAY cnv EL£cnac INDiaCS TANK ANCHOR CALCB Anchor ix osflons W Fpv FD FB Caaaf-Caaa7 X' Xfeg Xca*2 V Yea Yea*2 r r*2 Tenioa Tanilon Tanatan Shear Tanalon Ttaalon Al 64.00 64J9 418440 71.00 71.00 S041.00 06.05 9228.80 B21646 783.15 689,79375 4281.127 8787404 6636.01 A2 275.00 276.00 7662S40 71.00 7140 Stum 284.02 8060640 88^.5i 1326.51 732,05017 6033466 1378948 U MM 6449 418440 -71.00 -7140 5041.00 96.05 9226.80 821640 783.15 -663.70814 4261.127 M 275.99 278X0 -71.00 -7140 9041.CO 264,02 80686.00 8B3S42 1328.61 -62144171 io9yil.iB 507140C M 105.00 106.69 11170,38 71.00 7140 5041.00 127.32 16211.38 S92144 680.08 688.09165 4796.302 6165.744 W 146.02 14642 21407/t2 71.00 71.00 504140 162.01 2653M2 662620 00443 70625540 5314,606 10712.01 8734.47 tJ 188.12 36380.13 71.00 71.00 5041.00 201.07 40430.13 7340.44 1102.04 71449386 11697.06 7290437 w 228.81 22S41 90000.16 71.00 71.00 604140 236.71 56031.16 7888.03 119942 6313401 12601.68 7706.12( w 106M IOSJOO 1117048 -71.00 -71.00 604140 12742 1621146 5021.94 889.08 4155.56023 2801.764 AIO 146.62 146JB2 21497.42 -7140 -71.00 504140 16241 26638.42 862628 -647,3364 7326.029 3360j4t Wl 188.12 188.12 35389.13 -7140 -71.00 604140 20147 40430.13 734044 1102,04 •638,90803 8313.079 3006467 A12 226,81 iiMjl 800B0.16 -71.00 -71.00 5041.00 SM^ilO 7960.03 llU^i -631.42619 8207495 HJM 0.00 o,n 00482.00 4JIUAI,ff ^25iliU 40423 114231.7D 6380341 MAX 88364211 732.06017 1375926 84654BI raliia Wim CBeMwl.lj.Jhi MIN 5216.3885 783.1538 -663.79814 4281.127 6383,325 2262.101 ICJMCO- 130.00 ineh Ea.Waiom(Winlb^ t una 48J3B rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh Ch-044 rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh HCQ-35.00 Cv= 0.15 rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh B= 142.00 FD-16632,60 rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh L= 210.31 7302.27 rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh 12 A. Diam = 3M rjNoo- 0.00 taeh K'_Aeg-Man^)m- aoo Inch V*>Bg-«iai|yiyH- om inch e»4(1>eB«l JMkiP 130J» liMh ey^_Aag-V1 J«gg> OM kwh Cone Stranuth (fcr)' 3000 hacPaum(Veg'>2)a ^ian(XGg*2)- J=ta-*(:^^). 6049240 Inch' S87713.77 iBChF 749 (1l*ejSdB}W*QE |0442SdB)illMlE Caaa 8 (ASCENT 124 Jkj) Caaa 7 (ASCe4>r 12442) Tanrinn dua to Eacanhtellw N IM»- I f HitECCENTIIICMOMEHl^Fp^tt(El^«EyV 2S11«S0.a0 lb.lnch VMlallb>jnaxl8ian(r*2|- x«.40 Ib 1388.05 Ib I imTanalen(1I^MIii(Caaa6(T»*T>))- ilKABDTMiaian (r•IIHV14• l LFRO Ceapraaaien (Cih MaxiCaaa 6 (To»TaH- Itat AID Cempnealcn ^alQ-Ctf1/4- ilB UVD «iiaai(M}-ltaK|VniHVUh Max ASO BItaar (VM||aVin4> 0401b 0.00 Ib 13789.26 ib 9626.04 ib 6933.99 ib 48S245 ib NoBoKTanalen AnelwrChaali Ma Mnbmn 12 AJOLT 0LT54neh 3,060 pal HILTlPROnaCALCa HIM Kwik Bolt TZ wUh 4.7»4nelt Embadmanl and 12' VE8 Min Canenta Depth: 12* Uaa vrfda waahaia If Iwiea era In aiMat nwlBla •oHa malarial la aiailael to prafact apacMcaUona. R ia aaaumad aa Cartion alaal Betti kl t NoMK l-Salamlcdatlgnortha aqutpment, the auppotlng ateal orihe conoBtafcundation era done by oOwn and are not Inltia acopa of thia calculation JJJw^rtaroCOn^l^lrjanBjDijw^ TANK ANCHOR LOCATIONS 80.00 60.00 40.00 20.00 c 0.00 o.ro 50 00 : V 100,00 150.00 20000 250.00 30.-00 -20.00 -40.00 -60.00 -80.00 X(ln) PAN4CHE HNCaNEEBING 150 N SAHrrA ANTTA AVE, 300 AIICADIA,CA 91006 TEL: (B2B) 203-0401 Fnc (2«7) g4a-«41 Enwl: aliiiMd.hafctorQpena6iwo.com ANCHOR CALCULATIONS FEB, 2010 2M24jvia8al BAY cmr ELECTRIC WORKS PART: DRAWMG 34624-VlaSat Cariibad,CA«200» ANCHOR CALCOLA-nONS KehkrUSOREOZMD APPENDIX I DRAWING REF: EQUIPMENT CALCULATIONS FOR: USEPO#: 24624-ViaSat KoNer 1250REOZMD Anchor Calcs 24624-PAN Enter weight here Enter genset COy here Enter genset CGx here Tank Enter capadty here Enter weight here Enter tank height here Enter length of tank here Emrl9tvra Enter weight here Enter endosure height here Enter length of end. here BoltHolea Whith From Edge Lengthi Length 2 Lengths Length 4 Lengths Length 6 Stee (diameter) Quantity input 26500 31.7 119.1 1245 7850 12 324 5550 134 324 142 64.69 41 40.93 41.5 37.69 49.19 1.00 12 CG (common) 26500 43.7 119.1 17187.5 6 162 5550 79 162 CG 49237.6 ll>8 34.6 y 138.6 X PLEASE USE QUICK IZ ANCHOR BOLT 1. ) Dimmsions are In inches and Ibs. 2. ) Job sKe located In Carisbad. CA 92000. 3. ) Outdoor Install ground level. 4. ) Anchor Calcuiattoh only please UnK already has Integral Vlbratton isolation ThlsDfoarBm will onlv work If vou have a ^lenBmtor. a fbei tank, and endoaum. whers the anckiaum ate dfiectfy on too af tha fuel tank and not on the qanemtor skid. Blues are Inputs, reds are outputs Je- 41 -3i-40.93-i-41.5-31-37.69-5^-49.19-31- 0 -\ 64.69 35 CG 139 CONCRETE PAD liXINIMUM RATING: 3000 PSI REF: 24624-ViaSat EQUIPMENT: Kohier 1250REOZMD WET WEIGHT: 40238 BOLT HOLES QTY. 12 BOLT HOLES SIZE: 1 PLEASE PROVIDE: Anchor Caics USE P0#: 24624-PAN NOTE(S): 1.) Dimensbns are in inches and Ibs. 2.) Job site located In Cartsbad, CA 92009. 3.) Outdoor Instali ground level. - 4.) Andior Cateulation only please Unit already has integral Vibration Isolation 0 , JOB* |T*WKfltfiUmA0TIML|TAlnCO>MOmrgMMM zsyszml I4MGAL BuocraniBr 1245 GAl 7850IBS laSGilEOZMD a7.rxa36J' APPROVED BY: DATE: ^lox 0%' X i)f SLor ATOP uioriMViMs vt. SIM HANOE, r. BMomcr ma t T 4Mn iuNaE>r.RiB.iBuiMw/t*oriiae 1 U auas RM(x.rm.MKiwranm 1 MOB IIANacr.lOWteVB.AIAIM IIBMM/4) 1 V Mn MBHtCVBALMM(»AT»/(} I X MOS nLANoer. ruaiMKMUQE 1 son acoupimr.HKr.iK isTL 1 ai5i jrAMMROVMCAP 1 z 3005 RAHQE.r.iflcmQnarDin 1 A 4306 lUlNIAaNAUlM 1 1 an nANGtl/S'.MSMDRMt 1 C S4ia l>r RUM MOUNT ims PU1E 0 0009 IB4QVAHI M> NME. T IBM I f 4000 sr SrAMMRD HBaHCALSIUI UP 1 f SI1D lUNOb MT. BOM imMO Wir HUG I o SIM HANOe 7. BOIIA fmo W PU» aan SGAILOMa-UCOMMMMM 1 am 4rH»MGeaBiWPQ>r 8410 B0IA1M PAD SUPPOR PUOE 10 stn RAMiBiNonearnaN 1 DWMOl DOUaE«MU.SE00MMIirOQNrAMMB4r PAtncQini ous MACK (Viae NOilE Wao COUIHJNG LEVa ON TOP COVER I—3OT?—r APPROVED BY: DATE: It I^AOIS SUMAU TANK WITH KUPTUK MSIN BOVIBIir 45-2aTOaW — OUOTC 1 TANK CAPACnY GENSET MOOa OCNSET FtX>IPiWrr ASSY. WQGHT AAAQ8049 1245 GAL 1250REOZMD 236.5" X 87.9" 39.900 LBS PRELIMINARY DRAWING OEMEHArOR END SDC MBUVIHN orr oae-A NJUMNUM ceNmucnoM (MO..IB) .1 ESOQ AOCES DOOR 10 sua BUCK MODOED DOOR HMMMWE 10 •907 •OOK RESIIMNr 10 6607 nxCO ACOUSIKM. MINC LOWER 4 eeis NIBaM-VDOKN. OBOWt PUMW 1 aeoQ 2' FOMI MSUtATtON 1 •B4S OUBMHER SUPHD DiMRT FUX 1 6Mp_ apc sumco DOMiir coNaoNmR 1 6Mp_ tmrnVLt U0UNIE8 SUNCER 1 au or-aoi-c2-an4 1 aaos fvm coiuR 1 esTo vnrcM. SUNCER osmMME 1 esTo EUOM: aT'2«-M-14aa. c^so* 1 esTo RMM ctp-. eT-»-i4eo 1 aaos MOUMT «t awe BLOCK HDOER 2 «ao4 Houir * «ii«E annnrr CHM«»I 2 t«2S DC UIW MOMOl CO Mac KMS V f t«2S B MH. IRER k tok FME A MIEXT 1 [SOL HOHUR BOGE OttaS} mm iii^i"" Vl ll RADiA-roB am REVISIONS REMSUNS GWE-A-1250-1245 ASSEMBLY REV OATEj CHANG? MMX BY ftEv DATC CHItNGe MADE BY GWE-A-1250-1245 ASSEMBLY 1 7/11 cwNocD STUB UP TO moim. JPP CtiSTOMER/ID: BAY CITY ElfCTRK: WORKS 1 8/20 ADDED DC UGHT PACKAGE JPP JOB RET: X DRAWING REF: X DWC #:MA0S049 DATE: 7/9/2014 DRAWN W-.JPP POWER COMPONENTS PABbLGHB BWeiNEBBING 100 N SANTA ANITAAVB, 300 ARCADIA, CA 01000 TEL: (024 20M401 Fac (207) 94M041 ANCHOR CALCULATIONS FEB, 2010 24024-Vll8tf BAY CITY ELECTRIC 1NDRK8 PART: HLTI PROFIS RVORT 24<I4-Via8at CBiWnd,CA 92669 ANCHOR CALCULATIONS KoUerUStREOZMD APPENDIX n mLH PROFIS REPORT WWW.iliitl.IW Profis Anchor Company: Spedflen Address: Phone 1 Fax E-Mail: Panache En(Nneeilng Ina Page: Ahmed Haktor Project 160 N. Santa Anita Ave. Suite 300 Arcadta, CA 91006 Sul>-Pn^ 1 Poe. No.: S2U98-07841267-048«44l Date: ahmodiiaklei QpwiacheQ.coni 1 24624-VlaSat BAY CITY ELECTRIC 206/2015 SpaeMei^ eomiiMnls: l«>HLER 12fiOREOZMD 11nput data Anchor lypa end ( StocUva emtiedment depth: EvahiaUon Service Report laeued I Veld: PrtX* Stand-off Inelallatlon: Base melarial: Installation: Relntoroement Seismic load* (cet CD, E,orF) Oeomeliy pnj & Loading ffb, inJb] KwHc Bott IZ - CS V4 (4 »4 Ki^' 4.760 In.. h„,„ s 5.G63 In. Certxin Steel E8R-1917 S/1/20131 S/iy2015 Daelgn method ACI 31S-11 / Mech. - (Recommended plats thidoiess: notcalculatad) no proflle craolced concrete, 3000, V ' 3000 pel; h > 1Z000 In. hammer ditled hole. InetelMlon condition: Diy tension: condition B, shear oonditton B; no suppleinental spllUIng rdnforoamsnt preaant edge rslntbrcemenb none or < No. 4 Iwr Tenalon load: yes (D.3.3A3 (d)) Shear loed: yes p.3.3.5.3 (o)) Input data and nwls must ba checked for agraamant wtth the exfatkig oondMona and tor plauiHilltft PRQn8/yKlior(e)20a»mHaiAO,FL44948iihMn HnilliarasMmdTnitamikarHMAO.BdMn i-ilUT-l wwwJiaB.Me ProllR Anchor 2.S.0 Company: Penache Engineering Inc. Page: 2 SpedOer Ahmed Heider Pijed: 24624-VleSat Addieas: 160 N. Santa Anita Aw. Suite 300 Arceda. CA 91006 8uM>roiedt I Pos. No.: BAY CITY ELECTRIC Phone I Fax: 626608.07841287-048-6441 Date: 205/2015 E-MaU: ahmed.) 2 Load casa/RBSuttIng anchor forces Load case: Design loeds AndKN* laactlone im Tension CDIOB: (•fTenston, -Compression) Anchor Tension foroe ShearIbnoe Shearfaroex Sheertacey ^ Di mi iS — max. Qoncrete oomprsaslva stmln: - {K^ max.ooncm(eeoiTiprBeslveslrsss: -[psQ rssuWngtsnslonlbrcelnOc'yHO-OOWO.OOO): 0[|b] rssuHng comprssslon force In Oc'yMO.OOOIO.QOO): 0 pb] 3 Tension ioad Lo«IW-pbl Cepecity4N,tibl UmiMdon ft, • N,.I<N„ StselSirsnglh* m m RBT Puliout Strength* N/A WA N/A N/A ConemtoBraalcout Strength** N/A N/A N/A N/A 'anchor having lieNgheBtloacIng "anchor group (anohom In tension) lr«ildai4iidi»«ifcniiiith»cli«cliBdfcfiaw«riiiiilwMith«i>iihltiuco^^ PROFISAiidier(o)aOO»»iaHlliAO, PLMMSdmn HNbaiagWmdTndaraikorHHAaadm i-iiijnri ProAs Anchor 2.5.0 Company: Spedflen Address: Phone I Fax: E-Malt: Panache Englnesdng Ina Pego: Ahmed Haider Prpject: 150 N. Santa Anils Ave. SuHe 300 AteadlB,CA 91006 Sub-Project I Poe. No.: 626-608O7841267-048-6441 Data: atimed.tialdefOpanacheg.com 3 24624-VlaSet BAY CITY ELECTRIC 205/2016 4 Shear ioad Stael Strenglli* SM Mura (with lever ann)* Piyout Slrer«th** CononiB edge Mkire In direciion y<-*< * anchor having the highest loading LoadV.pb] mi N/A 6934 6934 group (relevant anchors) Capacity »VnDb] 4.1 Steei Stiangth ViMq "ESRvalue reHsrto ICC-ES ESR-1917 ACI 318-11 TBbleD/4.1.1 — CaiculallcnB 11745 IMOOO 7634 4J Piyout Strength Vip '••(V[(^)V«UIV<«NVCP.NN|,] AN, see ACI 318-11, Part D.5.Z1, Fig. RDJ.2.1(b) Awo ==014 (^) S1.0 ACI318-11 Eq. (D-40) ACI318-11 Table D.4.1.1 ACI 318-11 Eq. (D-S) ACI 318-11 Eq.(D-8) N/A OK OK 1^ = 0.7 +0.3 (;^) 11.0 ACI 318-11 Eq. (D-10) iK*N»MAx(&f,lgs)s1.0 ACI 318-11 Eq. (D-12) NB =k.X.-J5hy ACI 318-11 Eq.(I>«) Verlebiea hi*Dn.I BetN Pn.] •.afiPn-] CuinDn.] 2 4.760 0.000 0.000 12.000 c.Dn.] ke lm 1.000 6,000 17 1.000 3000 Calculetione — mofi Awa>Pn.1 V-Pb] 1S27S 203.06 TTTDD" TSOir V«Pb] «34 Input deli end reiultaflTuat be flhaflhad tefejBaanwiliiWT the aatiBhBCOWdWuiiat^^ PROFIS Andior (e)aiOa40a« MB AO, FL44S48clan HIMIttraaMndTnd«raikarHMIAO,ScliHn wwwJiMjia Profis Anchor 2.5.0 Company: SpedtaR Addreee: Phone I Fax: E-Mail: Panache Engineering Inc Pege: Ahmed Heldar Praject 150 N. Santa Amta Ave. SuHe 300 Arcadia. CA 01006 Sub-Pn^ect I Pos. No.: 62ft«98-07841267-848^1 Data: ahmed.haMeiQpanacheg.com 24624-VleSat BAY CITY ELECTRIC 2OS/2015 4.3 Cencrate edge Mlure in diraaiton yt = (j^)<|'«I.VVB,V1(^VVp"*l.vVb Au, see ACI 318-11, Pert D.6.2.1. Fig. R0.6.2.1(b) Avtf, =4^*5, *-tv-o.r+o.3(^)si.o V"(,v Ad 318-11 Eq. (I>30) ACi 318-11 TeUeDAI.I ACI 318-11 Eq.(I>32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq.(D.39) ACI 318-11 Eq.(IM3) C.1 pn.] 12.000 12.000 O.000 Mnj 12.000 I.Pn.] d.Pn.] "^oixr CalcuMlona —msw AwwPn.'l 648.00 VKV .Wi.v_ loVDO 1.000 0.90O 1.225 • V*Db] Vi»Pbl 5 Warnings • Load re-dlsMbutlone on Ihe anchors due to elestledefomiBlions of the BnchorpietB are not considersd auffidanfly sdfi; In Mdernot to be datbrnied when subjedad to the loadingi Input data and reeulls must be checked far agreement wWh the axMng conditions and plauslbmiyt • ComWIon A apptos wiwn eupplamentery reinforcement Is used. The O foctor Is Increased Ibr noihstoel Oeeign Strengths SNsept Pullout Strenglh and Piyout strength. Condition B applies when supplementary relnlbieement Is not used and for Pullout ShengBi and Pryout Strength. Rafar to your local alandard. • Rellar to tlw manulactuiei^ product IHareture for dewilng and Installation Instructions. • Cheddng the banslsr of loads Into the base material and ttie sheer reslstanoa are required In acoordanoe with ACI 318 or the relevant Stsndardl • An anchor dsaign approach for structurss assigned to Seismic Design CategoiyCD, E or F Is given In ACI 318-11 Appendix D, Part (a) tiat raqulree the goveming deeign etrsngih of an anchor or group of anchore be llmltad by ductile etoel lUum. tf this is NOT the case, fhe oonnacUon deeign (tonsicn) shall satisiy the provMons of Pert D.3.3.4.3 (b). Pert D.3.3>1.3 (o), or Part (d). The oomeoOon design (ahser) shai saHe^ tha provisions of Pert D.3.3.6.3 (aX Part D.3.3.6.3 (b). or Part D.3.3.5.3 (c). • Part 0.3.3.43 (b) / part D.3.35.3 (a) raqulree thai the Machmant the anchors are conneciing to the sInMlure be designed to undeigo ducUe yielding at a toad level ooiraspondlng to anchor IbrDee no giaator than the conlroliing design strength. Part D.3.3.4.3 (c) / part D.3.3.6.3 (b) waives tha ducUlty raquiramanls and rsqulias that the enohore ShaH ba daatgned for tlw maximum tsnston / sheer thet can ba the enchcra by a non-yielding attachment. Pert 0.3.3A3 (d) / part D.3.3.53 (c) waives the ductility rsquiremenle end requires he design staanglh of the anchore to equal or exceed the maximum tension /shear obtained from design toad combkwtions that Indude E, wMh E Ibyn,. Hiiti post-insfaled wwhore shall be installed In accodanca wHh the Hlti Manuhcturer^ Printed Installation Insinjctions (MPit). Raiarenoe ACI 318-11, Part D.9.1 Fastening meets the design criterial Inxil dali nd mull iMiil l» dwM Ibr igraiinM iMh llw aditiig PROFIS Anchor (e)2MMaa9HH AO. PL«4«4acliui HHIi«nBMmdTlradMi«kafHHAQ,BchHn www.hilti.us IHIIUT-I Profis Anchor 2.5.0 Company: Address:' Phona I Fax: E-iktaH: Panache Engineering Inc. Pegs: Ahmed Haider Prqject 160 N. Santi Anita Ave. SuKa 300 Arcadia, CA 91006 Sub-Praject I Poe. No.: 626408-07841267-64fr«441 Dote: ahniedJ)aidBrepanacheg.com 24624-VlaSat BAY CITY ELECTRIC 206/2015 6 installation data AnohorplalB, steel:- Hde dlamatsr In the fixture: • PMe thtdcneee (Input):- Reoommanded plate thidcieas: - CiearAig: Manual cleaning of the dfiled hcte Bccording to bistiudtons for use Is lequirsd. Anchor^ and dIametaR KwikBoltTZ - CS 3/4 (4 3/4) Installatian torqua: 1320.002 In.ib Hole dtamelsr In the base matsriai: 0.750 In. Hole depth h the beee material: 5.750 in, MMmum thidmees of tha baee materiel: iJOOO In. Coaidbiatea Anchor In. Anchor —=1 -12.000 12.000 7 Itomarics; Your Cooperation Duties • Any and el Infonnalion and date conteinsd in the Soltiinra corxiem solely the use of HIIti producte and are based on the prindplee, formulae end oecurity rsgulallons In acuordanca vrith HMfs lachnlcal direcliona and operating, mounting and aeeemUy Instnictione, ato., thet must be sMcUyconqiiledwWibylhausar. AHflguree contained therein aw average flgursa, and therefore usaapecHIc teste are to be conductsd prtor to using tha rslavantHMpro<&cL ThersauiteofthecelcutationsoBnledoutliymeaneoriheSonwBreerebaaedeeeentiaRyonlhe date you put in. Therefore, you bear tha eote raspcnsMlity for the abeence of errors, the completenoss and the relavanoe of the date to be put kl by you. Moreover, you bear eote rssponsiURy Ibr having the raaulte of the calcuietion checked and dearad by an expert, peitlculBriy with regard to compilanca with appllcebte notms and peimlte, priorto using Ihem for your spedflofKlRy. The Software aanree only es an aU to Maiprat nomw and pamiite wttwut eny guttanlBa as to the ebsence of errore, tha corrscbisaB and the rsievance of the PM suHabllty for a spedflc applicalion. • You must tal(e ell neceasary and reasonabte steps to prevent or Mk damage caused by the Softaaw. InpHttcutar, youmustanangefor the regular badojp of ptograms and date and. If appllcabia, ceny out the updates of the Software offisred ty HUH on e regutar basis. If you do not use the AuloljpdA funcUon of the Software, you nwst ensure thet you ere using the cunent and thus u|>.t^ kl aach case by oanylnB out manual updates vte the HIM Webeito. HW win not be Hable for consequences, such as the recovery of loet or damaged date or programe, erising Ham a eulpabte breach cf duty by you. Inpm dili «4 iMiMi ratal ta ohMkad tor •arHinant wmi th* BMIIB canl^^ PROFISAiidnr<o)2Da»«00»HMAO,FLe4»4acliMn HiaitingWiradTM«nulEcifHHAaSDhnn ffVc:- ICC EVALUATION li> SERVICE . • • --^^ " ICC-ES Evaluatton Report E8R-19ir R9lssueamy2013 THs report iaaii^act to renmalUaiyTOIS. w^.icc-W,9rf, 1 (a00)42MS87 | (882)008413 43 ASubsMlaryoftfieMBmafiona/GocfaCouncf* DIVISION: OS 00 Oi-CONCRETE Seotton: 0316 OO-Conerale Anchore DIVISION: as 00 OO-HETALS Section; OS 061»-P0at4na(B«ad Concrete Anchors REPORT HOLDER: HILTI.Bi& •400 SOUTH 122f" EAST AVENUE TUL8A. OiOAHOMA 74146 (BO0|8T»MOO www.ua.hlHI jam HlltrfehEniiaiua.hllll.eom EVALUATION SUBJECT: HILTI KWK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATKN SCOPE CoinpllMicwMi thvUoKloiflnQ cotfMi • 2012,2009 and 2006 MBfTMiton^auMftvCMa* (IBC) • 2012, 2009 and 2006 /nfomattina/ Rasfetonflb/ Code* onc) StaieiurBi 2.0 USES The HM Kwk BoK TZ anchor (KB-TZ) Is used to rsetet static, wind, and seismic tsnslon and sheer loads in crsdced end unciadred noriiial waiglit concrete end aancl- HgtMaeight concrete iiaving a spaolled compressive strengli. of 2,500 pel to 8,000 pd (17.2 MPa to 58.6 MPa). The */r*ich- end Vrkwh-dlameter {9J6 mm end 12.7 mm) carbon steel KB-TZ anchore may be Insteited In tlw topside of cracked and uneiached normal-weight or sand4lghtaieight concrels4lilsd sisel deck having a mbiknum member thickness, httiM, as nolsd In Tabte 6 of thte lapcrt end a apedlted oomprsssive strengtti, of 3,000 pd to 8,500 pal (2a7 MPa to 58.8 UPa). Tha */i4nch-, ^^-towh- and Vrlnch-dtemater (8.5 mm. 12.7 mm end IBJB mm) carbon steal KB-TZ anchore may tie Irwtaiied In the soffit of cracicad and uncracked normak weight or aend4lghtwBlgM concrete ovsr metal deck hatrtng a mirtmian apeellled oompressivs strength, fa, df 3,000 psl(2D.7 MPa): Tha snchortng system complias wtth descrlbsd In SacUon 1900 of the 2012 IBC and Sedton 1912 of the 2009 and 2006 BC The anchoring eyalem b en aitsmative to cast-fei-place anctiore daaortbed bi SedtoniaoS of the 2012 BC andSacaon 1911 ofthe 2000 and 2006 BC. The anchore may alao be used where an sngMaersd design is submitted )n accordance with Sedton R301.1.3ofthelRC. 3JI DESCRIPTKIN 3.1 KB-TZ: KB-TZ ra torque oonlrulied, KB-TZ anchore consist of a sbd (anchor body), wedge (axpanskin eiemente)^ nut, and washer. The anchor (cartxai stael varston) ie Muslraled In Rgure 1. The stud to manuhctured ttam caibon sisal or ABI Type 304 or Typa 316 steintaae sted matsriah. CartMn stsd KB-TZ anchore hava a nAiknum 8 \un (0.0002 todi) zinc pla6ng. The axpendon etomente for the carbon end slalnlass steel i^TZ anchore ere tebrfoated from Type 316 stelniess stssL The hex nut lorceifaon steel confomw to ASTM A56»)4, Grade A, end the hex nut for ll ccnfonns to ASTM FS04. The enchor body Is comprised of a high-strength rod thrsaded at one end and a tapered mandrd at the other end. The tepered mandrd to endosed by e three eecfan expenston dement which fredy movae around the mandieL The expenalon dement movement to lesiialiied by the mendrd taper end by a odiar. The andxir to instalad hi a pradrlied hole with a hammer. When torque to eppHad to the nut of the kwtslled enchor, the mendrel to drewn Into tha expension element which to In ban expanded agdnstthe wdi of the driled hoto. 3J Conerste: Noiiiial wslght and sand-Hghtweight concrete must confonn to Sections 1903 end 1906 of the IBC. 3.3 Steel Deck Psnete: Slad deck peneh must be In aeoonlanoe wHh the configuration to Figures 6A, SB and 6C and hava a minimum base stsel thk^nesa of 0.036 kich (0.a89mm). Sted must comply with ASTM A663/A663M SS Grade 33 and hava a mbiknum ytoU sbangth of 33,000 poi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Dedgn: 4.1.1 Ganeial: Design strength of anchore complying wtth ths 2012 IBC as well as Sectkin R301.1.3 of the 2012 •Conaoted August 2014 tt flp*JMka "* 4Air aiMir Ai Mir niponl or a Jv fl^f jnanr esMni^^ 4ht fitpoA Cap)iigma20i4 to or fly dObor MMhow Mf ^ooQaM^' ••rantia4)>a>4 • lof 12 ESR-1017 I /MbatmdayAceatitedantfThwted Paoe2of12 fftC, must be detennined In eccoidance with ACI 318-11 Appendix D and ttito report. •eajgn alrength of anchore complying vrith the 2009 IBC end Sedton R301.1.3 of the 2000 IRC must be detennined to aocoRtenoe with ACI 318.08 Appendix D and thto report. Dedgn skengtti of anchore complytog with tha 2006 IBC and Sectton R301.1.3 of the 2006 IRC mud be in accordance wNh ACI 31806 Appendk D and thto report. Dedgn persmetere provMed to Tablee 3, 4. 5 and 6 of thto report are baaed on the 2012 IBC (ACI 318-11) unless notsd othsiwtee in Sectkins 4.1.1 through 4.1.12.The strength desHin of anchore muat comply wtth ACI 316 D.4.1, SHoaptee rsquhad ta ACI 318 D.3.3. Strsngth rsdudton tsctors, ^ as ghren In ACI 318-11 D.4.3 and noted In Tabtos 3 and 4 of thto rsport, must be used for toad combinattone catoiated ta accordance wHh Sectton 1605.2 of the BC end Sedton 8.2 of AO 3ia Strenglh reduction (acton, A ae given ta ACI 318-11 D.4.4 mud be used for load cotnbtaatlons caiculatsd ta accordsnos wHh ACi 318 Appendix C An exampto catouteHon ta accordance wHh tha 2012 IBC to provkted ta Figure 7. The vetoe of f. uesd in the ceiculalions mud be bnHsd to e maxknum of 8,000 pal (6S.2 MPa), h accordance wNh ACl 318-11 D.3.7. *wS-JW^ (lb. pal) (&K2) 4.1.2 Reqdrenisnte lOr SteBe Stsd 8trai«th in Taneion: The nomtad datic steel strengBi, N^ctt dngte anchor in tendon mud be celcuiatBd ta accordance with Aa 318 D.5.1.2. The reauHkig Nm values are provided ta Tables 3 and 4 of thto rsport. Strength reduetton IMore 4 cwwapondtag to ductus stsd dsmentemey be ueed. 4.1.3 RequireRientt Ibr Slatto Concrete BrsalBNrt Stienylti in Tendon: Tlw nominal concrete breekout strength of a ilngte anchor or group of anchore ta isndon, or rsspodively, mud be caleulatod ta aoooidanee with Aa 318 DA2, wHh mo<fifkiatkins as deecrttwd In thto sedton. The bade concrete breakout sbength ta tendon. Ah, mud be ceiouldBd ta aocordanoe with Aa 318 D.5.2ut, udng the veluee of /w and far ae given ta TeUes 3, 4 end 6. Tha nomtad concrete breakout strenglh ta tendon In regions where analyds tadtoales no creddng ta acoordanea with ACI 318 D.5.2.6 mud be cateulated with iW ac given ta Tabtes 3 and 4 and wHh V',* -1.0. For eaibon sted KB-TZ anchore instaled ta the soffit of sand-4lMwdght or nonnalweight conerste on stsd deck floor end roof essemblies, es shown in Figures 5A and SB, celcuielton of ttw concrete tireeicout strsngth to not required. 4.1J< Requlrainanto for Static PuHout Strength to Tenalon; The ncmind puilout drenglh of a eingto endior ta ececrdence wHh ACI 318 D.S.3.1 and D.S.3.2 ta enckad end uncrecked concrete. and f^mm raepeeUvdy, Is given ta Tafates 3 and 4. For ell deeign ceeee V.P = 1.0. ta accofdanoe wf8i Aa .418 D.S.3. the nomind puHoul strength ta eraekad concjate may be caloielBd In accordance with the following equaUon: to rstfons whsre andyds tadlcatss no cracktag ta ececrdence wHh ACI 318 D.5.3.6, the nominal pultout drsngth In teneton may be edcutated In accordance wtth the folowing aqudton: Where vduee for Nf^ or Nf,mr ere not provided ta Table 3 or Tabte 4, Oie pullout drsngth in tsnslon need not be evaluated. The nomtad pultout sbangth ta cracked concrete of the carbon stsd KB-TZ taataitod ta the eofflt of sand- llghtimlgtit or normal-weight concrete on steel deck fioor and roof assembBes, es shown ta Figurss 5A and 8B, is given ta Tabte 5. ta acoordanoe with ACi 318 D.&3.2. the nomind pulout sbength ta cracked concrete mud be cdcutatBd ta aocoRtenea wtth Eq-1, whereby the vakw of N,kMkv mud be subsaiutsd for M^Mrand the vdue of 3,000 psi (20.7 MPa) mud ba subsHtutsd for the vdue of 2,500 psi (17J MPa) ta the denomtaetor. ta regions where anaiyde tadlcatss no erscMng ta aoconlence wtth ACI 318 5.3.6, the nomind sbangth ta uncracked concrete mud be calculated according to Eq-2, whereby the vdue d' NfttKkmr KUd be substituted far Num^ani the vdue of 3,000 pd (2a7 MPa) mud be eubetHuted for the vatoe of 2,600 pd (17.2 MPa] ta the denomtaalor. Tha uee of stsMaea dad KB-TZ anchore tadaltod ta the solHt of conerste on stsd deck eesembles to bsyond the soopa of thto report. 4.1.5 Requkamente for Static Sted Strsngth hi Sheen The nomind steel drenglh in shear, Ki* of a dngte anohor ta acoonlenoe wtth ACi 316 0^.1 to given ta Tabte 3 and Tabte 4 of thto loport and mud be used ta leu of the vduas dsrtved by cdcuiaiton from Aa 318-11, Eq. [>-29. The diear drengtti V^M of the carbon-eted KB-TZ as govanwd by dad tenure of the KB-TZ tartdtedta the eofflt of sand^iglitweight or nuimd weight concrete on sleel deck floor end roof aBsemblas, es shown in Figures 5A and SB. to ghren ta Tabte 5. 4w1.6 Raqutremente for Stsfto Concrete Brsslcout IHrsngfli in Sheer: The ncmind concrete breakout strength of a dngte anchor or greup of anchore h shear, Voior respecUvdy, mud be cateulated ta accordance with ACI 318 D.6.2. wtth modHicattons as daecifoed ta thto sscUon. The bedo conorde brsakout abangth, Vt, mud ba cdcuiated ta acoordanoe wHh ACI 318 0.6.2.2 baaed on tha vetoes provkled ta Tables 3 and 4. Tha vdue of ^ used taACI318Eq. D-24 must be teken ae no greater than the lesser of/V or 8it For oaiben slad KB-TZ andwre taaldlod ta the eofflt of sand-iiQhtwelght or rwnna|.weight oancrete on dsal deck ftoor and roof asaembitoe, ae shown In Rgurss 6A and SB, oakiuldton ofthe conerste breekout sbangth ta shear to not requirad. 4.1.7 Raqulraawwte for Slalle Coocrate Piyout Strength in Sheer: The nomtad concrete piyout sbanglh of a slngte anchor or greup of anchore, V^ or V,^ respacSvaly, mud be cdeuldad ta eecordenoe wtth ACI 318 D.6.3, modified by udng the vdue of provUed ta Tabtee 3 and 4 of thto rsport and Sw vdue of AU or Nriv ea caleuteted In Sectkm 4.1.3 of thto rsport For csrtxm stsd KB-TZ anchore tadaUed ta the eofltt of ssnd-Oghtwolght or nonnd-wdght concrete over praflte sted deck floor and reef asssmbilas, as shown ta F^rss 6A and SB. cdoulatton of the concrete piyout sbength ta accordance wHh ACi 318 D.6.3 to not nsqulred. EaR-191T 1 MbafHWaV Accepted and Trusted PMe3of12 4.1.6 RaQutremento for Setoadc Deeign: 4.1J.1 Oeneial: For toad eombtaatena tackiding edsmic, ttw design mud tw performed ta eecordenoe with ACi 318 D.3.3. Fbrtho 2012 IBC. Sectton 1006.1.9 shall be omttted. ModRtealtons to ACI 318 D.3.3 shal be appflad under Sectton 1906.1.9 of the 2009 BC, or Sectkin 1908.1.16 of the 2006 IBC. The nomtad sted sbength Mid tha nomind concrete txaakout aben^h for anchore in tension, snd Ow ncmind concrete breakout atrenglh end pryout strength for anchore in dwor, mud tw ceieuleled ta acccrdenee with ACi 318 0.5 and DL6. rsspacflvdy, tektag into eccuisit Ow correepondtag vatues given ta Tallies 3,4 and 5 of thto report. The enchore mey be taetdtod h Setofflto Dedgn Caiegortee A through F of the BC The enchore comply wMi ACI 318 D.1 asducMte eted etomente end mud be designed ta accoidsnoa with AO 318-11 D.3.3.4, 0.3.3JB, 0J3Ji£ or D.3.3.7, AQ 31608 D.3.3A D.3.3.5 or D.3.a6, or Aa 318-06 D.3.3.4 or D.3.3.6, as 4.1A2 Sdomto Tanalen: The nomind sled strength and nomind conerste tvaakout drenglh Ibr anctiore ta tsnslon mud be celculeted ta acoordanoe with ACI 318 D.5.1 end Aa 318 D.5.Z ee deeodbed ta Sedtone 4.1.2 and 4.1.3 of thto report, to accordance wlh ACI 318 D.5.3.2, the appropriate pulout strength ta tension for edsmto loeds, A^^ deeeribed ta Tebto 4 or Njp^ooc^ deecrtbed ta Tabte 6 mud be ueed ta iteu of A^ ae eppHcabte. The vdue of or A^toMUr may be adjwted tiy caiciiiaiion for ooncrete strengtti ta eccoidaiiee wlh Eq-1 and Sedton 4.1.4 whereby the vatoe of NptdMbcr mud be subdttulsd for Al^^ end Oie vdue of 3,000 pd (20.7 MPa) mud be eUbdttuted for the vdue of 2,500 pd (17.2 MPa) ta the denomtaetor. If no vduee for Ai^«, are tfven ta Tabte 3 or Tabte 4, the datfc dadgn drsngth vduee govem. 4.U.3 Betemic ShesR The nomtad conerste breakout drsngth and pryout strsngth h shear mud ba caicuiated ta accordance wtth Aa 318 D.6.2 and D.6.3, aa deecrtbed ta SecUone 4.1.6 and 4.1.7 of thto report. In accordance wlh Aa 318 a&1.2, Ow appropriate vakw for nomind ded strength for sdsmte loads, deecrtbed ta Tebte 3 end Tabte 4 or VWM deeeribed ta Tebto 5 mud be ueed ta leu ofV.asapplcebte. 4.1J Raquhementa fbr Intstactlan of Taiwlle end Shear Forcee: For anehcre or groupa of anchore that ara suited to the affoote of oonMied tendon and ahear foroee, Iw dedgn mud be perfomwd in aeeordance with ACi 318 0.7. 4w1.10 Requtrsmente for IMnlimnn Memlwr Tlilchneee, Mlnbnum Anchor Spacing and Mtoimum Edge Dtatanea: ta leuof Aa 318D.8.1 end D.&3, vduee of «,* end as givsn ta Tsblas 3 end 4 of thto report mud be uaad. ta leu of Aa 318 D.8.5, mtalmum member thidweesei Ihm as ghran in Tabtos 3 and 4 of thto rsport mud ba ueed. AddlBond comblndione lor mtalmum edge distance, Cmm and spadng, SM^ nuqr be derived by Inear tataipotelon behween the gtran boundeiy vduee ae deecrtbed ta Figure 4, FOr eerbon eted KB-TZ anchore indaded on ttie top of naniid.wdght or sand-llghtwslght concrete ovar proflto eted deck fioer end roof eeeeniuiee, the anchor mud be taeteUed ta eccontence with Tabte 6 and Figure SC. FOr cariton dad KB-TZ anchore tadaVed ta the eofllt of sand-lghliwdght or normatwalght ooncrate over prottto sted deck floor and roof aesemlilee, tfw enctiore mud be taetdtod in eccontence wtti Figure SA cr SB end shdl have an axld spadng atong the flute equd to fw greeisr of 3fwor 1 Imas the flute wktth. 4,1.11 Requirsmente for CrWcd Edge Dlatanaa: ta appHcattorw wlwre c < GM and eupplenwntd rdnforoement to cunbul epttting of the concrete to not preeent the conerste breakout drenglh ta tendon Ibr uncracked concrete, edculated ta aocordanoe wtth ACI 318 D.5.2, mud ba lurihar muWpled by the tedor 4%^ ea given by Eq-1: (Bq^) whereby the fector V^M need not be teken ee toss than Fbr dl other caeee. - l.a ta Beu of ustag Aa 318 D.8.6, valuee of Om mud comply wHi Tabte 3 or Tdite 4 and vduas of Ci,4Mi mud oomply wtth Tabte 6. 4.1.12 Sand-lightweight Concrata: FOr ACi 31S-11 and 31S06, whan anchore are ueed ta send-flghtwdght ccnoate, fw modWcaflon feetor ^ or ^ raspeijvdy, for concreto breakout sbangth mud ba taken ae 0.6 h leu of Aa 318-11 D.3.6 (2012 IBC) or ACI 31808 D.3.4 (2009 BC). ta addttton the pultout strsngti A^ Ai;^... and Ai;^ mud be muttilpfled by 0.6, as appflnbte. For ACI 31806, ttw vduea Ai^ A^,. MU» Nn^ani V> ddandned ta aceordenoe wtth ttito report mud be muMpHed by 0.8. ta leu of Aa 318 D.3.4. For cerbon sted KB-TZ anchore tastdted ta ttw eofflt of sand-lghtralght conoreia-flUed ded deck and floor and reef asssmbilee, ttito reduetton to not requked. Vduee are preeented ta Tabte 6 and taetelatton dstals are show h Figures SA and ro. 42 AllowabteS&aaeOea|^(A80): 4.2.1 Ganerd: Dedgn vduee fbr use wflh eflowabto sbass dee^ (vimrictag ebaae dedgn) toad oombtaalone cdouUted ta accoRtenoe wtth Sectton 1605.3 of ttw IBC mud ba adaUahed ae foitows: a a - Altowebto tendon kwd (bf or kN). = Altowebto shear toad (ttif or kN). ' Lovmd design drengOi of en anchor or anohor greup ta tenston ss detsmikied In aooordanoe wtth Aa 318 D.4.1. and 2009 BC Sectton 1906.1.9 or 2006 IBC Sectkin 1906.1.16, ee epptteabto Obf or N). = Lomet dedgn strengtti of an anohor or anchor greup ta sheer es dstsiiiiinsd ta aceordenoe wlh ACi 316 D.4.1, and 2009 BC Sedton 1908.1.9 or 2006 BC Sedton 1908.1.16, aa appHcebto Obf or N). E8R-191T I AlodVIWdyAeogptedandTVmted Peoe4of12 Convaraton teelor cdeulalBd as a wdghted average of ttw toed feelore far the conboUing toad cwnUnatton, to addttton, a mud indude al appOeabte tectore to ecoount tar nonduClite fdiure modee and required over- al The reqdremento (or member ttitakness, edga dtotonce and spadng, deeeribed In ttito report mud apply. An exampto of diowsbte dreee design vduse for Ikidrattve puipoaea in ehown ta Tebte 7. 4.2.2 hitetacllon of Tenela and Shear Foroee: The taleradton mud be edcutated and conatatent «Ah ACI 318 D.7asfolcws: For sheer toeda "Mnir*"^'^ji...iinnn tha full altowebto load ta tension mud be pemiitted. Fertsndon ioede T^^s 0.2rabHMuMD. Ow fiji elowabte toad ta shear mud be pennitted. Feral ottier caeee: 4J bistdtalon peremetore are provkled ta Tablee 1 and 6 and FIguraa 2. SA, SB and 6C. Anchor iooattone mud comply wOh ttito report and ptans and epedfloaOons approved Iqr ttw coda ofltoteL Tho Hlfl KB-TZ mud be indaled ta accndanoa wtth menuteebimr's publahed tasbudtons and thto report ta caee of conflict thto report goveme. Anchore mud be inddied In hotoe drtlled tato the conerste udng eertiUe-flpped maeomy drifl btta complying wtth ATBI B21Z15-19B4. Tha mtataufn driitod hoto dafiih to given ta Tebte 1. Prior to taatdietton, dud end debris mud be removed from ttw drilled bote to en^ite InstaMton to ttie dated embedment deptti. The anchor mud be hemmered tato ttw prsdrilied hcto inU hmm to achieved. The nut mud ba lightened againd the washer untfl ttw toique vdues apedfled to Tebte 1 ere eOhtoved. For tasteldton ta ttw soffit of concrete on ded deck aaeembUes, ttw hote diameter ta ttw steei deck not eiooeed ttw cteiwter of the hote ta ttw concrete by more ttien V« inch (3.2 mm). FOr member ttdekneee end edge dtotence redriettons for inddtettone tato ttw eofltt of concrete on stsd deck eeeembtea. ase Figures SA end 6B. Pariodte specid inspectton to laqdrBd ta aooordanoe wtth Sedton 170S.1.1 and Tabte 1705.3 of ttw 2012 BC, or Sedion 1704.15 of ttw 2009 IBC and Tebto 1704.4 or Sedion 1704w13 of ttw 2000 BC, as appleabto. Tha specid taspeetar mud make pertodto taspeicttons during enchor instdtetton to verity enchor type, anohor dknenstons. conerste type, concieto compreMriva drengtti, anchor spadng, edge dtotancea, concrete member ttiieknees, ttghtenlng torque, hoto dtawnatons, anchor embedment end edwrenoe to ttw menutecturer'e printed taelslaaan Indruettons. The apedd taspactor mud be preeent as oflan es rsqulrsd ta accoRianoa wflh ttie •Metsnient of specid taspectton.-Under ttie IBC. addtttond reqiirefflenbae sat forth ta Secttons 17DS, 1706 and 1707 mud be obeenred, where epplceble. 8.0 C0N0IT»N80PU8E Tha Hig KB-TZ anchore deeeribed ta ttito rsport comply wltti Iw codec Med ta Sectton 1.0 of thto report, eubjed to ttw folowing oonffitons: Anchor sizas, dlmemtons, mtalmum depttis and oflwr Instalatton parametore are es sat forth in thie report The enchore mud be Inetaled ta eecordanoa wtth the manutectorar^ publtohad tasbudtons and thto report, ta caee of confilet ttite rsport governs. 6L3 Anchore mud be ilmHod to use ta aacked and uncracked nomwKwelghl concrete and sand- lighlwalght conerste havtag a spadfled oompnMdva drengtti, M» of 2,500 pd to 8,600 pd (17.2 MPa to 58.6 MPa), and craokad aid uncrecked nonnd- VMlght or send-flghtwdght conerste ovsr metal deck having a mtataium spadfled comprsedva drengtti, of 3,000 pd (20.7 MPa)L 5.4 The values Of IN« used for cdcuiatton puipoaee mud not exceed 8,000 pd (66.1 MPs). 8.5 Sbangtti dsaign values mud be eslsbilshed In eccordanca with Sectton 4.1 of ttito report. 8.6 Aliowabte dadgn values am adebitahed ta accordence wtth Section 4.2. 5.7 Anchor spadng and minimum member ttilckness mud comply wHh Tsbles 3,4, end 6, end Figurss 4. SA, SB, snd SC. Prior to tastdkHon, cdciidtons and dafflonebattng compitanoe wtth ttito report mud be submttlBd to Die code offldd. The ceteutoflons and datala must be prepersd by a rm^rad design professional wtiere required by the statutes of ths Jislsdtoflon ta whtoh ttw priced to to be oonstniotsd. 5.9 Since an ICC-ES aoeeptanca crtterte for evduattng date to datennina the perfonnance of expanakin anchore aubjeeted to fattgue or shock toading to unavelleble at thto ttme, ttw use of ttwse anchore under sueh condMons to beyond Uw eoope of thto report 5.10 Anchore nwy be tastaUad ta rsgtons of ooncrate where crsddng hes oceurred or wlwre analyds indcatas cracking may occur (( > Q, sufaiBd to ttw condHtons of tt4s report. 8.11 AnGhon may be used to rssist short-tsrm loadtag due to wind or eelsmto Ibnies in tocaOena dedywted as Saismto Deeign Categories A ttwough F of the IBC, subjed to the condHtons of ttito rspwt 8.12 Where not otaerwtoe prohibited ta ttw code, KB-TZ anchore are pemHted for uee wtth flranddance- rdad oondnicUon provldad ttwt d laaat ona of ttw folowing condltlans ta fuHllad: • Anchore are ueed to resid wind or soiamfe foroee only. • Anchore ttid eupport e flre-rssldanoe-rBted envetopa or a fire- rsdstsnca-caiad membrane ere protected by approved flre-realdanee- rated matarlds, or have been evdudad for restetanoe to fire exposure ta secordanoe wtth rsoognizad • Anchcn ara used to eupport nonstnjcbaal SL13 Use of zinocoetsd certwn sted enchore Is HmHed to dry. Interior locdtona, 8.14 Specid taepecOon mud be provldad In accordance wtth Secfion 4.4. B8R-1017 I AfodMWWyAccaptedandThwted PwSof12 8.1BAnchore ara manuiSsclursd by HM AQ under an approved quaflty conbd program wHh Inapacflone by KX>ES. OJl EVIDENCE SUBMITTED 6.1 Date to 401 ttw iCC-ES Acceptence Cl iter is for Mechantod Anchore ta Ooncrete Elan write (AC183), dated Mwch 2012 (Aa 366.2-07). 6.2 Quefl^ control documenlatton. 7.0 IDENT1FICATKM The enchore are MenUfled by peckagtag tobded wtth ttw menutecturer's name (HiW, inc) and contod tafomwUon, anchor name, anchor dza, and evaluatton report number (E8R-1917). Tha anchore have ttw iettere KB-TZ embossed on the enchor stad and four notohee embossed Into ttw anchor head, and ttiese are vidbte aftor tasteldton for vertflcatton. TABLE 1-6ETTINQ INPORMATmN (CAHBON 8TEEL AND 8TAINLEM BTEEL ANCHORS) SETTING INFORMATION Symboi Untts Nomind anchor dtamalBr (In.) SETTING INFORMATION Symboi Untts \ •ill •/• ArahorCD. d. la (mill) 0.375 (0.6) 0.8 (12.7) 0,025 (18.0) 0.75 (10.1) Nomind bit dtamalsr du la V. % •/4 EfhcOve min. awitiariiTiaiil /W la (mm) 2 (81) 2 (81) 3V4 (83) (70) 4 (102) 3'/4 (66) 4^/4 (121) Nomind afflbadmai* la (mm) 2'/,. (69) 2*/. (60) 3% (01) 3^/ii (01) 4'/™ (113) 4V,. (110) (142) Min. hole daptti h. la (mm) (67) 2'/. (67) 4 (102) 3"/. (98) 4»/4 (121) 4V. (114) 5'/4 (146) Mia tMoknaasflf fsslanadpart U bi. (mm) \ (8) (10) V. (8) •/. (8) •/, (19) V, (3) 1% (41) RaiiUbBd IrwtdMion turqua T^ fl»«i (Nm) 26 (34) 40 (54) 60 (81) 110 (148) Mn.dto.afhato ^ * *, • —• ^^^4 n wviwieii pen dk la (mm) (11.1) •/,. (14.3) "/,. (17.5) "# Mi (20.8) Standard «whor tongtha CM, la (nm) 3 3-/4 5 1 3V, 4V. 6^/. 7 4'/4 8 8'/2 10 8 10 Standard «whor tongtha CM, la (nm) (76) (86) (127) 1 (06) (114) (140) (178) (121) (152) (216) (264) (140) (203) (254) Thraadsd IsnQth (Ind. dog poIni) la (mm) '/. 1\ 2'/. 1'/. 4'/. 1^4 8V4 «•/, 1% 4 8 Thraadsd IsnQth (Ind. dog poIni) la (mm) (22) (41) (73) (41) (80) (86) (124) (36) (70) (133) (171) (36) (102) (182) ll la (mm) 2\ (84) (54) 3V4 (83) 4 (102) ^ThsnrinlffiiffnMdknMMiof ttwIlMtnMd ptitii bMOd on UM of tha anchor ii( minimum MiitMdmert and isconlrQllad by lha langlh of thread. If a MnnarfeatanlnffMdoiaaaliraQuftM, Incivaaa Via anchor ambadaiant to autt. *Tha nddtan In pvanttwak ii torttw 2006 tea ESW-1917 I Moat Widely AcCBpled and 7njsted Pageeof12 UNC thread mandrd dog point hex nut RGURE 1—WLTI CARBON STEEL KMRK BOLTTZ P(B-TZ) nOURE 2-KB-TZ MSTALLED TABLE a-LENOTH mENTIFICATION BVaTEM (CARBON STEEL AND flTAINLESS STEB. ANCHORS) Lat^thlDmaridng anboKhaad A B C D E F O H J K L M N O P Q R s T U V W Langtiof anohor, Qnohaa) From IK 2 2M 3 3M 4 4M 6 SM 6 8M 7 7M 6 eu 0 9M 10 11 12 13 14 16 Langtiof anohor, Qnohaa) Uptobd nd IncfcidbiB 2 2M 3 3M 4 4K 5 5Vi 6 6M 7 7« 8 IM 9 OM 10 11 12 13 14 15 16 PUURE 3-eOLT HEAD WITH LENGTH B>EN11FKATK)N CODE ANO KB-TZ HEAD NOTCH EMBOS8MENT ESR-1917 I Mod MWa/y Accepted and rruststf Page7of12 TABLE 3-DE8iON iNPORIMTKMi CARBON STEEL KB-TZ —————— DEatONMPORHATKM -•- -• eyinOTi UnM NoHiiiiil anohor daaiBlBr —————— DEatONMPORHATKM -•- -• eyinOTi UnM 'fc h. •fc Anohor 0,0. h. (nun) 0.375 (an 06 (12.7) 0.838 (18.8) 0.76 (18.1) EffocUva Riln. onitaAnMit^ tl. Own) 2 (51) 2 (SI) 3V4 (83) 3V. <™> 4 (102) ft, (86) 4% (121) Uki, mmliirlNduiMi^ /h. m. (nim) 4 (102) 6 (127) 4 (<«»> 6 (18!) 6 a (203) 6 (127) 8 j 8 (182) (203) 8 (162) 8 (203) 8 (20W CrtHoil edpe (Mnoe tm In. (nun) (111) 4 (102) 6<fc (MO) 4'/. (114| 7"/, (181) 8 (182) aV, (188) A4 i (ft, (222) i (171) 10 (284) 8 (203) 9 (228) Ifln. edgedManoB CM. In. (hiin) 2 (» fc 4) 2' (7 o» 2I !». 0) 3^fc (M) 3'/4 (83) l« X. !1» 4'fc ('5»? Ifln. edgedManoB tortk h. (ran) S (127) BF/. (1«) A4 (148) 8V. (18« ell. (148) 10'fc (287) 8'fc (225) lAn. anchor apaoino SMI kl. tmm) (64) A cm 2^. (8(8 3V. (W 3 (78) 6 (127) 4 (102) lAn. anchor apaoino lor Ok In. (nun) A. 02) 4V, (108) Sfl, (BB) 4»/4 (121) 4V. (108) s-fc (241) 7^4 (187) IMn. hote dapdi ia oonofHe A. tl. (nm) 2*4 (87) (67) 4 (102) «, i 4% (SB) 1 (121) (117) A, (148) Mn tpeoinea yMM avOTgi" ff Mn* (NW) 100X100 (880) 84,800 (886) 84,800 (686) 84M0 (886) Ma«p«GM»diA.miglh r* ItAi' (NW) 128M0 (882) 108,000 (731) 106,000 (731) 106,000 (731) aiMllM tanale aUBBt area A.* (*mrt 0062 (318) aioi fBSffl 0.182 (1044) 01237 (1S2« Steal aaenglhlnlinilon NU lb (UN) 6,500 (28« 10,706 M7je) 17,170 (784) 28,120 (111« Steel itengtti in ihaar V. lb (kN) 3.696 (IM) 8,486 (24.4) 8.080 (38J) 13,875 (80J) Steal airengti in ahear.aaliml^ Vw, Ib 0*0 2268 (10fl) 5,«6 (244) 7,800 (33* 11,748 (622) Pultaut ^rangV) unoreoited ooncrate lb (kN) 2,615 (iia) NA 8,818 (24J) NA 8,148 («.7) 8,280 (38.8) ias8o (47.6) Piilout elran^h craokad oonofitt* IV to (kN) 2.ZI0 (10.1) NA 4,816 (21.9) NA NA NA NA Anchor categtfy^ 1 CftoUlMntti fiaokir kmar uncracked ooncrata 24 Effeofvanaat fiaoKir l(v oncked concraA^ 17 1.0 CodUent (br pn^out sirenQlh, 1,0 2,0 SUenyUi leducfon lactor ^Ibr laniion, iMeal fahie nodaa^ a75 onngn teiHjaaon wwr pior anear, siaei Taaura HK^^ OuBB Saengdiiaduoapn^fcclprlbr tsnelen, oonoielafkltae HMidaa or piAoul, ConcHon 088 StengRi reduolon 4 talar Ibr alwar* concieta falure niodaSf CondMon Br a.m AxW aaflhaaa in aonloe load range* A»^ Ma TDOXXX) AxW aaflhaaa in aonloe load range* Mn. 500,000 Forai:1lnoli-254mra, llbf>44SN,1pol-O.00e89BllilPa. ForpouniHnchuniK 1 mm-003937 •StaRa2. ^ion8l»wol»tcttnm>cwirnMWIdoai.owR8ui—aAaB«ndaC«BdTobi«8. ^Sw SKBon 4,1.8 erVik ntmL W dntei etM «Vr •I .0. NA (not appasUs) danoM 8M 8ik «tta doM not oonbd for dioloa S« SsM ^ ACI 318-110A3. ^AQSISOA^Z 'fa«ia>agnasooi8V»g1A Tilt SBpnapiWooWboSwnooolbBlor Ibr onKll»deonor»lt(«^eri*io«^^ *rhsl<B-TZa«duoa»slwjolim«n>«>d>Bns8byACI318ai._ ^or uae wRh tfie load oofrfekiadona of ACt31B8aoSonOo2> CondMon B appiaaeihaiB aupfdamantefy pmvMadt or whare pulout or piyout aaengtfigovanv. For oaMawhaia tie praaanoe of aupplein ||ieodMBd «m CondMon A may be ftl oonfaneanoe aiWi Ag! 3ia-11 D4J3lanDt car I toe vaiMedt tie aaenglt raducHon fadon may ¥ary GonMdorably dapondInQ on ooncrate atranglhi toadng ond gooniaOy of applbaflon. E8R-1917 i Mod MWe/y Accepted and Tnisted Page 8 of 12 TABLE a-DESIGN INFORMATION, STAINLESS STEEL KB-TZ DEMN MPORVATION >!—011101 ofinDoi Unto Nomina] anchor dannater DEMN MPORVATION >!—011101 ofinDoi Unto •fc \ •fc Anchor O.O. <IM kl. (nwn) 0376 OSI as (12.7) 0.826 (15.9) a75 (19.1) EfVadve mku ambednon^ A> kl. (mm) 2 (81) 2 (81) 3V, (83) 3'fc (79) 4 (102) *4 (96) 4«fc (121) Mh. mambarttricfcnaas tl. (mm) 4 (102) 5 (127) 4 (10?) 6 (162) 8 1 a (162) (203) 8 (127) 8 8 (203) 8 (182) 8 (203) 8 tm Crttfcal odoe dtetanoa ta. (mm) 4'fc (111) 3'fc (98) S^fc (140) 4'fc (114) 7'fc 1 8 (191) (182) 7 (178) S'fc (225) 8 (182) 10 (264) 7 (178) 9 (229) Min. edga JBlMmja Owt, h. (mm) 2 V fc 2 P 7. •2) 2'fc (84) 3'/. P3) 23n (80) Vfc (MS) 4 (102) Min. edga JBlMmja ftirok kl. (mm) 6 (127) SV4 (148) 6'fc (133) sV. S'fc (140) 10 (264) s'fc (218) MkL anchor apadng S* kL (mm) 2V. (67) V/. (73) 2 (SI) A. (?) n (80) 6 (127) 4 (102) MkL anchor apadng Ibrea In. (mm) 3*1. (88) 4'fc (114) 3V4 (sa 4'fc (105) 4'fc (108) 9'fc (241) 7 (178) Mln> hote daplh In ooncrate H. kl. (mm) A (87) 2V. (87) 4 (102) (98) >fc (121) 4'fc (117) 6'fc (148) itm apecBiaa yieai aasrvn ff 82,000 (834) 92,0(X) (834) 92XXXI (834) 78.128 (826) ML apecAod Ut- Stengtti fm Mn* (Wmm^ 118XXM (793) 116.000 tres) 118.000 (793) 101 «0 (TOO) EMBGHW tanrte atraaa araa klf (ram^ 0.052 133.8) 0.101 (88X») 0.182 (104J) 0,237 (162.8) Steal lOvnQtti tl lanalon Nm b m 6,968 (26.8) 11,554 (61.7) 17,880 (SiB) 24,088 (107,0) SMatrangtibiohaw V. b 0<N) 4,720 (21.0) 8,880 (30.8) 9,870 (419) 16.711 (88.9) PuBout stienQtti bi tenalon^ •eHmlD^ H,m fe (Wi) NA 2,736 (12J) NA NA NA Steal abengli In ahaar, salMnl^ ViMt fe (kN) 2,825 (12.8) 8,880 (306) 9,350 (41,6) 12,890 (87.3) PiAait attengtfi unoracfcad ooncral^ Ib (kN) 2,830 (11.7) NA 8,780 (28fl> NA NA 12,040 (B3L8) F^rikMit atrangffi cradcad ooncrate Ib (kN) 2.340 (104) 3,160 (141) NA NA awo (28.0) 6,110 (38.1) NA Anohor calaimi/ 1 2 1 Eftedvanaaa Ibdor Ihnr uncradted ooncrate 24 Bfteoivenaaa fbdor ft^ ottdted ooncrate* 17 1 24 1 17 1 17 1 17 1 24 1 17 Vu-IUA,* 1.0 OUenydi radudon fbdor ^fcr tenaloni ataallUm modee' 0.75 Strenotfi radudon Ibotor ^fur ahaari ateal faNura ntodaa' 0.88 Sirangfi nducSon ^factor for tenalon, ooncrate fUura (ikOdaOi CondMon B OSS 066 CoalMantfcr pryoutatrenQtfi, 1.0 Stranglh radUdton d Ibotor fbr ahear, concrete fUhn modaa, CondMon Br a7D Aidd aMIhaaa In aervloe load ranaar felbi 120JOOO Aidd aMIhaaa In aervloe load ranaar bfla 80M0 For ab 1 bioh > 254 am. IW - 446 N, 1 pol • 0006886 MPs For «oundMi unio: I mm = 0X13037 Inoho*. <SMng.2. 'Sos Sosaon 4.1J8 ersib rapoiL NA (nol waaM) dmas Vina* «iki» doai not eonbd far doolgn. •For ol diotei oM eV^M Jl. NA (hot ippieMib) donolH «iM a* woka dot* not oinfcd Ibr doolga See aaoBon ^ ACI 318-11 D4.3, •8iaACI318DL622. d ditlan oiMO ¥U "IX). Ths ireropdM tatoSMnsit Morlbr craditd eonersM (It^ or imoracind 'HM KB-TZbaiMto*M«lm«rtw dthad byACISia ai. 'F»uo»wl9i*sk»dfleillM<aan»tfAaai68ao«onfli2.C^^ D4Jbnot prat4dBd, oriii4iarapullQutorp(youtMaiiuUigovMniL For oaaaa white tfta praaanoe of eupptaaMntaiy fdnlxoamanl ami Be vanaeot amaaeiiHiriieiaiaiiiaiieMwaeaaBoieieeiiian wwiuwuH A ^lean vduea dioair^ aolual aHlhaoi may vary conddatefely dapandna on ooncrate abengihi loadhig and gaonialiy of applodtoni E8R-11T I Mod VWdsiy Accepted end 7?U8ted Pege 9 of 12 I I hkli,„ ^Mgn edge dldanca c FKWRE 4-iNTBRP0LATK)N OF MMMUM EDGE DteTANCE AND ANCHOR SPACING TABLE B-HH.TI MMK BOLT TZ |KB.TZ) CARBON STEB. ANCHORS TENSKW AND SHEAR DESMN DATA FOR INSTALLATION »4 THE UNDERSIDE OF CONCRETE-mLED PROFILE STEEL DECK ASSBMBUES**''' DBSIGN mPORaWTWN Symbol Unite Loeds Aeeordlne to FIguw SA Loada Aaeonibig to PigiHe 6B DBSIGN mPORaWTWN Symbol Unite Anchor Dtomatar Andior Dlanwter DBSIGN mPORaWTWN Symbol Unite •fc •fc •fc •1. Elhcttva Embadmanl Daptti la 2 2 3V4 S'fc 4 2 2 3'fc 3'fc Mk*mimHeto Daplh It. In. 2*/. 2'fc 4 S'fc 4'fc 2'fc A 4 S'fc Pullout Reaidanae, (uncraofced conoratejr lb. 1060 2J0O0 3,695 2,626 8,655 1.645 1M8 3.376 4,088 Pulout Radatanoa (enckad oonoiMf Ill, 1,480 1,460 2.620 2,000 4,646 1.860 1.328 3.006 2,688 Slad SlnM«tti In Shear* Vm0» tb. 3,130 3.000 4.045 4,600 tfiVt 2,845 2,586 3,046 4,706 SlaaiSkanalhta Shear, Sdanto* lb. 1.340 3,000 4,946 4,320 5,676 1,780 2.B85 3^45 4,420 'tawatelen mud onnply w«h Sadlont 4.1.10 and 43 and Figure SA and 5B of ttds report. *Tlia vakiaa tated mud Iw uaad ta aoooidenea uMi SaoBon 4.14 of Ada rapoR. *Tha vduas lalad mud ba uaad ta aooardanoa uritti Sacflon 4.1and 4.1JL2 of thto report. *Tha vakiaa tad mud ba used ta aoDodanee wlh SaoHon 4.1.6 of ttda (apart *Tha vakiaa latad mud ba uaad ta aooodanoa idh 4.1.8.3 d ttte report. Vduas are appncdito to botti sMe and laiamte to^ *rhe vduas tor Atolsnden and ttw vduea lor^lndieeroen be found In TaiilaSdttds report. *nw oharaBtwIdtejulout witotanai tor oenorato uuiiiiJiiadi a ahenattis grsalar ttian 3 JOO pd may be kiewasad by mdlplying ttw vdue to Bw tabto by (f/ll009'* tor pd or (r/2a I}*" fcr MPs. •evduaOon of ocnento breakout eapadlytaaoooRlancswRh ACI 818 0.6.2. D.6.2. and D.6.3 Is nd requked fcr anohora tastdtod httwdsok sdll TABLE a-MLTI MMK BOLT TZ 0(B-TZ) CARBON STEEL ANCHORS SEnlNG INFORMAIWN FOR MSTALLATION ON THE TOP OP eONCRETMLLED PROn.E STEEL DECK ASSEMBLES ACCORDING TO PKWRE BC"'' DESKtN INFORMATION Symbol UnHs Nofdnd anchor dlainatar DESKtN INFORMATION Symbol UnHs 'fc % Eftocllve Embodrnant Depth /b h. 2 2 Nominal Embadmant Daptti A_ kl. 2'A, 2'fc MlnknufflHoteDadh hi kl. 2'fc 2'fc taniiiiiiiii concralB Ihlcknass' m. 3'fc 3'fc ,~ III 1 — J— — , WiQcai aooaoisninoa kl. 9 9 MIrlrnum adoadlotenca ttimMm kl. 3 4V. liBnimum apadriQ kl. 4 e'fc Raqiirsd InsMaVan Toreua TM tt* 25 40 'msMtaton mud comply wHi Saoaons 4.1.10 and 4.3 and Figure 5C of ttUs laport ¥ar ai dhar andior damiters and embadmant depths rator to Tabte 3 and 4 fcr appikada vduaa of tw c •tJasIgn capacity shdl be based on odcuMons aoDordlne to vakjaa In TaUa 3 and 4 of ttte report. 'Apdicafcto tor sVfta a hMuM < 4-ta. For IWMa4-lnoh use saUng tafcniidkin kl TSHa 3 dttils report. >4kanum eoncraW tNefcnsas rslm to ooncrslB ttiGknass above upper flute. Saa Figure SC, BSR-1917 I MadV»MdyAce8ptedandT>uate</ Peael0ofl2 nOURE 8A-INSTALLATI0N IN THE SOFHT OF CONCRETE OVER kKTAL DECK FLOOR AND ROOF ASSEMBUES^ ^Anohoia may ba placad Iniha upparorkniMrfliilaofthaalaal daokpreHa provldad tha iiMiteium hota daaninco la aaValad. Anchore tfia IcMforflula may balnaliHad wHia maxbnum 14noh olhal bi alhar dbwdion from ttia oanter of tho flutai n . , MN.unreiNcmM,bns«ia>. -4 UOMlWEBHICOMCHCrii . MN.S.W UOWEII nun uvoea) nOURE OB-BHTALLAinN IN THE SOFFrr OP CONCRETE OVER METAL DECK FLOOR AND ROOF -BDECK" 'Anchore may be ptoced ta ttw upper or lowar fute d ttw add deck pniMa prwMed ttw inkilmum bote otaannca Is aattdtod. Anchorabittw kMar lute inay ba kidaled «>ltti a maidfflum dtod dtolanoa may ba kicrsaaad laoportlonaly tbr proBaa idtti lower lute wldite graalv than Ihoaa shosm pravidsd ttw mlnliiium lower 6ute adQa didanoe is also aattalad. Ancnm raay ua pwoea in vw upper ww or ma nai oacK pmaaa n aoooraance wan rigure oo piovwaQ aw ooncran imoKneaa above ttw upper lute Is nttiknum 3V4-hioii and ttw mkHmum hoto dearsnca d 'Mnoh Is aatMad. »i5 •aN.s.«ri f MaL^nmiiORMM^aAND* USHraEMHT OONGRSnE nine (VAUSVl FKNIRE 6C—INSTALLATiON ON THE TOP OF CONCRETE OVER METAL DECK FLOOR ANO ROOF AaaEMBLIES** 'itetv to Tabte 6 far salltag kAjnndkm fcr anchors tato ttw top doonGrsteovsrindd dedi. 'AppOcabto fcr 8V«Jn a Iv. < 44n. For hw. a 44nch use sdflng bilbnnaeen ta Table 3 afttik report. ESR-1017 I Mod MWe»Aeo8tited and Trusted Paoe 11 of 12 TABLE 7-EXAMPLE AUJOWABLB SIRESS DEBiON VALUES KM nXUSTRATIVE PURPOiES 1 Allewabtoiwnton(lbr| 1 Nominal Anchor Embadmant daplh (In.) CaibonSteal | Stelnlaas Staal 1 Nominal Anchor Embadmant daplh (In.) r.-2600pal dlamatsr (ta.) Embadmant daplh (In.) Carbon Staal StatalaasSlaai •fc 2 1106 1166 % 2 1490 1200 % S'fc 2420 2630 •fc 3V. 2910 2010 •fc 4 4015 4216 •fc 3'fc 3636 3825 •fc 4'fc 4800 5200 For Si: 11H - 4/45 N. 1 pd - 04)0668 MPa 1 pal - 0.00660 MPa, 1 kich ^ 26.4 mm. ^Slnoto anoliore wNh ataSo twMon kwd ody. MHMk I, fll I Hi • , . ^Mnoraw oaHimnaQ BD inam uiiowwoiDrirw wa craw anciMaya. 'Load oombkialens •om AO 9ia Ssotton 9L2 (no aalainle taadkig). ^30« dead loed and 70% In loed. coneoBMa kwd oomMnaaon 12} * 1.61. ^OdeddknefttwwetBMsd aMrvafore - aLa>1.2 4. a7Mj6 -1^ *F'. - 2M0pd (nerewl wdOMcenewte). ^aik* 'VSKiaa are far CondMon S wlwre supptomanlary lakifciijiiian ta aooordanoe wItti ACI 318-110.4.3 and 1 1 • itoinnNr iktt 8 hoto IB tta suns OGnind (bnator • l« ICwk BiAIZThsMs dvtti mud 8(|ual thBdidiorailMdmdllstal h TcUil. DMfldniRvlwtesdassdmng tanplds to man pnpsr anchor ioostton. ZdMnhols. 3.iMwMiM BdtIZ M) fliB liolt lalRtt atannK DwwMrniuitlMiMNn udH Ha innhd anbsdnant Is aehlBved. 4b DBMan >» nut to ttie reigulral taMHonnnjus. FIGURE 8—INBTALLATIONINSTRUCTI0N8 ESR-191T I Mad mWs^ Accepted and TVuafed Page 12 0112 Al TVio'Wnch carbon stsd KB-TZ anchors under steBHwwton ^-326 to. Ncmidwatohl concrete, r,> 3X)00 pd No aupdamsntonr idi dwueinaia (CondBon a par ACI 316-11 04.30) Aaauma oraohad cononte afeioa no ottwr infcinidlun is avalabia. Needed: Udng Alowade Skaaa Daaign (ASD) cdcutate ttw aaoeniaa mnteon IOM NC una Qonagwaoon. ia«« s-r 1*»a Cdoutotton par ACI 818-11 Appandh D and Vila rvort. Coda Rat Report Rd. Stop 1 CdcUato ated capadtr #A/. = ^nAJ^ = 0.75x 2 KO.101 «106,000 = 16,069ib Check whattiar Ha k not greaier Own 1J^ and 125,000 pal. 0.5.1.2 0.4.3 a 84,1.2 TaUa3 Stop 2 Cdcutote concrete breakod ebangli d anchor kl tension: i '^*' 0.8L2.1 S4,1J Step 2e. Variiy minknum mambarthloknaas. spadng and adpa dhtenow /v*-eta.8 6ki. .'.Ok ^ dope" = -3.0 3JI-2.375 Forc^«4h^ 2«37S oonfrola Sow - 5.75-[(2J75-4j0K-3X))]-0.875 < Z37Sta < Ota.-. ok 0.676 atep2b.ForAiiCha*1jb«»1.6(3.26)s48Bta>C 3jOh,-3(325)-9.76ta> a 2.378,8.76 \ 3.5,2.375 '==^ •.^ 8 D.8 D.S.2.1 Tabte 3 Fig. 4 TaUeS I Step 2G.Cdeulato A*, and A«k fcr ttw anchorage: AM - - 9 K - *8-^' Aa, - (LSk^+e)(>kif .1. •) = [LS X (3JI0 + 4|(3 X 028) 4-4 - UaabL* < 2il«a .1 at D.B.2.1 Tebto 3 Stop2d.Ddarnikwy^: «;y«0.-.r«^w-1.0 OJi.2.4 - Stop 2e. Cekxdato ffcJl^ - ilwWiFliiiF -1'>( ta X V3JRRIK 3.2$" - &4S6 tt 0.5JZ.2 Tabtos .^.c^^^^. r.,..>.,^-»i D.6Jt.8 TdbtoS Step 2g.CdculatonKxMcaflonfeetcr fcr creokedoonoralK |re;x *1^('>"diad ooncrate) DA26 TaUaS Stap2h.CalaulatomodHfcaaonfeak)r4Draplttki8: ^^^-1.00 (cracked oonerato) -14.1.10 TatalaS Stop 21. Cdodda ^M,o,: #MM,-OJa X ^ K 1.00 x OM X 1.00 X 5,466 = 4,062 Ib D.52.1 0,4^0) $4.1.3 TaUaS Stops.Cheekpu8auteiiangth:TaHs3.^/iAVtiii-Oj65x2xS,016lbx.^^ = 7M2lb>4.852 .'.OK D.5.3.2 0.4.3 c) 14.1.4 TabtoS Step4.Cadniakig8bwigai:#M,«,-4M2Ri<#iNK<^..-. #r,i,oonlroie D.4.1.2 Tabtos 8lap&.TooonvartUASO.aaeuniaU-1.2D«1«L r^=^^ = S,34ttb. -$4,2 FIGURE 7—EXAMPLE CALCULATKM ^ CITY OF CARLSBAD COMMUNITY rAOii iTicc Development Services |-AUiLlllt:> Building Division DISTRICT NO. 1 1635 Faraday Avenue NON-RESIDENTIAL 760-602-2719 g 22 w/ww/.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, oiease read this ootion carefuilv and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. PIVOTAL 650 CALIFORNIA ST L L C 602-248-8181 Name of Owner Telephone 1702 E HIGHLAND AVE #310 2502 GATEWAY RD Address Project Address PHOENIX AZ 85016-4666 Carlsbad, CA 92009 City, State Zip City, State Zip 213-261-01-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB133225 Building Permit Number(s) As cited by Ordinance No, NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No, 1, All non-residential property, upon the issuance of a building pennit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Tlme Special Tax: $ 48,940.02 Owner's initials OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum annual Special Tax: $ 6,758.62 Owner's Initials , I DO HEREBY CERTffY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT BRtSpfeRTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Sn ignature of Property Owner Title int Name Date Pnnt Name The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. LandUse OTHER IND. ImpArea 1 FY 2013-14 Annex date 3/03 Factor .6323 X Square Ft, 77,400 = $48,940.02 B-32 Page 1 of 1 Rev, 07/09 CiTY Of CARLSBAD Community & Economic Development www.carisbadca.gov Request to Defer and Acknowledgement of Deferred Impact Fees Building Permit Number PC/CB ( ^/^ Jj2 <LS Project ID . I acknowledge that I have elected to defer the eligible impact fees for the above referenced building permit(s). The permits have been issued without payment of all development impact fees. I understand that the amount shown as a balance on the permit is onlv an estimate of total fees due. Any deferred fees will be calculated based on the Citv Council adopted fee schedule in effect at the time ofthe request for final inspection bv the building divfeion.The final inspection will not be scheduled until all fees have been paid for each individual permit. Payment of the deferred fees will not be accepted until all work required for fmal inspection has been completed. My signature below acknowledges receipt of a copy of this notice. Property Owner/Corporate Officer^ Print Name and Title Date Five working days' notice prior to requesting final inspection is required to allow sufficient time to update fee amounts. C: Building File Community 81 Economic Development 1635 Faraday Ave. ! Carlsbad, CA 92008 I 760-602-2710 I 760-602-8560 fax ^ CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This fonn must be completed by the City, the applicant, and the appropriate school districts and returned to the City priorto issuing a building permit. The City wili not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: VIASAT OFFICE/l\/IANUFACTURING Proiect ID: SUP13-03 CT/MS: CBI 33225 2502 GATEWAY RD 213-261-Q1-QQ PIVOTAL 650 CALIFORNIA ST L L C VIASAT 58.345 SF OFFICE AND 19.055 SF MANUFACTURING COMMERCIAL NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: 77,400 Net Square Feet New Area City Certification of Applicant Information.- <;F??F\M <:A-kAhf(OTn SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) 1 1 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt, Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 1 1 San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners, The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the infomnation provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or If the initial determination of units or square footage is found to be incorrect, and/(^at (2) the Owner is the owner/developer of the above described project(s), or that the person executing this dedafration is authorized to sign on behalf of the Owner, Date: ?-^0V/ Page 1 of 2 Rev, 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ic************************************************^ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL TITLE *yt^^i^^'^W^-^?f' ^ —CARLSBAD UWinCDSCHOOLDISTRiCr NAME OF SCHOOL DISTRICT 6225 E CAMINO REAL CARLSBAD, CA 92009 DATE PHONE NUMBER ^ . ^ ^0 ^ 3?/^^^drzr^> B-34 Page 2 of 2 Rev. 03/09 ERNEST J. DRONENBURG JR. SAN DIEGO COUNTY ASSESSOR/RECORDER/CLERK 1600 PACIFIC HIGHWAY, ROOM 103 SAN DIEGO CALIFORNIA 92101-2480 Telephone (619) 531-5588 TENTATIVE ASSESSMENT PARCEL NUMBERS REQUEST aHIS FORM IS FOR INTERNAL OFFICE USE ONLY) DATE: 2/13/2014 PARCEL MAP NAME: CARLSBAD MINOR SUBDIVISION NO 13-07 VIASAT LOTS 10-13 PARCEL NUMBER OR LEGAL DESCRIPTION: 213-261-01 THRU -04 DEPUTY: NAME: Rein Anthony Galeos TELEPHONE: 619-685-2504 Digitally signed by Rdn Anthony R. Galeos DN: cn-Rein Anthony R Galeos, o«Assessor/Hecordcf/County Clerh. SIGM ED' ou-Assessor, emalUrelagaleos#sdcountY,ca,gov, c-US Dafe;2014.02.13 l<K)9;37,0e'00' OWNER (or authorized agent): NAME: Keith Hansen TELEPHONE: 760-931-7700 ADDRESS: 2710 Loker Ave. West, StelOO O'DAY CONSULTANTS OWNER'S TELEPHONE (If signed by agent): FOR MAPPING USE ONLY • URGENT REQUEST, REASON • STANDARD REQUEST • HANDlf AS TIME PERMTTS Unrecorded Parcel Map APN PAR PHASE APN PAR PHASE APN PAR PHASE 213-261-20 213-261-21 213-261-22 213-261-23 0 * * * ALL RECORDS HAVE BEEN END HERE * * * Discljimiw- The Tentative Aistissmertl Parcel Number (TAPN) system aitigrts tentative parcel numbers to lh» LOT/PAH/UNIT as ihosvn on new and tllll tenmive unrecorded (Subdivision, Piicel Map, & Condominium) m jpi/plan The asiignments are worked bated o requeits rfl.«ived by tfie mapping diwiilon. No liability assumed forthe accuracy of the data shown that can be change or transform by this division. The Tentative Assessor's Parcels may not comply witn lorni >;ubdivisior ortiuitding ordinartce Page 1 of 1 CITY OF ^^^^ Deferred Fee Summary Deferred Fees Total Fees Park In Leiu LFMZ Park LFMZ Traffic Sewer Fee Sewer Housing Hsg In Leiu *Sub Total Fees Paid Fee Fees Fee Zone6 Fee Impact Fee Benefit Area Impact Fee Fee of Deferred to Date Fee Fees CBI 33225 -VIASAT: 77,400 SF SHELL OFFICE/MANUFACTURING $279,297,61 $0,00 $30,960,00 $0,00 $37,539,00 $13,034,16 $14,226.12 $279,297.61 $0.00 $0.00 $95,759.28 $6,863.00 $95,759.28 $6,863.00 Due at Issuance $176,675.33 $176,675.33 *The Sub Total of Deferred Fees shown here is only an estimate and the actual fees will be calculated prior to requesting final building inspection CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address: Permit No.: Information provided below refen to worii being done on the above mentioned permit only. Thi$ form mutt be lompleteil and returned to th* Buildino PivisioB before tlw permit can b0 issued. Building Dept FODC (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains.............................................. New building sewer line? Ves [E] Numlser of new roof drains? ............................................ ...... . .. . .... Install/alter water line?........................ . . ........................................... Number of new water heaters?................................................................................................. Numlser of new, relocated or replaced gas outlets? ................ ...... Numlser of new hose bilss? . ..... 78 No Residential Permits: New/expanded service: Numlser of new amps: Minor RenKxJel onf/: Ves No Commerdal/industrial: Tenant Improvement: Number of existing amps involved In thh project Numlser of new amps Involved in this project New Construction: Amps per Panel: Single Phase ..... . ............................ Number of new amperes. Three Phase.................................... Number of new amperes. Three Phase 480.. . ...................... . Number of new amperes. 4000A Number of new furnaces, A/C, or heat pumps?............. ................. .. .......... 6 New or relocated duct worb?............................................................... Ves ^ No Number of new fireplaces?............ ........................................................................................... ^^^^ Number of new exhaust fans? 2_(two relief one exh) Relocate/install vent? No Number of new exhaust hoods?........................................................................................................ Number of new boilers or compressors?..................................... . .... Number of HP 2 boilers @ 38.4 HP Ea B-18 Page 1 of 1 Rev, 03/09 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / Business Name Business Contact Telephone # Project Address City state CA Zip Code APN# 2lh'26l'OI,o2.ol.O'^ Mailing Address City CAI^LSBAtO state Zip Code Plan File# Project Contact Telephone # ( 76o \ ^£.^2202, The following questions represent the facility's activities, NOT the specific project description, PART i: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFiCATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): Tf,4oo Occupancy Rating: ft ^ F-l 1, Explosive or Blasting Agents 5, Organic Peroxides 9, Water Reactives 13, Corrosives 2, Compressed Gases 6, Oxidizers 10, Cryogenics 14, Other Health Hazards 3, Flammable/Combustibie Liquids 7, Pyrophorics 11, Highly Toxic or Toxic Materials 15, NoneofThese, 4, Flammable Solids 8, Unstable Reactives 12, Radioactives PART il: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISiONS (HMD): If the answer to anv of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave,, Suite 110, San Diego, CA 92123, Call (858) 505-6700 prior to the issuance of a building permit, FEES ARE REQUIRED, Project Completion Date: I I "7 I IS" Expected Date of Occupancy:. Date Initials • CalARP Required I Date Initials (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act), PART iii: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRiCT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. • CalARP Exempt / • CalARP Complete I Date Initials 1, YES • NO • • • • • Will the subject facility or construction activities Include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at httD://www,sdapcd,orq/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)? (Search the Califomia School Directory at http://www,cde,ca,qov/re/sd/ for public and private schools or contact the appropriate school district). Has a survey been performed to determine the presence of Asbestos Containing Materials? Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project: 77,^^00 utJFT. 6oiurd^fMSl4. CFFjrUrJM^vf^flVllUAiiBU^ I declare under penalty of perjury that to the best of my knowledge and belief tJ responses madi Name of Owner or Authorized Agent pe response: and correct. Signature of O^neri /2- / / Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: FOR OFFICIAL USE ONLY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box onlv exempts businesses from completing or updating a Hazardous Materials Business Plan, Other permitting requirements may still apply, HM-9171 (02/11) County of San Diego-DEH-Hazardous Materials Division CB133225 2502 GATEWAY RD VIASAT: Otl^^MM Pllf{V!^fmVOtY \ Final insc — ^\^(^ 3//«)//5y izl5oll3>- 7b 0^, iPtr^ r,^5 ^f567-^ c^/sMo.^6c;/s^^^£^' Inspection required fay: Ian • CM&I Fire ENGINEERING ^ J? ^ ^2-> //*/ ApDDwwed '—Date •cv. BUILDING FIRE Expedite?/^iryN AFS Checked by HazMat APCD Health Forms/Fees Sent Reed Due? Encina Fire HazHealthAPCD PE&M School ^^^(S^ Sewer 3/'Viq /7^*a//T By Special Inspection CFD: , _ , ,1 • . LandUse, £j^^Ue.T\%\Vf...^ ImpArea: 1 FY:far^*/Annex:3/151 Factor: (^MS I|J0 Y N PFF: Comments Date Date Date Date Building Planning Engineering Fire i]Mfi<-f Need? >h'^Ji^ • Done [Done R Done 07-02-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR14086 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2502 GATEWAY RD CBAD PCR 2132610100 Lot#: $0.00 Construction Type: 0 NEW CBI33225 VIASAT- MULTIPLE REVISIONS TO SHELL BLDG & CORE- SEE ATTACHED LIST Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 05/09/2014 RMA 07/02/2014 07/02/2014 Applicant: SMITH CONSULTING ARCHITECTS STE 125 13280 EVENING CREEK DR SOUTH SAN DIEGO CA 92128 858793-4777 Owner: PIVOTAL 650 CALIFORNIA ST L L C C/0 PACIFIC CO 1702 E HIGHLAND AVE #310 PHOENIX AZ 85016 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $870.00 $0.00 $0.00 Total Fees: $870.00 Total Payments To Date: $870.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your projecl Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions," You have 90 days from the date this permit was Issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Seciion 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 previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired, Development Services Building Division 1635 Faraday Avenue ^ CITY OF PLAN CHECK REVISION APPLICATION Development Services Building Division 1635 Faraday Avenue CARLSBAD B-15 760-602-2719 www.carlsbadca.gov Plan Check Revision No. P^IQ t^riginal Plan Check Noi^ ld>-32ZB Project Address (^fATSmy f^oAP Date s/^/^/-f Contact MILOS MAfe^\^\C Ph gg3.7^3.^777 Fax 7^3.^767 Email MiLQSM @ SCA- Sp. COM Contact Address gV6M/Al<Sy <:j^^K DgV ^"ffl #/2S City ^ PlS^O Zip ^2{2^ General Scope of Work MUPlFt^ O^i^SS Th APPRO\/Q> (JOR.B ^ ^H€LL fU^S Original plans prepared by an architect or engineer, revisions must t>e signed & stamped by that person. 1 • Elements revised: ^ Plans S Calculations • Soils • Energy • Other 2. Describe revisions in detail 3. List page(s) where each revision is shovi/n 4. List revised sheets that replace existing sheets 5. Does this revision, in any way, alter the exterior of the project? ^ Yes 6« Does this revision add ANY new floor area(s)? • Yes [3 No T. Does this revision affect any fire related issues? ^ Yes • No 8. Is this a complete set?/ • Yes ^ No • No ^Signature. 1635 faraday Avenue, Carlsbad, CA 92008 £b: 760-602- 2719 Eas 760-602-8558 Email: building@carlsbadca.gov vvww.carlsbadca.gov SmithConsultingArchitects ViaSat Building 10 Core & Shell 2502 Gateway Road Original Plan Check No. 13-3225 5/8/2014 PLAN CHANGE DESCRIPTION: Delta #4 dated 4/2/2014 (Field Bulletin #1) Architectural: TSI -deferred submittal list item #5 - listed sail shade structure at the employee courtyard in lieu of Steel/wood trellis structure AS1 - revised keynote # 34 Delta #5 dated 4/7/2014 (Field Bulletin #2) Architectural: A2 - Revised shear wall opening location and size A5 - Revised roll up door opening on the south side of the building, on grid line 10 between grid lines A and C, from 10' high to 11' high. AIO - Revised roll up doors #100J and 100K to 10'Wxl I'H Structural: S4 & S6 Revised shear wall opening size and location on the second floor along grid line 5 between grid lines 0 and D. S2 & S7 Revised S-1 10' panel opening to 11' high opening. Smith Consulting Architects 13280 Evening Creek Drive South, Suite 125 San Diego, CA 92128 P:858.793.4777 I F:858.793.4787 SmithConsultingArchitects Delta #6 dated 4/14/2014 (Field Bulletin #3) Plumbing: The following is a list of the revisions made to the sheet: - 2" W, B/G revised and located near grid line "D-5" for future break room sink. - 2" W, B/G revised and located near grid line "B-S" for future back to back sinks in "Mother's room" and "Grove Support / Prep. Area". - 2" W, B/G revised and located near grid line "C-9" for future hand sink in "Terminal Integration Room" Delta #7 dated 4/18/2014 (Field Bulletin #4) Architectural: Sheet TSI - Added sheets A8.2, A8.3 and SD-9 to the sheet index Sheet TSS - Revised Egress Plan Sheet AS1 - Removed sidewalks at doors 100H and 100G on the east side of the building - Reconfigured south walk along the west side to accommodate new exterior stair Sheet Al - Deleted doors 10OG and 10OF - Relocated door 10OH and 10OE - Added pair of 3'-0" x 8'-10" door at the south side - door 10OM - Added exterior stair on the west side of the building Sheet A2 - Added exterior stair on the west side of the building - Added storefront door 200 Sheet A3 - Added exterior stair on the west side of the building - Added storefront door 200 Sheet A4 - Added roof at the new exterior stair w/ roof drain (see plumbing for more information) Sheets A5 & A6 - Revised exterior elevations to reflect plan changes Sheets A8.2 & 8.3 - Added sheets with the new exterior stair plans, elevation, section and details Smith Consulting Architects 13280 Evening Creek Drive South, Suite 125 San Diego, CA 92128 P:858.793-4777 I F:858.793-4787 SmithConsultingArchitects Sheet AIO - Revised door schedule Structural: Sheet S-1 - Panel Type 7 added on panel reinforcing schedule for new panel at new exterior stair. Sheet S-2 - Foundation plan around the new exterior stair revised. Added new footing to grade beam schedule. Also one opening at Panel S-2 has been revised. Sheet S-3 - 2nd Floor Framing plan revised at the location of new exterior stair and add framing of exterior stair. Sheet S-4 - 3rd Floor Framing plan revised at the location of new exterior stair and add framing of exterior stair. Sheet S-5 - Roof framing plan revised at the location of new exterior stair and add framing over exterior stair. Sheet S-6 - Revise to panel W-3, new connection to support exterior stair. Added new exterior concrete panel W-3A. Revision to panel W-2 to support exterior stair. Sheet S-7 - Revision to one opening from 6'-0" window to 9'-0" opening on Panel S-2 Sheet SD-8 - New connection details for exterior stair Sheet SD-9 - New stair framing plans and details as a result of new exterior stair. Plumbing: Sheet P2.4 - Added 3" roof drain the new exterior stair roof location. Sheet P2.3 - Added 3" storm drain line up to new drain on exterior stair roof and routed down at grid line 7.25&E. Sheet P2.2 - Added 3" storm drain routed up and down 7.25&E Smith Consulting Architects 13280 Evening Creek Drive South, Suite 125 San Diego, CA 92128 P:858.793.4777 I F:858.793-4787 SmithConsultingArchitects Sheet P2.1 - Added 3" storm drain routed up at gridiine 7.25&E then routed horizontally (with a slope) in first floor ceiling space to tie into the existing storm drain routed down at gridiine 5&E. Electrical: Sheets E3.1, E3.2&E3.3 - Added five (5) exterior wall mounted lights along the new exterior stair landings - Relocated two (2) exterior wall mounted fixtures to the outside exterior stair panel - Relocated exit lights fonn deleted doors on the first floor to the new doors on the first, second and third floor Delta #8 dated 4/22/2014 (Field Bulletin #5): Architectural: Sheet A2 - Added pair of 3'-0" x 8'-10" storefront doors #200A Sheet A3 - Added pair of 3'-0" x 8'-10" storefront doors #300A Sheet A4 - Added elevator penthouse - new framing and roofing Sheet A5 - Elevation revised to show double doors on the 2"^* and 3^^ floor. Added keynote #26 Sheet A7 - Revised building section #3 to show elevator penthouse Sheet A8.1 - Revised details #3 and 13 to show added elevator penthouse, taller elevator cab, taller elevator door (9'-0") Sheet AIO - Revised door schedule. Added doors 200A and 300A. Added sill detail #15. Structural: Sheet S-2 - Revision to Panel S-1 Sheet S-3 - Revision to Panel S-1 Sheet S-4 - Revision to Panel S-1 Sheet S-5 - Revision to elevator framing and new elevator penthouse framing. Sheet S-7 - Revision to Panel S-1 Sheet SD-5 - Revision to detail 1A Sheet SD-6 - Revision for elevator framing @ roof Sheet SD-8 - Details added for elevator penthouse framing Sheet SD-9 - Details 11 thru 13 added for Panel S-1 revisions L:\lomts\ca\SCA-fldb. doc Smith Consulting Architects 13280 Evening Creek Drive South, Suite 125 San Diego, CA 92128 P:858.793.4777 I F:858.793.4787 EsGil Corporation In Partnersfiip witli government for (BuiCding Safety DATE: MAY 21, 2014 • APPLICANT • JURIS, JURISDICTION: CARLSBAD • PLAN REVie5/»ii»* • FILE PLAN CHECK NO.: 13-3225 (REV. #1) - NEW PCR #14-086 SET: I PROJECT ADDRESS: 2502 GATEWAY ROAD PROJECT NAME: VIASAT - BUILDING #10 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [71 The plans transmitted herewith will substantially comply with the jurisdiction's buiiding codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. r~| The applicant's copy of the check list has been sent to: PETER BUSSETT C/0 SCA 13280 EVENING CREEK DRIVE, SOUTH, SUITE #125, SAN DIEGO, CA 92128 1X1 EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: PETER Telephone #: 858-793-4777 Date contacted: (by: ) Email: milosm(5)sca-sd.com Fax #: -4787 Mail Telephone Fax In Person 3 REMARKS: Delta #4, #5, #7 & #8 are under this plan change; most sheets & disciplines are affected. *[Builcling shell & core is under this permit. T.I. work is under a separate permit]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • MB • PC 5/9 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 13-3225 (REV. #1) - NEW PCR #14-086 MAY 21, 2014 [DO NOT PAY- THIS IS NOT AN INVOICE] JURISDICTION: CARLSBAD #1) - NEW PCR #14-086 VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 13-3225 (REV. DATE: MAY 21, 2014 PREPARED BY: ALI SADRE, S.E. BUILDING ADDRESS: 2502 GATEWAY ROAD BUILDING OCCUPANCY: B/Fl TYPE OF CONSTRUCTION: III-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS AFFECTING MOST SHEETS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB r—————— By Ordinance 1 ^ Bldg. Permit Fee by Ordinance • | I Plan Check Fee by Ordinance Type of Review: F Complete Review f Repetitive Fee ^ Repeats Based on hourly rate r Other Hourly EsGil Fee $870.00 r Structural Only $116.00 Hrs. $696.00 Comnnents: Sheet 1 of 1 macvalue.doc + PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 05/20/14PROJECT NAME: Viasat building 10 PROJECT ID: MS 13-07 PLAN CHECK N0:PCRi4o86 SET#: 1 ADDRESS: 2502 Gateway Rd APN: 213-261-02 VALUATION: APPLICANT CONTACT: miiosm@sca-sd.eom X Ths plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes No X ; For status from a division not marked below, please call 760-602-2719 This plan check review is NOTCOMPLETB Items missing or incoriect are listed on the attached checklist. Please resubmit amended plans as required. 1 LAND DEVELOPIVIENT ENG. 760-602-2750 1 1 : f \/ Linda Ontiveros /\ 760-602-2773 Linda.Qntiveros@carlsbadca.gov u 1 n ci y W 0 n s, 7604502-4662 Dcirriinic Fieri / 6 C3 61) 2 -4664 Remarks: ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.ca risbadca,ffov DATE: 5/22/14 PROJECT NAME: ViaSat PROJECT ID; PCR 14-086 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2502 Gateway Road APN: 213-261-01 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Greg Fisher A Final Inspection by the Planning Division is required Yes • No Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a buiiding permit. Resubmitted plans should include corrections from all divisions. Q This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Brian Merritt For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Llnda.Ontlveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthla.Wonfi@carlsbadca.gov X Gi'eg Fisher 760-602-4629 • 1 Dominic Fieri 760-602-4664 Domlnic.Fieri@carlsbadca.gov Remarks: No issues or conditions. REVIEW #: Plan Check No. PCR 14-086 Address 2502 Gatewav Road Date 5/22/14 Review # 1 Planner Greg Fisher Phone (760) 602- 4629 APN: 213-261-01 Type of Project & Use: Office/Manufacturing building Net Project Density: N/A Zoning: PM General Plan: PI Facilities Management Zone: 17 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) 12 3 Legend: |EI Item Complete • Item Incomplete - Needs your action Kl • • Environmental Review Required: YES • NO • TYPE Exemption DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: K D n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO M CA Coastal Commission Authority? YES • NO M If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): N/A [El • • Habitat Management Plan Data Entry Completed? YES • NO • if property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) IEI • • Inclusionary Housing Fee required: YES • NO IEI (Effective date of inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) IEI • • Housing Tracking Form (form P-20) completed: YES • NO • N/A ^ p-28 Page 2 of 3 07/11 Site Plan: ^ • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44- Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO El • • 2. Project complies: YES • NOFl N/A • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Shown Required Shown Required Required Required Shown Shown 2. Accessory structure setbacks: N/A Front: Interior Side: Street Side: Rear; Structure separation: Shown Required Shown Required Shown Required Shown Required Shown Required Shown • • 3. Lot Coverage: Required Shown • • 4. Height: Required Shown • • 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required • • Additional Comments: All changes are consistent with SUP 13-03/SUP 98-03 (cVSDP 13- 05/PUD 13-09/MCUP 13-13. The new exterior access.located on the western elevation was administratively approved bv the Citv Planner, OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE p-28 Page 3 of 3 07/11 ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Comn^^^ Wonomic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 06.08.2014 PLAN CHECK NO: 2 SET#: 1 PROJECTNAME: VIASAT ADDRESS: 2502 GATEWAY RD PROJECT ID: PCR14086 APN: • This plan check review Is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required ^ Yes n No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attached Carlsbad Fire Department BUiLDING BBPT Plan Review Date of Report: Requirements Category: PCR, 06-08-2014 Reviewed by: Name: Address: SMITH CONSULTING ARCHITECTS STE 125 13280 EVENING CREEK DR SOUTH SAN DIEGO CA ATTN: MILOS MAKARIC 92128 Permit #: PCR14086 Job Name: Job Address: VIASAT- MULTIPLE REVISIONS TO 2502 GATEWAY RD CBAD Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECTTO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 06/08/2014 By: GR Action: AP ViaSat Building #10 Core & Shell - Fire Department's Plan Change Comments: Plan Change Number: PCR14086 Project Address: 2502 Gateway Road Background: The submitted plan changes consisted of multiple structural revisions to the approved Shell Building 10 plans(CB13-3225). The shell building plans were previously reviewed and approved by the Fire Department Some ofthe Plan Change Comments required items already depicted in the approved shell building plans. Comment Number Response Sheet Number(s) FIRE 1 An automatic fire sprinkler system for Extra Hazard Group 2 will be installed, as per the deferred approval list on sheet TS-1. TSI 2 Fire sprinkter system design has been submitted for approval based on a specific tenant's requirements (ViaSat) 3 Fire extinguishers in these rooms will be indicated on the ViaSat tenant improvement plans (separate permit.) 4 Automatic fire alarm and detection system to provide for complete occupant notification on all three floors will be provided as a deferred submittal. Plans shall be approved by the Fire Department prior to installation. See the deferred approval list on sheet TS-1. TSI 5 Monitoring system for fire protection system and associated valves as part ofthe fire alarm and detection system shall be approved by the Fire Department priorto installation. See the deferred approval list on sheet TS-1. TSI 6 The approved shell building plans show address number on the South elevation. Numbers are 16 inches high because height a.f.s. exceeds 36 ft. Address number added to the North, East and West elevation as requested. A5, A6 7 See comment #6 response A5, A6 8 'Knox' key-entry will be provided forthe antenna enclosure. - Note added to the plans 'Knox' key operated emergency entry device provided. See previously approved plans (sheet AS2.1) AS2 Prepared by: Milos Makaric, Project Architect Date: 6-5-2014 BUILDING OfeP't- /£ yk -PLAN CHECK /£ yk -PLAN CHECK ConimuMKy Kl Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 05/14/2014 PLAN CHECK NO: 1 SET#: 1 PROJECT NAME: ViaSat Bldg 10. PROJECT ID: PCR14086 ADDRESS: 2502 GATEWAY RD APN: 213-261-01/02/03/04 Q This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required ^ Yes • No ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCA You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760^02-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Greg Ryan 760-602-4663 Grefiorv.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov 1 1 Cindy Wong 760-602-4662 Cynthia.WongQcarlsbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attached Carlsbad Fire Department BUILDING COPY Plan Review Date of Report: Name: Address: Requirements Category: PCR, 05-14-2014 SMITH CONSULTING ARCHITECTS STE 125 13280 EVENING CREEK DR SOUTH SAN DIEGO, CA 92128 ATTN: MILOS MAKARIC Reviewed by: Permit #: PCR14086 Job Name: Job Address: VIASAT- MULTIPLE REVISIONS-SEE 2502 GATEWAY RD CBAD INCOMPLETE The item you have submitted for review is incomplete. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0007263 [NOT MET] 1. Provide an automatic fire sprinkler system. Said system shall be installed for Extra Hazard Group 2 occupancies. 2. Per Carlsbad Fire Department policy provide in all speculative buildings, which contain fire sprinklers without specific tenants, a minimum design density of 0.33 gallons per minute per square foot for the most remote 3000 square feet. Cond: CON0007264 [NOT MET] 3. Provide portable fire extinguishers in all Utility rooms and spaces, e.g. Floor Elec. Room [111, 206 and 306], and Elev. Mach. Room [105]. CEC requires a fire extinguisher in any enclosed space with electrical equipment rated at 600 V or more. CMC requires a fire extinguisher in any elevator machine room. Cond: CON0007265 [NOT MET] 4. Provide an automatic fire alarm and detection system and shall provide for complete occupant notification on all three floors. Plans shall be approved by the fire department prior to installation. Cond: CON0007266 [NOT MET] 5. Provide a monitoring system for fire protection system and associated valves, this system shall be a part of the buildings fire alarm and detection system. Plans shall be submitted to the fire department for review and approval priorto installation. Cond: CON0007267 [NOT MET] 6. Provide address numbers on the North, East and South sides ofthis building. The numbers shall be a minimum of 12-inches in height up to an elevation of 20-feet a.f.s., and a minimum of 16-inches in height if » installed above 36-feet a.f.s. 7. Show on elevation plan proposed location where address will be affixed. Cond: CON0007268 [NOT MET] 8. Provide a 'Knox' key-entry method for the antennae enclosure. Provide a 'Knox' key operated emergency entry device for gate controlling emergency vehicle access. Entry: 05/14/2014 By: GR Action: CO STRUCTURAL CALCULATIONS ViaSat Building #10 Field Bulletin #5 (Delta 8) Carlsbad, CA Structural Calculations 2K13-170 SHEET 1 thru 35 W PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (858) 751-3300 VIASAT BUILDING #10 FIELD BULLETIN #5 - DELTA 8 H- if' H 1 A \'.. ..4:,}/ , [4i ! fy'H. ': W 1^' >( i"/ 17 i w ': y « * ' ^ly' r rs' V Vp=r ',£?oft^ i i/ 'V Vt^-loA-vi/ otV|> kV V)f^lJ^ Oulnd^ V s/'* s 0 V PRIME JQB:2K13-170 14 STRUCTUM DAIE:J4:2214_ ENGINEERS sm-. 3-_ {s3B BM fl (sOB0,4/18/14 2Kl3-nO 12v0s0b3T (s3B (slpl2vls0b4148TBEJiM ANALYSIS PROGRm (slp9vls0b4148T (6.60) (sOplO.QOb SPAN LENGTH - 24.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd XI - X2 0.100 0.080 0.00 24.00 POINT LOADS (k fi ft) Pd Pl X 0.997 1.266 8.00 0.997 1.266 16.00 REACTIONS (k) LOAD LEST RIGHT Dead 2.197 2.197 Live 2.226 2.226 Total 4.423 4.423 MAXmm FORCES V max = 4.42 k 8 0.00 ft M max = 31.06 kft 8 12.00ft DEFLECTIONS (EI = kin^2) LOAD Defl (in) X (ft) Total 3262426/EI 12.00 live 1670603/EI 12.00 Dead 1591824/EI midspan Pos. Moment Lu - 1.00 ft Brace Spacing- = 1.00 ft Gov. Deflection : Total = 1/240 Keguired I = 94 ±n^4 W 14 X 22 Fy = 50 ksi (sOB STRESSES (ksi) Fv - 18.90 fv = 1.40 7 % Fb = 33.00 fb = 12.85 39 % DEFLECTIONS (in) Total = oTsj = L / 509 47 % Live = 0.29 = L / 995 36 % Dead = 0.28 EM §2 PRIME J0B:2K13-170 STRUCTURAL mTi:j4:20M_ ENGINEERS SHT: 4 04/18/14 2K13-170 (8U (slpl2vls0b4148TBEAM ANALYSIS PROGRm (slp9vls0b4148T 0pl0.00hl2v0s0b3T (6.43) (8U (s SPAN LENGTH = 24.00 ft (Sinple Span) miFORM LOADS (k/ft & ft) wd wl XI X2 0.100 0.080 0.00 POINT LOADS (k & ft) Pd Pl X 0.347 0.347 0.440 0.440 8.00 16.00 24.00 REACTIONS LOAD (k) LEFT RIGHT Dead Live Total 1.547 1.400 2.947 1.547 1.400 2.947 MAXIMDM FORCES Vmax = 2.95 k @ O.OOft Mmax = 25,26 kft @ 12.00 ft nSFLECTIONS LOAD (EI = kin^2) Defl (in) X (ft) Total Live Dead 2010968/EI 970260/EI 1040708/EI 12.00 12.00 midspan Pos. Moment Ln = 1.00 ft Brace Spacing- = 1.00 ft If 12 X 19 Fy = 50 ksi STRESSES (ksi) Fv = 20.00 Fb = 33.00 fv= 1.03 fb = 10.85 5 % 33 % DEFLECTIONS (in) Total = 0.53 =1/540 £ive = 0.26 = L /1119 Dead - 0.28 hoist beam PRIME JOB:2K13-170 m STRUCTURAL MTE;.S4:2fili_ ENGINEERS SHT: 5 04/16/14 2K13-170 (8U (slpl2vls0b4148TBEm ANALYSIS PROGRAM (slp9vls0b4148T 0plO.OOhl2vOsOb3T (6.43) (BU (s SPAN LENGTH = 9.75 ft CSimple Span) UNIFORM LOADS (k/ft & ft) wd wl XI X2 0.100 0.080 0.00 POINT LOADS (k & ft) Fd Pl X 5.000 0.000 4.88 REACTIONS LOAD (k) LEFT Dead Live Total 2.987 0.390 3.378 9. 75 RIGHT 2.987 0.390 3.378 MRXIMOM FORCES Vmax = 3.38 k e O.OOft Vd max = 2.99 k 8 O.OOft Mmax - 14.33 kft @ 4.88 ft Md max = 13.38 kft @ 4.88 ft DEFLECTIONS LOAD (EI = kin^2) Defl (in) X (ft) Total Live Dead 203434/EI 16266/EI 187168/EI 4.88 4.88 midspan Pos. Moment Lu = 1.00 ft Brace Spacing = 1.00 ft Vr 8 X 15 Fy = 50 ksi STRESSES (ksi) Fv = 20.00 Fb = 33.00 fv= 1.70 fb = 14.57 8 % 44 % DEFLECTIONS (in) Os = L / 801 0.01 = L / - — Total = Live = Dead = 0. 13 PRIME J0B:2K13-170 Wh STRUCTURAL kBj4:2oi4_ ENGINEERS swr-. 6 BM §3 04/18/14 2K13-170 (BU (slpl2vls0b4148TBEAM ANALYSIS PROGRm (slp9vls0b4148T (6.43) (8U (s 0pl0.00hl2v0s0b3T SPAN LENGTH = 28.67 ft (Single Span) UNIFORM LOADS (k/ft & ft) wd wl XI - X2 0.140 0.160 0.00 28.67 POINT LOADS (k & ft) Pd Pl X 1.547 1.400 5.25 2.197 2.226 12.58 1.000 O.OQO 14.34 REACTIONS (k) LOAD LEFT RIGHT Dead 5.003 3.754 Live 4.686 3.527 Total 9.690 7.281 MAXimm FORCES . ¥ max = 9.69 k 8 O.OOft Mmax = 76.56 kft 8 12.58 ft DEFLECTIONS (EI = kin"2) LOAD Defl (in) X (ft) Total 10403815/EI 13751 Xive 4S05225/JBI 13.89 Dead 5489044/EI midspan Pos. Moment lu = 1.00 ft Brace Spaaing = 1.00 ft Gov. Deflection : Total - L/240 Required I = 250 in-^4 W 16 X 26 Fy = 50 ksi STRESSES (ksi) Fv = 17.90 fv= 2.47 14 % Fb 33.00 fb = 23.92 72 % DEFLECTIONS (in) Total = 1.19 = X / 289 83 % Live = 0.56: = L / 612 59 % Dead = 0.63 • PRIME J0B:2K1^;170 STRUCTURAL DATK:_4mm_ ENGINEERS SHT: 7 4/21/2014 Field Bulletin #005 Revision: The openings closest to Grid B at the 2"'' and 3'"'* floor of Panel S-1 along Gridiine 10 have been revised from original submittal. The opening was revised from a lO'-D" wide X 6'-0" high window opening to a 10'-0" wide X 9'-0" high full height opening. In order for Panel S-1 to maintain the same 2"^ and 3"^ floor rigidities as derived in the original submittal of R2nd = 41.15 (Aand = 0.0243) and Rard = 18.55 (Asfd = 0.0539) we had adjust the thickness of the piers and spandrels of Panel S-1 to account for a larger opening. We are able to maintain the panel's rigidity to be very similar to the original design, the differences is less than 2%. The final rigidity with the thickness revisions are Rand = 40.49 (Aand = 0.0247) and Rsrd = 18.80 (Aard = 0.0532), therefore we believe that the center of rigidity and seismic force distribution to each panel will remain relatively the same. The out of plane panel design and shear wall design of panel S-1 are attached. See panel elevation for revisions to panel reinforcements. PRIME JOB:2K13-170 STRUCTURAL DATE: J/21£14_ ENGINEERS SHT:. ]/Jfi = 52f^ X '^42^ = 2^2flf d^P^m^- DurPuT- ^igMTOfL <MltMT P RIME ijoBrgKiMmj SiK STRDCTimiMiKUzzim^ ! ! r i I- !: li 5 il i! li f 6 j H 5' • f • • • f ji 'k ' !! |i - li p • p l! 1 l| l| II • >J.<7-/i ^ j !• f !! V *r I !; s I; ;LU. V t. :| ij i > I ! ; |ji4^t|ft^;&v|iRU,,4/..r J i ? V : i 5 ? i ! t I 'i I i i. , J. ! \ ! ! i I i i I ' i i f f f • ,: -I • , ! ! ; i "1' i I i I i i PRIME J0B:2K13-170 ^ STRUCTURAL DAK: ENGINEERS SHT: 4/21/14 e,s 6,5 6,5 6,5 6J 6.5 6,6 6,5 6.6 6,8 6,5 6.5 6,6 6,8 8.6 6,5 6,9 6.5 6,5 6,5 6JS 6,6 6,5 6,5 6,5 6,5 6,5 8.5 6.5 6,6 6.6 6.S 6,5 6,5 6.5 6.5 6,5 6,5 6,5 6,5 8 8 6,5 6,5 6,5 6,5 6.5 6.5 BA 6,5 6.5 6.5 6,5 6,5 6,5 6.5 8 8 6J 6.5 6,5 6.6 6.6 6,5 6,5 6,5 8 8 6,5 6.5 6,5 6,5 8 8 6,5 6.5 6,5 e,s 6,5 65 6,5 6.5 B 8 6.5 6,6 6,5 6.5 8,5 6.6 g,s 6,B a 8 6,5 6,5 6,5 6,6 8 8 6.5 6,5 6,6 6,5 8 8 6,5 6,6 8 8 6,5 6,6 8,6 6.5 8 8 6,5 6,5 6,5 6,5 8 8 8 8 8 8 8 8 B 8 8 S 8 8 8 8 6,5 6,5 6,5 6,5 8 8 6,5 8,5 6.5 6,5 8 8 6,5 6,5 8 8 6,5 6,5 6,5 6,6 8 8 6,6 6,6 6.5 6,5 6 8 es 6.5 8 8 a,s 6,5 6,5 6.5 1 8 6,S 6,6 6,6 8,5 8 8 6,5 6.5 8 8 8 8 8 S 8 8 8 8 8 8 6 8 6 8 8 B 6 e 8 B 8 B 8 8 8 8 8 8 8 8 Rnu«« t» LC1, RIGIDrrY PSE 2K13-170 Panel S-1 (Original) Panel S-1 (OrigianI Submittal) SK-1 Apr 17, 2014 at 9:25 AM S-1.r2d PRIME JOB:2K13-170 ^ STRUCTURAL DATI!:.4m£14_ ENGINEERS SHTI^LL 6.5 6,5 6.S 6.5 6.5 6,5 6,5 6.5 6,5 6.5 63 6,5 6,5 6,6 6,5 6,5 6.S 6.S 6.5 6,5 6,5 6,5 6,5 6,5 8,5 6,5 6,5 6,6 6,5 6,5 8,5 6,5 6.5 6,5 6.5 6.5 6.5 6.6 6,5 65 8 8 6,8 8,6 6,6 8.6 6,6 6,5 6.6 6.5 6.5 6,5 6.5 6.6 6,5 6,5 8 8 6,5 6,5 6,5 6.5 6,6 6,5 6.5 65 8 8 6,6 65 6.5 6.5 8 8 6,5 6,6 6S 6,6 6.6 6,6 e.6 es 8 S i£ 6,6 1055 10,25 10.25 10J!6 10,25 10.25 10,25 ia2S 10,26 10,26 10,25 10,25 10,26 10,25 10,25 10,25 10,26 10,26 10.25 10,25 10,26 10.26 10,25 10,25 10,25 10,25 10,25 10.25 10,26 10 J5 10,25 10,25 10.25 10,26 10.26 10,26 10,26 10,26 10,25 10,25 10.25 10,25 10J6 10,25 1025 10,25 10,25 10.25 10,25 10.25 10.25 10,28 10.26 1025 11,5 11,5 11,5 11.6 11,5 11,5 11,5 11,5 11,6 11,5 11,5 11,5 11,6 11.6 11.S 11,5 1t,6 11,S 11,6 11.5 11,6 11,6 11.6 11,5 11,5 11,5 11.5 11,6 11,5 11,5 11,6 11,6 11,5 11,6 11,5 11.5 11,6 11,6 11,5 11,6 11,6 11.5 11,6 11,5 11,5 11.5 11,5 11.5 11,5 11,6 11,5 11,6 11.5 11.5 11,6 11,5 11,5 11,6 Az' OiQ Results fct UC1. RIGIDITY PSE 2K13-170 S-1 (Revised Right Opening @ 2nd and 3rd) Panel S-1 (Revised R-Opening at 2nd & 3rd Fir) SK-1 Apr 17, 2014 at 9:34 AM PANEL s-1 REVISED 4-16-14,r2d PRIME JQB:2K13-170 MM. STRUCTURAL DATE:.4/m4_ Company Deagner : PSE ENGINEERS SHT: 12 ~ Apri72014 - 9:33 AM Job Number : 2K13-170 S-1 (Revised Right Opening @ 2nd snd 3rd) Checked By: Sfofv Drift (Bv Combination) LC Story Joint(X1 X Driflfinl %ofHt 1 1 1 2ND ,0247 .0137 2 "I .'.36,13-'17. . '. - - .0265 , 3 1 3 ROOF .0299 .0191 RISA-2D Verskjn 10.1.0 IC:\...\...\...\...\RISA\PANEL S-1 REVISED 4-16-14.r2d] Page 1 PRIME JOB:2K13-170 ^ STRUCTURAL DATR 4/21/14 ENGINEERS SHT: 13 CONCRETE SLENDER WALL Thk fin) Width m) 9mm) End (ftt Considering P-Oelta Effects q1 = 1Q,25 5.00 0.00 14.00 PROJECT #; 2K13-170 q2 = 6.50 5.00 9.00 14.00 DESCRIPTION: Panel S-1 q3 = 0.00 PierA 2ND TO 3RD q4 = 10.25 S.OO 0.00 3.00 q5 = 10.25 5.00 9.00 14,00 DESIGN CRTTERIA: fy = Concrete WeigM = Clear Height, Ic - F>arapet Height = Waff Thickness, t = h/t" Depth to Rebar, d = Vertical Rebar " ^)adng = Ste^@ Each Face = Reveal Depth = Reveal to Bottom = d at Revea/ = 4000 psi 60000 psi 150 pcf 14,00 ft 0.00 ft 10.25 in 16.39 7.000 in #4 9,000 In 2 (# layers) 0,75 in 7,00 tt 7.000 in e = Eccentric, D = Eccentric, L - Addl From /Uwve, D = /\ckfl From Above, L = Girder, D = Girder. L = 8.00 in 282 plf 642 plf 15,470 kips 0.000 kips 0.000 kips 0.000 kips Q Girder Load Eccetrtric? Roof, ir= ' 1.200 kips Min Vertical Steel" Min Horizontal Steel - Max Vert Spadng = 4> = /3f = £.= E.= /) = ««, = = 0.6pt, = SDS = Eff, Wind Area = Wind Load. W= 0,0025 0,0025 18,00 In 0.9 0.85 3834 ksi 29000 ksi 7.56 0.003 0.00207 0.0188 0.7S4 g 0,346 Wp 140 r 13,64 psf (16J) (16-5) (16-6) (16-7) (16-13a) (16-13b) 0.00 12834 20008 12834 20008 6016 10504 Ib-ln/ft 7,00 7.00 8.12 7.00 8.12 7.00 8,12 ft Aiii«i = 0,O0E+OO 3.77E+07 6.00E+07 3.77E+07 6.00E+07 1.77E+07 3,15E+07 IE] At Reveal: Mo = 0 12834 19664 12834 19664 6016 10323 Ib-in/R Ao = 0,00E+00 3.77E+07 6,00E+07 3.77E+07 6.00E+07 1.77E+07 3.1SE+07 /El 1X)A0 COMBINATIONS (CBC 160S.2.1) (16-2) U = (16-4) U = (16-5) U = (16-6) U = (16-7) U = (16-13a) A = (16-136) A = 12.4,2,3 E = DESIGN SUMMARY: 1.20 D 1.20 D 1.35 D 0.90 D 0.76 D 1.00 D 1.08 D QE± QE± + 1.60L + 0,50L + 0,50 L + 1,60W + 1,00 Qe + 0,75 L + 0,75 L 0,2SosD 0.15 D + 0.50 Lr + 0.50 Lr + 1,00 Qe + 0.75 W + 0.53 Qe + 1.60W Wind(1.6W) 16.00 14 00 1200 10.00 8,00 600 4,00 2,00 000 la O, cr Seismic (1.0 E) 16,00 14,00 IZOO 10,00 600 6,00 4,00 2,00 0,00 S. 8 i 2. •8- stiength: (16-2) (16-«) (16-5) (16-6) (16-7) »Mr = 134,320 129.338 132,133 119,871 115,452 Ib-in Mu = 10,459 19,024 28,188 15,665 22,962 Ib-in %Over = 0.0% 0.0% 0.0% 0.0% 0,0% AtReveal: ^Mn = 131,650 126,948 128,749 117,846 114,542 10.478 19,051 27,913 15,664 22,646 • Ib-in- • %6ver = 0.0% 0,0% 0.0% 0.0% 0.0% Deflection: Wind Seismic At Reveal: Wind Seismic l„/150 = 1,1200 1.1200 in 1.1200 1,1200 in 0,0082 0.0122 In 0.0082 0,0122 in %0v6r = 0.0% 0.0% 0.0% 0.0% PRIME JOB:2K13-170 STRUCTURAL DATE:_4/21/14_ ENGINEERS SHT: I4 CONCRETE SLENDER WALL Considering P-Delta Effects PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierA 2ND TO 3RD Stiength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored ecc, Pu, = 2411.20 1218.80 1303,88 507.60 422.52 Ibsm Factored axial, PUMI -= 3832.80 3832.80 4179,52 2784,60 2317.88 bs/ft Factored wall, Pu«, = 233Z50 2332.60 2569,06 1840.78 1348.66 Ibs/ft Factored, Pu = 8576.50 7384.10 8052.46 5132.98 4089.06 Ibs/fi Pu / An = 69.73 S 0.06fc.,. OKI 69.73 60.03 65.47 41.73 33.24 psi As= 0.267 S 0.6p(bd) = 1.576 ...OK (R14.8.3) A„=As+(Pu/fv)(ll'2d) 0.371 0.357 0.365 0.329 0.317 in^ a= (Pu + Ast,)/{0.85f.b) = 0.602 0.573 0.590 0.518 0.492 in c= a/0,65 0.709 0.674 0.694 0.609 0.579 In E, = (Ecu'C)d-£cu = 0.0266 0.0281 0.0273 0.0315 0.0333 a 0,005 For Tensron Control OK OK OK OK OK M„=(A«f,)(d-a/2) 149244 143709 146815 133190 128280 Ib-in (14-7) l„= nA»(d-c)'+bc'/3 112.58 109.20 111.11 102.62 99.48 In* Mu. = Mrt) + P«( e X /1„ = 9645 17709 26058 14864 21968 b-in (14-4) Mu=M« + P„i„ 10459 19024 28188 15665 22952 b-in (14-5) A„= = 0,09 0.18 0.26 0.16 0,24 In *M„ = 134320 129338 132133 119871 115452 Ib-ln (14-3) Ciieck that *M„ t M„ OK OK OK OK OK l„= 61^/12 1076,89 1076.89 1076.89 1076,89 1076,89 in^ (9-9) M„= 7.6f."l„/0,6t 99671 99671 99671 99671 99671 Ib-in (14-2) Check that it)M„ 2 M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) Sen/ioe ecc, P,i = 1377.00 1421.67 lbs Senrice axial, Ps«m = = 3274,00 3519.03 bs Service wall, = 1943,75 1942.82 Ibs Sen^ice, P, = P^ + P», = 6594,75 6883.51 Ibs A„= 5M„l„=/(48Eey 0.07 0.07 in M„=(A«,f,)(d-a/2) = 143709 146815 Ib-in a„= 5M„I.'/(48E.U 1.01 1.03 M„= Mso + Ptiex/lc 11524 17101 M= M« + P.A, 11578 17186 Ib-in (14-8) A.= 0.01 0.01 in Allowable A= 1,/150 1.12 1.12 in Check that A, & OK OK Shear at Factored Load: (16-2) (16-t) (16-S) (16-6) (16-7) w„= 8Mu/(12l.^) 35,58 64,71 95,88 53.28 78,07 V„= l,w«,/2 249.03 452,96 671,14 372.99 546.47 (11-3) V.= 075(2) f„'°bd = 7968,94 7968,94 7968,94 7968.94 7968.94 Check that «V„ 2 V„ OK OK OK OK OK PRIME JOB:2K13-170 WJ^ STRUCTURAL i)ATE:-4/2am_ ENGINEERS SHT: IS CONCRETE SLENDER WALL Considering P-Oelta Effects (AT LOCATION QF REVEAL) PROJECT #: DESCRIPTION: 2K13-170 Panel S-1 PierA 2ND TO 3RD Strength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored eoc Pi^ = 2411.20 1218,80 1303,88 507.60 422.52 lbs Factored axial, Pm*j = 3832,80 3832,80 4179,52 2784.60 2317.88 Ibs Factored wall, = 2332,50 2332.50 2625,71 1749.38 1456.17 Ibs Factored, P,, = = 8576,50 7384.10 8109,11 5041,58 4196,57 lbs As = 0.267 S 0.6p(bd) = 1,576 ...OK (R14,8,3) A..= Ag + (Pu/ fv)(h / 2d) = 0.364 0.350 0,358 0.324 0.314 in^ a = ( Pu + Asfy)/(0.85r.b) 0.602 0.573 0.591 0.516 0,495 in c= a/0.85 0.709 0.674 0.695 0.607 0,582 in M„=(A„f,)(d-a/2) = 146167 141053 144165 130940 127269 Ib-ln (14-7) 1.,= = 110.29 107.21 109.09 100.96 98.64 in* M«i= lAa + Pi^ex/l. = 9645 17709 25714 14864 21624 INn (14-4) Mu=M„ + P,Au = 10478 19051 27913 15664 22646 Ib-in (14-5) A„ = OIO 0.18 0.27 0.16 0.24 in <1>M„ = 131660 126948 129749 117846 114542 Ib-in (14-3) Check that OM,, a M„ OK OK OK OK OK l„= bt'/12 857,38 857,38 857,38 857.38 857.38 in* (9-9) M„= 7.Sfc''='l„/0.5t 86619 85619 85619 85619 85619 Ib4n (14-2) Check that <t>M„£M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) 0,01 0.01 in Alk)wableA= 1^/150 1,12 1.12 in Check that A, £ Aam, OK OK PRIME JOB:2K13-170 STRUCTURAL DATE:_4mm_ ENGINEERS SHT: ie CONCRETE SLENDER WALL Thkdni Width (tt) Start ffii Endffli Considering P-Deila Effects ql = 11.60 5.00 0.00 15.00 PROJECT*, 2K13-170 q2 = 6,50 5.00 9.00 15.00 DESCRIPTION: Panel S-1 q3 = 0.00 PierA 1ST TO 2ND q4 = 0.00 q5 = 11.50 5.00 11.00 15,00 DESIGN CRfTERIA: 4000 psi e = 8,75 in Min Vertical Steel» 0,0025 60000 psi Eccentric, D = 282 plf Min Horizontal Steel = 0.0025 Concrete Weight = 150 pcf Eccentric, L = 542 plf Max Veit Spacing = 18.00 in Addl From Above, D = 35.620 kips Clear Height K = 15.00 ft AMI From Above, L = 8.130 kips (p = 0.9 Parapet Height 0,00 ft Girder, D = 0.000 kips P, = 0.85 Wall Thickness, t = 11.50 in Girder, L = 0.000 kips E.= 3834 ksi 15.65 Q Giltier Load Eccentric? e. = 29000 ksl Roof,Lr-1,200 kips. n = 7.56 Depfh fo Rebar, d s 8.250 in tcu -0.003 VertKal Rebar #4 £,= 0.00207 Spacmgs 9.000 In 0,^6 = 0.0186 tee/@ Each Face a 2 (# layers) 0.754 g QE =Fp •= 0.346 Wp Reveal Depth = 0.75 in Eff, Wind Area = 150 fl* fieveal to Bottom = 7.50 ft WindLoad, W= 13.64 psf d at Reveal ^ 8.250 in (16-2) (16-4) (16-5) (16-6) (16-7) (16-I3a) (16-13b) Moo = 0.00 14733 22648 14733 22648 6906 11890 b-in/ft XtMiO ~ 7.50 7,50 8.70 7.50 8.70 7.50 8.70 fl A»tt = O.OOE+OO 4,97E+07 7,69E+07 4.97E+07 7.69E+07 2.33E+07 4.04E+07 /El At Reveal: Mo = 0 14733 22210 14733 22210 6906 11660 Ib-lnrtl Ao = O.OOE+OO 4,97E+07 7.68E+07 4,97E+07 7.68E+07 2,33E+07 4,03E+07 /El LOAD COMBINATIONS (CBC 160S.2.1) (16-2) U = 1.20 D + 1.60L (1&4) U = 1,20 D + 0.50 L (16-5) u = 1.35 D + 0.50 L (16-6) u = 0.90 D + 1.60 W (16-7) U s 0.75 D + 1.00 Qe (16-13a) A = 1.00 D + 0,75 L (16-13b) A = 1.08 D + 0,75 L 12.4.2.3 E = QE± 0,2SDSD s QE± 0.16 D + 0.50Lr + 0.50Lr + 1.00 Qe + 0,75 W + 0.53 Qe + 1.60W Wind (1.6 W) 16.00 18.00 wm • m 14.00 14.00 m H 12.00 12.00 ' 10,00 • m m 10.00 8,00 m m 8.00 6,00 m H 600 4,00 m B 4,00 2.00 m H 2,00 0,00 ,.H..^..,Bi..^, ... 000 Seismic (1.0E) DESIGN SUMMARY: Strength: (16-2) (1fr4) (16-S) (16-6) (16-7) *Mn = 193,398 179,542 185,603 159,193 150.986 Ib-ln M„= 11,744 22,007 32,334 18,146 26,258 Ib-in %Over = ao% 0.0% 0,0% 0.0% 0,0% At Reveal: «Mn = 188,161 175,243 181,190 165,787 149,193 Ib-in Mu = 11,781 22,058 32,012 18,157 25,870 Ib-in %Over = 0.0% 0.0% 0.0% 0.0% 0,0% Deflection: Wind Seismic At Reveal: Wind Seismic l,/150 = 1.2000 1.2000 in 1.2000 1,2000 in MaxA = 0.0075 0.0111 in 0.0075 0,0111 in %Over = 0.0% 0.0% 0,0% 0,0% CONCRETE SLENDER WALL Conskleiing P-DeKa Effects PRIME J0B:2K13-170 STRUCTURAL DATE:^/21Z34_ ENGINEERS SHT:__I7_ PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierA 1ST TO 2ND Strength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored eoc, = 2411.20 1218,80 1303.88 507.60 422.52 Ibs/ft Factored axial, P,Mit\ -= 11318.40 9529,80 10490.47 6447.60 5366.93 lb$/tt Factored wall, P^ = = 2568.75 2568,75 2823.27 2036.25 1474.43 Ibs/ft Factored, Pu = = 16298.35 13317,35 14617.62 8991.45 7263.88 Ibs/rt Pu/A,= 118,10 S0,06fc„, OKI 118.10 96,50 105.92 65.16 52.64 psi iKs = 0.267 S 0.6p(bd) = 1.844 ...OK (R14,8,3) A«= As+(Pu/fv)(h/2d) 0.456 0,421 0.436 0.371 0.351 in^ a= (Pu + Asfv)/(a85feb) 0.792 0.719 0,750 0.613 0.570 in c = a / 0,85 = 0.931 0.845 0,883 0.721 0.671 in £i= (ecu/c)d-£cu 0.0236 0.0263 0,0250 0.0313 0.0339 2 0.005 For Tension Controi = OK OK OK OK OK H,= (A..y(d-a/2) 214886 199491 206225 176881 167762 Ib-in (14-7) lt,= n/V«(d-c)^+bc'/3 187.96 177.15 181,92 160.62 153.73 in* M„,= M,« + Pu,ex/lc 10549 20065 29265 16954 247S2 Ib-in (14-4) Mu=Mu. + P„A„ 11744 22007 32334 18146 26258 Ib-in (14-5) A„ = = 0.07 0,15 021 0.13 0.20 in *Mn = 193398 179542 185603 159193 150986 Ib-in (14-3) Check that a>M„ a Mu OK OK OK OK OK l„= bt'/12 1520.88 1520,88 1520,88 1520.88 1520,88 in* (9-9) !«„= 7.5f.'''la/0.5t 125463 125463 125463 125463 125463 Ib-in (14-2) Check that 0M„£ Me, OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) Service eoc, Prf = 1377,00 1421,67 lbs Servk» ajoal, = 8563,50 9130,85 Ibs Sen/tte wdl, P„ = 2140,63 2123,99 lbs Servtae, P,= P,f+P„ = = 12081,13 12676.51 lbs A„= 5M„lc^/(48Ecg 0,07 0.07 in Mr,= (A„f,)(d-a/2) 199491 206226 Ib-ln A„= 5M„lc'/(48EJ„) = 0.99 1,00 M„= Mtf + Priex/lj 12930 19105 M= M,„, + P.A, 13021 19246 Ib-in (14-8) A.= = 001 0,01 in Allowable A = lc/150 1.20 1,20 in Check that As £Adow OK OK Shear at Factored Load: (16-2) (1&4) (16-5) (16-6) (16-7) w«,= 8Mu/(12lo') 34.80 65,21 95,81 53.77 77.80 Vu= lcW„/2 260.98 489.04 718.54 403.24 583.51 (11-3) <PV, = 075 (2) ft'" b d 9391.96 9391.96 9391.96 9391.96 9391,96 Check that OVo a V„ OK OK OK OK OK PRIME JOB:2K13-170 ^ STRUCTURAL DATE:_421Z14_ ENGINEERS SHT: IS CONCRETE SLENDER WALL Considering P-DeKa Effects (AT LOCATION OF REVEAL) PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierA 1ST TO 2ND Strength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored ecc, P„f = = 2411.20 1218.80 1303,88 507.60 422.62 bs Factored axial. P,^ = = 11318.40 9529.80 10490.47 6447.60 5366.93 bs Factored wall, P^ = = 2568.75 2568.75 2891.66 1926.56 1603.66 lbs Factored, Pu = 16298.35 13317.35 14686.00 8881.76 7393,11 bs As = 0.267 S 0.6p(bd) = 1.844 ...OK (R14,8,3) A„ = As + (Pu/f»)'(h/2d) 0,444 0.411 0.426 0;3e3 0.347 in^ a = (Pu + Asfy)/(0,85f„b) = 0.792 0.719 0.752 0610 0.573 in c = a/0,85 = 0.931 0845 0.885 0717 0.675 in Mn -(A«fy)(d-a/2) = 209068 194715 201322 173096 165770 b-ln (14-7) l„ = = 182.96 172.97 177,61 157,30 151.82 in* M,„ = M„o + Pufex/l, 10549 20065 28827 16954 24354 Ib-in (14-4) M„= WU + P„A„ = 11781 220S8 32012 18157 25870 Ib-ln (14-5) Au = = 0,08 0,15 022 0.14 0.21 in *Mn = = 188161 175243 181190 155787 149193 Ib-in (14-3) Check that OMn 2: Mu OK OK OK OK OK '» = bt'/12 -1242,30 1242.30 1242.30 1242.30 1242,30 in* (9-9) M„ = 7,5 f„''-'l„/0.51 = 109632 109632 109632 109632 109632 Ib-in (14-2) Check that <t>iM„SM„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) = 0.01 0,01 in Allowable A = l,/1S0 = 1.20 1,20 in Check that A. SA^ OK OK PRIME JOB:2i<13-i70 SJ^ STRUCTURAL BiTE:^Z2lZ14_ ENGINEERS SHT: 19 ^Q. 'rt> :%i2C> \. V "p!- ' ^^>v|- /^js:' ^j :^,'^ : ^ . P^t^ ..looj'^ >c r^.'x€-' : : ^ ss^^ (ST PRIME J0B:2K13-170 STRUCTURAL DA!E:.JZ21Z14_ ENGINEERS SHT: 20 CONCRETE SLENDER WALL Thk finl Width mi stsrt m) End fftl Considering P-DeKa Effects q1 = 8.00 5,00 0.00 17.00 PROJECT* 2K13-170 q2 = 6.50 10.00 9,00 17.00 DESCRIPTION: Panel S-1 q3 = 0.00 PierB 3RD TO ROOF q4 = 6.50 5.00 0.00 3.00 q5 = 0.00 DESIGN CRITERIA: = Conaete Weight s Clear Height, I, ^ Paraph Height = Wall Thickness, t = hA = Depth to Rebar, d = Vertical Rebar = Spacing = Steel @ Eac^ Face Reveal Depth = /?eve8/toBoffom = d at Reveal = 4000 psi 60000 psi 150 pcf 13,00 fl 4,00 fl 8,00 in 19.50 4,750 In #4 9.000 in 2 (# layers) 0.75 in 6,50 fl 4750 in Eccentric, Dr = Eccentric, Lr = Add'l From Above, Dr = Addl From Above, Lr= Qirder, Dr = Girder, Lr = 7,00 in 56 plf 80 plf 0,000 kips 0,000 kips 6,140 kips 3,560 kips 0 Girder Load Eccentric? Min VerUcal Steei = Min Horizontal Steel - Max Vert Spacing = 0,0025 0,0025 18.00 In 0 = 0.9 p, = 0.85 £c = 3834 ksi e.= 29000 ksi n = 7.56 e» = 0.003 By = 0,00207 0.6p,= 0,0188 Sos = 0,754 g Q£=Fp = 0346 Wp Eff, Wind Area = 255 ft' Wind Load, W" 12.55 psf (16-3) (16-4) (16-5) (16-6) (16-7) (16-13a) (16-13b) 0.00 12516 8036 12516 8036 5867 4324 Ib-lnrtt Xm/> -6.50 5.92 5.59 5.92 5,59 5,92 5,53 fl O.OOE+00 3.00E+07 1.90E+07 3.00E+07 1,90E+07 1,40E+07 1,02E+07 /El At Reveal: Wo = 0 12380 7869 12380 7869 5803 4223 to^n/lt Ao = OOOE+00 2,99E+07 1.89E+07 2,99E+07 1,89E+07 1,40E+07 1,02E+07 /El LOAD COMBINATIONS (CBC 1605.2.1) (16-3) U= 1,20 D +0.50L (16-4) U= 1.20 D +0.50L (16-5) U= 1.35 D +0.50L (15-6) U = 0.90 D + 1.60 W (16-7) U= 0.75 D +1,00Qe (16-13a) A= 1.00 D +0.75L (16-13b) A= 1.08 D +0.75L 12.4.23 E= • QE± 0.2SDSD = QE± 0.15D DESIGN SUMMARY: + 1,60 Lr + 0.50 Lr + 1.00Qe + 0.75 W + 0,53 Qe + 1,60W Wind(1.6W) 18,00 16,00 14,00 12.00 10.00 S.OO 600 4.00 2.00 0.00 Q. a- Seismic (1.0 E) 18.00 16.00 14,00 12,00 10,00 8,00 6,00 4,00 2,00 000 It Strength: (16-3) (16-4) (16-S) (16-6) (16-7) <t)M„ = 82,467 81,851 84,823 77,620 74,913 Ib-in Mu — 9,420 21,375 16,553 17,802 11,857 Ib-in %Over = . 0.0% 0.0% 0.0% 0,0% 0.0% AtReveal: 0Mn = 80,797 80,040 81,315 75,431 73,793 Ib-in 9,442 21,261 16,279 17,571 11,683 Ib-ln %Over = 0,0% 0,0% 0,0% 0.0% 0.0% Deflection: Wind Seismic At Reveal: Wind Seismic 15/150 = 1,0400 1.0400 in 1,0400 1.0400 ffl MaxA = 0,0163 0.0142 in 0.0163 00142 in %Over = 0.0% 0,0% 0.0% 0.0% CONCRETE SLENDER WALL Considering P-Delta Effects _ PRIME J0B:2K13-170 STRUCTURAL DATE:_4ffilZH_ ENGINEERS SHT:_2L PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierB 3RD TO ROOF Strength at Factored Load: (18-3) (16-4) (16-5) (16-6) (16-7) Factored ecc, Puf = = 2416.20 2151.20 2241.78 1256.40 1045.82 Ibsm Factored axial, PaMni -OOO O.OO 0.00 0.00 0.00 Ibs/ft Factored wall. Pa, = 2820.00 2890.20 3736.44 2460.15 1828.68 bs/ft Factored, P„ = = 5235.20 5041.40 5978.23 3716.55 2874.50 ibsm Pu / A, = 62.27 S 0,06fc,., OK! = 54.63 52.51 62.27 38.71 29.94 psi As= 0.267 S 0,6p(bd) = 1,074 ...OK (R14.8.3) A«,= As + (Py/ f,){h / 2d) 0.340 0.337 0.351 0.319 0.307 in' a= (Pu + Asf,)/(0.85ftb) 0.520 0.516 0.539 0.483 0.463 In c= a/08S 0.612 0.607 0.634 0.569 0.544 In £i ~ (^ / c) d - £cu 0.0203 0.0205 0,0195 0.0221 0.0232 2 0.005 For Tension Control OK OK OK OK OK M«=(A«fy)(d-a/2) 91630 90945 94248 86244 83237 Ib-ln (14-7) i„= l^•A^•^d-cf•^b•c'l3 44.96 44.70 45.94 42.90 41.72 In* Mu.= Muo + Puiex/Ic = 8453 19368 14784 16518 11184 ib-in (14-4) Mu=M„, + P„A„ = 9420 21375 16553 17802 11857 Ib-in (14-5) A„ = = 0.18 0.40 0.30 0.35 0.23 in M„ = = 82467 81851 84823 77620 74913 b-in (14-3) Check that OMn 2 M„ OK OK OK OK OK l„= bt'/12 512.00 512.00 512.00 512.00 51Z00 in* (9-9) M„= 7.5 fc"l„/0.51 60716 60716 60716 60716 60716 Ib-in (14-2) Check that *M„ 2 M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) Service ecc, = 2110.00 2220,56 lbs Serone axial, Peuiai = = 0.00 0.00 lbs Service wall, P„ = = 2408,50 2641.33 lbs ServkK, PB = P^ + P„ = = 4518,50 4861.89 Ibs Aor= 5M„l„='/(48Eeg 0,08 0.08 in M„= (A«f,Hd-aC) 90945 94248 Ib-in A„= 5M„l.'/(48Eel„) 1,27 1.26 M„= Mrt + PifOX/l<, 12587 10930 M = M.. + P. A. 12661 10999 Ib-in (14-8) A.= 0,02 0.01 in AlkiwableA= \J iSO 1.04 1.04 in Check that A, £ A.io« OK OK Shear at Factored Load: (16-3) (16-4) 16-5) (16-8) (16-7) w„= 8Mu/(12l,') 37.16 84.32 65.30 70.23 46.77 Vu= lcW„/2 = 241.54 548.08 424.43 456.46 304.02 (11-3) «V„= 0.75(2)fc'°bd 5407.49 5407.49 5407.49 5407.49 5407.49 Check that <PV. a V„ OK OK OK OK OK CONCRETE SLENDER WALL Considering P-Detta Effects (AT LOCATION OF REVEAL) PRIME JOB:2K13-170 STRUCTURAL DAn:_4m£l4_ y^m. ENGINEERS SHT: 22 PROJECT* CCSCRIPTION: 2K13-170 Panel S-1 PierB 3RD TO ROOF Strength at Factored Load: (16-3) (16-4) (16-5) (16-6) (16-7) Factored ecc P„f = 2415,20 2151.20 2241.78 1256.40 1045.82 bs Factored axial, Pu^^ -0.00 aoo 0.00 0.00 0.00 bs Factored wall, Pu^ = 2820.00 2820.00 3174.49 2115.00 1760.51 lbs Factored, Pu = = 5235.20 4971.20 5416.27 3371.40 2806.33 Ibs /Vg = 0.267 S 0.6p(bd) = 1.074 .„0K (R14.8.3) A„= As + (Pu/fv)(h/2d) 0.333 0.330 0,336 0.310 0.302 in' a= ( Pu + Asfy)/(0.85 f,b) 0.520 0.514 0.525 0.475 0.461 in c== a/0.65 = 0.612 0.605 0.618 0.559 0.542 in M„= (A„g(d-a/2) 89774 88934 90350 83812 81992 Ib-in (14-7) U = 44.07 43.76 44.28 41.83 41.13 In* Mu, = M,tf + P,< e X /1„ 8453 19231 14617 16381 11017 Ib-in (14-4) Mu=Mu, + P„A„ 9442 21261 16279 17571 11683 Ib-in (14-5) A^,= = 0.19 0.41 0.31 0.36 0.24 in <J>M„ = 80797 80040 81315 75431 73793 Ib-in (14-3) Check that it>M„ a M„ OK OK OK OK OK l„= bf'/12 381.08 381,08 381.08 381.08 381.08 in* (9-9) M„= 7.5r,°-'l,/0.5t = 49865 49865 49865 49865 49865 Ib-in (14-2) Check that <PM„ a M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) A.= 0.02 0.01 in Mk>ivableA= 1^/150 1.04 1,04 in Check that A, sAriw OK OK PRIME JOB:2K13-170 ^ STRUCTURAL DATE:_4/2Jm_ '^^^ ENGINEERS SHT: 23 CONCRETE SLENDER WALL Thk (in) Width fft) Start (fl) En^(ft) Considering P-Delta Effects q1 = 10,25 5.00 0.00 14.00 PROJECT* 2K13-170 q2 = 10.25 10.00 9.00 14,00 DESCRIPTION: Panel S-1 q3 = 0,00 PierB 2ND TO 3RD q4 = 10.25 5,00 O.OO 3,00 q5 = 0,00 DESIGN CRITERiA: 400O psi e = 8,13 in Min Vertfcfl/Sfee/ = 0.OO25 60000 psi Eccentric, D = 282 plf Min Horizontal Steel = 0.0025 Concrete Weight = 150 pcf Eccentric, L = 542 plf Max Vert Spadng = 18.00 in Addl From Above, 0 = 23.200 kips Clear H^ht, U -14,00 ft Addl From Above, L = 0,000 kips <P = 0.9 Parapet Height = 0,00 ft Girder, D = 13,420 kips = 0.86 WaU Thickness, t = 10,25 in Girder, L = 17,570 Wps £c = 3834 ksi hfl = 16,39 [3 Girder Load Eccentric? £. = 29000 ksi Roof, Lr= 4,760 kips n = 7.56 Depth to Rebar, d = 7,000 in t-m -0.003 Vertical Rebar= #4 0.00207 Spacing = 9.000 In 0.6pt = 0.0188 Steel® Each Face = 2 (# layers) Sos = 0.754 9 Q£=Fp = 0.346 Wp Reveal Depth = 0,75 in Eff. Wind Area = 210 fl' Revsa/ to Soffom = 7,00 ft WindLoad, W= 12.55 psf d at Reveal = 7,000 in (16-2) (16-4) (16^) (16-6) (16-7) (16-13a) (16-13b) MM = 0,00 17711 21450 17711 21450 8302 11261 Ib-ln/R ^UuO -7.00 7.00 8.47 7,00 8.47 7.00 8.47 ft 0,00E+O0 5.2ie+07 6.39E+07 5.21E+07 6.39E+07 2.44E+07 3.36E+07 /El At Reveal: Mo = 0 17711 20880 17711 20880 8302 10962 Ib-in/ft A« = O,00E+0O 5.21E+07 6.39E+07 5.21 E+07 6.39E+07 2.44E+07 3.35E+07 /El LOAD COKffilNATIONS (CBC 1605.2.1) (16-2) U= 1.20 D +1,60L (16-4) U= 1,20 D +0.50L (16-5) U= 1.35 D +0.50L (16-6) U= 0.90 D +1.60W (16-7) U= 0,75 D +1,0OQe (16.13a) A= 1,00 D +0,75L (ie-13b) A= 1,08 D +0.75L 1Z4.2,3 E= QE± 0.2SD8D Qet 0.15 D DESIGN SUMMARY: + O.SOLr + O.SOLr + 1.00 Qe + 0,75 W + 0,53 Qe +1.60 W Wind (1.6 W) 1E.00 14.00 12.00 i 1 18.00 14.00 12,00 10.00 M m 10,00 8,00 mm 6.00 e,oo M, • 6.00 4,00 m m 4,00 2,00 m m 2,00 0,00 .Ml..,. B!,,i, ,,H 0,00 tS, s. ts S Strength: (16-2) (16-4) (16-6) (16-6) (16-7) «M„ = 185,326 162,645 167,757 138,584 130.289 Ibnn Mu = 59,521 51,595 66,077 33,463 37,116 Ib-in %Over = 0,0% 0.0% 0.0% 0.0% 0.0% AtReveal: *Mn = 178,662 157,714 161,771 134,383 128,371 Ib-in Mu=: 59,900 51,812 65,920 33,458 36,676 Ib-ln %Over = 0,0% 0,0% 0.0% 0.0% 0.0% Deflection: Wind Seismic At Reveal: Wind Seismic U/1S0 = 1.1200 1,1200 In 1.1200 1,1200 in Max A = 0.0276 0.0352 in 0.0276 0.0352 in % Over = 0,0% 0.0% 0.0% 0.0% CONCRETE SLENDER WALL ConsWering P-Delta Eflects PRIME J0B:2K13-170 «A STRUCTURAL DATE:_4/21Z14. ENGINEERS SHT: 24 PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierB 2ND TO 3RD Strength at Factored Load: (16-2) (16.4) (16-5) (16^) (16-7) Factored ecc. P^ = = 12460.00 6806.00 7338,49 3177.00 2644.51 Ibs/ft Factored axial, PuKun ~ = 6044.00 6044.00 6267,93 4176.00 3476.07 Ibs/ft Factored wall, P„„ = = 2613.75 2613.75 3120.58 2248.59 1490.65 Ibsm Fadored, Pu» = 21117.75 15463.75 16727.00 9601.59 7611.23 Ibsm Pu'A„= 171,69 S0,06fc.„ OK! 171,69 125.72 135.99 78.06 61.88 psi Ag = 0,267 S 0,6p(bd) = 1,576 „,0K (R14,8.3) A,«= As + (Pu/f,)'(h /2d) 0,524 0.455 0.471 0384 0.360 in' a= (Pu+Asfy)/(0.85f.b) = 0.910 0.771 0.802 0.627 0.579 in c = a / 0.85 1,070 0.907 0.944 0.738 0.681 in £i= (Ecu/c)d-£cu = 0,0166 0.0201 0.0193 0,0254 0.0278 a 0.005 For Tenston Control OK OK OK OK OK Mr=(A«,fy>(d-a/2) 205918 180717 186397 153983 144765 Ib-in (14-7) Ur = n/\.(d-c)'+bc'/3 = 144.35 130.84 133.96 115.44 109.85 in* lAa s M„o + Pu( e X / Ic 50619 45360 57524 30617 34450 Ib-in (14-4) Mu>=M„. + P„Au 59521 51595 66077 33463 37116 Ib-ln (14-5) Au s= = 0.42 0,40 0.51 0.3O 0,35 In 185326 162645 167757 138584 130289 Ib-ln (14-3) Check that M„ 2 IVIu OK OK OK OK OK l„= b1*/12 1076.89 1076.89 1076.89 1076.89 1076.89 in* (9-9) M„= 7.5f„"l„/0.5t 99671 99671 99671 99671 99671 b-ln (14-2) Check that <J>M„ 2 M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) Servtee eoc. P., * 7385.00 7664.56 lbs Service axial, P,^ s 5354,00 5721.46 Ibs Service wall. P„ & 2178,13 2147.36 lbs Serv\ce. P. = P« + P„ = = 14917,13 15533.38 lbs A„= 5M„l„'/(48E«g 0,07 0.07 in Mn= (A„fy)(d-a/2) = 180717 186397 Ib-in A„= 5M„l.'/(48E„y 1,06 1.08 MM* M^ + P„ex/lc 38304 48938 M= M„ + P.A, 38715 49485 Ib-in (14-8) A.= = 0.03 0.04 In Allowable A U/iso 1,12 1.12 in Check thatAjS A^ OK OK Shear at Factored Load: (16-2) (16-4) (16-S) (16-6) (16-7) w„= 8Mu/(12l/) = 202,45 175.49 224.75 113.82 126.24 V„* !,w^/2 1417,17 1228.45 1573.25 796.74 883.71 (11-3) <l>Vo= 0.76(2)fc'°bd 7968.94 7968.94 7968.94 7968.94 7968.94 Check that <t)V„£V„ OK OK OK OK OK CONCRETE SLENDER WALL Considaring P-Delta Effiects (AT LOCATION OF REVEAL) PRIME JOR:2K13-170 SA STRUCTURAL PATI!: 4/21/14 ENGINEERS SHT:_2&. PROJECT* DESCRIPTION: 2K13-170 Panel S-1 PierB 2ND TO 3RD Strength at Factored Load: (16-2) (16-4) (16-5) (16^) (16-7) Factored ecc, Pj = = 12460,00 6806.00 7338.49 3177.00 2644.51 lbs Factored axial, Pumu -6044,00 6044.00 6267.93 4176.00 3476.07 lbs Factored wall, Pui, = 2613,75 2613.75 2942.31 1960,31 1631.75 Ibs Factored, Pu = = 21117,75 15463.75 16548.74 9313.31 7752.33 lbs As= 0.267 S0.6p(bd)= 1.576 „,OK (R14.8.3) A„= As + (Pu/ f,)-(h / 2d) 0,505 0,442 0.454 0,372 0,354 in' a = (Pu + Asfy)/(0,85 f,b) 0.910 0.771 0,798 0,620 0,582 in c = a / 0,85 1,070 0.907 0,939 0,730 0,685 in Mn=(A«fy)(<l-a/2) 198513 175237 179745 149314 142636 b-in (14-7) l„ = 139.34 126.96 129,42 112.17 108.17 in* Mu,= Muo + Pufex/lc = 50619 45360 56953 30617 33879 b-ln (14-4) Mu=M„, + PuA„ 59900 51612 65920 33458 36676 b-ln (14-5) Au = = 0.44 0.42 0.54 0.30 0.36 in *M„ = 178662 157714 161771 134383 128371 b-in (14-3) Check that OMn 6 M„ OK OK OK OK OK l,= bt'/12 = 857,38 857.38 857.38 857.38 857.38 in* (9-9) M„= 7.5fo''M„/0.5t 85619 85619 85619 85619 85619 Ib-in (14-2) Check that *M„ £ M„ OK OK OK OK OK Defiection at Service Load: (16-13a) (16-13b) A.= 0,03 0.04 in Allowable A = \J 150 1,12 1.12 in Checkthat A^s: AAW OK OK PRIME Job:2K13-170 STRUCTIM Date: .ENGNEEtS She oe. SLENDER WALL DESIGN (ACI 318,14.4) Project* 2k13-170 DESCRIPTION: VIASAT BLDG #10 PIERB DESIGN CRTTERIA: 1ST TO 2ND Sos = 0.790 SeisrMc, Fp ~ 0,346 4000 psi 60,0 ksi Hc = 3834 ksi Wall Height, l„ = 15,00 ft Parapet Height = 0,00 ft Wall thkd<ness, h = 11,50 in Rebar Size = #4 Rebar Spacing, s = 9.00 in Depth to rebar, d = 8.250 in Rows of steel = 2 Thk fin) WWtlKfO Start ffi) q1 = 11.50 5.00 0,00 15,00 q2 = 11.50 laoo 11.00 15,00 q3 = 04 = q5 = Eff. Wind Area = 225 fP Eccentricity, e = 8.75 in concwt" 150 pcf Eccentric, Wp = 0.282 klf Wind, W = 12.88 psf Eccentric, WL = 0.542 klf Pi = 0.850 /\dditional, PD = 71.670 kips c„ = l.OO Addibonal, Pi = 43.270 kips k = 1,00 Roof, Pu = 0000 kips r = 3,45 k'Vr= 52,17 A.= 0,53 P = 0,0039 LOAO COMBINATIONS: (16-3) U = 1.20 D + 1,60L + 0.50 Lr (16-4) U = 1.20 D + 0,SOL + 1.00W (16-5) U = 1.36 D + O.SOL + 1.00Qe (16-6) U = 0.90 D + 1.00W (16-7) U = 0.90 D + 1.00 Qe 12,4.2.3 E = QE± 0.2SDSD = QE± 0.16 D DESIGN SUMMARY: 16.00 14.00 12.00 10,00 a.oo- 6,00 4,00 2,00 aoo WIND(I.OW) !§ t LS (S SEISMIC (16-3) <16-4) H6-S) (16-6) 334269 268092 283087 203271 420970 b-in Mc = 62355 43854 92610 25500 119852 ItHn %Over= 0.00% 0.00% 0.00% 0.00% 0.00% CALCULATIONS: Load Combo = (16-3) (16-4) (16-51 (16-6) (IW) Factored Axial, Pu, = 12.460 klf 6.806 klf 7.364 klf 3.177 klf 2,619 klf Factored Axial, Pu,*n = 31,023 klf 21.504 klf 23.765 klf 12.883 klf 64,413 klf Factored Axial, Pu*,, = 2.674 klf Z493 klf 3.026 klf 0.970 klf 2,005 klf Factored Axial, Pu = 46.157 klf 30.802 klf 34.155 klf 17.030 klf 69,038 klf Sustained Axial, P^, = 20.866 klf 20,685 klf 23.613 klf 14.614 klf 15,649 klf Pcl = P„./Pu 0.452 0.672 0.691 0.858 0,227 P = 0.9 + 0.5P/-12P 0.956 1.079 1.093 1.222 0,879 Gross, l,= bh''/12 1520.88 1520,88 1520.88 1520.88 1520,88 El = 0.4Ec-lQ/(1+Pd) 1606385 in'-kip 1395472 in'-kip 1379117 in=-kip 477266 in»-klp 663178 In^ip Critfcal, Pc = TT==EI/(k'U' 489.33 k 425,09 k 420,10 k 145.38 k 202,02 k A„ = P,+(A.-fv)]/fv 1.121 in" 0.837 in» 0.899 In' 0.582 in* 1,545 In" a = (A.-fy+Pn)/(0.85fc-12) 1.649 in 1.231 in 1.322 in 0.856 in 2.272 In c = a/p, 1.940 in 1.448 in 1.556 in 1.007 in 2,673 in Factored Mom, Mu, = max[Muo + Pu(e x/lc, Pu (0,6+0.03h)} 54.513 in-kip 39,617 in-kip 82,571 in-kip 21.517 m-kip 65.241 in-kip Mag, Factor, S„ = max{C,:,/[1-Pu/(0,75PJ], 1,0} 1.144 1.107 1,122 1.185 1.837 •Magnified, Me = 62.355 in-kip 43,854 in-kip 92,610 in-kip 25.500 in-kip 119.852 In-kip 0.10*fJA„ = 65.20 k 55,20 k 55.20 k 55.20 k 55.20 k Et = 0,003*(d-c)/c 0,0098 0,0141 0.0129 0.0216 0.0063 Strain Limit Check = et > 0,004 fbr Pu < O.IOfc'Ag OK. OK, O.K. 0,K, O.K. * = min(0.9,max(0.65,0.233+O.25d/c)) 0,90 0.90 0.90 0,90 0.90 Controlling Region on Interaction diagram Tension Tension Tension Tension Tenskxi M„ = Ase1y(d-a/2)-Pn(d-h/2) 371.410 in-kip 297.680 in-kip 314.541 in-kIp 225.857 in-kip 467.745 in-kIp Capadty Check = «M„aMc O.K. OK, O.K. OK, O.K. _ PRIME JOB ^ STRUCTURAL DATE; ENGINEERS SHT; 2K13-170 4/21/14 27 4,4/iMrn PRIME J0B:2K13-170 ^ STRUCTURAL MTE:_i/2iii4_ ENGINEERS SHT:^S_ -7.1*^ 6,5 2.855k355k 2,8551(2, ?55k,2,3SSk 2,355k^ 355k 2,3! 5k2j 355k 2^ 355k 2,355k 2^ 355k 2^ 355k Z. 3 iSk 2,355k 7,194k 7.1^k7,1S^k7.1S^ 6,5 47.1 66 k7.1£ 6,5 6,5 tr 8.8 S|^ic7.1£j^7.1£j^ji[^.1E^ 6,5 1£ 6,5 k 7.1 6.6 £^t7.1£j^i:7.1^jc7.19|^k7.1c^kt'.1^k 7,1^k 7.1^1 2.496k 2,496k 2.496k 2,496k 2.j496k 2.496k 2,496k 2,196k 2,496k 2,496k 2,496k 2.496k 2.496k 2.4 »k 2.496k 11,5 11,6 11.6 11,6 .j/ 6,6 6J 6.5 6.5 l855k„ 11,6 6.5 2L855k 10,25 10J5 ,496k j 11.5 10.25 496k ^1- Ms r - mA Loa(IS:LC2,^SMIC Resulte Ibf LCZSBSMtC PSE 2K13-170 S-1 (Revised Rigtit Opening @ 2nd and 3rd) Seismic Only SK-1 Apr 17, 2014 at 4:34 PM PANEL s-1 REVISED 4-16-14.r2d PROJECT #: DESCRIPTION: CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) 2K13-170 VIASAT BUILDING #10 PANEL S-1 PRIME Job;2K13-170 siRucnm Date: ENGINERSsht ?Q GEOMETRY: Lo= 5.00ft Li= 5.00 ft L2= 10,00 ft L3 = 5,00 ft L, = 10,00 ft Ls= 5.56 ft L6= O.OOft H2= 15.00 ft Ha = 29.00 ft HR = 42,00 ft HA= 11,00 ft HB = 0.00 ft Hc = 9.00 ft HD= O.OOft HE = 9.00 ft Hp = 4.00 ft LOADS: Unfactored Uniform Loads: Unfactored Point Loads: Panel Thickness: WDR = 0.055 klf XA = 21.33ft XB = 40.56 ft TYPIC/U. = 11.50 in PIER 7 = 11.50 in WLR = 0.080 klf PADR -6.14 kIps PBDR ~ 4.22 kips PIER 1 = 6.50 in PIER 8 = 11.60 in WD3 = 0.282 klf PALR = 3,56 kips 3.15 kips PIER 2 = 8,00 in PIER 9 = 11.60 in WL3 = 0.542 klf PADS = 13.42 kips PBD3 = 1.40 kips PIER 3 = 6,50 in Parapet = 6.50 in Wt,2 = 0.282 klf PAL3 -17.57 kips PBL.3 = 2.62 kips PIER 4 = 10,25 in = 0.542 klf PA02 -13.42 kips PB02 ~ 1.40 kips PIER 5 = 10.25 in PAL2 -17.57 kips PBL2 -2.62 kips PfER 6 = 10.25 in LOAO COMBINATIONS: Reveal in Piers: LC1;U= 1.20 D + 1.60L + 0.50 Lr HA = TRUE LC2:U= 1.36 D + 0.50L + 1.00 Qe Hc = TRUE LC 3: U = 0.74 D + 1.00Qe HE = TRUE E= QE± 0.2SDSD = QE± 0.16 D DESIGN PROPERTIES: RISA OUTPUT: fc = 4.00 ksi Shear (Neoative to Left): CouDlina Beam Shear Stom Drift: fY= 60,00 ksi PIER 1 = -9.10 kips CBI = 7.10 kips 2ND = 0,0476 in Cone. Wt = 150 pcf PIER 2 = -26.30 kips CB2 = 20.20 kips 3RD = 0,0414 in (t>v = 0.6 PIER 3 = -13.20 kips CB3 = 59.60 kips ROOF = 0.0238 In M= 0.6 PIER 4 = -51.80 kips CB4 = 55.50 kips pl= 0.0025 PIER 5 = -85.90 kips CB5 = 103,40 kips SDS = 0-789 PIER 6 = -33.20 kips CB6 = 57,80 kips Cj= 6.00 PIER 7 = -67.60 kips 1= 1.00 PIER 8 = -79.40 kips H/L= 1.294 PIER 9 = -66.10 kips CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) PROJECT #: 2K13-170 DESCRIPTION: VIASAT BUILDING #10 PANEL S-1 PRIME Job: 2K13-170 SMOM Dale: ,INGINEEf?S Shir _3J^ CALCULATION OF FACTORED AXIAL FORCES AND MOMENTS ON WALL PIERS: PIER Pof PDW 6DW PL eu SEISMIC PE ME 1 0.8 k ' O.OOft :--:i;-i1SpJ<:;;,i: O.OOft 0,0 k D.OOft" RIGHT -7.2 kip -41.0 k-ft 1 0.81( 0:00 ft > :iir:i3:4'k';'v O.OOft 0.0 k O.OOft LEFT 7.2 kip 41.0 kip 2 6.2 k 3.31 ft 14.6 k O.OOft' 0.0 k O.OOft RIGHT -12.9 kip , -78:9 k-ft 2 6.2 K 3.31 ft 14.6 k O.OOft 0.0 k O.OOft LEFT 12.9 kip 78.9 kip 3,91ft ••^"••'Itt&lfS;; '':f-W^'0 :Pi0^:k:^''-:--2.50 ff RIGHT 20.0 kip -59.4 k-ft 5.6 k 3.91 ft 10.9 k - -. -1.57ft 0.0 k -2.50 ft LEFT •^2p;0 klp : 59.4 kip 4 5.1 k O.OOft 29.6 k O.OOft 8.1 k O.OOft RIGHT -66.6 kip -233.1 k-ft 4 5.1 k O.OOft 29.6 k O.OOft 8.1 k O.OOft LEFT 66.6 kip 233.1 kip fi , ^ 22Dk 2,95 ft 30,8 k-OOOft • 23.4 k • 2.50 ft RIGHT . • -257.7 k-ft fi , ^ 30.8 k' 4<)0ft 23.4 k 2.50 ft LEFT ; 8.8 Wp • 257.7 k^3 6 11.8k 0.43 ft 24.5 k -1.48ft 10.7 k -1.94 ft RIGHT 75.7 kip -149.4 k-ft 6 11.8k 0.43 ft 24.5 k -1.48ft 10.7 k -1.94 ft LEFT -75.7 kip 149.4 kip • \;9.3k^'"-O.OOft O.OOft 16.3 k O.OOft RIGHT -170.1 kip -608.4 k-ft • • ;..;:s.aic--.• O.OOft 46.1 k . O.OO.ft 16,3 k , O.OOft LEFT 170.1 kip. 608.4 kip • B 37.9 k 2.89 ft 47.3 k O.OOft 46,7 k 2.50 ft RIGHT -36.7 kip -873.4 k-ft B 37.9 k 2.89 ft 47.3 k O.OOft 46,7 k 2.50 ft LEFT 36.7 kip 873.4 kip ' 16.0 k. . . .-0.67 ft 39.4 k -1.30 ft '.21.4k , "-1.94 ft RICMfT 133.4 kip -727 1 k-ft 18.0 k ' -0.67 ft 39.4 k -1.30 ft 214k -1.94ft LEFT -133.4 kip 727.1 kip MIN AXIAL MAX AXIAL CRITICAL PIER Mp ML Pu Mu Pu Mu Pu Mu 4>Mn %Over 1 0.0 0.0 3.4 k -41.0 12.1k -41.0 17.77 40.95 276.15 OK 1 0.0 0.0 17.8 k 41.0 26.5 k 41.0 17.77 40.95 276.15 OK 2 -20.4 0.0 2.5 k -94.0 15.3 k -106.6 15.33 -106.58 -889.13 OK 2 -20.4 0.0 28.3 k 63-8 41.1 k 51.2 15.33 -106.58 -889.13 OK 3 •4.8 • - 0.0 32.3 k -63.0 42.6 k -66.0 -32.29 -62.99 -383.47 OK 3 -4.8 0,0 -7.7 k 56.8 2.5 k 52,8 32.29 -62.99 -383.47 OK 4 0.0 0-0 -40.9 k -233.1 -15.5 k -233.1 92.30 233.10 665.78 OK 4 0.0 0.0 92.3 k 233.1 117.7 k 233.1 92.30 233.10 665.78 OK '-esxr^y' 30.4 k -305.9 • 74.6 k -375.1 , 74.59 -375.06 -1015.89 OK -65.0 -58.3 48.0 k 209.6 92.2 k 140.3 74.59 -375.06 -1015.89 OK 6 31.1 20.7 102.6 k -126.3 130,3 k -96.8 -21.09 202.00 1035.69 OK 6 31.1 20.7 -48.8 k 172.5 -21,1 k 202.0 -21.09 202.00 1035.69 OK 7 , ^ 0.0 0.0 -129.0 k -608.4 •86.8 k -606.4 . -128.99 -608.40. ;.;^.26, OK 7 , ^ " 00 00 211.2 k 608.4 253.4 k 608.4 . -128.99 -608.40. ;.;^.26, OK 8 -109.5 -116.7 26.5 k -954.7 102.4 k -1080.4 26.54 -954.68 -937,05 1.88% 8 -109,5 -116.7 99.9 k 792.1 175.8 k 666,4 26.54 -954.68 -937,05 1.88% 9 ' 63.3 41.4 175.9 k -680.1 221.dk -620.5 -90.86 774.07 880.83 OK 9 63.3 41.4 -90.9 K 774.1 -44.9 k 833.7 -90.86 774.07 880.83 OK PROJECT*: DESCRIPTION: CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) 2K13-170 VIASAT BUILDING #10 PANEL S-1 PRIME Job; 2K13-170 O^INEERS She 31 INTERACTION DIAGRAMS: Piers 1,4,7 1400.0 Piers 2,5,8 -2000.0 Piers 3,6,9 1600,0 0 1500,0 2000,0 2500,0 CONCRETE SHEAR WALL DESiGN (PER CBC 2010 & ACI 318-08 CH 21) PROJECT*: 2K13-170 DESCRIPTION: VIASAT BUILDING #10 PANEL S-1 PRIME Job: 2J^12^:2J0 WTURALDate:__ lENQIHEERS sw: SHEAR CALCULATIONS: PIERI PIER 2 PIER3 PIER 4 P<ER5 PIER 6 PIER 7 PIER 8 PIER 9 Effisctlve Thickness = 5-75 in 7.25 in 5.75 in 9.50 in 9.50 in 9.50 in 10.75 in 10.75 in 10.75 iii Pier Length = 5.00 ft 6.00 ft 5.56 ft . 5.00 ft 5.00 ft 5.56 ft 5.00 ff 5.00 ft 5.56 ft L/t = 10.43 8.28 11.60 6.32 6.32 7.02 5.58 5.58 6.21 H/L = 1,80 1,80 162 1.80 1.80 1.62 2.20 2.20 1.98 Wall Rer (Y=1;N=0) = 0 0 0 ' 0 0 0 1 1 0 V = 9.10 k 26.30 k 13.20 k 51.80 k 85.90 k 33.20 k 67.60 k 79.40 k 66.10 k v.= N/A • N/A N/A N/A N/A N/A 105.74 k 137.61 k N/A v„ = 9.10 k 26.30 k 13.20 k 51.80 k 85.90 k 33.20 k 105.74 k 137.61 k 66.10 k Acw = 345.0 in' 435.0 in' 363.6 in" 570,0 In' 570.0 in* 633.8 in* 646.0 In* 645.0 In* 717.2 In* 2*Acv*V(fc) = 43.6 k 56.0 k 48.5 k 72.1 k 72 1k 80.2 k 81.6 k 81.6 k 90.7 k 2 Curtain Reinf. Req'd = NO NO NO NO :^-;;:YES:--":" NO YES YES NO ac = . 2.40 ' 2.40 2.76 2.40 2.40 2,76 2.0D- . 2.00 ' 204 p.min = 0.00250 0.00250 0.00250 0.00250 0.00250 0.00250 0 00260 0.00382 0.00250 8 a Vu / (t>Acv*V(f c) = 0.70 1.59 0.91 2.39 3,97 1.38 4 32 5.62 2.43 OK OK OK OK OK 'OK OK OK y As.req (per ft) = 0.195 in* o.24ir'in' 0.195 Ir^ 0.308 In* 0.308 in* 0.308 in* 0.345 in' 0.527ln*., 0.345 In* Max Horiz Spacing " ' 12,-00 in/ 12.00 In 13.34 In 12.00 in llOOJn' 13.34 In e.odin 6.00 llf '13,34 in Avf = Vu/(<t>*fy*M) = 2.50 m*' 2.94 in* 2 45 in* #4 dowels @ slab = 13 - • 15 13 SPECIAL BOUNDARY ELEMENT REQUIREMENT PER ACI 318 §21.9.6.2: PIERI PIER 2 PIER 3 PIER 4 PIERS PIER 6 PIER 7 PIERS PIER9 Elastic Disp. = 0.024 in 0.024 in 0.024 in 0,065 in 0.065 in 0.065 in 0,113 m 0.113 in 0.113 in 5u = 0.010 ft 0.010 ft ; :;o,ai4 ft : 0.027 ft 0,027 ft 0.027 ft 0.047 ft 0.047 ft 0.047 ft L/[600*(5u/h)] = 14.29 in 14.29 in 15.69 in 14.29 in 14.29 in 15.89 in 14.29 in 14.29 In 15.89 in Pu.critical = 12.1 k 41.1 k -15.6 k 92:2 k -21-1 k '••::.:253;4::k?;r: 175.8 k 221.9 k Max Neutral Axis, c = 7.46 In 9.97 in 7^86-ih: 7.42 in 9.73 In 8.37 in 9.52 in 11.34 in 9 66 in Bound. Mem. Req'd = NO NO NO NO NO NO NO NO NO 1 COUPLING BEAM CHECK PER ACI 318-05 §21.7.7 (ACI 318-05 §21.9.7): Flexural Steel* Diag. Reinf Req'd** #3 Hooo Suae. Vu h d L/h Vu/bliVffcl Flexural Steel* Diag. Reinf Req'd** #3 Hooo Suae. CBI 7.1 kip 96.00 in 92.00 in 1.25 0.18 N/A 'mW'-'-'k ' N'A CB2 20.2 kip 96.00 in 92.00 in 1.25 0.51 N/A NO N/A CBS 59.6kip .60.00 in 56.00 in 2,00 N/A , NO ! WA s CB4 55.5 kip 60.00 in 56.00 in 2.00 1.27 N/A NO N/A CBS .103.4 kip 84.00 in 80.00 in 1.43 1.69 N/A CB6 57.8 kip 48.00 in 44.00 In 2.50 1.66 1.69 in*2 NO 6.00 In •^Area of flexural steel reo^dat both top & bottom of coupling beam. ' = If flexural steel can be satisfied, - IfnooiJ-StJai agonal reinforcement is not requin typical Feirilbrcement governs. CONCRETE SHEAR WALL DESIGN (PER CBC 2010 81 ACi 318-08 CH 21) PROJECT*: 2K13-170 DESCRIPTION: VIASAT BUILDING #10 PANEL S-1 PRIME Job; 2K13 STRWRALoate: IGlNEERSsht 33 -170 d PIERI PIER 4 PIER 7 2" 1#8 2#8 2#8 6" 1 #8 2#8 2#8 22" 1 #5^ 2#5 2 #5 38" 1 #5 2#5 245 54" 1#5 2 #5 2 #5 _ _58;;^ 1 #5 2 #5 2 #5 - - • d PIER 2 PIERS PIERB r_ 2#9 2 #9 2 #9 11.ss-2#5 2 #5 2 #5 20.6r 2 #5 2 #5 2#5 30" 2 #5 2 #5 2 #5 39.33" 2 #5 2 #5 2 #5 48.67" 2 #5 2 #5 2 #5 . 58" 2#9 ' 2 #9 2 #9 1:1 d PIER 3 PiER 6 PIERS 2" 1 #5 2#5 2 #5 6" 1 #5 2 #5 2 #5 19.63" 1 #5 " 2#5 2#5 33.25" 1#5 2 #5 2 #5 46.88" 1 #5 2 #5 2 #5 60.5" 1 #8 2#8 2 #8 64.5" 1 #8 2 #8 2#8 - -- — - - 10,00 0,00 0,00 10,00 20,00 10,00 0,00 0,00 10,00 20,00 30,00 i- 40,00 50,00 60,00 20,00, 0,00 2 rn 70,00 3 in 4>i 70.00 2 tn 0.00 10,00 20,00 30,00 40,00 50,00 60,00 10.00 1 0.00 0.00 10.00 20.00 30,00 j„ 40,00 ' 60,00 60.00 10,00 0,00 zaoo 10.00 20.00 30.00 s„ 40,00 S0,00 60,00 0 00 • • • • • • 00 • • • • • • 10,00 20,00 30,00 tn 50 00 60,00 70.00 70,00 •o iii 70,00 1 m cn 70,00 m 7! 10,00 0.00 0.00 10,00 20,00 30,00 40j()0 50.00 60.00 70,00 0,00 20,00 TJ fii 80,00 2 m 0,00 0,00 10,00 20,00 30,00 40jflO 50.00 60.00 70,00 80,00 2 m 71 IO BO.OO PRIME JQB:2K13-170 SJ^ STRUCTURAL iiATE:_4mzi^ ENGINEERS SHT: 34 -.099k 2.855k X .Q99k 551(2. X X X -.Q99K 5^2 i9k -.1 2|56l(2J356l(2j56k2(fe56l(2.&5Sl<2j5Sl(2j^5SR2,35^2i5^2,i5^i(2.fe5gt(2.|b5^i(2.b5^t(2^5^i( ^SSSk X X -.49% -,499k -,499k 7,194k7.1^k7.-^7, X X }i9i\ -HdH -,^9k -.^9k -.^9k -.^9k 1^ 7.1^ 4k 7.1^ 4k 7.^^ 4k 7.114k 7.1^ 4k 7.1^ 4k 7.1gbk 7.1^k X X -.499k -.499k -.4&9k 2.496k 2it96k2il96k 2, X X X X X X X -.099k 551(2 X X X X X X X X X X X X X X '9k X X X X X X X X •.^9k X X X X X -517 X 99k X X .X i55k2. X X X X X X X X X X X X X X '0:4571! X X X -,^gk ,>^l9k t96k2, m2A96k2it96k2i96k2l96k2>96k2*96k2l96k2il96k2i^ :jL496k ^496k X -,^k X XXX -.^9k X -.^ X X X X 55k X X X X X X X X tPtSTR X X X X X -14.7 38.9 -26 X -.Q99k X X X X •.^9k ;7, X X X X -,^9k X X X X X X X X X X 99k X X X i9k -,Q^9I X X X X X 499k -.499k -.499k -.499fc 7.lAlk7,1^k7.l44k 7.j,Hk 7.^94k X X X X X X X X •.499k -.499k -.499k -.499k X X X X X X X X '^-53.6 156.7 X -:Q99k J55i( : X X X X ->^k 7, X X X X -)»^9k X X X X X X .3.-231k X X X X X X X X l!fil^8k X X X X ok. • 4'*-fHD LtM(»:LC3,0,7420-rE Ri«liUfOfLC3,0.742D-tE Y-dliwtitin RaacUon unIM <n k and k-n PSE 2K13-170 S-1(Revised Right Opening @ 2nd and 3rd) 0.742D + E SK-2 Apr 18, 2014 at 2:50 PM PANEL S-1 REVISED 4-16-14.r2d PRIME J0B:2K13-170 £^ STRUCTURAL BATR 4/21/14 ''^^ ENGINEERS SHT:_^ -,099k -,^k -.9^9k -,Q^9k -,9^9k X X X Ae55l^8$ X -.499k -.499k -.499k -.^9k -.^9k X X 4k-7 X ;^4fc7' X X -.499k -.499k -.499k r2.496l^406k:2,496iS X X X X 67.3 X X X X f94k-7|f9' X X X X -.^9k X X X X X X 855l^855k:^855l X X X X X X -.^91 )l^4<6k-^ X X X X X 1.7 X X X X X -.9^9k -.9^4.^5k 51^8! fel^ X X 8$5l^8f5l X -.^9k 94k-7, X X -.^9k|-.^9k|-.^k X •^4i«7 X X X 1te7^4it7 X X X ^9k -.)^9k -)im X X X -.>^9k X 42.4 5.4 X X X X X X X X 0.457k| X X X X X X -.p^9k ii^aiSi^si X X X -.^9k f^4i?7 X X X X X X X X X .^9k -.9^9k -.9^k -.959k X X 51^.8! Si^: X X '85 51 X X i^dSi^; X -.49gk -.499k -.499k -.499k T94k-7. X ^4k7 X X ^4if7^4ifr7 X X X X X -.499k -.499k -.499k -.499k k-^496l^4i 6l^4^l^4S 6lt^4$ 6I^4S 6lt^4S 61^4$ 61^45 6I^4< 61^49 ik -|^49^k -2.496k X X X X 18.5 X .;^9k -3^1k 55k-^855k-2.855k X X X ->69k X ^41^7: X X X X ->69k X X X X X X X X X -1>^8k §4k'-7.194k X X X -1.>^8k X X X X 46.3 ^ \ 212,3 2^fFC| Hp d 55,8 LIM(!KLC4. 0,7420-E Rasulls IbrLC 4.0,7420-E Y-dlrection Reaction units are k and k-ft PSE 2K13-170 S-1 (Revised Right Opening @ 2nd and 3rd) 0.742D - E SK-3 Apr 18, 2014 at 2.50 PM P/iiNELS-1 REVISED 4-16-14.r2d STRUCTURAL CALCULATIONS ViaSat Building #10 Field Bulletins Carlsbad, CA Structural Calculations 2K13-170 SHEET 1 ttiru 34 - Field Bulletin #2 SHEET 35 thru 93 - Field Bulletin #4 PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (858) 751-3300 FIELD BULLETIN REVISIONS PRIME JOB:2K13-170 ^ STRUCTURAL DATE:.Q4:2214_ ENGINEERS SHT:. i #2 PRIME J0B:2K13-170 SM. STRUCTURAL DATE: ENGINEERS SKT:. 4/07/2014 Delta 5 Revision: The 2 openings at the first floor of Panel S-1 along Gridiine 10 have been revised from original submittal of 9'-0" high to ll'-O" high. In order for Panel S-1 to maintain the same 2"^* floor rigidity of 41.15 (A = 0.0243) which is based on 9'-0" openings as calculated in the original submittal. With a revision to ll'-O" high openings all the piers of Panel S-1 from 1^* to 2"^* floor have been thickened to 10 y2"thick which yields a 2nd floor rigidity of 40.16 (A = 0.0249). By adjusting the thickness of the piers of Panel S-1 from 1^* to 2"^ floor to account for a larger opening we are able to keep the change in panel rigidity relatively small from the original design (9'-0" high openings) therefore we believe that the center of rigidity and seismic force distribution will remain relatively the same. The out of plane panel design are ok by inspection. Please see attached calculation for shear wall design based on the latest revisions. No revisions to reinforcement are required. A PRIME JOB:2K13-170 STRUCTURAT. nAUi: 04-2014 ENGINEERS SHT:_2_ 4 - f-f- ^ pcf "1 IW .^^^^ ^1. .... i^ ^fST- fm-^'t^- . . 01^- -L^P, - PRIME JnR:2K13-170 1^ STRUCTURAL DATE:iM:2£m_ ^.ENGINEERS SHT:_± Jw-- fii^wt^ e=r"^<i. CONCREtl SLENOER WALL C(»miMng P4>eim, Elfwsts PROJECT*: 2K13-17a DESCRIPTION: Pans S-t Pier A ommcmvmw. Cle$irHel0}t, /« = Wil! Tbicimess, t = Oepm to Rehar, d = VmScsi Raber- Spsdns =1 P$m = Revml Depth'' Sev9s! fe Boittsm = 4 M RemaS - 4Q00 psi 60000 150 prf 13,00 ft 4.00 ft 8,SO in 24.30 3,260 in fe.D0O in 0,7S in a so t 2.S00 in S.OOE+OO LOAD COMBiKATlONS (CBC 1805.2.1} {16-35 (1S-4) {16-5) (1S-8) {t&.7} C16-13S) (1S-',3l3) 12,4.2.3 u = u= u- u = u = 1.20 D 1.»D 1.3S0 O.SOD 0,74 0 i.ooo 1.08 0 3S0 TO ROOF Tftk fin) Start <m Bttdffti s,so S.OO 0.00 17,00 «i2 = 6,S0 10,00 9,00 17.00 (}3 = CCM! q4 = e.so 5.00 0.00 i?5» Add'l From /'Aem Or = Gsftier, Dr = S.SO in S3 0 80 s# 0.000 i#s o.ooa kips S.OOO tops [3 SIro'er k>acf &x:mt!«7 (15-4; (1(3-55 (16.13a! (16-13b) COO 126*8 86§2 8692 5021 3S13 e.ss £.92 5,53 i 5 53 S..S2 5,53 O.OSE+OQ ,3.QSE*07 3,08£*07 1.68E-f-07 1.44E-H)7 6,27E*0S 10308 10309 2.63£-»C7 S21S Wtnf!(1.6W) O.SO L -r O.SO L C.§31, -f 160 W 1,00 QG •^ 0,75 I *D.7SL 0 !6D + 1 6Btf * S.sa Lr +1.00 Qe •t 0,7S W * aS2 Qe * 5,60 W 'Am -.SOO i I' i i P: a. a- DESIGN StnWt^V: (16-3) {iS-4| {tS-5) (16-6) (16-n 52.017 S1,4§S SS,344 50,147 46,523 tHXl t,eoi IS S,S31 •4.810 7.82S % Over K 0.0% 0,0IS 0,0% 5,0% 0,0% MItevaal: «Mr,-sa,S'S7 50,0'iS 60503 m.'m 47,663 Mfc< = 1,897 12,91S 5,720 11,101 0,2% 0,0% c.a% mm 0,0% iMlMSofl: i; / 150 = Wind 1.0400 0.0167 0.0% 1.O40O •3-0106 00% At Revaal: Wind 1.0400 0.01.51 0.0% PRIME J0B:2K13-17Q ^ STRUCTURAL i)AiE:i)4:2ai4_ ENGINEERS SHT:. 5 M* Harkontal Steel= tex VfeiJ SpBGmg = . «> = £t = Es » .1 = Sy = Sm" Oe » Fj, = Eft Wind Ar«a = WmdLaaA W' 4832 2737 1,236-K57 j e.87E-06 a002S 0,(K52S 18.00 m 0.8 0.56 3534 i^i ®!K!0 issi 7.se 0.00s 0.CK12O7 0.0171 0.7« g 0.346 Wp 12.8S psf ft m Seismic $t.O S) 4(E 1.0400 ir, COOK In 8,0% CONCRETE SLENDER WALL Considering P-Deto Effacis PROJECTS: DESCRIPTION: 2Kt3-l70 Panel S-1 PiSrA 3RD TO ROOF Strangtti at Factored Lxtad: (16-3) (1&.S) (16.S) Factored ecc, P^= ' sss.eo 321.60 228.14 151.20 524,66 Ibsm Factored awai. Pmsi!',= a,-00 0,00 000 COO 0,00 lbs« Factomd uaii, P,j^ -= 2S83.T5 2640.7S 3472,82 2273.09 1656,45 lijsW Factored, P„=-- 3139.32 2aS2,39 3700.88 2424,2S 1781.11 ibs/ft Py/A8= 47,415 SO.eSfc , OKI = 40,63 37.98 47,4S 31.0S 22,83 psi A^= 0.267 £0.6p(ixi)= 0.8«7 , OK 0.29S In* (R14.8.3) (Pj/ y'(h 12d} 0.3 IS 0.316 0,328 0.307 0.29S In* 8= (Pui-Asfy}/{0,85f,b) 0,470 0.465 0,483 0.452 043e In c= a/c.S5 s o.ssa 0 547 0.SS8 O.SSI 0.S1S in et = ^Esu ^ sj « - Ecu 0.0-.46 0.0148 0 0142 0,0154 0.0160 » 0.005 Ftif Tansion CorAio'i OK OK OK OK OK fc>f.= (A.^ 5,5(C - 2/2) ~ 577S7 57221 59272 65719 S3914 Ib-in (14-7) i«= n-A„-(d-s)*i-0c='.'3 = 18,26 16,12 18,80 17,77 17.33 in* - Mas * Pj e X /1^ ^ 1810 isesi 7223 13224 6983 Ib-in (14-4) t4=M» + P„iia 19C1 1S602 8631 14S1S 7625 Ib-w (14-5) &c = =! 0,09 0,73 0.38 0,70 0.36 in 52017 51499 53344 50147 48523 tb-in (14-3) Cheek mat m.EM„ OK OK OK OK OK i,= fa i'l 12 = 2f4,6S 274,83 2/4,63 274.63 274,63 in* (9-8) M„= 7 5n'''=l,JD,S! = 4C062 4008.? 40082 40082 40062 Ib-in (14-2) Cha* fta <l>Vi„ > k\, OK OK OK 0.K OK Defiecftm at Service Load: (lS-t3ai (15-13b) Swvtce ecc, = 348,00 361,82 ias Service awal, P^ -- 0.00 0,00 as Sennee *aH. P„ = as-o.as 2417 49 bs Service, P^ = P.^ * P„ = 2548.6S 277S,42 i)S 0,10 0,10 :n £7221 56272 1,S7 '86 B862 435S 6S35 43Sfi b-in (14-S) As = -- 002 0,01 n /ykjwstte A= 150 •|.04 1,04 n OK OK Stiesr at Factored Load; j (•SS-3) jl6-4> (1S-S) (16-7) 7 50 62,33 34 OS S8.8S 30.08 4875 40S.17 221.32 382.55 185.51 (11-3) *V5=C^75(2)fc"^t)«i 3899.63 3S9§,88 3S89.86 3eS9,86 OK OK OK OK OK PRIME JOB:2K13-170 ^ STRUCTURAL DAH:j24;2Qi4_ ENGINEERS SHT:. 6 PRIME JOB:2K13-170 STRTTCTTTRAT. PATB: 04-2014 ENGINEERS SHT:_J CONCRETE SLENDER WALL Considering P-Detta Effects (AT LOCATION OF REVEAL) PROJECT #: DESCRlPTiOM; 2K13-170 Panel S-1 P'mA ma TO ROOF strength at Factored Loatk (15-3} (IM) (16-5) 116-6) (16-7) Factored eix, Pef = 535,60 321,60 228,14 151.20 124,66 lbs Factored axial. P^axn ~ = 0,00 OQO 0.00 0.00 0.00 ite Factored wall, P^. = 2338.75 23^,75 2703.23 1781.56 1477.09 Ibs Fsciored, Pu = = 2974,35 2710,36 2S31.37 1S42.76 1601,76 Ibs As = 0,237 £ 0,6p{i5c:) = 0,667 ,„0K (R14,8,3) A«,= As4{P„,'y-(h/2<J) 0.311 0,307 0310 C,29S 0,280 in* e= (Pu-f Asf,} ,'(0.85 fjC) = 0,468 0,459: 0,4S4 0,440 0,431 In c- a-'0,85 = 0.647 0.540 0.546 C,517 0.508 in - 86219 55574 56114 S3888 S2848 tb4n (14-7) le = 17.54 17,21 17.67 16.88 16,47 In* li«ia= MKS + Prtexn, 1S10 •."113 S746 10587 5504 IWn (14^) K- Mi» 1897 12«t6 6720 11901 6016 tb-in (14.5) &.= 0.10 0.67 0,33 0.83 0,32 in »t4 = 50SS7 60016 505C3 48320 47563 Ib-in (14-3) OK OK OK OK OK i, st fe !^12 190.11 190 11 1Mi,11 19011 180.11 ir>* (9-9) . 7.5r,"i„/0.5t 3138S 31366 31366 31366 313S6 !o-in (14-2) Check thai OV,, a OK OK OK OK OK Deflection at Service Load: (16-133) (16-13b) - 0,02 0.01 in AttowaWaA= it ,'150 104 104 Cttsckthati.s OK OK CONCRETE SLENDER WALL ConstefingP'Dslta Effects PROJECTS • 2K13-170 DESCRIPTIOH: Pans) rtar A 2N0 TO 3RD Width (ffl 8.00 £.00 0.00 14.00 6.50 10.00 9.00 14.00 q3 = 0.00 ^4 s !5,63 S.OO 0,00 3,00 qS- 4000 psi 6,50 in Mic. V&iias! Seel -0.OO25 f = ' y 6000C psi Bcearitac. D = 282 sM Mm HorUoniai Steel = 0.0025 Concrm Weight -ISO pcf Eos9r.if!C, L - Audi From Above; D ~ 542 15,4?0 pif tops Ms* Vert Spacing 1^ 18,00 In Clear H9l$ht = 14,00 fi ,A*V Fmm Above.. L « ooaa kips <P-0,9 Paraimt Hmght = O.SO fl Q.&jt) Kips 085 Willi Thickness. I -8.00 id Qirdof. L » 0 000 Hps 3834 ksi M = 21,X' 111 Girder load Eccentric? £, =• 29000 l<si .%0(' if ~ 1,200 kips 7,5S Dapih ia Rebar, tf 4,750 in O003 ¥aiticalRab9r~ Spacing = 9,000 in o.epi = 0.00207 0.01^ Ses/ @ eacA- Face = 2 (#isyers) 0,700 g 0.346 Wf, ,^?evs8/0&pft -C,7S in Eff. Wind Area = 210 ft= 7 -30 t 12,88 psf cf« Re-/s9': " 4.750 m 12,88 psf (16-2) (1S-4; {16-Sj (ID-S) (18-7) (1S-133) {t8-13b) - J 0.00 1817? 15442 18177 15442 8521 i 8184 ItHH/ft 7,00 7,C« 8,1S 7,00 s.ia 7,00 ! 8,12 « A„„=| 0,OOE-*-OD S,34Ef-07 4,62r,-»-07 5,34E+0T 4.52E-(07 2.51E-K57 j 2,45E-«)7 IB Ati Revaal: Ms = ] 0 15*48 18177 1S146 8521 ! 804S lb4r./ft &o=f O.ODE+OC .5.34E+a7 4 6lE-*07 5 346*07 4,61 E+07 2,51E-^07 j 2.4SE-t07 IB LOAD COMKfiATIOHS (CBC 1605.2.1) (1S-2) (16-4) ;is-5) (15-6; (16-7) (16-138) {16-13b) 12.4.2.3 DEStSr^SUMSIARV: U = u = A = A = E- 1,20 D 1.20 D 1.3-5 0 0.30 D 0.74 0 1,30 D 1,38 D ^ 1.&S L O.SOL " CSC L * 1.60 W i-I.OOQ* *C,7Sl I- 0.?6 t 0,2SMD 0 15 0 * O.SO l.r too Qa • Q.7S W 0.53 Qe • 1.60 VV Strength: (1S.2) (13-41 (15-*] (13-8) CI&.73 95,120 89,54' 82.005 78.362 ib-ip M„ = 14,497 28.702 27,82e 2S.36S; 19,71 < i»4.'i % Ovsr =: 0,0% 0,0% 0,0% 0.0% 0,0% MRweal: 82,197 87.170 89 2S0 79,857 77,379 IWn 14.602 23,847 27.884 23,331 1S.493 lb4a covers 0,0% 0.0% 0,0% 0.0% 0.0% iSefiectiort: \W>,-xi Saismic At itevsaS: Seismic ip /160 = S,i200 1 1200 in 1.1200 1,1200 in 0.02S1 G C248 C.0231 0,0246 ir; 14 Over = 0.0% S,C% cm r, 0% PRIME JOB:2K13-170 Si^ STRUCTURAL DATK:JM=2QM_ •'^^ ENGINEERS SBT:_a CONCRETE SLEJIDER WALL ConsKJerifjg P-DsSa E»sots PROJECT*: DESCRIPTION: 2K13-170 Panel S-1 PierA 2ND TO 3RD Str«ngttt at Factored Load; <16.2) (16-4) (16-S) (16.S) (16-7) FaotorKi eoc, Pai = .- 3S16,6Q 1828.20 1S81.85 761.40 627.75 Ibs/ft Factored axial, P,^, ~ =^ 38S18C S832 80 4201,58 2784.60 2295,82 teffl Factored wetl, P„,= = 18t5,-00 1815.00 2168,18 1S44.0S 1034,01 »is/R FacteJ. Pa = = 6264.50 7476,0C 8331,62 5090,08 3857,57 iDsm. Pu/ As= mSI S0,OSfo ., OKi 98.51 77.88 66,79 83,02 41,22 psI As= 0.267 S O.enHbci) = '-074 ...OK (R14.8.3) A.„ = As * (Pu/ '(h / 2C) K 0,3S7 0 372 0,384 0,338 0.322 a-' (Pu-^Aslj)/{0.8Si;i3) C.61S 0,576 0,586 0517 0.489 in a/0.85 = 0.728 0,677 0.702 0,606 0,575 in 00160 0,0181 0.0173 0,Q2O4 0,0218 i- 0.005 for lonsioft Control = OK OK OK OK OK rs4= (Aj.\)(d-a.'2) =; 10S889 99490 102463 91117 871D2 Ib-in (14-7) nAs.to-O^-t-s-c'M ~ 50,07 47,87 48,83 44,7? 43.23 in* I>*a.= H«*Pa8>:'it 11755 24119 :!2902 2.0652 17628 IWn (14-4) M.»i«»-^P,,iW 14487 20702 27626 23368 19711 Ib-in (14-S) A, = •= cao 0 61 0.59 0,53 0.48 in -65120 89541 92217 82005 783^ ib-in (14-3) aeri; fhsl %i S; M„ OK OK OK OK OK = 512,00 512,00 612.00 512,00 512.00 in* (S-«) F^= 7,Sf,'-*ig;05! = 60716 60716 60716 60716 60716 tb-in (14-2) Chsck that spM,, ? Wc-OK OK OK OK OK Deftec^on at Service Load: (1S-13S) (16-13b) Service eoc, Pj,. = 20SS.80 2135,67 lbs Service asda!, P^eMi = ^274,00 3530,61 lb« Service v»?, 9^ = = 1S12.50 1SiB,86 ibs a6,-vic«>, Pj - Pji * 8«S2,00 7182,93 i!3S s ls.1,„/(48ij) « COS O.OS if! M.' !A„g;a-a/2) = 984S0 102463 sc-in Sf41,^(48 £.!„) 1.SS 1,55 fi<„ « -t e X.' i, 15233 1623S M = M.,*P^4, = 1S331 16412 ib-ifi (14-8) 4° ~ C,D2 002 tn /S^iowsote a~ ISO - 2 .1 X 1.12 m OK OK Stiear st Fsictored iMsd: SBSy/l 121^*) Vu= icW«;2 (11-3) *V«= 0.7S(2)f'^''''b!3 Cliecii Siat OsV.; * V„ (-.6-2) 49-21 3-16,17 6407 49 OK (16-4) 67,63 683,38 5407,49 OK PRIME JOB:2K13-170 STRUCTURAL DATK: 04-2014 ENGINEERS SHT:__a_ (16-5) <16-6! 94,65 7948 652,53 556,38 5407,49 8407.49 OK OK (16-7) 67.04 459.31 6407.49 OK CONCRETE SLENDER WALL ConiiKWr« P-Ddia Elfeds (AT LOCATION OF REVEAL) PROJECT* DESCRIPTION: 2K13-170 PwwIS-l PierA 2fiD TO 3RD Strengtti« Factored Load: Factored ecc Pj '- Factored axiat. Factored vwilt, P«, = Factof«i, Pu = A.= (16^) 3616,80 3832 80 1615,00 9264 SO (16^) 1S36.2C- 3832,80 1815,00 7476,00 (R14,6.25 (14-7) (14.4) (14-5) (14-3) (9-9) (14-2) 0.287 S O.epibd) = A«,= As + (Pui"Vl!!l/2d) a = (Po +Asf,,)/(0,85 f,fc) c = a / 085 M. « (A»f,)(d-a(2} l« = fJkm'^ i«^-*-P^®X/i. M|)= i«Sui,-t- Pi,4, Checli chat *!s5., a fA, i,= ii2 7.Sf*^'*!<i/0,5t Check tliat Ofi/S, a M„ 1,074 .OK PRIME JOB:2K13-170 STRUCTURAL wn, 04-2014 ENGINEERS SBT. m (1$-5) 1861.85 4201.58 2063,94 8217,38 (164) 761.40 2784.60 1351.25 4907,25 (16-7) 627.76 Ibs 2295.82 Ibs 1122.31 IbB 4045.87 fbs 0,385 0,362 0.371 0.325 0.318 in' 0,819 0.575 0,594 0.512 0,491 tn 0.729 0,677 0;69S 0.603 0.578 tn 102441 96856 9S178 88730 8SS77 IWn 48.58 43,63 47,45 43.68 4Z6S in* 11755 241 IS 22608 20652 17S3S Ib-in 14802 28847 27684 23331 194S3 INn 0.31 0.63 0.52 0.65 0.48 tn 92197 8717C S8260 79857 77379 Ibnn OK OK OK OK OK 381.08 381.OS 381.08 381.08 381.08 rn' 49865 48866 4886S 4886S 4S865 tb-in OK OK OK OK OK Deflection at Service tawi'. Mowab!s<l= it; ISO Ct?8cktt;a!A.,sAji (16-13a) 0.02 1,12 OK (IS-IJb) 0.02 '..i< OK CONCRETE SLENDER WALL Ttik (in) WiOsh (| SWg End|t| 10,75 6,00 0,00 15.00 PROJECTS: 2K13-170 6,50 10,00 11.00 15,00 DESCRIPTION: Panel S-1 q3 000 PiiarA 1ST TO im q4 000 Q5 DESIGN CRITERIA: 4000 psi e = 8.38 in t/iif) Vertical Steel = 0.0025 60000 psi Eccentric, D = 282 plf Mtn Horizontal Steel = 0.0025 Concrete Weight = 160 pel Becmntnc, L ~ 542 plf MsK vm Sparing = 18,00 in AtSd'l From AbovB. D = 31 980 kips Clear Height, f. = 15.00 ft .Add'l From Aiiove, L -8 130 Kips 0.9 Parapet Heiglit -0,00 fl Girder, D = 0 000 Kips P,' 0,85 Wall ThiokrtBss, t -10 7:j in Girder L -0 000 i(tps 3834 list 16,74 IjjJ Gii'dffl" Load Etcentric? = 29000 ksi Rool, U = 1,200 kips n -7,56 Depth to Rebar, d = 7.S0S in ^Ci2 ~ 0-003 Vertical Rsbar-#4 h = 0.00207 Sp&cmg = 9.000 in O.Sfi, ~ 0,0187 Steei @ Each Fece = 2 {# layers) So, = 0,754 g Qi=F,.= 0.346 Wp Reveal Deplly = 0.75 in Eff. Wind Area = 225 ft* RS¥ea! to Bottom -mndLoad. W~ 19,08 psf d ai Reveal = 7 500 in (16-2) (18-4) (16-5) (16-6) (18-7) (1S-13a) (16-13b) M,^5 = j 000 30SD3 1 18606 30803 18 S06 144S6 8716 Ib-mm X ~1 ^ 1 7,S0 750 j 8,18 7.S0 8,16 7,50 818 ft A,„s.--! C.OOE-*00 1 04E-i-OE ! 6 34E-I-07 104E-tOS 6.34E*-07 4 8SE+07 3,33E-i-07 /El At Reveei: 0 303C3 t ia3B0 30903 18 390 ! 14465 9655 Ib-in/ft 0 OOE+4OO * C-iE'^DC 1 6,34Ei07 1 04E+S3 634E-I07 i 4 89E-<-07 3,33E+07 /El ,_„.... Wind (1.6 W) LOAD COMBINATIONS (CBC 1605.2.1) (16-2) U = (15-4) U = (16-5) U = (16-8) U = (16-7) U = (16-13s) A = {16-13b) A = 12,4,2,3 E = DESIGN SUMMARY: 1 20D 1 2'JD 1.35 D O.SOD 0.75 D 1.000 1 i18D ± •*-1,60 L 1- O.SO L + 0,S0 L + 160 W * 1 00 Oe *0.75L •I- 0,75 L 0.i^S*;3jjD 0,15 D -1- 0,50 y t 0,50 Lr ^ 1 ,C0 Qi? » 0 75 W f 0,53 Qe- + 1 CO W -,«.0S -2,00 10 00 tl,00 4 00 300 3.0!! StrengJli: (16-2) (18-4) (16-S) (16-6) (16-7) <t>U,: = 175 719 160.301 166.012 141,635 134.757 Ib-in 17,266 42,961 30.8S1 36,828 22,852 ib-in %Over = 0.0% 0 0% 0 0% 0.0% 0 0% At Reveal: om-170,600 1SS,303 161,210 138,393 132.892 Ib-m 17,337 43,085 30,857 36,840 22,776 IWn % Over = 0.0% 0,0% 0.0% 0,0% &.0¥« Deflection: Wind At Reveal: Wind Seismic / 150 = 1.2000 1.2000 in 1.2000 1,2000 in Max ti -0.C166 0.C13& in 00165 0.0139 in % Ovsr = 0,0% 0 0% 0 0% 0,0% PRIME JOB:2K13-170 STRUCTURAL MTR 04-2QI4 ENGINEERS SBT: II Seismic (1.0 E) 54 00 B OG son .)« 2,00 0 00 PRIME J0B:2K13i170 fiA STRTICTIIRAT, un-. 04-20i4 ENGINEERS SHT:. 12 COKCRETE SLENDER WALL Considering P-Defta Effects PROJECT #: DESCRIPTION; 2K13-170 Panel S-1 PierA 1ST TO 2ND Strength at Factored Load: Factored ecc, P„, = Factorea axial, POMI ' Factored wall, P„„ = Factoresj, P„ = Pu/A,= {R14,8,3) (14-7) (14-4) (14-5) (14-3) (9-9) (14-2) 124.05 SO.oefc. , OK; As = 0 267 £ a.SpfM'} = 1 A„= A2-*SPi,/f,)-{ri,'2ri) a= (Pi., *A5.f,)/(0851,13) C,= a/0 85 F-1 = iicv •' si ^«*Pu&„ m,.= Check that <3>M„ i M„ 1,= bl'/12 M,,= 7,6f/''l,ia5t Check that ®M„ ^ (16-2) 3SI6.80 10395.80 1989,38 15002,98 124.05 0,458 0.784 0.823 OK 195243 162.03 15145 17266 0 13 1T5719 OK 1242,30 109632 OK (16-4) 1628.21 8608.2! 19S9,3i 12425.7: 96 3: 0.41; 0,89' 0,821 0,024; Oi, 17811:, 142 3 38651 4296 Q3i 16030 0> 1242 3! 109S3: OC (15-5) 1955,82 9453 2336 13745 02 44 27 Deflection at Service Load; i 1643a) (18-13b) Service ecc, Pd = = 2055.50 2132,5; !bs Sen/ice axiai. P„„„ -778S.S0 8302,0; IDS Service v<;ail. P,.„ = 1557 8! 1691,.22 lbs Service. P^ = P« + P„ = = 1151881 12125.7^ Ibs K=5U„ i,'/{4eE,i„} 0,08 Q0£ in K= (A«, y(ci - a/2) 178113 16.445E !b-in SM„i,*/(48E,l,) ~ 110 i,i; tvl^a ~ fiStij * p.l ex/ 1,. » 23135 1944S M = M„ + P,. ii. ~ 23325 1S61£ Ib-if! (14-8) = 0.02 0.01 in Allowable &= l^l 150 1.20 1.2C in Check tf-iat &jS CK OH Shear at Factored Load: (11-3) *V„ = 8l*4,/( i2l/) it w,.^ / 2 0,75 {2)fv'''fcd C!ieci< that a>V„ "£ V„ (1S-2) 51.16 383.68 8538.15 OK •) 127 2« 954.6? 8638,1 Of<! 106.55 0431 0,729 0,858 0,0232 OK 184468 146,30 27433 S0SS1 0,25 166012 OK 1242,30 109632 OK (16-5) S1.53 688.47 £538.15 OK (16-6) 761.40 5756 1638 8156 0.364 0592 0 697 0.0293 OK 157372 128.81 34091 36826 0.34 141635 OK 1242,30 109632 OK (16-7) 633,78 Ibs/ft 4791,58 Ibsffl 1174,00 Ibs/f! 6599,37 lbs/ft 63.23 51 IS psi (16-6) 10S.12 618,40 8538 15 OK 0.SS4 in 0,652 in 0,0315 OK 149730 Ib-in 123,65 in* 21399 Ib-in 22852 Ib-in 0.22 in 134757 Ib-in OK 1242,30 in* 109632 Ib-in OK (16-7) 67 71 507 82 8538 IS OK CONCRETE SLENDER VsfALL Considering P-Oelta Effects (AT LOCATION OF REVEAL) PROJECT #; DESCRIPTION; 2Kt3-1-0 Panei S-1 PRIME JOB:2K13-170 ^ STRUCTURAL DAiE:j24i2ai4_ ENGINEERS SHT:_I3- PierA 1ST TO 2ND StrengBi at Factored Load: (16-2) (16-4) (15.S) (16-«) (16-7) Factored ecc, P,,, = 3816,80 1828,2; ! 1955-82 76140 633.78 Ibs Factored axiai, = =; 1C39S80 8608,2; ) 9453-02 5756.40 4791.58 Ibs Favored wall, P^ = = 1989,36 1989,3; i 2239.45 1492 03 1241,95 lbs Faaored. P„ = -• 16C02S6 12425.7; s 13648-29 8009.83 6667:32 lbs As = 0,267 s. 0.6p(bd} = 1,684 , OK {R14.8 •3) A«= As<(Pu/f,)(h/2d) = 0,444 040; > 0,418 0356 0,341 in' a= {Pu-i-Asf,)/(G.85fjb) = 0,784 0,69' 0,727 0.588 0,556 in c= a/0 8S 0923 0,82 1 0,855 0.6S2 0,654 in = (A* Vifd - a/2) = 189558 17366; i 179122 163770 147657 Ib-in (14-7} - 146 57 1388 142,21 126.00 121,92 ir," = 15145 3355! 27318 34091 21283 Ib-in (14-4) 17337 4308! 30867 36840 22776 Ib-in (14-5) = 0,14 0.3( 0,26 0.34 0,22 in = 170600 15530-181210 138393 132892 Ib-in (14-3) Check tnat «M„ a M„ OK Ot OK OK OK I,= bf-/12 1000.00 1OO0.O 1000,00 1000-00 1000.00 in* (9-9) M„= 7,Ef,"!.,/0 5t = 948S8 9486 64868 94868 94868 Ib-tn (14-2) ChacK thai ©rvl, i M„ OK Oi OK OK OK Deflection at Service Load: AliOf*abie&= it/l50 Check that 4. s/i*»» (16-13a) (16-13b) 0.02 0.0 1,20 1.2C OK 0S< 8S2i6.88:^.Bl^.88^5,8g^,88^,88^6,&1?g,#:^,f8:^ *5j^ PRIME JOB:2K13-170 ^A STRUCTURAL DA!E:JMi2£n4_ ENGINEERS SHT:_2^ 6.5 i 6,S ; 6,S ; 65 S-.5 S 5 S-5 6 5 «.5 £.£ @ £ 6 5 . es »6 i.» i S ; S as 6 £ fife i^^ UsKrLC t. RiOOITY ,i?«sii!!t lOfiC !, RiOOiTY PSE 2K13-170 -1(1 r-0" opening) RiGIDITY .38 6J e,5 .,6 t.S S,6 6,5 ; 8 ; » 6,5 6S ni.5 '0 6 1, S; i-i;,s « 6 i.r, «.S tot 10 . ISS 15 S to 1. ;s.i It.. I tSiS, 6 5 «,6 lOS : i; tot. 1 !«5 e S ! 6.5 SK-6 :Apr6. 2014 at 10:26 AM i PANEL s-1 REVISED 4-3-14.r2d Company Designer Job Number 2K13-170 S-1(ir-0" opening) PRIME J0B:2K13-170 STRUCTURAL mni; 04-2014 ENGINEERS SHT:__L^ Apr 6, 2014 10,26 AM Checked By: Story Drift (By Combination) LC Sfery ..^ JoinMX) Xi )rtftfjn] %ofHt 1 1 1 1 i 2ND 5249 .0138 2 ! 1 \ . 2 i ,3RD 1 1277 .0165 3 j 1 i 3 i ROOF 5287 .0184 PRIME JOB:2K13-170 WM. STRUCTURAL I>AT8:J4;2Q14_ ENGINEERS SHT:^L^ fcl; 2,855k _2S55k2J5»^^^^^ 6* «i S5 e.5 6,5 6,4 i e« ; 6.S ; iii 1^ -al-*- $5 65 ; fc'S 6.i 5,i S3 »s ; 8 s : &s p,i ; LM ; M 6* ^ 6.5 > S.S s.5 S 6,5 i !;.5 Ci ; oi 1 6(. ?.194N7J^7\1^J,1^7J^iJ.^^1^7,.1^^ 6 S 6 -5 df,-7 PRIME J0B:2K13-17Q STRUCTURAL MiRjiiQi^- ENGINEERS SHT:_JLZ £.4 S.S «.S S.S 6,5 8,5 es [ 1 65 6J S.S 6S I B.S j C5. 6:5 e.s 5.5 7-1^..JLipLlJ|4k_^ ».5 6.S 'r. :'4i',K i:4im Z.^SCik l496k 6s ; Its 6S ej ; 10.5 to5 ; tu* 6J 5:S 1S.S ; tO.5 ita.i is:- \ 10,5 3.5 K.i 105 10-5 10.5 ;, I ^ --^^ >—.* ^:..„, ^4 • c-6 6. ?- Retill!s(a-LC2,SSS«iC PSE S-1 (11-0" Opening) 2K13-170 10 5 ICS A , ^ 5 f/-> SK-7 Apr6, 2014at10;29 AM PANEL S-1 REVISED 4.3-14.r2!d -,099H[- (im - oW - 099k - tf 9k - K» S^9t - C^'- PRIME JOB:2K13-170 STRTICTIIRAT. un-. 04-2014 y^&. ENGINEERS SHT: IS mk O^Sk-OfSK .-am-3^31 k ij 45711 -.489k -,4S9it -,498l« -,teKS - *ffi9K -.4« -.-^S!^ -,4t -n 4;VK -'i,'.' -I'm - 4|it/n 4'i0k-.4«9k, 7 194k 7,1|4kT.i^AU 7,1g4.k 7 1|4k 7,^4k 'r.%S^4k 7. i|4k ? 1^/- 1^4^ l^k / l^lK / 1^4k X .A, -,499H -.4g9k -.498N -,4S9I« -.«S9ki -,499to -.|Ea9K • 13 457K - 4S9k --49-9k! 2,496k2.|l96k2i96k2,^e6i<2,^96k2,^9C»2|8ek2|9SKS/'i:-) 2^9-jk2f q&\2/.?6yjt9| i X L m m^^'(Si> x ; S.i^, % Go'csx loaas; IC 3, ft?«m * E If " ? ^^P RStuRS t« tc S, I3.T42D + £ V-^!E«£tlon r*eti«^on ofitis are k ane *-ft ' $.!?)/( 9 1916-.Msk-.iaSkl ->§9rf-1,^8k rff^"^^ 202,5 SK-8 PSE S-1 {ll'-O" Opening) I Apr 6, 2014 at 10:39 AM PRIME JOB:2K13-170 STRUCTURAL DATRjMiZaiL ENGINEERS SHT:_I^ 99k - 09t.K - a|'&k - qi>3(^ f/9k viS&f 0;>&k %,iJk r J!i-4ik 09ik. q99k-c|)9k, Of-Sk O^k -<599k-3^1k. 2 sl"?^2 oKS(-2 &^5K-2-85f K ?. SS5K 2 8?5K 2 {"fek 2 SI'-'TK^ 8?6k? 855k2 B5Sk:855k-2 855K 2 sl*2.85lr-2:85lk-2,855}5 -.4S9k -.498k -.49gki -.4®« -,4S9k; -.fek; -,^9i<| X j -,4^9^ -.499!^ ! X I X i X i X i X ^ : ^ x "x yh-7%4t7'?S4ii7%4'r7l'?4k-7.t54k-7,194k X ! -,49Sk -.499k -Mm^ -,4Sgk - 41-/«k - 4Sgki - 4<'.9i( A'ns 493K - 4S9!^ -,449ki ..-L , i* t« L te W ''C V IU , ,,t. i r2.496i<:-2.4»6it.2.4»-2 49CK-2,4t6K 2 4Ce< 2 «36rt J 4556< 2 4<?6v2.4llkr|:4S6K-; PSE 2K13-170 S-1 (ll'-O" Opening) 0.742D - E &K 499K .4m -499k-lJl8k! 495tt-2 4VJK-2 4f3k-2.49|k574%k-2.496k X \ X PROJECT «: DESCRIPTION: GEOHSETRY: L«= 5.00 a L, = 5.00 ft t2 = IG.OOft Lj= 5,00 ft U= 10,00 ft Ls = 5.56 ft CONCRETE SHEAR WALL DESIGN (PER CBC 2e« & ACi 318-«8 CH 21) 2K13-170 ViASAT BUlLDiNG #10 PANEL S-1 PRIME Job; . STIICTURAL Ogle;. EN0WEERS sw; . 2kl3-170 4/2014 20 < > CBI IP PiER 1 PIER .2 L5= O.OOft .,•1221^, Hot I f Hj= 15.00 ft C83 AS' Hs = 29.00 ft H„ ~- 42.00 ft HA= 11,00 ft Hg = 3.00 ft Hc= 6 H0= 3,00 ft Hf = 4,00 ft 00 ft 00 fl LOADS: Unfactored Uni iform Loads: WQR = 0, WLR= 0 WDS = 0. WL:, = 0, Woa = 0 = 0 056 klf 080 S^lf 282 kff 542 klf 282 klf 542 klf iinfactoreO l^oinl loads 21,33 ft Pfm" 6 14 Kips PAW- 3 56 kips PACSS • i 4i kips P^a2= 13.42 kips PAL2= 17,57 wps Xa = 40,56 ft Pa-s.= 4.22 Wps P.?i;.«- 3,15 kips Pg£)3= 1.40-kips Pg,:, - 2 62 kips P&-)2 = 1 40 kips Pg^2 = 2,S2 iitps LOAD COMBINATIONS: (D IP .C8 2 ! PIER 3 CB4 Pgn^Tiiickness: -YPICAL = 6.S0 in PiER 1 = 6,50 in PiER 2 = 8,00 m PIER 3 = 6.50 m P!E,R 4 = 6,00 in PiER 5= 8 DO in ,oiER 6 = 8,00 in PIER 7= 10,50 in PIER 8 - 10,50 iri PIER 9= 10,S0in Parapet = 6,50 in Re^at in Piers: LC 1; is-1.20 D ^•1,30 I * 0,50 Lf HA = TRUE LC2: U = 136 0 -!• 0,60 L •+ 1.00 Qe Hc= TRUE LC3: u = 0.74 D •»-1-00 Qs Hg = TRUE E = Q5; ± 0-16 0 DESIGN PROPERTIES: ro= 4.00 ksi fv= 60-00 ksi Cone. Wt. = 1500a (Sssi = 0.6 M= 0,6 pt = 0.0025 Scs= 0-789 1= 1 H/L= 1 ,00 00 294 RISA OUTPUT: Shear (Negattye to Laft): PfER 1 = -10 SO kios PiER 2 = -25,S0 kips PIER 3 = -12 20 «ips PER 4 = -41 70 kics PER 5 = -S4 40 kips PiER 5 = -44 ,50 k;ps PIER 7 = -62.00 kips PIER 8 = -78.80 km PIER S = -72.40 kss Coupiinq Bearr CB 1 » 1 08 2= 1; CB 3 = 5- CB 4 = 5| CB5= 3- CB e = 8' 351 S4.2; 80 kips 70 kips SO kips 00 kips kips .70 kips Storv Drift: 2ND = 0,0484 in 3RD= 0.0413 m ROOF = 0,0240 in COt«tCRETe SHEAR WALL DESIGN (PER CBC 2010 a. ACI 318-08 CH 211 PROJECT* 2K13-i70 DESCRIPTION: VIASAT BUILDING #10 PANEL S-1 CALCULATION OF FACTORED AXIAL FORCES AND UOmEWrS ON WALL PIERS: PIER PL SEISMIC PE Me 1 0,8 k O.OOft 15.8 k a» ft 0-0 k 0.00 ft RIGHT -11,8 kip -47-7 k-« 1 0.8 k D:ooft 15.8 k O.OOft 0.0 k O.OOft LEFT It.8 kip 47.7 kip *> 62 k, 3.31 ft 17,1 k OOOft 0.0 k O.OOft RIGHT -08 kfe -77.4 k-ft £. 6,2 k 3,31 ft 17.1 k O.OOft 0,0 k O.OOft LEFT 0.8 kip 77.4 kip •% 5,6 k 3.81 ft 12.1 k -1,34 fl 0.0 k -2;50fl RIGHT 12.5 kip -36,6 k-ft >> 5.6 k 3.91 « 12 1 k .1,94 ft S.Ok -2.50 ft LEFT -12.S Wp 36.6 kip & 5.1 k O.OOft 2S.3k 0.00 fl 8,1 k 0,00 ft RIGHT -66.5 kip -167:6 k-ft *^ 5.1 k O.OOft 29,3 k 0-00 ft 8,1 k 0.00 ft LEFT 66.5 kip 187.6 Wp 22:0 k 2.95 ft 30.6 k b.oo ft-23,4 k 2.50 ft RIGHT -2.0 kip -253.2 k-ft 9 22.0 k 2.95 ft 30,6 K 0.00 ft 23.4 k 2,50 ft LEFT 2.0 kip 253.2 kip (\ 11.8K 0,43 ft 23,2 k -1,76 ft 10,7 k -1.S4ft RIGHT 68.6 kip -133.8 k-ft w 11.8K 0,43 ft 2:3.2 k -1.7611 10,7 k -1.94 ft LEFT -68.6 kip 133.8 kip 7 8.3 k 0,00 ft 44.9 k 0,00 ft 16,3 K 0.00 ft RIGtfr -160.4 kip •«82.0k-ft 7 S.3k 0.00 ft 44.9 k 0,00 ft 16,3 k 0.60 ft LEFT 150.4 Wp 682.0 Wp 8 37.9 k 2,89 ft 46,1 k 0,00 ft 46,7 k 2,50 ft RIGHT 5-3 kip -856,8 k-ft 8 37 9 k 2,88 ft 46-1 k O.OD ft 45-7 k 2,50 ft L£FT -5.3 kip 866,8 kip 9 18.0 k -0,57 ft 37,0 k -1.51 ft 21.4 k .1.94ft RIGHT 155.7 Wp -786,4 k-fl 9 18.0 k -0.67 ft 37,0 k -1.S1 ft 21.4 k -1.94ft LEFT -155.7 Wp 796.4 Wp MIN AXIAL MAX AXIAL CRilfCAL PIER Mo ML Pu Mu % Over 1 0.0 0,0 0,6 k -47.7 10 9 k -47.7 24.18 47.70 289.73 OK 1 0.0 0.0 24,2 k 477 34 5 k 47.7 24.18 47.70 289.73 OK 2 -20,4 0,0 16 4 k -S2,5 30.7 k -105.1 30.74 -105.08 -ie8,03 OK 2 -204 0.0 18,0 K, 62,3 32.3 k 49,7 30.74 -105.08 -ie8,03 OK 3 1.6 0,0 25,7 k -364 36.6 k -34.4 25.68 -35.42 -367.79 OK 3 1,6 00 0 7k 37,3 11,6 k 38.8 25.68 -35.42 -367.79 OK 4 0.0 0.0 -41.0 k -187,6 -15.Fk -187.6 92-04 187.60 656,85 OK 4 0,0 0,0 92,0 k 187,6 117,3 k 167.3 92-04 187.60 656,85 OK S -65.0 -58.3 37,0 k -301-4 81.1 K -370.6 81,OS -370.56 -944.03 OK S -55.0 -58,3 41.0 k 205,0 85.1 k 135.8 81,OS -370.56 -944.03 OK 6 35.7 20,7 94,6 k -107.3 121.4 k -74,9 -15,77 192.67 1029.30 OK 6 35,7 20,7 -42,0 k 160-3 -15,8 k 192,7 -15,77 192.67 1029.30 OK 7 0;0 0.0 -110.2 k -582.0 -6a,7k -682,0 -110,19 -682.00 -672:07 1.48% 7 0-0 0,0 1S0:8k &82,0 232.1 k 682.0 -110,19 -682.00 -672:07 1.48% ^ -109.5 -116,7 67,8 k -S48,1 142,7 k -1073.8 -948.08 -947.15 S.10% o -109-5 -116,7 57,0 k 785,5 • 132.1 k 659,8 -948.08 -947.15 S.10% 9 67,7 41,4 196,5 k -746.1 241,0 k -«83.? -114.33 846.68 820.47 3.18% 9 67.7 41.4 -114,:9k S4S.7 -70.4 k 909.1 -114.33 846.68 820.47 3.18% PRIME J;*: ENGNEERS she 2K13-170 4/2014 PROJECT* DESCRIPTION: CONCRETE SHEAR WALL DESIGf^ (PER CBC 2010 & ACI 318-08 CH 21) 2K13-170 ViASAT BUILDING #10 PANEL S-1 PRiME Job; 2kl3-170 STRUCTUPA D»ie:4/2Q1A ENGWEERS snc INTERACTION DIAGRAMS: Piers 1,4,7 1«0-0 •aoroo -1500,0 -IODO, oxt i«»e 18(3,0 aooao Piers 2,5,8 •4Q0,D CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21] PROJECTS: 2K13-17G DESCRIPTION: VIASAT BUlLDiNG #10 PANEL S-1 SHEAR CALCULATIONS; Effective Thicktiess = Pier Lengtti = L/t = H/L' Wall Pier{Y=1: N=0} = V = Ve = V„ = Aov = 2'Acv*v(fc) = 2 Curtain Reinf. Req'd • oc = p.min: ^.req (per ff)' Max Horiz Spacing' PRIME J*:_ SMCTURAL Qmm EN0WEERS sw ^ Elastic Disp, = 5u = L / (600*(5um)] •• Pu.orlical • Max Neutral Axis, c = Bound. Mem. Req'd • PIBR1 PIER 2 PIER 3 PIER 4 PtER 5 PIER 6 PfER 7 PIER 8 PIER 9 S.76 in 7,25 in 5.75 in 7.25 in 725 in 7,25 in 9.75 in 9.75 in g.75in S.Wft 6,00 ft 5.56 ft 5,00 ft 5-00 ft 5.56 ft S.SOft 5.00 ft 5.56 ft: 10.43 8,28 11,80 8.28 8.26 9.20 6.15 6.15 S.84 1,20 1,20 1.08 1.20 1,20 1.08 2.20 2.20 1.98 0 V 0 0 0 0 0 0 0 D 10.80 k 25.80 h 12.20 k 41.70 k S4.40k 44,60 k 62,001^ 78.80 % 72.40 k N/A N/A N/A N/A N/A H/A WA N/A N/A 10.60 k 25.80 k 12.20 k 41.70 k 84.40 k 44,60 k :62.00 k 78.80 k 72.40 k 3«S.0iii* 43S,0 Irf-383,6 in^ 435.0 in' 435,0 in' 483.7 in* 586.0 in' 585,0 in' 650.6 In' 43.6 k S5-0 k 48.5 k 66.0 k 55.0 k 61.2 k 74.0 k 74.0 k 82.3 k NO--'' NO NO NO YES NO NO YES NO 3,00 3.00 3,00 S.OO S.OO 3,00 2.00 2.00 2.04 000250 0,00250 0,00250 0 00250 0-00250 0.00250 O.0025O 0.00250 0.00250 0.81 1,58 0,84 2.53 5.11 2.43 2.79 3.55 2.93 OK OK OK OK OK OK OK OK OK i.lSSW 1 0.240 in- 1 0.18i in» 0.240 in' 0.240 W 0.240 in' j 0.315 in' 1 0.315 in* OJli in' 12,00in 1 12,00 in | 13.34 in 12.00 in 12:00 In 13,34 i» 1 12.00 in j 12,00 in 13.34 in / / '-^ V' Avf = Vu #4 Clowe EM ENT REQUIREMENT PER ACI 318 §21.5,5.2: / / '-^ V' Avf = Vu #4 Clowe EM ENT REQUIREMENT PER ACI 318 §21.5,5.2: «(s^-fy-p) = ris @ slab = 2,30 in' 2.92 in' 2.68 in' / / '-^ V' Avf = Vu #4 Clowe EM ENT REQUIREMENT PER ACI 318 §21.5,5.2: «(s^-fy-p) = ris @ slab = 12 15 14 / / '-^ V' Avf = Vu #4 Clowe EM ENT REQUIREMENT PER ACI 318 §21.5,5.2: wggj. PIER ,2 PiER 3 PIER 4 PlgP^.S PIER 6 PiER 7 PIER 8 PIERS 0.024 in 0.024 in 0,024 in 0.065 in 0,06Sir) 0.085 sn 0.114 in 0,114 in 0.114 In 0.010 ft 0,010 ft 0.010 ft 0 027 ft 0,027 fc • 0.027 ft 0.047 ft 0,047 fl 0:047 ft 14.29 in 14,28ir, 15,8S in 14.29 in 14 ,29 in 15.89 in 14.29 in 14.29 in 15.88 in 10.9 k 32,3 k 11-6 k •15,7 k 85.1 k -15,8 k 230.7 k 142.5 k 239.5 k 7.38 in 8,71 in 8,39 in 9.28 ip 10-75 in 10.81 in 9.58 in 10.36 in 10.96 in NO NO NO NO NO NO NO NO NO COUPLiN© BEAM CHgCK PER ACI 318-05 §21-7.7 (ACt 318-05 §21.5,7): Flexural Stse!* Diag. Reinf Retfd** #3 HooB Spac. d L/h Vtt/tshVrcl Flexural Stse!* Diag. Reinf Retfd** #3 HooB Spac. CBI 11,8 kip 96,00 in 92.00 in 1.25 0,30 N/A NO N/A CB2 12,7 kip 96,00 in 92,00 m 1.25 0.32 N/A NO N/A CBS 54.8 kip 96,00 in isa.OOin 1.25 1,3S m. NO N/A CB4 56.0 Wo 96,00 in 92.00 in 1.25 1,42 N/A NO N/A CSS 84.2 i<;ip 84,00 in 80.00 in 1,43 2.44 N/A NO N/A CB6 87 7 kip 84,00 t.n 80,00 in 1,43 2.54 N/A NO -, N/A • = Area of ftexura! steei req'd ai both top & bottom of coupling beam. ** = If fiexorai stee! can Pe satisfied, diagonai reinforcement is not requireci- - If Hoop Spacing = N/A, typical reiiforoement governs. CONCRETE SHEAR WALL DESIGN fPER CBC 2010 & ACi 318-08 CH 21{ PROJECT #: 2K13-17Q DESCRIPTION: VIASAT BUILDING #10 PANEL S-1 PRIME Job- EN'31\EERS sw: 24 d PIER 1 PIER 4 PIER 7 2" 1 #8 2 #8 zm 6" 1 m 2 #8 2 #8 22" 1 #5 2 #5 2 #5 38" 1 #5 2 #5 2 #5 54" 1 #5 2 #5 2 #5 58" 1 #5 2 #5 2 #5 d PIER 2 PIERS PIERS 2" 2 #9 2#9 2 #9 13.2" 2 #5 2 #5 2 #5 24.4'-2 #5 2 #5 2 #5 35.6" 2 #3 2 #S 2 #5 46.8" 2 #5 2 #3 2 #5 5S" 2 #9 2 #9 2 #9 d PIERS PIER 6 PIER S 2" 1 #6 2 #5 2 #5 9" 1 #S 2 #5 2 #5 19.63" 1 #5 2 #5 2 #5 33.25" 1 #5 2 #5 2 #5 46.68" 1#S 2 #5 2 #5 60.5" 1#8 2 #8 2 #8 64,5" 1 #8 2 #8 2 #8 COO IfiiK 20.00 10.CO C « 10.00 30 cs i„ 40 SO so,M moo m • 40 00 601» « • e«s 10,00 20.00 10 00 30 00 i„ «.CB S0,{» so® 0.00 10,00 2000 :i.03 i—^ !—— • 303 iOaa 2003 0 00 10;« 700 iOOO 20.0C 1000 2QW 30 00 .„ 40.00 SO-OO 6000 33 ao J. 4002 50 £» 80,00 !. 40.00 50-X tB.OO 3om • mgo SOOO taoo TOOO • « 30.00 40.00 io.m m.x jam SO-iXI 70-30 FR 9 m 7i TS fn 7S -s» •XI m 13 2 m 71 0> 2 m CO T3 ffi 33 "S3 fn 7i Oi 80.0S 3 m eooo (). , f—;i • -\/ - »iT.'u'ME & A- B 5^4sX< -rl^e "MD PRIME JOB:2K13-170 STRUCTURAL MTftiM^ZQi^ ENGINEERS SHT:_25— 0 , Ot fj-g'-) "-tAc cC;-ie54|-XXX ^1P1X465XX PLS AW; 7 143kT 143k7 1C«':7 143¥ 1^^' *• -•• LoaSs; etc 2. <80>C. V.VJC rSsssSsrsrlCI. RKSMTY PRIME J0R:2K13-170 ^ STRUCTURAL MiE:ij4;2Qi4_ ENGINEERS SHT:_26_ :'-r • A Company Designer Job Number PSE 2K13-11 iREViSED 4-07-14} PRIME JOR:2K13-170 STRUCTURAL DATRJ ENGINEERS 0^ 2 7 — S;30 PM Checked By;_ Story Drift (By Combmatmn) LC Storjf .,.„...„ Jp«KS)-XI %ofHt 1 i 1 i 3383 I .0213 2 1 :1 . i 2 ! 3RD 059 f • .03S1;. 3 ! 1 i 3 ! RCOf I }656 .0421 RtSA-2D Version 10.1,0 {C:\...\„.l.,'\2K13-17G Viasat BLDG #10\RiS,Ay-1 REVISED 4-07-14.r2d] Page 1 8 I 8 I 8 e 8 8 8 e M 8 8 i e S 8 8 ; 8 8 je Si 8 '% 7^ 8 0 -4;0$k^"#2F-4;oj2k-4?32i!.&2ll4j32M<6^^ --t-OSak 8 \ 8 8 8 8 M 8 8 « 8 8 S 8 8 I 8 a » 8 2,329k ^S2Jl^2Sk_^32&(^^ ir f 8 8 f 8 « 8 i 8 5||k asp ,^r~PRIME JOH:2K13-170 STRUCTURAL 1)ATE:JJ4:2£)14_ ENGINEERS SHT:_^ IP- f4s 8 » 8 «i:- 8 Sis 8^8 8 : 8 ^ 8 8 a 8 8 8 8 8 B 8 8 8 8 S 8 8 8 8 W 8 8 8 8 a |S i Loads: LC 2, SBSMIG Results for LC 2. SEISMIC fL. *^ / w PSE 2K13-170 SK-2 1-1 {REVISED 4-03-14) SEISMIC ONLY I Apr4, 2014 at 1:56 PM ^ I-I REVISED 4-04.14.r2d ^ ENGINEERS sHT:l2Zt -27.CS9k * t ^^-m-^ii:^ ..61, -eir^ j~^^^-4-^ 8 I 8 f tTi'fTf^-W^i^^^:^^^ •27.i388k 8 8 8 8 S ^ : 8 j 8 ^ 8 s 8 8 S 3 8 8 j 8 (el 8 k 8 I 8 1 1 ^ 1 8 8 8 8 8 8 i 9' 8 8 8 5 I-I_REV!SEDTO43I^' -10,S97k -,1S7k •,157k -,1S7k-.157k-,1S7k-.455Kk -.157k -.167k -.157k I* • -|:54k^^5Sfek •|:54lk^:i^6^;^4^:^k9|i»8k'^IS-fc^ :54i;"-p4i^''4S4^ 8 8 8 -27.098k -gsik 4.029k fSg9kj3^02?*jJ,02M^ •#1k -gBlk ; 8 3 8 8 8 8 sis 8 8 8 8 ; 8 1 8 8 8 8 8 8 ; 8 8 8 8 8 8 8 8 ; 8 8 ; 8 8 * 8 8 8 * 8 8 8 |8) 8 i 8 Jlk -ilK -im -.61k -.eik 861k! 861k 861K Mcbakdtiasmi .mnoak <uni>air ^noait imcL 4n9e!> K 8 •27.0S9k -#1k -^ik -^Ik -.61k -.61k ..eeity -gSIld g611^ gS-sN tP''^ 861k -1,882k 8 2,32Sk -2,329k -2!329k -2,329iC2^^^ -2,329k"^:32gk .2!32if 8 : 8 I 8 is 8 8 8 ; 8 i 8 !8 8 8 8 ; 8 ; 8 : 8 » 109,1 8 ; 8 8 8 8 ; 8 6 : 8 8 .8 8 8 266,9 '*-46,2 71,6 ^. -17.1 : Loads: LC 4. 0.742D - E Results for LC 4, 0.742D-E Y-direcfion Reaction units are k and k-ft -15.6 0- £'%w^: PSE 2K13-170 -1 (REVISED 4-03-14) 0.742D - E PRIME JOH:2K13-170 %A STRUCTURAL DAiKij4;22j4_ ENGINEERS SHT:_2IL 57k -.157k -,387k -1.§82k "-2.32Sk 8 8 8 .2,329k -2.328k 8 8 j 8 8 8 8 8 -8--'r ...616 i SK-4 Apr 4.2014 at 2:30 PM 1-1 REVISED 4-04-14.r2d CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) PROJECT*: DESCRIPTION: GEOMEraV: Le= O.OOft Li = 11.42 ft L, = 4.17 ft L3= 9.00 ft L,= O.OOft Hs= 15.00 ft HJ - 29.00 ft = 42.00 ft HA= 8.17 ft Hs= O.OOft Hi;= 8.17 ft Ho = 0,00 ft Hg= 8,17 ft Hp = 0,00 ft 2K13-170 VIASAT BLDG. #10 PANEL 1-1 LOADS: Unfactored Uniform Loads: .-133,5^ MI7 .0 CB1 PIER 1 •34,Sk^ PIER 4 CBS I PIER 7 L, Unfactored Poini Loads: WoR= 0.120 klf XA= 0.83 ft Xg = 24.58 ft Wij,= 0 150 klf PADR - 61 kips PaoR - 0-31 Siips Woj = 0.458 Klf PAm= 8.70 kips PaLH= 0,33 Wps WLS = 0,367 klf PADS = 35,70 kips PBD3= 1.04 kips Wo, = 0,468 klf P,4t3 = 50,80 kips PBU= 2,11 kips Wij = 0.867 klf PAD? = 35,70 kips P8D2= 1.04 kips PAU = 50.80 kips PBI2= 2,11 kips DESIGN PROPERTIES: pt= 0.0025 fc= 4.00 ksi SDS= 0,789 1y= 60.00 ksi Cj= 5.00 Cone. Wl. = 150 pcf 1 = 1,00 <t>v 0,6 M= 0.6 RISA OUTPUT: Shear (Nsaative to Left): CouDlino Beam Sftaar PIER 1 = -82.30 k CB 1 = 61,40 kips PIER 2= -51,20 k CB 3 = 61.40 kips PIER 4= -12,50 k CB5= 61.40 kips PIER 5 = -62,70 k PIER 7 = -63.30 k Story Drift PIER 8 = -46.40 k 2ND = 0.0406 in 3RD = 0.0599 in ROOF = 0.0746 in PRIh/IE Job: 2kl3-170 smmwm DBM: ENQICERSsht: 31 H-1 PIER 2 PIERS -1 PIERS Panei Thickness: TYPICAL = 8,00 tn PIER 1 = 8-00 in PIER 2 = 3,00 in PIER 4= 8,00 in PIER 5 = 8,00 in PIER 7 = 8.00 in PIER 8= 8,00 in PaiBpet = 8,00 in Reveal in Piers: Hi = FALSE He = FALSE HE = FALSE LOAD COMBINATIONS: LC1: U = 1.20 D •»-1.60 L * 0,50 Lr LC 2: U = 1.36 0 • 0,50 L 1,00 Qe LC 3: U = 0.74 0 •»• 1.00 QB E = QE± 02St«D = QE± 0.16 D CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 3184)« CH 21) PROJECT* DESCRIPTION: 2K13-170 VIASAT BLDG. #10 PANEL 1-1 CALCULATION OF FACTORED AXIAL FORCES AND MOMENTS ON WALL PIERS: PiER POF Pow PL SEISMIC ME 1 1823 k •4.29 ft 15.85 k 0.43 ft 0.00 k 104 ft RIGHT -61.5 kip -336.1 k-ft 1 16.23 k -4.29 ft 15.85 k 0.43 ft 0.00 k 104 ft LEFT 615 kip 336.1 k-ft 1,64 k 0.01ft 12.71 k -0.44 ft 0.00 k -104 ft RIGHT 61.Skip -209.1 k-ft £, 164 k 0.01ft 12.71 k -0.44 ft 0.00 k -1.04 « LEFT -61,5 kip 209.1 k-ft A 58.25 k -4.07 ft 33.t»k 0.4Sft 62.61k -8.77 ft RIGHT kip -510 k-ft *» 58.25 k -4.07 ft 33.06 k 0.45 ft 62.51 k -3.77 ft LEFT 135.1 lap 510 k-ft 5 7.87 k -0.09 ft 26.52 k -0.46 ft 1172 k -0.04 ft RIGHT 135.2 kip ^256.0 k-ft 5 7.87 k -0.09 ft 26.52 k -0.46 ft 1172 k .0.04 ft LEFT -135.2 kip 2S6.0 k-ft 7 100,27 k -4.04 ft 51.61 k 0.48 fl 125.02 k -3.77 ft RIGHT -207.4 kip -517.0 k-ft 7 100.27 k -4.04 ft 5161 k 0.48 ft 125.02 k -3.77 ft LEFT 207.4 k»! 617.0 k-ft 8 14.09 k -0.10 ft 41.45 k -0.49 ft 23.44 k -0,04 ft RIGHT 207.5 kip -379.0 k-fl 8 14.09 k -0,10 ft 41.45 k -J3.49ft 23.44 k -0.04 ft LEFT -207.5 kip 379.0 k-ft MIN AXIAL MAX AXIAL CRITICAL PIER MD ML Pu Mu My Pu Mu % Over 1 62,8 0.0 -37.7 k -289.4 -17.9 K -250.8 105.1 4213 1630.16 OK 1 62.8 0.0 85.3 k 382.7 105.1 k 4213 105.1 4213 1630.16 OK 5.6 0.0 72.1 k -204.9 81.0 k -2015 72.1 -204.9 -1133.46 OK 5.6 0-0 -50.8 k 213,2 -42.0 k 216.6 72.1 -204.9 -1133.46 OK 222.2 2357 •«7.3k 113.8 20.1 k 368.6 20.1 368.6 1212.03 OK 222.2 235.7 202.Sk 216.0 290.3 k 470.7 20.1 368.6 1212.03 OK 5 13.0 0.5 160.7 k -246.3 187.8 k -238.0 -109.7 265.7 1340.27 OK 5 13.0 0.5 -109,7 k 265.7 -82.6 k 274.0 -109.7 265.7 1340.27 OK 7 380.3 471.4 -94.7 k -234.8 61.3 k 235.0 476.1 1269.0 3464.12 OK / 380.3 471,4 320.1 k 7992 476.1 k 1269.0 476.1 1269.0 3464.12 OK 8 21.7 1.0 248.7 k -362.9 294,5 k -349.0 -166.3 395.0 1111.20 OK 8 21.7 1,0 -166.3 k 395.0 -120.4 k 408.9 -166.3 395.0 1111.20 OK PRIME Job- ENGINEERS sw: 32 INTERACTION DIAGRAMS: Piers 1,4,7 250BO -60CO.0 Pie r I 80000 Piers 2,5,8 2ax>,o • -40)00 .3a»,o -zm 2000,0 3000.0 40CO C mn CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) PROJECT*: DESCRIPTION; 2K13-170 VIASAT BLDG. #10 PANEL 1-1 SHEAR CALCULATIONS: ^.6 6'' .•0 Avf = V/(**fy*M) = #4 dowels @ slab = SPECIAL BOUNDARY ELEMENT REQUIREMENT PER ACI 318 §21.9.6.2: Elastic Disp. = 5u = L / [600*{6u/h)] = Pu.critical = Max Neutral Axis, c = Bound. Mem. Req'd = COUPLING BEm CHECK PER ACI 318 §21.9.7: PIER 1 PIER 2 PIER 4 PIERS PIER 7 PIERS Eff«;tive Thickness = 8.00 in 8.00 in 8.00 in 8.00 in 8.00 in 8.00 in Pier Length = 1142n 9.00 ft 11.42 ft 9.00 ft 1142 ft 9.00 ft L/t = 17.13 13,50 17.13 13.50 17.13 13.50 H/L = 0.72 0.91 0.72 0.91 0,72 0.91 W^IPier(Y=1;N=0) = 0 0 0 0 0 0 V = 82.3 kips 51.2 kips 12.5 kips 62.7 kips 63.3 kips 16.4 kips N/A N/A N/A N/A N/A N/A 82.3 kips 512 kips 12.5 kips 62.7 kips 63.3 kips t6.4 kips Acv = 1096.3 in' 864.0 in' 1096.3 in' 864.0 in' 1096.3 in* 864.0 in' 2*Acv*V(rc) = 136.67 in 109,3 k 138.7 k 109.3 k 138.7 k 109.3 k ' Curtain Reinf, Req'd = NO NO NO NO NO NO 0C = 2.58 2.58 2.58 2.58 2.58 2.58 p.min = 0.00260 0,00250 0.00250 0.00250 0.00250 0.00250 8 > Vu / cPAcv*\'(f c) = 198 1.56 0.30 191 1.52 142 OK OK OK OK OK OK As.req (per ft) = 0.240 in' 0.240 in' 0,240 in' 0.240 in' 0.240 in' 3.240 in' Max Horiz Spacing = 18,00 in 18.00 in 18.00 in 18,00 in 18.00 in 18.00 in 2.34 in' 172 in' 12 9 PIERI PIER 2 PIER 4 PIERS PIER 7 PIERS 0.075 in 0.075 in 0,135 in 0.135 In 0.175 in 0.175 in 0.031 ft 0.031 ft 0.056 ft 0.056 ft 0.073 ft 0.073 ft 32.63 In 25.71 in 32,63 in 25.71 in 32.63 in 26.71 in -17.9 k 81.0 k 290.3 k 187.8 k 476.1 k 294.6 k 13.20 in 10,71 in 16.71 in 13.57 in 24.24 in 16.97 in NO NO NO NO NO NO Flexural Diag. Reinf #3 Vu h d L/h Vu/bhV(rc) Steel* Req'd** Hoop Spac. CBI 61,4 kip 68.00 in 54.00 in 0,86 2.09 N/A NO N/A CBS 614 kip 70.00 in 66,00 in 0.71 173 N/A NO N/A CBS 614 kip 82.00 in 78.00 in 0,61 148 N/A NO N/A * = Area of flexural steel req'd at both top & bottom of coupling beam. " = If flexural sleel can be satisfied, diagonal reinforcement is not required, - If Hoop Spacing = N/A, typical reinforcement governs. PRIME Job: 2kl3-170 SIRUCTURAL Oale: ENGINEERS Sht: 33 J "/ CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21] PROJECT*: DESCRIPTION: RESm LAYOUT: 2K13-170 VIASAT BLDG. #10 PANEL 1-1 d PIER1 PIER 4 PIER 7 2" 1 #8 1 #8 1 #8 6" 1 #8 1 #8 1 #8 10" 1 #8 1#8 1 #8 14" 1 #8 1#8 1 #8 26" 1#5 1#5 1 #5 38" 1#5 1#5 1 #5 50" 1 #5 1 #5 1 #5 62" 1#5 1#5 1#5 74" 1#5 1#5 1#5 88" 1#5 1#5 1#5 98" 1 #5 1 #5 1 #5 110" 1#5 1 #5 1#5 122" 1 #5 1 #5 1 #6 134" 1 #5 1 #5 2 #5 d PIER 2 PIERS PIERS 2" 1 #5 1#6 1#5 6" 1 #5 1#5 1 #5 ir 1#5 1#5 1#S 28" 1 #5 1 #5 1#5 39" 1#5 1 #5 1 #5 50" 1#5 1 #5 1#5 61" 1 #5 1 #5 1 #5 72" 1 #5 1#5 1 #5 83" 1 #6 1 #5 1#5 92" 1 #8 1 #8 1 #8 96" 1 #8 1 #8 1 #8 100" 1 #8 1 #8 1 #8 104" 1 #8 1 #8 1 #8 10,00 0,00 0,00 20,00 40.00 ^,00 w.m 100,00 120,00 i4ooo In 10,<» ot» 0,00 moo 40,00 80-00 mm m.m m.w mm moo • • • • • • • DOO 2000 4000 m.m mm 0.00 000 0.00 ooo 10-00 20.00 40,(0 000 2000 PRIME Job: yiLCTmDate: ENGIMEERS sw ^4. • • • • • • • • • 60,00 in mm • • • • • eo.m 80,00 100,00 • • • • • • • 6D-Q0 80.00 18300 3 m 3 TJ fri 73 •4 100.00 120.00 140,00 160.0C in 7} 1E-,00 •0 fii Ol 3 m 73 FIELD BULLETIN REVISIONS A PRIME JOB:2K13-170 fWk STRUCTURAL DATRJMz2£M_ ^» ENGINEERS SHT. 35 'Ay ' r ff PRIME JQB:2K13-170 ^ STRUCTURAL MIE:J)4:2Q14_ ENGINEERS SHT- 36 cJr f (2. ptei^ ,'3 f-"i IT ;I4 | o* f f} ; 'P 1^ .; " -f- t j, i f "'''. b X H'.(: 4/ PRIME JOB:2K13-170 WA STRUfTIIRAT. mt-. 04-2014 ENGINEERS SHT:__ii VIASAT BUILDING #10 DESIGN LOADS @ EXTERIOR STAIR ROOF: DEAD LOAD ROOFING RIGID INSULATION 1 1/2" METAL DECK MECH & ELEC SPRINKLERS CEILING MISC. 2.2 3.0 2.3 15 1,5 10.0 1.5 22.0 PSF LIVE LOAD; 20 PSF REDUCIBLE FLOOR: DEAD LOAD FINISH FLR 3 1/4" LT. WT. CONC, 2" METAL DECK MECH & ELEC SPRINKLERS CEILING MISC, BEAMS 1.0 39.0 2.4 2.0 1.0 10.0 1.6 57.0 PSF 2.0 59.0 PSF LIVE LOAD: 100 PSF (REDUCIBLE) ,31Bkm-~|!fe 14-2 -4,2 .318k -4.S -1,6 v4 PRIME JOB:2K13-170 ^ STRUCTURAL DAIE:JMz2Q14_ ENGINEERS SHT. 38 Loads: BLC I.Fp ResultsforLCl,CASE1 Stemtser Bending Momente (k-ft) X-direcSion RcacSon units are k and k-ft -S.2 ,316k/ft-,- -S.7 N1-1.8 lSK-1 j ; PANEL W-3A 1 Apr 9. 2014 at 3:00 PM 2K13-170 CASE 1 Fp.r2d PRIME J0B:2K13il70 WM STRUCTURAL IlATE:J!4i2014_ ENGINEERS SHT:_12. 1,8 r=3 t' 7ci .^4^ 6i:. 47 =-;?^213l6km 5 i\ -7,6 Loads: BLC 2, CASE 2 Results tor LC 2, CASE 2 Member Bendir^ Momente (k-ft) X-dinsdion Readion units are k and k-ft =1/ ,3l6k«-;-!/.., ^1-2,2 2K13-170 PANEL W-3A CASE 2 ISK-3 I Apr 9. 2014 at 3:02 PM Fp.r2d PRIME J0B:2K13-170 XA STRUCTURAL DAIE: M:2ai4_ ENGINEERS SHT: AH 23 & 316k/ft i- 07 \ -4.9 .3iak^ iffc -5.9 t /%.}£. y /c -5.1 .3lSkm : -Nl-I 8 ; Loads: BLC 3, CASE 3 Results for LC 3, CASE 3 ; Member Banding (Womenfe (k-ft) ' X-diractbn Reaclion unite are k and k-ft SK-4 PANEL W-3A Apr 9, 2014 at 3:03 PM 1 2K13-170 CASES Fp.r2d FRIMETmmsjzo 1^ STRUCTURAL DATE:i)4:2Q14_ ENGINEERS SHT: 41 .316k.'ft -2.5 -7.2 ,316Mft4 %311 7 8 :1 -• Hia 4316km -8.3 ,316km—,J T?i -2,3 j Loads: BLC 4. CASE 4 i Results for LC 4, CASE 4 I Member Sending iwomenis (k-ft) X-dirsction Reaction units are k and k-ft 2K13-170 SK-5 PANEL W-3A CASE 4 Apr 9. 2014 at 3:04 PM Fp,r2d PRIME JOB:2K13-170 XA STRUCTURAL DATE:JHi2£)14_ ENGINEERS SHT:_A2_ ,316k/{t=a*»l2 : #4-2,S -10.1 ^ -8,5 .316k/ft—-2 : -24 ,316k,'ft_3 •^1-1.2 : Loarte: BLC 1, CASE 1 ; Results for LCI. CASE 1 ;; Manber Bending Moments (k-<0 X-diiBcaion ReacSon units are K and k-fl SK-6 PANEL W-3A Apr 9,2014 at 3:30 PM i2K13-170 PIERB-CASE 1 Fp-PER B.r2d PRIME JOB:2K13-170 XA STRUCTURAL DATE:JM:2234_ ENGINEERS SHT:^^^ 2,8 ^42" ^'^^^ i— 6,8 98 5. I iJ a. ^^1 0> J4 r. 1., ??ja63i6k/f{ -2,9 ,316k/ft lsll.1,4 toads: BLC 2, CASE 2 i Resuils fwLC 2, CASE 2 j Member aending Moments (k-ft) X-diret^on Reaiaion units are k and k-ft SK-7 PANEL W-3A (Apr 9, 2014 at 3:30 PM I2K13-170 PiER B- CASE 2 1 Fp-P!ER B.f2d PRIME JOB:2K13-170 XA STRUCTURAL DAn:J24:2£!H. ENGINEERS SSI:_^A. 11,5: 2 7 W3 -,ajsk% -9,2 .316k1t'7 3 ^ -5.5 i -.6 ti V <. U' /://? u "i Loads; BLC 3, O^E. 3 'Results for LC 3, CASE 3 1 Member Bending Moments (k-«3 X-direcBon Reaction units are k and k-ft .316km 1 1-.8 ( SK-8 1 PANEL W-3A Apr 9. 2014 at 3:31 PM I2K13-170 PIER B - CASE 3 Fp-PIER B.r2d PRIME JOB:2K13-170 WA STRUCTURAL DAH:iM:22i4_ ENGINEERS SHT:_i5_ .31Sk«"lf2 -3.1 -11.8 .316k/ft--7.4 -2 4 i SSt' v ) 01 ; -6,1 .3161*"^ mi -2 I Loads: BLC 4, CASE 4 ! Reaitis tor LC 4, CASE 4 i titember BerKfing Moments (k^l) I X-drection ReacJion units are k aid k-ft i2K13-170 PANEL W-3A PIERB-CASE 4 SK-9 : Apr 9, 2014 at 3:31 PM Fp-PIER B.r2d PRIME J*: SWCTmitoie: 2kl3-170 EhBIMEERS46 CONCRETE SLENDER WALL Tt)KM y«dltlfft) Endfft) Considering P4)elta Effecte q1 = 8.25 4.00 0,00 14.00 PROJECT* 2K13-170 q2 = 6.50 4.80 aoo 14,00 DESCRIPTION: Viasat BWg. 10 q3 = Panel W-3A PierA 3RD TO ROOF q4 = 6.50 4.80 0.00 3.50 q5 = DESIGN CRITERIA: 4000 psi 7.13 in Min Ver&al Sfeei -0.0025 f, = 60000 psi EccenMc, Dr'' 96 Min Horizontal Steel -0.0025 Concrefe Weight = ISO pcf Eccentric, Lr-88 f» Max Vert S/mdng -18.00 in Add'l From Above, Dr' 0.000 kips Clear Height, le = 13.00 ft Addl From Above, Lr= Q.OOO k^>S 0 = 0.9 Parapet Height = 1.00 ft Qirder, Dr = O.OOO kips 0.85 Wall Thmkness, t = 8.25 in Grrder, ir= 0.000 Wps 3834 ksi 18.91 D Girder Load EccenWc? e.= 290(X3 ksi n = 7.56 Dej^h io Rebar, d -6.000 in 0,003 Vertical Rebar = #4 o.tmol Spacing = 1Z0 in 0.0153 Steel® Each Face = 2 (# layers) S[s = 0.790 S QE=FP = 0:374 Wp Reveal Depth = . 0.75 in Eff, Wnd Area = 123 ft' Reveal to Bottom = 6.50 ft WindLoad, W= 13.64 psf d af Reveal = 6.000 in (16-3) (1S-4) (16-5) (16-6) (1S-7) {16-13a) (16-13fa) AfyJ) -0.00 12029 12646 12029 12S46 5839 6829 Ib-in/ft 6.50 6,44 6.57 6.44 6.57 6,44 8.44 ft ^max — O.OOE-I-OO 3,04E-^07 3.30E+07 3.04E-^07 3.30E+e7 1.43E-^07 1.78E-»07 /El At Reveal: Mo = 0 12029 12646 1202§ 12646 5638 682S Ib-in/ft Ao = 0,OOE•^00 3.04E-K>7 3.30E-^07 3,O4E->07 3.30E-I-07 1.43E+07 1.79E-I-07 /El Wind {1,6 W) LOAD COMBINATIONS (CBG 1605.2.1} (16-3) (16-4) (16-5) (16-6) (16-7) (16-13a) (16-136) 12.4.2.3 DESIGN SUMMARY: U = U = U = u = u = A = A = E = 1.20 D 1.20 D 1.36 D 0.90 0 0.74 D 1.00 D 1.08 D Qs± -t- 0.60 L f 0.S0 L 0.50 L •H.60W •I- 1.00 Qe •f0.75L + 0.75 L 0.2SosD 0.16 D +1.60 Lf * 0.50 Lf * 1,00 Qe + 0.75 W * 0,53 Qe •1.60W Seismic (1.0 E) 14,00 12i» 10,!KI 8,l» 6.00 4,«) 2B0 mo I is strength: (16-3) (16-4) (16-5) (16-6) (16.7) <PM„ = 70,424 59,715 70,126 67,842 66,997 Ithin. 2,078 13,691 14.180 12.994 13.472 Il>-in % Over = 0:0% 0.0% 0.0% 0.0% 0 0% At Reveal: *Mn « 69,743 69,076 69,501 67,386 66,655 Ib-in 2,078 13,693 14,168 12,995 13,472 Ib-in % Ovw = 0.0% 0.0% 0.0% ai» 0.0%: Deflection: Wind Seismic At Reveal: Wind Seismic l./150 = 1.0400 1,0400 in-1.0400 10400 in Max A« 0.0081 0.0096 in; 0.0081 0,0096 in % Over = 0,0% 0.0% 0.0% 0,0% CONCRETE SLENDER WALL Considering P-Delta Effects PRIME Job: 2kl3- mmm mi:. 170 47^ PROJECT* DESCRIPTION: 2K13-170 Viasat »da. 10 Panel W-3A Pier A 0 3RD TO ROOF Strength at Factored Load: (16-3) (16-4) (16-5) (16-6) {16-7J Faraored ece, P^ » = 563,20 350.24 286.80 190.08 156.72 Ibs/ft Factored axial, P„^ = 0,00 0^00 0.00 0.00 0.00 Ibsffl Factored wall, P,^= s 1S13.13 1521.17 1703.22 1140,88 930.67 Ibsm Fact<»ed, P„ = = 2076.33 1871.41 1990,03 1330,96 1087.38 Ibs/ft Pu / A, = 20.97 S O.QSfc,.. OKI = 20.97 18:90 20.10 13,44 10.98 psi As = 0,200 S0,6p{bd)= 1.104 ...OK {R14.8.3) A„ = As (Pu/ f,)'(b / 2d) = 0.224 0.221 0.223 0.215 0.212 in^ a = (Pg-*-Asf,)/(0.85 r,:b) ss 0.34S 0.340 0.343 0.327 0.321 in c- a/0.85 = 0.406 0.400 0.403 0.384 0.377 in t, = {Ecu'c>d-ecu 0.0413 0.0420 0.0415 0.0438 0.0447 S 0.005 ForTensran Contnai = OK OK OK OK OK f4=(A«f,){d-aa) = 78249 77461 77917 75380 74441 INn (14-7) l„ = n-P^-{<i-cf-¥bc^l3 = 53.24 52.78 53.04 51.57 51.02 m* Muo-»-P„,ex/lt = 2006 13264 13878 12699 13210 Ib4n (14-4) M."M„-tP„4, 2078 13691 14160 12994 13472 Ib-in (14-6) = 0.03 0.23 0.24 0.22 0.24 in 0M„ = = 70424 69715 70125 67842 66S97 Wn (14-3) Check that il>fi«„ 2 M„ OK OK OK OK OK 1,= bt'/ia 561.52 56152 561.52 561.52 561.52 in* (9-9) M„= 7.5 fc"l,/O.St = 64570 64570 54570 64570 64570 fc-in (14-2) Check that «M„ a M« OK OK OK OK OK Deflection at Service Load: (16.13a) {1S-13b) Servk»ecc. P.,= 358.40 373.92 ItJS Servi«»»dal, P,^= = 0,00 0,00 lbs Service wait, P^ = = 1287,64 1372.78 Ibs Service, P, = P^-t- P^ = 1624,04 1746:69 Ibs = 0.08 0.08 In M„=(A«f,)(d-a/2) .= 77461 77917 Ib-in &„=SM„l//(48E.U 0.97 1.00 Ha= M^ + P.,ex/1. = 6895 8148 M = M„ P, A, = 6909 8164 ib-in (14-8) &,= 0.01 0,01 in /ylovable A = 1./ ISO 1,04 1.04 in Check that &,s&^ OK OK Shear at Factored Lt^d: (16-3) (16-4) (16-S) (16-6) (16-7) WM= 8MU/(12|/) 8,20 54,01 55.85 51,26 53.14 V„= leW„/2 = 53.28 351,05 363.ra 333.18 345,42 (11-3) (t!V,= 0.75{2)f.'°bd = 6830.52 6830.52 6830.52 6830,52 6830.52 Cher* ttiat <&Vt a V„ OK OK OK OK OK PRIME Job: 2kl3- SmKTiMDsfe: lENSINEERSsfit: 170 CONCRETE SLENDER WALL Considering P-Oelta Effects (AT LOCATION OF REVEAL) PROJECT* DESCRIPTION: 2K13-170 Viasat Bldg. 10 Panel W-3A Pier A 3R0TOROOF StrengUi at Factored Load: Factored ecc, P„t= Factored axi^. PuKdn" Factored wall, P,„= Fadoi^, P„ = As = (R14.8.3) (14-7) 14-4) 14-5) 14-3) 9-9) 14-2) A^— a = c = KJ„ = l« = 4.= <t>M„ = k = 0.200 Si 0.6p(bd) = Ag + (Pu/fy)-(h/2d) {Pu-^^',)/(0-85f.b) a/0.85 (A«f,)(d-a/2) M^-^Paexlic Check that a)M„S:M„ bt'/i2 7,5 f," Is/O.St Check thaf <PM„ 2 Ma 1.104 ..OK DeftecMon at Service Load: «towaWeA = 1^/160 Check that &,fi&rtow (16-3) <16-«) (16-5) (ie.«} (16-7) 563.20 350.24 286.80 190.08 156,72 Ibs 0.0Q 0.00 0,00 0,00 0,00 Ibs = 1513.13 1513,13 1712,33 1134.84 935,64 Ibs 2076.33 1863,37 1993:13 1324,92 1092,36 lbs 0.222 0.219 0.221 0.214 0,211 in^ = 0.345 0,340 0.343 0,327 0.321 in 0.406 0.400 0.404 0.384 0.378 in = 77492 76751 77224 74874 74061 Ib-in 52.72 52;30 52.57 51.22 50.76 in* 2006 13264 13678 12693 13209 Ib-in 2079 13693 14166 12995 13472 Ib-in 0.03 0.23 0.24 OJ22 0.24 in 69743 69076 69501 67386 66655 Ib-in OK OK OK OK OK = 421.88 42188 42188 421.88 421.88 in' S3363 53353 S3363 53363 53363 IWn OK DK OK OK OK (16.13a) (1$-13b) = 0.01 0.01 in 1.04 1.04 in OK OK PRIME Job: 2kl3-3.70 CONCRETE SLENDER WALL Thk (inl .ffidtbffl) ErKjffti Considering P-DeKa Effects PROJECT* 2K13-170 q1 = (52 = 8.2S 6.50 9.67 4.80 0.00 11.50 14,00 14.00 DESCRIPTION: Viasat BMg. 10 Panel W-3A Pier A 2NDTO3R0 q3 = q4 = 6,S0 4.80 0.00 3.50 qS = DESIGN CRITCRIA: fe = 4000 psi e-7.13 in M'm Ver^l Steel = 0.0025 f,= 60000 psi Eccentric, D = 317 plf Min Horizontal Steel -0.0025 Concrefe Weight = 150 pcf Eccentric, L = 638 plf Max Vert Spadng = 18.00 in Add'l From Above, 0 = 17,300 Wps Clear Height, U = 14.00 ft Addl From Above, L = 1273 kips fb-D.9 Parapet Height" WsilThidmess, t = 0,00 8.25 ft in Girder, D = GiVster, L = 0,000 kips 0.000 kips Pr = 0,85 3834 ksi h/l-20,36 • Girds- Load BxenWc? 29000 ksi Fmf,Lf.=i ;;;;:,'O;000 k![» (;. fl = 7.56 Depth to Rebar, d = Veilrca/Rebars 6.000 #4 12.0 in in «r = O.Spo = 0.003 0,00207 0.0153 Sfee/@Eacf>F8Ce = 2 (# layers) Sos = QE =Fp = 0.790 0.351 9 Wp Reveaf Depth = /?eyea/foiSo(foroj = 0.7S 7.00 in ft Eff. Wind Area = VMndLosct W= 203 12.SS ft' psf d at Reveal = 6.000 in (16-2) (16-4) (16-5) (1S-6) (16-7) (16-13a) (16-13b) Msg) = 0.00 6834 11430 S834 11430 4141 6075 Ib-in/ft 7.00 7.00 6.93 7,00 6.93 7.00 6.86 ft O.O0E•^OO 2,60E-i-07 3.40E-t-07 2.60E-»-07 3,40E-»-07 1.22E-I-07 1.81E-t07 /El At Reveal: f«o = 0 8834 11428 8834 11428 4141 6073 Ib-in/ft Aj = 0.00E-*00 2,60E-rt}7 3,40E-i-07 2.60E-»-07 3,40E•^07 1.22E-I-07 1.81E+07 /El LOAD COMBINATIONS (CBC 1605.2.1) (16-2) U = (16-4) U = (16-6) U = (18-6) U = (16-7) U = (16-13a) A = (16-13b) A = 12.4.2.3 E = DESIGN SUMMARY: 1.20 D 1.20 D 1.36 D 0.90 D 0.74 D 1.00 D 1.08 D Q£± QE± 1.60 L + 0.50 L + Q.5D L •H.60W -1-1.00 Qe •t- 0.75 L 1- 0.7S L 0,2SosD 0.16 D + O.SOLr 4 0.50 Lr +1.00 Qe •^ 0,75 W 0,53 Qe • 1.60 W Str»ngth:r (16-2} (16-4) (16.5> {16-«), (16-7) 81157.;, :77i63S 73,288 71.180 Ib-in ^*l„F. 7.26t i3,276^ 16,-523,. 10,946 13,258 ItHn %;0»W = 0:0% ,0.0% 0.0% 0.0% 0.0% • AtReveal: Wins 79,463 76,274 77,7^;.. ,71P5 70,412 Mu = 7,276 —;13,^ 16,496 10,^9 13.260 Wn' %;{jver= ; 0.0% 0^0%;-; -0.0% : - 0:0% 0.0%|; Deflection: Wind Seismic AtRewal: Mnd! Seismic 1,./ 150 = 1.1200 1.1200 In 1120l 1.1200 Sin'-' ••"••••;• MaxA = 0.0110 0.0137 in Soiil 0:0137 •jn;: %Over= 0.0% 0:0% 0.0%i; 0.0% CONCRETE SLENDER WALL Cmsidaring P-Cetla Effects PRIME Job: 2kl3-170 Smmm, mtm: 4,,2 01'1 Ei'lSIIIEERS Sht PROJECT* DESCRIPTION: 2K13-170 Viasat BWg. 10 Panel W-3A Pier A 0 2ND TO 3RD Strength at Factored Load: (16-2) (16-4) (16-5) (16.€) (16-7) Factored ecc, P„( = = 1857.31 971.75 1046.69 426,92 351.98 Ibsfft Factored a»al, Putan -= 2357.48 2212.67 2495.30 1610.13 1327.51 Ibs/S Factored vsia^l, P„-= 987.24 987.24 132110 869.1% 615.82 Ibs/ft Factored. P„ = 5202.03 4171.66 4863.08 2908.11 2295.31 mm Pu//Si= 62.55 SO.oefc. OKI = 52.55 42.14 49.12 29.35 23.18 psi As= 0.200 £ O.Spfbd) a 1.104 ...OK (R14.8,3) A„= As•^(Pu/f,}•(h/2d) 0.260 0.248 0.266 0.233 0.226 in' a= {Pg Asf,)/(0,85 f«b) = 0.422 0.396 0.413 0.366 0.350 in e- a/0.85 = 0.496 0.466 0.486 0.430 0.412 in tf = {£ou/c)d-Ccu 0.0333 0.0356 0,0340 0.0389 0.0407 i 0.005 For Tension Contrr^ = OK OK OK OK OK U„''iK.%m-ea) = 90175 86262 88889 81431 79089 Ib-in (14-7) l„ = n-A„-(d-c)'-*-b-c'/3 = 59.97 57.80 59.26 55.07 53.72 in* M„= MadPare S617 122^ 15121 1035S 12671 Ib-in (14-4) M„=M«,i-P„A„ 7261 13276 16523 10946 13258 Ib-in (14-5) 4, = = 0.12 0.23 0.29 0,20 0.26 In »M„ = = 81157 77635 80000 73288 71180 lb-»i (14-3) Cteck that *M„ a Mu OK OK OK OK OK l„= bt'/12 = 561.52 561.52 561.52 561,52 561.52 in* (S-9) M„= 7.6 f,"lj/O.St 64570 64570 64570 64570 64S7D Ib-in (14-2) Cf)e<*that®M„£M„ OK OK OK OK OK Defiection at Service Load: (16-13a) (16-13b) Service ecc, P,( = = 1078.14 1117.48 lbs Servfeeaxial, P^nu.'^ = 1887.77 2036,15 lbs Sefvi«» wall, P^ = = 822.70 906.57 lbs Service, P, = P„-t- P^ = 3788,62 4050.21 Ibs 4,= 5l«„l//{48E,l,) = 0,09 0,09 in K= (A«f,)(d-a/2) 85262 88889 Ib-in &„= 5M„l//(48E,y 1.14 1.16 MM= IA.a-i-Prtex/1,; 7882 9977 M= Mt,-l-P,A. 8023 10032 Ib-in (14-8) A,= = 0.01 0.O1 in Allowable A = I./1S0 1.12 112 in C heck that A, £A^ OK OK Shear st Factored Load: (16-2) (16-4) (16-5) (16-$) (16-7) w«,- 8Mu/{12ic^) 24.70 45.16 56.20 37.23 45.09 Vu — Ic ^ 2 = 172,87 315.09 393.39 260.61 315-65 (11-3) (pVs= 0.75(2)f,"*bd 6830.52 6830.52 6830,52 6830.52 6830.52 Cheek that a Vu OK OK OK OK OK PRIME J9b; 2kl3-17 0 SllCIi^ me: A,/2Q14 ENGiraS She CONCRETE SLENDER WALL ConsldKing P-0^ Eflects (AT LOCATION OF REVEAL) PROJECTS: DESCRIPTION: 2K13-170 Viasat Bldg. 10 Panel W-3A Pier A 2ND TO 3RD Strength at Factored Load; Factored ecc, Pm = Factored axial, Punu- Faclored wall, P*, = Factored. P„ = (R14.8.3) (14-7) (14-4) (14-5) (14-3) (9-9) (14-2) a = c = M„ = W = M„= A„ = 0.200 S0.6p(bd) = /^+(Pu/f,)(h'2d) <Pu +Asf,)/(0,85fcb) a/0,85 (A„f,)(d-a/2) Mrfj + Prtex/ls Mu,*P„K 1.104 .OK Check that «M„ a M„ bt'/12 7.5 f/^ I,/O.St Check that <I)M„ a Mc, Deflection at Service Load: A.= /Mlovi«t^eA= I,/150 Check that A, (16-2) (16-4) (16-5} (16-6) (16-7) 1857.31 971.75 1046.69 426,92 351,98 Ibs = 2357.48 2212'67 2495.30 1610.13 1327.51 Ibs 987.24 887.24 1117.21 740.43 610,46 Ibs = 5202.03 417166 4659.20 2777.48 2289-95 Ibs 0.254 0.243 0,249 0.229 0.224 in* = 0.422 0.336 0.408 0.362 0.350 In = 0.496 0.466 0.460 0.426 0412 in 88292 84749 86428 73928 78235 Ib-in 58.73 56.79 57.71 54.10 53.15 in* 6617 12296 15120 10355 12670 Ib-ln 7275 13294 16496 10929 13260 Ib-in 0.13 0.24 0.30 0.21 0.26 in 7S463 76274 77785 71935 70412 Ib-in OK OK OK OK OK 421.88 42188 42188 42188 421,88 in* = 53363 53363 53363 S3363 53363 Ib-in OK OK OK OK OK (16-13a) (16-13b) 0.01 0.01 in 112 1.12 in OK OK PRIME JOB:2K13-170 XA STRUCTURAL DATK:J4;2Q13_ ENGINEERS SHT:_52_ iff 741P •2; i.' 5?/ 2 3^4^ PRIME Jab; smiWLmw'.. mmm$sm CONCRETE SLENDER WALL Considering P-Cella Effects PROJECT* 2K13-170 DESCRIPTION: Viasat Bldg. 10 PanelW-SAPierA DESIGN CRITERIA: f c = 4000 pK f, = 60000 psi CoflOiefe Weight = 150 pcf Clear HeighL 1^ ~ Parapet He^hi = i/VaSTft/ckness. t = M = Depth to Rebar, d^' Vertical Rebar = Spadngs Steel @ Each Face = Reveal De0h'= Reveal to Bottom = dafReve«/= 6.000 in 1ST TO 2ND e = Eccentric D - Eccentric, L ~ Add'l From Above, D - TTik fin) Wdth (fi) Start M End(ft) q1 = 8.25 9.67 0.00 15.00 q2 = 6.50 4.80 12.00 15.00 q3 = q4 = q5 = 0.00 7.13 in 317 plf 538 plf 36.670 kips Min Vetnc^ Steel' Min Horizontal Steel = Max Vert Spacing = 0.0025 0.0025 18,00 in 15.00 ft Addl From Above, L = 5-202 kips 0,9 0,00 ft Grrtfar, D = 0,000 kips Pt'' 0.85 8.25 in GiWer, t = 0,000 ki(» e»« 3S34 ksi 21.82 O Girder Load Eccentric? E.= 2S000 ksi RQOf,U= 1,273 kips n = 7.56 6.000 in «w = 0.O03 #4 0.00207 12.0 in O.Sps, = 0.0153 2 (# layers) SDS '^ 0,790 g 2 (# layers) Qe =Fp = 0,306 Wp 0.75 in Eff, Wind Area = 217 ft' 7.00 ft Wndiosd, W= 12,55 psf M,a~ t^nwt — At Reveal: M» = Ao = (16-2) (16-1) (16-^) (164) (16-7) (IS-ISa) (16-13b) 0.00 10141 10980 10141 10980 4754 5755 annm 7,50 7.50 7.85 7.50 7,65 7.50 7.65 ft O,O0E-t-O0 3.42E-V07 3.72E-*07 3.42E-t-07 3,72E-H37 1.60E-«)7 1.S8E-<-07 /Et 0 10096 10908 10098 109O8 4733 5727 ib-in/ft 0,OOE-t-00 3.40E•^07 3,70E•^07 3.40E-H37 3.70E-I-07 1.60E-I-07 1.94E-H57 /El Wind(1.6W) LOAD COMBINATIONS (CBC 1605.2.1) (18-2) (18-4) (16-5) (15-6) (16-7) (16-13a) (16-13b) 12.4.2,3 DESIGN SUMMARY: u = u = u = A = A = E = 1.20 D 1,20 D 1.36 D 0,90 D 0.74 D 1.00 D 1.08 D QE± •1-160 L 0.50 L •t- 0.50 L +1.60 W -»• 1-00 Qe + 0,75 L 0,75 L 0.2SijsD 0,16 D + 0.50Lr •»• 0,50 Lr +1,00 Qe • 0,75 W -»-0,53Qe • 1.60 W Seismic (lOE) 16.00 - 14.00 i I 12,00 + I •itsm i 8,00 4 6.00 • 4M 2C0 » 0(» - I Sf IS & sr Strength: (16^), / (16*45 (16-5) {16-J5) (16-7) 92.012: :87i029-^ 90:275 7ii782 76.423 Ib-in Mi=; 7,771 iS^spi 17,235 ; :;1=2;89q 13.310 Ib-in %Ovef =' 0,0% 0.0% 0.0%, AtReveal: !t>Mn = es.48i v84;S70;, 87,287 77,884 75.331 ib4n; Mu = 7,819; 1§;624 17.194 12.840 13.26| IWn %:'Oyer=. fi;o% ac!%, ;;0.0% •••;6E0«. ;, Defection: Wind Seismic AiReveati Wtn^ Setsnvic Ij/150 = 1.2CM30 1,2000 In ;^ 120o|: 1.2000 in.: MaxA = 0.0138 0.0158 in -0.0135-0:0155; %Over = 0.0% 0.0% O.O'Si D;O%: CONCRETE SLENDER WALL Considering P-Delta Effects PRIME J«b: , mMMm. Date; ENGKEERSsnt 2kl3-170 PROJECT* DESCRIPTION: 2K13.170 Vtasat Bldg. 10 PanelW-SAPierA 0 1STT02ND strength at Factored Load: (16.2) (16-4) 1S-5) (16-«) (16-7) Fadored eoc, Puf = 1857.31 971.75 1046,69 426.92 351.98 ibsffl Factored axial, Paam -5477.11 4885.37 5418,62 3412.83 2813.65 Ib^ Far^red vi«^l, Pa» = = 1073,32 1073.32 1426.51 959.34 652,21 Ibs/ft Factored, P„ = = 8407.74 6930^43 789182 4799.19 3818,04 Ibs/ft Po / Aj = 84.93 £ O.OSfc... OKI = 84.93 70;00 78.72 48.48 38,57 psi iKs= 0-200 S0.6p(bd)= 1.104 ...OK {R14,8.3) A..= As -t- (Pu/ y-{h /2d) 0.296 0.279 0.290 0.2SS 0.244 in^ a= (Puf Asf,)/(0.85 fcb) 0,500 0.464 0.488 0.412 0.388 in e= a/0,85 = 0.688 0.546 0.S74 0.484 0,456 in = (Ecu' c) d - Ecu = 0.0276 0.0300 0.0264 0.0342 0.0365 z 0.005 For Tension Control = OK OK OK OK OK M„=(A«f,Kd-a/2) = 102235 9869S 100306 88647 84914 \bAn (14-7) l„ = n-A„-(d-cf-t-b-c'/S = 66.45 63.52 65.44 SS.13 57.04 in* M«,= M,i,-^Porex/lc = 6617 13503 14784 11662 12259 Ib-in (14-4) Mu=M„fp„Aa 7771 15601 17235 12890 13310 Ib-in (14-S) A„ = 0,14 0,29 0.31 0.26 0,28 in = 82012 87029 9027S 79782 76423 Ib-in (14-3) Check that 0M„ a M„ OK OK OK OK OK l,= bt'/12 561,52 561.52 561,52 561.52 561.62 in' (9-9) Mc,= 7.5fc''^l8/0.St = 64570 64S70 64570 64570 64S70 Ib-in (14-2) Chedithat«M,SM„ OK OK OK OK OK Defiection at Service Load: (16-13a) (16-13b) Service ecc, P,, = 1078.14 1117.48 Ibs Sen/ice axial, P^^ = = 4294.34 4608.85 Ibs Service wall, P,^ = = 894.43 951.88 Ibs Serwce, P.= P^•^P„'= = 6266.91 6678J20 Ibs A«= 5M„lc^/(48Ecy 0.10 0.10 in M„=(A^V{d-a«) 96699 1D0306 ib-in &,= 5M,lc'/(48Ecy 1.34 136 M» = M^+P^exl Ic = 8595 9825 M = M„ + P. A, = 8680 9929 Ib-in (14-8) A,= 0.01 0.02 in Wlowabfe A = /150 1.20 1.20 in Check that A, s OK OK Shear at Factored Load: (16-2) (16-4) (16-J5) (16.S) (16.7) w„= 8Mu/(12lc'} = 23.02 46.22 51.07 38.1S 39.44 Vo= leVire,/2 = 172.68 346.69 383,00 286.44 295,78 (11-3) *Vc= 0.75(2)fc'°bd = 6830.52 5830.52 6830.52 6830.52 6830.62 Check that <t>V4 £ V„ OK OK OK OK OK PRIME Job: 2kl3-17 0 SMICTURU Date: .ENGIHEERS Sht: . CONCRETE SLENDER WALL Consklering P-Delta Effects (AT LOCATION OF REVEAL) PROJECT* DESCRIPTION: 2K13-170 Viasat BWg. 10 Panel W-3A Pier A 1ST TO 2ND Strengm at Factored Load: Factored eoc, P„f = Factored axial. Paam ~ Factored virall, Factored, Pu= (R14.8.3) (14-7) 14-4) 14-S) 14-3) 9-9) 14-2) 0.200 £0.6p{bd)= 1104 A«= As-»(Puff,Mh/2d) a=(Pu + As^)/(0.85 fcb) c= a/0.85 M.= (A«f,)(d-a/2) l« = Ma,= Mrt!Pole X/lc M„= M«+P.A„ 4 = Check that tt)M„ 2 M„ ...OK btV12 , 0.S I Mc= 7.5 f,°-M,/O.St Check that <PM„ a Mc, Deflection at Service Load: A.= /MiowabteA= le/150 Check that A.S (16-2) (16-4) (16-.5) (16-6) (16-7) 18S7.31 971.75 1046.69 426.92 35198 lbs = 5477.11 4885.37 5418.62 3412,93 2813,85 tos 1135.19 1135.19 1284.64 851,33 701,95 Ibs = 8469.61 6992.31 7749.94 4691.24 3867.78 lbs 0.288 0.273 0.281 0.249 0.240 in* = 0.502 0.455 0.484 0.409 0,389 in = 0,590 0.548 0.^9 0.481 0,458 in = S9423 94411 98886 8SS38 83701 Ib-in 64.62 62.00 63,36 57,77 58.21 in* 6617 13558 14712 11617 12187 Ib-in = 7819 15624 17194 12840 13264 Ib-tn 0.14 0.30 0,32 0.26 0.28 in = 89481 84970 87287 77884 7S331 INn OK OK OK OK OK 421.88 421,88 421.88 421.88 421,88 in* = 53363 53363 63363 53363 53363 IWn OK OK OK OK OK (16-13a) {16.13b) 0,01 0,02 in 1.20 1.20 in OK OK PRIME J0B:2K13-170 WA^ STRUCTURAL DATE:i!4:2m4_ ENGINEERS SHT:_56_ PRIME Job; 2K13-170 SIRUCTUW. 0»te: EBINEEf^ Sht: „^ CONCRETE SLENDER WALL Thk (in) Wdthfft) Start (ft) End (ft) Considering p.Delta Effects q1 = 8.25 S.50 0.00 20.72 PROJECT* 2K13-170 q2 = 6,50 4.80 15.72 20.72 DESCRtp-nON: Viasat Bldg. 10 q3 = 0.00 Panel W-3AP«!rB 3RD TO ROOF q4 = 6.50 4.80 4.22 10.22 q5 = DESIGN CRITCRIA: = 4000 psi e = 7.13 in Min Vertical Steel -0.0025 60000 psi Eccentric, Dr = 96 plf Min Horizontal Steel = 0.0025 ConaUe Weight = 150 pcf Eccenf/ifc, L/-= 88 plf Max Verf Spadrsg = 18.00 in Add? From Above. Dr» 0,000 kips Clear Height, Ic = 19.72 ft Add'l From Above. Lr = 0,000 kips <p = 0.9 Parapet Height -1.00 ft Girder, Dr'' 0,000 Wps ^t = 0.85 Wall Thickmss, t = 8.25 in G/fder, i.r = Q.OOO kips 3834 ksi h/t = 28.68 D Girder LosKi Eccei*ic? E. = 29000 ksi 7.S6 Depth to Rebar, d = 6.000 in 0,003 Verfrc»//?8bar= #4 0.00207 Spacing = 12 0 in O.Spi, = 0.0153 Steel @ Eacfj Face = 2 (# layers) Sos = 0,790 9 Qe=Fp = 0,247 Wp Reveal Depff) = 0.75 In Eff. Wind Ares = 213 «» Reveal to BaStom = 10.00 ft irWndtoad, W= 12,55 psf dM Reveal'' 8.000 in (16-4) (16-4) (16-5) (16-6) (16-7) (18-13a) (16-13b) Wu« = O.OQ 21823 20210 21823 20210 10229 11282 Ib-in/ft 9.86 S.86 927 9,86 9.27 9.85 8.17 ft ^wm ^ 0.00E-H50 1.27E-I-08 117E-H)8 1.27E+08 117E-f08 5,%E-f07 6,48E•^07 IB At Reveal: Me-0 21817 20066 21817 20068 10227 11168 Ib-in/ft Ao = 0,0OE-^O0 1.27E-<-08 1.17E-t-08 1,27E-H)6 1.17E-t-D8 S.96E-t-07 6.48E-t-07 /El Wind(1.6W) LOAD COMBINATIONS (CBC 1605.2.1) (16-3) (16-4) (16-S) (16-8) (16-7) (16-13a) (16-13b) 12,4,2.3 U = U = u = u = u- A = A = E = 1.20 D 1.20 D 1.36 D O.SOD 0.74 D 1.00 D 1.08 D QE* Qs± + O.SOL ••-0.50L + Q.50 L -f 1.60 W •t-1.00 Qe 1- 0.75 L * 0.75 L 0,2SosO 0.16 D * l.SO Lr -t- 0.50 Lr * 1.00 Qe •*- 0.75 W + 0.53 Qs - 1.50 W 15,S0 Seismic (1.0E) DESIGN SUMMARY: iSfength: (16-3) (16-4) (16-4) (16-6) (16-71 M„ = 71 126 70 499 72,237 68,834 67.8l4 Ib-in 1.869 24,869 23,282 23,913 zi.ni Ib-in % Over = 0:0% 0.0% 0.0% 0.0% 0.0%: AtRaveal: i)>Mn s° 70,287 69.720 70,281 67,904 67,ee4 lljrin Mu = 1.869 24.858 22,840 23,786 21,562 Ib-in %Over = 0.0% 0.0% 0.0% 0,0% 0.0%i Deflection: Wind Seismic At Reveal: Wind Seismic 1^/150 = 1.5776 1.5776 in 1 5776 1,5776 .in MaxA = 0.0306 0.0336 ;in 0.0308 0;033S. in % Over s 0.0% 0.0% 0,0% 0:0% CONCRETE SLENDER WALL t^sidering P-Delta Effects PRIME Job: ,2K13- mmm mm ENSWEi^Sht; 5R 170 PROJECT* DESCRIp-nON: 2K13-170 \fiasat Bldg. 10 Pane! W-3A PierB 0 3RD TO ROOF Strength at Factored Load: (16-3) (16-4) (16.5) {164) (16-7) Factored eoc, P„t = = 479.42 2S8;14 244.14 16180 133.40 Ibs/ft Factored axial, P,^i = = Q.m 0.00 0.00 0.00 0.00 Ibs/ft Factored wall, P^, = = 1800.01 1800.01 2357.35 1488.67 1189.44 ibs/ft Factored, P„ = 2279.43 2098.15 2fi0149 1631.47 1322.84 Ibs/ft Pu / Aj = 26.28 S Q.06fc.., OKI = 23.02 21,19 26,28 16.48 13.36 psi As= 0.2(«> S0.6p(bd)= 1104 ..OK (R14,8,3) A«= As•^{Pti/f,)•(h/2d) = 0.226 0.224 0.230 0.219 0.215 in^ a= (Pu + Asf,)/{0.85fcb) 0.350 0.346 0.358 0.334 0.327 in c= a/0.86 = 0.412 0.407 0,421 0.393 0.384 in El = (Ecuf C)d-£cu 0.0407 0.0413 0,0398 0,0428 0,0439 it 0,005 For Tension C£»itrol OK OK OK OK OK Mn=(A«f,){d-a/2) 79029 78332 80284 76538 75349 8wn (14-7) W= n-A„id-cf*b-c^lZ 53,69 53.29 54,40 52.24 SI.55 in* Mu,= M,K!+Pofex/lc 1708 22885 21028 22399 20657 Ib-in (14-4) Rii= M,«-t-P„A, 1869 24859 23262 23913 21774 ttnn (14-5) 4.= 0,07 0-9S 0,86 0.93 0.84 in M„ = 71126 70498 72237 68884 67814 Ib-in (14-3) Check that rPM, a M„ OK OK OK OK OK l,= bt'/12 561,52 561,52 561.52 561,52 561.52 in* (9-9) M„= 7.5rc"ls/0,5t 64S70 64S70 64570 54670 64S70 Ib-in (14-2) Check that *M„ a M„ OK OK OK OK OK Deflection at Service L^d: (16.13a) (16-13b) Service ecc. P„= = 303.38 318.29 Ibs Service axial, P„,w = 0,00 0.00 Ibs Service wail, P,^ = = 1500.01 1754.50 lbs Serwce, = P^ P»»= 1803.39 2072.79 lbs A„=5M«l,*/(48Ecy 0.17 0.17 in M»=(A^fy)(d-a/2) 78332 802S4 Ib-in A„=5M„lc^/(48EcU 2.23 2.22 M«= M^-^P^ex/l. 11310 12336 M = Ma, -»• P, A, = 11366 12406 Ib-in (14-8) A,= = 0,03 003 in Aliowable A= lc/150 = ISS 158 in Check that A, S A«<«, OK OK Shear at Factored Load: (16-3) (16-4) (16-6) (16-8) (16-7) w„= 8Mo/! 121.') 3.20 42.63 39.88 40,99 37.33 V„= lcW„/2 31.59 420.37 393.21 404,20 36S.05 (11-3) Wc= 0.7S(2)fc"'bd = 6830,52 6830,52 6830.M 6830.52 6830.52 Chedc that *Vc a V„ OK OK OK OK OK PRIME Job: miJJO S!lli:ilM oate: ENGWERSsw; 59 CONCRETE SLENDER WALL Consklering P-Delta Effects (AT LOCATION OF REVEAL) PROJECT* DESCRIPTION: 2K13-170 ViassiBldg. 10 Panel PierB 3R0TOROOF Strength at Factored U>ad: (16-3) (18-*) (16-S) (16-6) (16-7) Factored ecc, P^i = 479.42 298:14 244,14 161,80 133.40 Ibs Factored axial, P„«d.) = = 0,00 0.00 0,00 0.00 0.00 lbs Faclored wall, Pu„= 177077 1770:77 2003,89 1328.08 1094.96 lbs Factored, P„ = 2250.19 2068J91 2248.03 1488.88 1228.36 Ibs A6= D.200 S0.6p(bd)= 1.104 ...OK (R14,8,3) A„= Ag + (Py/f») (h ' 2d) 0.223 0,222 0.223 0.216 0.213 in^ a = (Pu + A5^)/(0,85fcb) = 0.349 0.345 0.349 0.331 0.324 in c= a/0,85 0.411 0.406 0.411 0.389 0.381 in M„= iK^W-alZ) 78097 77467 78089 75449 74537 Ib-in (14-7) l„ = 53,07 52,71 53.06 51.56 51.03 In* M,«= M^-t-P^ex/lc = 1708 22879 20884 22393 20513 Ib-in (14-4) H,= M^-t-Pu/5^ 1869 24856 22840 23786 21562 Ib-in (14-5) A„« 0,07 0.96 0.87 0.93 0.85 in <bM„= = 70287 69720 70281 67904 87083 Ib-in (14-3) Check that 0M„ £ M„ OK OK OK OK OK 1^= bt'/IZ = 421,88 421.88 421.68 421.88 421,88 in* (9-9) M„= 7.5fc°-^l,/0.5t = 53363 53363 53383 53363 53363 Ib-in (14-2) Check lhat ®M„ 2: OK OK OK OK OK Defiection at Service Load: (18-13a) (16-13b) A.= = 0,03 0:03 in Allowable A = lc/lS0 1,S8 I.SS in Check that A,S A^B,, OK OK ^ PRIME JOB:2K13-170 fWk STRUCTURAL DATSjM^aoii- ENGINEERS SHT:_£iL PkifcJ ;.,£Jt>r^ - ^ •,.,: c: >f':ic _ PRIME JOB; XA STRUCTURAL DAiKi ENGINEERS SHT; 2K13-170 : 04-2014 61 if'\ ''^ ^-^ ^ . - fii.^."- ft,. PRIME JQB:2K13-170 STRUCTURAL DATE:JM;2£114_ ENGINEERS SHT- G?. IK Ik ^K li ik Ik IK 111 Ik ik it^i ^^-mii ^iJ^ \ -r • / / / * A > \ , • I \ -!- / > 1 y 1—T"--" / X ^ / \ / ' % / / IV .try ' . ,107«?7!t^^t^t^igt^^4%*Eg|^^«|i^»^^ fc-.^r t . I ,-.jt..i..i4-Jt,,|-J^---M-^,4--M-^-i^ * ' ' I • -I ' r ^ X ; ; ! I ,A 184it-84ltMjt^it^4)t^^4»^it^^lt^^ll^^|al^^jt§^|^^ 1.t~ 4s « #.:(«;-'* ^ / ^ \ '-it Sesiats «or LC 1. seisna; Os^f — •• ~ Panei W-3A Seismic Only SK-1 — •• ~ Panei W-3A Seismic Only Apr 10, 2014 at 4:02 PM 2K13-170 — •• ~ Panei W-3A Seismic Only untttled.r2d PROJECT* DESCRIPTION: GEOMETRY: Lo= O.OOft Li= 9.67 ft Lj = 9.60 ft Ls= 6.50 ft L, = 0.00 ft Hi= 15,00 ft Hg^ 29.00 ft HH= 42,00 ft HA= 12.00 fl He= 3,50 ft HG= S.OOft Ho= 3,50 ft Hg = 5.50 fl Hf: = 100 ft coNCBene SHE>I»? WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) PRIME 40b: 2K13-170 2K13.170 VIASAT BLDG. #10 PANEL W-3A ^ -2,8 ^ -5,4 k.^ .0 ® X \ M ' 1 C81 - PIERI. 1 PIER 2 Ko_l .. •''''-'Xi CBS He 1 PIER 4 PIERS *J '. --v^ AZ CBS HA PIER 7 PIERB Ll La Lj L. HR LOADS: Unfactored Unifomn Loads: w/QR = 0.096 klf WLR = 0,088 klf Wo3 = 0,317 klf Wu = 0,538 klf Wo2 = 0,317 klf Wt2 = 0,538 klf Unfactored Point Loads: Panei Thickf^ess: 0.00 ft XB = 0,00 tt TYPICAL = 6.50 in PADR-0.00 ktps 0.00 kips PIER 1 = 8.25 in 0,00 kips PaiR= 0.00 kips PIER 2 = 8.25 in ^tm~ 0,00 kips Paoa -0,00 kips PIER 4 = 8.25 in Pi._3 = 0.00 kips PaL3 ~ 0.00 kips PIER 5 = 8.25 in PAD2 -0.00 kips 0.00 Wps PIER 7 = 8.25 in PAL2 = 0.00 kips PBU -0,00 kips PIER 8 = 8.25 in Parapet = 8,25 in DESIGN PROPERTIES: pl = 0.0025 Sos= 0-789 Ci= 5.00 1= 1.00 RISA OUTPUT: f^ = Cone. Wt. = <l>v = M = 4 00 ksi 60,00 ksi 150 pel 0,6 0.6 3RD = 0,0048 in ROOF = 0.0033 in Reveal in Piers: HA " Hc = Hp '• TRUE TRUE TRUE torn COMBINATfONS: Shear (Neoative to Left): CouDiino Bearn Shear LCI: u = 1,20 0 + 1.60 L PIER 1 =-130 k CB1 = 160 kips LC2: U = 136 0 0.60 L PIER 2= -1.60 k CB 3 - 4,20 kips LC3-U = 0,74 0 +1,00 Qe PIER 4= -4,50 k CB 5 = 8,30 ktps E = Qe± 0.2SosD PIER 5 = -3,60 k = QE± 0.16 D PIER 7= -7.80 k Storv Drift; PIER S = -5,70 k 2ND = 0 0060 in -^ 0.50 Lr -HOOQe PROJECT* DESCRIPTION: CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 3«-e8 CH 21) 2K13-170 VIASAT BLDG. i10 PANEL W.3A PRIME Job: mmm mm. ENGIMEERS CALCULATION OF FACTORED AXIAL FORCES mO MOMENTS ON WALL P)ERS: PiER PDF PDW Cow Pt eu SEISMIC Pf Me 1 139 k 2.40 fl 16.44 k losn 0.00 k 2,40 ft RISHT -1.3 kip -3.6 k-ft 1 1.39 k 2.40 ft 16.44 k 1.09 ft 0,00 k 2.40 ft LEFT 1,3 kip 3.6 k-ft 2 1,08 k -2.40 ft 11.66k -1,18 ft 0.00 k -2,40 ft RIGHT 14 kip -4.4 k-ft 2 1.08 k -2.40 ft 1186 k -1.18ft 0.00 k -2.40 ft LEFT -1.4 kip 4,4 k-ft 4 5.98 k 2.40 « 32.74 k 106 ft 7.78 k 2.40 ft RIGHT -S.4 kip -18,0 k-ft 4 5.98 k 2,40 ft 32.74 k 106 ft 7.78 k 2.40 ft LEFT 5.4 kip 18.0 k-ft 5 4.67 k -2,40 ft 23.58 k -115 ft 6.08 k -2.40 ft RIGHT 5,5 kip •14,4 k-ft 5 4.67 k .2.40 ft 23.58 k -1.15 ft 6.08 k -2,40 ft LEFT -5,5 kip 14,4 k-ft t 10.5® k 2.40 ft K).23k 106 ft 15.57 k 2.40 ft RIGHT -1.3,9 kip -93.6 k-ft f io.$ek 2.40 ft 50.23 k 106 ft 15.57 k 2.40 ft LEFT 13.9 kip 93.6 k-ft 8 8.25 k -2.40 ft 36.17 k -1,15ft 12.16 k -2.40 ft RIGHT 13.7 Wp •€8.4 k-ft 8 8.2Sk -2.40 ft 36.17 k -115ft 12.16 k -2.40 ff LEFT -13.7 kip 68.4 k-ft MiN AXIAL UfiXfiXtAL CRITICAL PSER «e ML Mu Pu Mu Pi, % Over 1 -212 0.0 11.9 k -19.3 22.9 k -32,4 22.9 -32.4 -127159 OK 1 -212 O.D 14.5 k -12.2 25.6 k -25.3 22.9 -32.4 -127159 OK 2 16.6 0.0 110 k 7.9 19.0 k 18,1 16.2 , 26,9 580.87 OK 2 16.6 0.0 8.2 k 16,7 16,2 k 26.9 16.2 , 26,9 580.87 OK A -49.2 -18.7 23.3 k -54.5 511 k -84.1 51.1 -94.1 -1383.67 OK *¥ 49,2 -18.7 34.1 k -18.5 619 k -S8.1 51.1 -94.1 -1383.67 OK 5 38.4 14.6 26,5 k 14.1 46.9 k 45.0 35.9 73.8 635.20 OK 5 38.4 14.6 15.5 k 42.9 3S.Sk 73.8 35.9 73.8 635.20 OK -78.5 -37.4 312 k -1519 76.4 k -218,9 76.4 -218,9 -1484,01 OK f -78.5 -37.4 59.0 k 3S.3 104.2 k -317 76.4 -218,9 -1484,01 OK 8 61.3 29.2 46.7 k -22.8 80.1 k 29.5 52.7 166.3 680,41 OK 8 61.3 29.2 19.3 k 113.9 52,7 k 166.3 52.7 166.3 680,41 OK INTERACTION DIAQRAMS: Piers 1.4,7 l=ieri -4000.0 -3000.0 .2IXX3-0 -IKtXi Ob .StX!,0 .0 200S.0 3000.0 4QOO,0 Piers 2,6,8 1200 0 • mi •2(m.D -1503,0 -10)0.0 -500. 0 1!»3.0 lSCO.-a 20O3 0 -400,0 • PROJECT*: DESCRIPTION: CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-08 CH 21) 2K13-170 VIASAT BLDG. #10 PANEL W-3A PRIME Job: .2E2JL mmm. ENGINEERS »K (^^ SHE/m CALCULATIONS: Avf = V / (O'fy'p) = #4 dowels @ slab = PIER 1 PIER 2 PIER4 PIERS PIER 7 PIER 8 Effective Thickness -7,50 In 7.50 in 7.50 in 7,50 in 7.50 m 7.50 in Pier Length = 9.67 ft e.soft 9.67 ft 6.50 ft 9.67 ft 6.50 ft L/t = 15.47 10,40 15.47 10.40 15.47 10.40 H/L = 0.57 0.85 0.83 1.23 1.24 185 Wall Pier (Y=1:N=0) = D 0 0 0 0 0 V = 1.3 kips 16 ktps 4.5 kips 3.6 kips 7.8kips 5.7 kips v.= N/A N/A N/A N/A N/A N/A 1.3 kips 16 kips 4.5 kips 3.6 kips 7.8 kips 5.7 kips Acv = 870.3 in' 585.0 in^ 870.3 in* 585.0 in^" 870.3 in* 585.0 in' 2*AcvN'{f c) = 110.09 in 74,0 k 110.1k 74.0 k 110.1 k 74,0 k 2 Curtain Reinf. Req'd = NO NO NO NO NO NO ac = 2,66 2.66 2.66 2,66 2.66 2.31 p.min = 0.00250 0,00250 0.00250 0.002K) 0.00250 0.00250 82 Vu/0Acv*\'(rc) = 0.04 0.07 0.14 0.16 0.24 0,26 OK OK OK OK OK OK A«,req(perft) = 0.248 irr' 0,248 in* 0.248 in' 0.248 in" 0.248 In' 0.248 In' Max Horiz Spacing = 18,00 in 15.60 in 18.00 in 15.60 in 18.00 in 15.80 in it J 0-29 in' 0.21 in' 2 2 4 fit'' ty SPECIW- BOUNDARY ELEMENT REQUIREMENT PER mi 318 §21.9.6,2: PIERI PIER 2 PIER 4 PIER 5 PIER 7 PIER 8 Elastic Disp. = 0.003 in 0.003 in 0.008 in O.O08 in 0,014 in 0.014 in 5u = 0.001 ft 0,001 ft 0.003 ft 0-003 ft 0.006 ft 0,006 ft L / [600*(5u/h)] = 27.63 In 18,57 In 27,63 in 18.57 in 27.63 in 18.57 in Pu.critioal = 25.5 k 19.0 k 619 k 46,9 k 104.2 k 80-1 k Max Neutral Axis, c = 10,66 in 6,63 in 12.26 in 6,02 in 14.15 in 9,48 in Bound. Mem. Req'd = NO NO NO NO NO NO COUPLING BEm CHECK PER ACl 318 §21.9.7; * = Area of flexural steel req'd at both top & bottom of coupling beam. ** ~ If flexural steel can be satisfied, diagona! reinforceraent is not required, - {f Hoop Spacing = N/A, typical nsinforcement governs. Flexural Steel* Diag. Reinf; Retfd" #3 Hoop Spac. Vu h d L/h Vu/bhV{fc) Flexural Steel* Diag. Reinf; Retfd" #3 Hoop Spac. CBt 16 kip 60.00 in 56.00 in 1.92 0.05 N,'A NO N/A CB3 4.2 kip 72,00 in 68.00 in 180 0,14 N/A NO N/A CBS 8.3 kip 78.00 irj 74.00 in 148 0.26 N/A NO ' N/A PROJECT* DESCRIPTION: CONCRETE SHEAR WALL DESIGN (PER CBC 2010 & ACI 318-06 CH 21) 2K13-170 VIASAT BLDG, #10 PANEL W-3A PRIME Job: 2K13-170 ENGINEERS sm es REBAR LAYOUT: d FIERI PIER 4 PIER 7 2" 2«6 2 #5 ' 2#5 13.2" zm 2#4 2#4 24,4" 2#4 2#4 2#4 35.6" 2#4 2#4 2 #4 46.8" 2#4 2#4 2#4 58" 2 #4 2#4 2#4 68.2-2#4 2#4 2#4 80.4" 2#4 2#4 2#4 916" 2#4 2#4 2#4 102-8' 2#4 2#4 2#4 114" 2 #5 2 #5 21*5 10,00 10.00 10.00 O.OQ • • • • • • • • « • • • • • • • 0.00 aO.lX! 40,05 60.00 SO.OO lOO-WJ 120K "0 m 7i 14-D-OO •0 m 0,£» aCK3 40.00 60,00 83.00 100,<X! 120 IM 2 ffi •A litOOO d PIER 2 PIERS PiERS 2" 2 #5 2 #5 2 #5 14.33" 2#4 2 #4 2#4 26.66" 2#4 2 #4 2#4 38.99" 2 #4 2M 2#4 5133" 2#4 2#4 2#4 63.66" 2 #4 2#4 2#4 76" 2 #5 2 #5 2#5 0,00 10,00 20.03 ».!X3 «!00 50 00 60.t» 70,00 8000 1000 0,00 1000 0.00 10.<K 20,03 30,03 40.00 SOOO SO 30 'moO SOOO In 3 m 7S 2 m ot m 33 woo 20 00 3000 «.{« 50,C» SO.OO 70,00 80,00 ^-U-Ace- 6*5fcrJ i::i!^,lAt^ PRIME JOB:2K13-170 XA STRUCTURAL DA1B:J4::2214_ ENGINEERS SHT:_£2_ WK. L i fcH' 1 /\ 1 4-- t T»*C i 1=] o -sc. P ,4 z^^f i:^yffc,s;; C; ' • r; : i'/ ! i^' '.y 7 -{„ lili'l;;. y K)/ 'J,-#(<^! -f'£?-P gi- PRIME Job: 2K13-170 STRKTUm Oate; ENGiKRS Sht 68 GRADE BEAM AT VtASAT BLDG 10 - PANEL W-3A ASD DESIGN: SOiL BEARING CHECK 0.789 UNIFORM LOAD D + L + Lr (1.0 + 0.t4SDs)D + L (0.9-0.14Sos)D W, = 8,18 8.76 5.08 W2 = 8.98 9.60 5.50 W3 = 0.00 0.00 0,00 W4 = 0.00 0.00 0,00 0.00 0.00 0.00 Pi = 0.00 0.00 0.00 P2 = 0.00 0.00 0.00 Pe1?1,4 = 10.25 Pe2/1,4 = 0.00 Pe3/1.4 = 0.00 Pe4rt.4 = 0.00 Peyi.4 -0.00 Pe€/1.4 « 0.00 LRFD DESIGN: GRADE BEAM UNIFORM LOAD 1.4D-*- 1.7L (1.2 + 0.2SDs)D-+-fiL (0.9 - 0.2Sos}D w., . 1175 9.55 4.78 12.92 10.39 5.17 W3 = 0,00 0.00 0.00 W4 = 0.00 0.00 0,00 Ws, 0,00 0.00 0.00 Pi = 0.00 0.00 0.00 P2-0.00 0.00 D.OO p.1 = 14.35 0,00 Pe3 = 0.00 P64 = 0.00 Pes = 0.00 PftS = 0.00 PANEL W-3A(LRFD) GRADE BEAM ANALYSIS PROGRAM (4.02) Pt 213.22 175.50 X 13.39 11.33 i,,4C 3,92,. Q mln^ 2 .-74 -7 5.50 15.38 .... •^...^-q^........—e.,,-3,,i 95.45 9.65 95.45 17.10 04/10/14 2kl3-170 Footing LENGTH Footing WIDTH Footing DEPTH = 27.77 = 2.50 1.50 ft ft ft Co.nc l^eight Surcharge Footing -t- Surch 0.15 0,00 . = 0.56 kef ksf klf UNIFORM LOADS 1 2 (k/ft & ft) 3 4 5 XI X2 11,750 9.550 12.920 10.390 9.550 10.390 4.780 5.170 4.780 5.170 1.00 20.27 10. 67 26.7? POINT LOADS (k 1 2 & ft) 3 4 5 X 0.00 14.35 0.00 -14.35 -14,35 14,35 - 14.35 14.35 -14.35 14 .35 1.50 26.27 RESULT-ANTS (k, CASE 1 ft S ksf) 2 3 4 5 PRIME J0B:2K13-170 STRUCTURAL utk 04-20i4 . ENGINEERS sm 69 MAXIMUM FORCE.S (k, kft) CASE 1 2 3 V tnax 35.11 29.09 30.00 M max 11.95 12.25 24.46 M min -181.84 -142.63 -154.86 14.89 16.90 12.91 21.64 -71.06 -82.88 V max = 35.11 k M max = 24.46 kft M mi.i = -181.84 kft PAl^EL W-3ASASD) PRIME J0B:2K13-170 W^ STRUCTURAL i)ii£j4:2oi4_ ENGINEERS SHT:_JZXI_ 04/10/14 2kl3-17G GRADE BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH - 27.77 ft Footing WIDTH 2.50 ft Footing DEPTH 1.50 ft Co.nc teight = 0.15 kef Surcharge 0.00 ksf Footing * Surch. 0.56 klf UNIFORM LOADS (k/ft & ft ) 1 2 3 4 5 XI 8.180 8,760 8.760 5.080 5.080 1,00 8.980 9.600 9.600 5.500 5.500 20.27 POINT LOADS (k St ft) 1 2 3 4 5 X 0.00 10.25 -10.25 10.25 -10 .25 1,50 0.00 -10.25 10.25 -10.25 10.25 26.27 RESULTANTS (k, ft & ksf) CASE I 2 < 4 5 Pt 153.09 162.73 162.73 100.49 100.49 X 13.40 11.83 14. 95 10.85 15.90 Q max 2.44 3.39 2.88 2.40 2.08 Q rain 1.97 1.30 1.80 0.50 0,82 MAXIMUM FORCES (k, kft) CASE 1 2 3 4 5 V max 24,41 2 6,67 26.79 15.56 16. 63 M max 8.33 9.14 18.8? 8.72 16. 34 M jran -126.47 -131.97 -140.74 -75.37 -84.03 V max 26 .79 k M max 18 .87 kft H min = -140 .74 kft X2 10,67 26.7? PANEL w-3A{LRFD) GRADE BEAM DESIGN PROGRA.M DESIGN DATA (4.02) f'c - 4.00 ksi fy - 60.00 ksi Factor =1.00 b = 30.00 ir. h = 18.00 in d = 15.00 in 04/10/14 2kl3-170 PRIME J0B:2K13-170 STRUCTURAL utk 04-2oi4 ENGINEERS SHT: 71 SHEAR DESIGN Vmax = 35, Vn = 41. Vc Vs 56.9 k 0.0 k Av - 0,30 si/ft S max - Vs = 0, stirrups are optional 1 # 3 Stirrup § 7.5"" 1 # 4 Stirrup % 7.5" 7.50 in FLEXURIiL DESIGN Beta 1 = 0. 85 As rrdn = 1. 50 si As max = 9. 62 si M-I- max = 24 kft M~ min = -182 kft 27 kft Mn--202 kft As str = 0 37 si As str = 2.85 si As = 0 49 si As = 2.85 si Bottom Steel Top Steel Bar No. Space No'. Space # 4 2.4 8.0" 14.3 1.6" # 5 1.6 12.0" 9.2 2.4" # 6 1.1 12.0" 6.5 3.4" # 7 0.8 4.8 4.8" # 8 0.6 3.6 6.0" # 9 0.5 _2. ^ #10 0,4 2.2 8.0" tll 0.3 1.8 12,0" •y'^'l'i f/J-'V A PRIME JnB;2K13-170 fWk STRUCTURAL Dm:jii:2Qi^ ENGINEERS SHT:_22_ "2, ja.>j •"'^^ f' oofc— i4 - fSp eft r rAtf-r 5", 4 2 f"'|wT- <, 4 fi.^'T'f'yf^ / 1' S" X 2-"? , 11 -7 •!• • 'pa : !l2 ^1^ ' -Wis /^.^^ /^•/70- / EL, .316k,''=t -7,2 3,1lf^2^ ' 5 •14 J I 1 y [8.3 -6.8k I 1^' ¥ •!,ai8k/ft ! lb 5.5k ^ -26,4 PRIME JOB:2K13-170 XA STRUCTURAL DATE:i)4:2214_ . A' ENGINEERS SHT:^3_ -'^ /* ' • r- j ih H '\ [0^ fr.,' \ 4^ 4 i—? .316Wfr ^ -4.3 LOiids; tc CASE 4 MemBef Bsadsng Mtrnwoia Si'fi^ SK-4 Fp (Main - W-3) Apr 15.2014 at 8:31 AM 2K13-170 Fp Mam,r2d ,31P: f'-S ' -6,1 316<ff «J :\s 6.8k ..j^ \ . / -14.6 ;;;;;.;;^j / ; / "5 5,5k J -13.4 -144 3101 /ft -, '• -3 PRIME JOB:2K13-170 XA STRUCTURAL BAIE:J4:2Q14_ ENGINEERS SHT: HA R»suSStOrU;^-C»iS6! liadba Sewtds l*wie«» (Ml) x-direetiwRsadiwuiasiiieltaiw*-* — .—^ i SK-1 Fp (Main - W-3) Apr 15, 2014 at 8:27 AM 2K13-170 Fp Mam.r2dl PRIME J0B:2K13-170 XA STRUCTURAL DAIE:i24:2Ql4_ ENGINEERS m-.^ 5*.316k« .)/) ^ 'i j^f^ -. 4 1 : ( -6 8k t<5a!js;W:«,C(l«E2 ResuUft tc 2. CASE 2 ^mmt Ben4»is Msmems ^Mj K'ia»eq|«m RsiCitftn Ultft* are k M S,5I< -24.8 ,318k'ft 1^ 4.2 2K13-170 Fp (Main - W-3) SK-2 Apr 15, 2014 at 8:29 AM Fp yain.t2d laxi$ IC 3. CASE 3 R^ilsforlC 2. CASE 3 MetTibef BendSK^ Wsms^tSs Os-S) "f-tj 316k/ft --3 Ik 1l»5, f- 1S16K/f{ 6.ak ' -IS 1 5.5k m ' < • -129 PRIME J0B:2K13-170 XA STRUCTURAL nAiE:j24:2Qi4_ ENGINEERS SHT:JZ£ 2K13-170 Fp (Main - W-3) SK-3 Apr 15, 2014 at 8:30 AM Fp Main,r2<J PRIME Job: 2Kllzl70 S^UC«Date:__ mmps Sht, 77 , CONCRETE SLENDER WALL ConsWertng P-Oetta Effects PROJECT* 2K13-170 DESCRIPTION: ViasalBiag. 10 Panel W-3 <6'-6" Pier} 3RD TQ ROOF Thk (in) Width mi -Slaitlft) End (ft) q1 = 9.25 6.50 Q.OO 19,00 (32=; 6,58 3.50 S.OO 19.00 <]4 = ~'i.io"" ¥50 ""Coo" q5 = DESIGN CRrrERIA: ''5 = 4000 psi e -7.50 in Min VeTj/cal Steel = o.ooas 60000 psi Eccentric, Dr:" 16 plf Min Harismtat Steel = 0.0026 ISO pd Eccentric, i.r = 23 pr Max Ven Spacir^ = 18.00 in Add'l From Above, Dr = 0,000 kips Clear Height, U ~ 14,67 fl Addl From Above, Lr = O.KSO ktps 0 = ; 0.9 Parapet Height = 4.33 ft Girder, Dr = 0.000 kips ^1 = \ 0.86 Waff Thickrmss, t = 9.25 in Girder, Lr-" 0.000 kips 3S34 l(Si hft = 19.03 • Srder Load Eccfflttric? = 29000 test n-7,56 Depth to Ratter, rS -7. DOO in 0,003 VerUcal Rebar = #4 0.00207 Spadng= S.O in O.OISS Steel @ Bach Face = 2 (# layers) 0.790 g fieM8a/0epf/i = 0.75 in Eff. Wind Area = ISO ft' Re veal to Bottom = 7-00 ft Wind Load. W = 13.64 pst d at Reveal-r.ooo in (18-3) {16-4) (16-S) (16-6) {16-7) (16-13a) (16-13b} 0,00 9033 17724 9033 17724 4234 B4S3 tt»-ir)/ft r I-« fi -7,34 6.67 675 6.67 e-?s 5.67 6.87 tt»-ir)/ft r I-« fi O.OOE-I-00 2,77E-i-07 5,48E->-07 2,77E-i-Q7 1.30E+07 2.93E-t-07 /Et. A! Reveal: Me = 0 9015 17701 9016 17701 4226 9436 Ib-Wft A<,= O.OOE+OO 277E-»07 S,48E+07 2.77E-^07 5.48E-I-07 1.306+07 2.93E+07 /Ei Wmd{1.6W) LOAD COMBINATIONS (CBC 1(505,2.1) (16-3) (16-4) (16-5) (18-6) (15-7) (1S-13a) (16-t3b) 12.4.2.3 U = M'- U = U = u = A- A = e = .200 20 D .36 0 SOD 74 D 00 D 08 O QE* Qrl + 0.50 L 1-0.50L + 0.50L * 1.60 W +1.00 Qe * 0,75 L * 0,75 L 0,2So$D 0,16 D -»• 1.60 Lr •I- 0.50 Lr 1^ 1.00 Qe -I- 0.75 W -<- 0.S3 Qe •H.60W 20 IJI! 180B 14.00 12.00 IB DO 8.06 6.06 4.M 2,00 aoo Seismic (1.0 E) c ty 20,90 ISOO IMO KOO 1200 10.00 BOO S;(10 400 !,0C 0,00 .a ll Is- •ESH3N SUMMARY: Strength: (16-3) (16-4) (16-S) (16-6) (•!6-7) 4*!„ = 106,568 10S.770 109,223 105.473 103,367 lb-if» 332 S.442 18.450 9.319 18,0a6 lb-ir> % Over = 0.0% 0.0% 0.0% 0,0% 0,0% At Reveal: <&IWr» = 106,003 105,866 106,829 103.853 102.824 Ib-in 332 9,420 18,350 9,272 18,0M! Ib-in % Over = 0.0% 0.0% 0,0% 0.0% 0,0% Defiectian: Wind Seismic At Reveal: Wind Seismic lc/150 = 1.1736 1.1736 in 1.1736 1,1736 tn MaxA = 0.0047 0.0103 In 0.0047 0,0102 In % Over = 0.0% 0,0% 0.0% 0.0% CONCRETE SLENDER WALL Cawdeting P-Delta Effeds PRIME Job: 2K13- SWCTURAL Da<e:_ ENGIHEERS sw; 7R 170 PROJECT* DESCRiPTION: 2K13-170 Viasat Bldg, 10 Panel W-3 (ff-F Pier) 0 3RD TO ROOF Strengtti at Factored Load: (16-3) (16-4) (16-5) (16-e) (16-7) Factored ecc, P^ = 86.15 47,23 33.43 22.15 18,27 Ibs/ft Factwed axial, P,^ = 0.00 0,00 0.00 0.00 0.00 lbs/ft Factored wall, Pu« = 2143,52 2235.11 288S.1? 1922.43 1375,79 Ibs/ft Fadored. = 2223.67 2282.35 2922.50 1944,58 1394.06 !bs« Py/A,= 26,33 SO Oerc, OKI 20.09 20.56 ^.33 17.52 12.66 psi As= 0,267 S 0,6p(bd) = 1,313 ...OK (R14,8,3) A„ = As -I- (Pu / y(h / 2d) 0.291 0,292 0,295 0,288 C.282 in' a= {Pu-> Asf,)/(0,85f,.b) 0 447 0,448 0.454 0.440 0.425 in c = a / 0.85 0,526 0.S27 0.546 0.517 0.502 in £i = (Ecu / cj d - tcu 0.0370 0,0368 0,0355 0,0376 0.0389 a 0.005 For Tension Controt OK OK OK OK OK M,= (A^f,Kd-a/2) = 118409 118633 121359 117193 114841 tb-in (14-T) l„ = ri-A„-(d-c}'-i-b-c'/3 92.91 93,05 94,81 92.12 90.58 in* M^= MUD •Pj ex/I. = 323 91S4 17839 9109 17787 Ib-in (14-4) M„=Mua + P„au 332 9442 18450 9319 18086 Ib-in (14-S) K = 0.00 0,11 0,21 0.11 0,22 in #M„ = = 106568 106770 109223 105473 103357 Ib-in (14-3) Ciieck that *M„ a M„ OK OK OK OK OK l„= bt*/12 791.46 791.45 781,45 791.45 791,45 in" (B-9) M,^= 7.5r^"lj/0.5! 81172 81172 81172 81172 31172 tb-in (14-2) Check that 4>M^ i M^, OK OK OK OK OK Oeflection at Service Load: (16-138) (16-13b) Service ecc. P^ = 51,15 S3.20 Ibs Service axial. Pss^ = = 0,00 0.00 Ibs Service wall, P,_,^ = = 1862,60 2017.08 Ibs Sendee, Pj = P^i + -1S13.75 2070.27 Ibs A„= 5M5,U^/(48EeU 0.09 0.09 in M„= (A«f,Kd-8/2) 118633 121359 Ib-i n SM,t//(48E„l„) 1.02 1,03 Ma= Mso + Psjex/lt 4409 9634 M= M„-»-P,Aj 4418 9656 Ib-in (14-8) iSL,= 0-00 0.01 In Allowable A = Ij/ IK) 1,17 1.17 In Check Biat 6,5 OK OK Stiear at Factored Load; (16-3) (16-4) (le-s) (16-6) (16-7) VI?,, = 8 Mi,/(121,') 1.03 29.25 57.18 28,87 56,03 V„= l,w«/2 7.54 214.53 419.23 211,74 410.96 (11-3) *V^= 0.75(2) fe*bd 7988.94 79S8.94 7968,94 7968.94 7988,94 Check that tOVeiV„ OK OK OK OK OK PRIME J*: _2JOJL STRUCTURAl Date: ENGINKRS Sht J.70 CONCRETE SLENDER WALL Considering P-Mta EffeOs (AT LOCATION OF REVEAL) PROJECT #: DESCRIPTION: 2K13-170 Viasat Bldg, 10 Panel W-3 (6'-6' Pier) 3RD TO ROOF Strength at Factored Load: Factored ecc, P^ = Factored axial, P^sm - Factored wall, = Factored, P„ = As = (R14.8.3) (14-7) (14-4) (14-5) (14-3) (9-9) (14-2) 0.267 S0.6p(bd)= 1.313 A«« As + (Pu/mh/Zd) a= {Pu +Asf,)/(0-85 r,bj c = a / 0,85 M„= {A«fv)(d-a/2) l» = M™= H« * P^ e X / ic Check that*l^s M„ IJ - bt^/12 M„= 7.Sf,"l„/0.5t Checi< that «M, M„ ,.0K Deflection at Service Load: Allm*ableA= IJISO Chec* that ii^ (16-3) (16-4) (16-5) (16^) (16-7) 86,15 47,23 33.43 22.15 18.27 lbs = 0,00 Q.m Q.OO 0.00 O.OO Ibs 2190.00 2190.00 2478.31 1642.50 1354.18 lbs 2276,15 2237.23 2511.74 1664.66 1372.46 lbs 0.290 0,289 0.292 0.284 0.281 in* •=. 0.448 0.447 0,454 0.433 0,426 in 0,527 0.526 Q.534 0.509 0.501 in = 117781 117529 118699 116392 114249 Ib-in 9239 92,30 92.98 90.86 90.13 in" 323 9176 17817 9090 17764 INn 332 9420 18350 9272 18060 Ib-in 0.00 0.11 0.21 0.11 0.22 in 106003 105866 1CS829 103853 102824 ib-in OK OK OK OK OK =; 614.13 614.13 614,13 614.13 614.13 in* 68642 68542 68542 68542 68542 IWn OK OK OK OK OK (16-13a) {16-13b) 0,00 0,01 in 1.17 1.17 in OK OK PRIME Jot^:2K13-170 CONCISE SLENDER WALL TfiK tlnl wath (ft) Start (ft) End (ft) ConsWert»9 P-Oetka Effects ql-6.50 0,00 14.00 PROJECT* 2K13-170 Q2 = 6.50 3.50 9,00 14.£» DESCRIPTION: Viasat Bldg. 10 {,3 = 0,00 Panel W-3 (8'-6" Pier) 2ND TO 3RD (|4 = 6.50 3.50 0.00 3.00 155 = DESIGN CRITERIA: ft = 4000 psi B = 7.50 In Min Vertical Steel = ; 0.0025 SOOOO psi Eccentric, D = 59 plf Min Horizcmtal Steel -0.0025 Concmfe Weight = 150 pcf Eccentric, L = 113 plf Max Vert Spaang" 18.00 in Adtf/From Above, D = 22.117 i<:ips Clear Height, Ic = 14.00 ft Add'l From Above, L = 0,000 Wffs 0.9 Parapet Heighf» 0.00 ft Girder, D ~ 0.000 i<ir>s 0,86 Wall Thickness, t= 9.25 in Girder, L = 0.000 kifis 3834 ksi Ms 18.16 D Girder Load Eccentric? 29000 ksl Roof, If= 0.230 kif>s ft -7.m DepJ/t fo Rebar, rf= 7.000 in 0,003 Vertics//fei>ar = #4 = 0.002D7 Spacing = 8.0 in O.SPi = 0,01S6 §/««/ @ eacA Face = 2 (# layers) Sos -0.790 0 Qg=Fp = Reveal Depth = 0.75 in BK. Wind Area * 140 ft' Rev«a/ to Bottom = 7,00 ft WindLoad. l/f= 13,64 psf rf sl Reveal = 7,000 in (16-2) (16-4) (16-5) 116-7} (16-133) (16-131?) 0.00 9872 44265 9872 44265 4628 23532 Ib-inffl 7-00 7.00 7.21 7,00 7.21 7.00 7,14 R o.ooe-foo 2,9QE*07 1.32E-I-08 2,90Et-Q7 1.32E+08 1.36e+07 7,02E-i-07 /Et At Reveal: A*o = 0 9872 44228 9872 44228 4628 23S21 INn/ft 4) = COOE-i-OO 2,90E+07 1.32E+08 2,90E4-07 1.32E-^08 1,36E-^07 7.02E-t-07 /El Wind(i.6W) Seismic (10 E) j L0#0 COMBINATIONS (CBC 1605.2,1) (16.2) (16-4) (16-5) (16-6) (16-7) (16-13a) (16-13&) 12,4,2.3 U = U = U = U = U = A = A = e = 1.20 D 1.20 0 1.36 D 0.30 D 0,74 0 1.00 D 1.08 D QE± + 1.60 L O.SOL + 0,50L * 1.60 W * 1.00 Qe •^ 0.75 L •I- 0.75 L 0-2Sr)sl 0.16 D O.SO Lr + O.SOLr 1.00 Qe -I- 0.75 W •* 0.53 Qe + 1,60W .0 DESIGN SUMMARY: Sirensth: (16-2) (16-4) (16.5) (16-«) {16-7) 0M„ = 119,877 119,153 122,366 114,071 110,808 Ib-ln 1,540 11.231 48,134 10,643 46.132 Ib-in %Over = 0,0% 0.0% 0.0% 0.0% 0.0% At Reveal: *Mn = 118,020 117,357 119,769 112,277 109,783 ib-tn Mu = 1,541 11,241 48,084 10.636 46.177 Ib-in %Over = 0.0% 0.0% 0,0% 0.0% 0.0% Deflection: Wind Seismic At fteveal: Wind Seismic 1^/150 = 1.1200 1.1200 in 1.1200 11200 'm Maxa = 0.0353 0.0238 in 0.0053 0.0238 in % Over = 0,0% 0.0% 0.0% 0.0% PRIME Job: mi S^CTURW, Da»; ENGWEERSSht n-. J.70 CONCRETE SLENDER WALL Thk iini Width (ft) Start fft) End (fS) Considering P-Delta Effiscts q1 = 325 6,50 0.00 15.00 PROJECT* 2K13-170 q2 = 6i50 3.50 9.00 15.00 DESCRIPTION; Viasat Bldg, 10 q3» O.OQ Panel W-3 (6-6' Pier) 1ST TO 2ND q4 = 0.00 q5 = DESIGN CRITERi/^: Concrete Weight = Clear Height, 1^ = Parapet He^ht^ Walt Thickness, t = h/t" Depth to Rebar, d = Veft/ca//?eil)8r = Spacing ~ Steel ® Each Face = Reveal De0i = Reveal to Soffom = d at Reveal = 4000 psi SOOOO psi 150 pcf 15,00 ft 0,00 n 9.25 In 19,46 7.000 in #4 S.O in 2 (# layers) 0.7S in 7.00 ft 7.000 in Eccentric, D = Eccentric, L " Add'l From Above, D = Add'l From Above. L - Girder, D = Girder, L = 7.50 in 59 pH 113 j^f 33,228 kips 1,130 kips 0,000 kips 0,000 kips n Girder Loal Eccentric? Roof. Lr = 0,230 kips Min Vertical Steel- Mtn Horizontal Steel = f^Bx Vert Spacing - <P- P,- E. = E,-- n • ^cu ~ = O.Spt - SDS • Q£=Fp- Eft. Wind Area = WindLoad, W = 0.0025 0.0025 18.DQ in 0.3 0.85 3834 ksi 29000 ksi 7.56 o.cm 0,00^)7 0.0156 0.790 g 0,938 Wp 150 ft' 13.64 psf (16-2) (16-4) (16-5) (16-6) (16-7) (16-13a) (16-13b) 0.00 11333 41187 11333 41187 S312 21623 Ib-iftlt 7.50 7.50 7.95 7,50 7.95 7.50 7.95 f? 0.00E-*00 3.82E-+D7 1,40E•^08 3,82E-i-07 1.40E-+08 1.79E+0r 7.33E•^07 /£l At Reveal: 0 11283 40595 11283 4059S S2B9 21312 fe-in/ft ^0 = O.OOE-I-OO 3.80E+07 i.agE-ros 3,80E-^07 1.39E+08 1.78E+07 7.28E-t-07 /El Wind(1.6W) LOAD COMBINATIONS (CBC 1605,2,1} (16-2) (16-4) (16-6) (16-6) (16-7) (16-13a) (16.13b) 12.4.2.3 U = U = U = U = U = A = A = E = 1.20 D 1,20 D 1,36 D 0,90 D 0.74 D 1.00 D 1.08 D Qs± QE± •••I.eOL 1- O.SO L * O.SO L * 1.60W •* 1.00 Qe •^0.7SL + 0,75 L 0,2SnED 0,16 0 -<• 0.50 Lr 1- 0.50 Lr 1.00 Qe •I- 0.75 W * 0,53 Qe -»• 1,60 W ->20tl 1000 8.00 6.00 4.00 2,00 0 00 Seismic (1,0 E) 14.00 14 00 12.00 iO.OO iSOO 8.00 40O 2 00 0 00 DESIGN SUMMARY: Strenatlt: (16-2) (16-4) (16-5) (16-6) (16-7) <bM„ = 129.114 127,679 131.932 120,351 115,851 Ib-in i.S32 13.188 46,451 12.474 43,879 Ib^n' % Over = 0,0% 0.0% 0.0% 0,0% 0.0% At Reveal: *Mn = 126,711 125,398 128,799 118,122 114,618 Ib-in, MU = 1.597 13,166 45,904 12,420 43,343 INn % Over « 0,0% 0,0% 0,0% 0,0% 0.0% Deflection: Wind Seismic At Reveal: Wind Seismic 1^/150 = 1.2000 1.2000 in 1,2000 1i2000 h Max A = 0.0069 0.0253 in 0,0069 010251 in %Ovsr = 0.0% 0,0% 0.0% 0.0% CONCRETE SLENDER WALL Considering P-Delta Effeds PROJECT* DESCRIPTION: 2K13-170 Viasat Bldg. 10 Panel W-3 (6-6" Pier) 0 1ST TO 2N0 Strength at Factored Load: Fadored ecc, ?„( = Factored axial, POXM - Factored wiali, = Factored, P^ = Pu/A,= 60,41 sO,06rc...OK! 0,267 s0.6p(bd)= 1.313 (16-2) 387.08 6430.25 1355.63 6172.95 73.63 (IM) 195.85 6239,02 1355.63 7790,49 70,18 PRIME J*: 2K1 3-1 70 STRKTURAL oat« ENGINEERS ^tt 84 (16-5) 210.19 1.91 B.23 i.32 ^.41 7b2S.< 8925.' (16-6) 61.68 Am.m 1164,38 5846,87 52.67 (16-7) 67.35 Ibsm 3793.22 ttai/ft 799.64 ibsfft 4560,21 Ibs/ft 41,88 psi .,OK (R14.8.3) A«,= As + (Pu/fv)-(b / 2d) 0.357 0.352 0-365 0,331 0.318 in' a = (Pu + Asfv)/(0.85r,b) 0.S92 0.583 0,611 0,535 0.506 in 0 = a / 0.85 = 0.697 0.686 0.719 0.630 0.596 in £i = («cu' c) d - Ecu 0.0271 0.0276 10262 0.0303 0.0323 4 0.005 Far Tension Control = OK OK OK OK OK M„= (K,%)id-am 143460 141866 46591 133724 128723 Ib-in (14-7) lo = n-A^-(d-cffb-c'l3 108.52 107.57 110.39 102.60 99.49 In* l^ua = HtO + Prf e X / Ic = 1452 12067 42023 11639 41455 Ib-in (14-4) 1592 13188 46451 12474 43879 Ib-in (14-5) 0,02 0.14 0.50 0.14 0,52 in «lv!„ = 129114 127679 131932 120351 115851 Ib-in (14-3) Check that *M„ a OK OK OK OK OK l,= bt'/12 791,45 791.45 791,45 791.45 761.45 in* (9-9) M«= 7.5r*^l,/0.5t 81172 81172 61172 81172 81172 IWn (14-2) Chei* thai 0M„ a DK OK OK OK OK Defiection at Service Load: (16-13a) {16-13b) Service ecc, P^ = 221.15 228.58 Ibs Sen/ice a:dat, P^sm " 52S8.92 5692,90 tbs Service wall, P^ = = 1129.69 1167.04 Ibs Service. Ps= P^ + Pw,= 6619,75 7088.62 Ibs A„= 5IW„t,'/(48E,y 009 0,03 in M„= (A«,f,,)(d-a,'2) = 1418S6 146591 Ib-in 4,= 6H^„i//(48EJ„) 1.16 1.17 M« « • P* e X / IJ 6142 22532 M = Mjs + Pj 4. = 6187 22711 Ib-in (14-8) 0.01 0.03 in Allowable A = 1^/150 1.20 1.20 in Check thai Aj s A,^ OK OK Shear at Factored Load: (16-2) (16-4) {-6-5) (16-6) (16-7) 8li«u/(12l/) = 4.72 39.08 137,63 36,36 130.01 Va= t<w,5/2 36.38 293.08 ' 032.25 277,19 975,08 (11-3) «Vi = 0.75 (2) fc^' b d = 7968.94 7968.94 tS68.94 7968,94 7968,94 Check that *Vc i. V„ OK OK OK OK OK PRIME Job:2...K.1..3...: •SmilCTliRM. Dste: ENGWEERS mm 85 170 CONCRETE SLENDER WALL Considering P-Delta Effe<as (AT LOCATION OF REVEAL) PROJECT #: DESCRIPTION: 2K13-170 Viasat Bldg. 10 Panel W-3 ($'-6" Pier) 1ST TO 2ND Strength at Factored Load: Factored ecc, Pjj = Factored axial, P„tau = (16-2) 387.08 6430.25 (16-4) 195.85 6239.02 (ip-S) |210.18 7b28.91 (16-6) (16-7) 81,69 4600,80 67.35 Ibs 3793.22 lbs Factored wall, P„» = 1425.00 1425.00 lbl2.60 1068.75 881.15 Ibs Factored, P„ = 8242.32 7859.85 8^51.69 5751.24 4741.72 Ibs As = 0.2S7 S 0.6p(bd) = 1.313 ...OK (R14.8,3) A«= A6-^(Pu/f.)1h/2d) 0.350 0.346 0.366 0.325 0-315 in^ a= (Pu + A6f,)/(0.85f,b) 0,594 0,585 0-609 0.533 0.508 in 0=8/ 0.85 0.699 0,688 0.717 0.627 0.598 in M<,= (A„f,«d-a/2) 140790 139331 143110 131247 127354 Ib-in (14-7) f« = 106.49 105,63 107.85 100.78 98.39 in* (14-7) MIB" f*j}*Pjexl\c 1452 12017 41430 11583 40862 Ib-tn (14-4) M„= H.-'P.A, 1597 13166 45904 12420 43343 Ib-in (14-5) = 0.02 0,15 0.51 0,14 0,52 in *M„ = = 126711 12S398 128798 118122 114618 !b-in (14-3) Check that £Dy„ 2 Mu OK OK OK OK OK l,= bt'/i2 = 614.13 614,13 1514.13 614.13 614.13 in' (9-9) M„ = 7.S r/^ 1, / O.S t 68542 68542 68542 68542 68542 Ib-in (14-2) Check that ®M„ s M„ OK OK OK OK OK Deflection at Service Load: (16-13a) (16-13b) 0,01 0,03 tn Allowable A = 1^/150 1.20 1,20 in Check ttiat A, SAaitov, OK OK PRIME JOB:2K13-170 XA STRUCTURAL DATE:J24;2Q1^ ENGINEERS sHT:_a£_ a 2 / /" Ci 7^ • 5-'/f^^'i 5 ./ U '€' <^ fil ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D, witti Seismic Applicaflon Cast-in Headed Stud Anchors DESCRIPTION: ROOF LEDGER PRIME ,i^r2K13-17 0 wmm mm: iaiERSSM: R7 ANGLE SIZE = L3.5x3.5xl/4 BOLT #& SIZE = 1.00 BOLTS 0,625" DIAMETER Hex SPACING = 12.00 INCHES Anchor MateriaN ASTM F1554-36 EJi4BEDMENT = 4.50 INCHES 58.00 ksi WALL THICKNESS = 6.50 INCHES 36.00 ksi ANGLE LENGTH-12.00 INCHES k = 0.625 in 0.789 Cracked UNFACTORED LOADS: VDEAD = VLIVE = TSEISMICQg" T SEISMIC. Qe = UATERIAL PROPERTIES: 0,015 KIPS/FT r, = 4 00 KSI 0,020 KIPS/FT fi«= 60,00 KSI 1.170 KIPS/FT F, = 36,00 KSI FOR ANGLE 1.64 KIPS FOR STEEL ELEMENTS LIVE LOAD TO BE INCL. WITH COMB. LOADING W/ Qe (1:YES, 0:NO) s CAPACmES; Tenskjn Shear Steel Andior. N^ = 13.11 kips 7.86 kips Conci«te, N„ = 12.88 kips 25.76 kips W„ = 9.02 kips 5.11 Wps 0.75**N„ = 6,76 kips 0.75**V„ = 3.83 kips Load .oad .oad Case msmti sumARY: steel Tettsion Nsa = 0.6-n-Ase-futa = Interaction tensile & stwar 0.226 in 13.11 kips Nu^<PN„-(-V™/it>V„=; Concrete Pullout Strenath in Tension Ato, = 0.454 in^ K'^'^'%= 14.53 kips 'fRf.= 1.00 n-Np„ = n-«}'c,p,N^= 14,53 kips Conctete Breakout in Tension (e'nsQ) w/o edge effects n-A,Ko = 182.25 ih' A« = 162,00 '1^" Nfc = k„-V(fc)-lirt ' = 14.49 kips ^t-N^ 1.00 N,*8 = A*/ An» (H'„'«X'i'«,^)l*,.»,M*«.„)(Ni,S = 12.88 kips 1.50 in Yield MtKle 2 = Duoflte Angle 3 « Ductile Angle fl 1,00 1,00 1,00 Lcsad Case 1 Load Case 2 Load Case 3 O.oi 0.02 0.01 kips 0.09 4.27 4.27 kips 0.02 0-64 0,63 S^l Shear Vs. = trA^*f* 10.61 = 58,00 ksi 7.86 kIPS Concrete Piyout S&enqth in Shear ka,= 2,00 = kqi-Na^ » 25.76 kips ANGLE LEDGER DESIGN PER AC! 318-05 Appendix D, wilh Seismic Application Cast-in Headed Stud Anchore DESCRIPTION: ROOF LEDGER ANCHOR DESIGN ANALYSIS (LRFD METHODI LOAO CASE 1 = 1.2D-^leL DEAD LOAD FACTOR = 1.20 LIVE LOAD FACTOR = 1,60 t V~>T p<„. C—> VMOM ARM = 3,50 in T MOM ARM = 1,50 in LOAD CASE 2 = (1,2-»0.2SdS)i>Qe-»-L DEAD LOAD FACTORS 1.36 LIVE LOAD FACTOR = 0.00 SEIMC LOAD FACTOR = 1.00 I V ->T P<™ C~-> VMOM ARMS 3,50 in T MOM ARM = 1.50 in Detennine Factored Pu: 0.05k T„= 0.00 k C = 26.52*a k a = 0.00 in C = 0.09 k P„ = 0.09 k Calc Pu tor Angle Yielding: L THK ' 0.25 in 0.19 in' MI': 6.08 k-in C= 3,10 k Pu= 3 10 k Detennnine factored Pu: V.' 0,02 k T„= 1,17k C = 26,52'a k a = 0.03 in C = 0,92 k P.= 2,09 k Calc Pu for Angle Yielding: L THK = 0.25 in 2,= 0,19 in* Mi= 6,08 k-in C= 3.10 k Pu = 4,27 k PRIME J*J2LK13.cl70 SiyCIIMOBte: .ENGNEffiSsi* RR Angle Check: 1,6M,= 6.48 k-in M, horiz. leg = 0,14 k-ifi MfVert,!eg= 0.18 k-in S,e,= 0,01 in' !,«,= 0,04 in Pc= 97.20 k P.IPe' O.OQ P,nPc*MMc.- 0,03 i&nafeCjiKic T„= 1.64k a = 0,05 in C= 1,27 k 1.6M,= 6,48 k-in M, horiz, 1^ = 0,06 k-in M,vert.leg= 2,53 k-in Sm~ 0,08in' i«,= 0,16 in Pc= 97.20 k PJPc= 0,02 P,/2Pc*M,/Ma,= 0,03 OK OK OK OK OK OK LOAD CASE 3 = (0,9-Q,2Sds)D+Qe DEAD LOAO FACTOR = 0.74 LIVE LOAD FACTOR = 0.00 SEISMIC LOAD FACTOR = 1.00 1 V ->T p<—_ —> C--> VMOMARM« 3.S0in TMOMARM= 1.50 in Determine Factored Pu: V„ = 0.01 k T.= 1.17 k C = 28.52*3 k a = 0.03 in P» = 2,07 k Cgc Pu for Ahfile Yielding: L THK = 0.25 in Z.= Q. Mi = 6. 0= 3 Pu= 4 19 in' 08 k-in 10k .27 k Angle Check: T.- 1.64 k a = 0,05 in C= 1 26 k 1.6M,= 6,48 k-in m, ttoriz, leg = 0,03 k-ln 0,K M, vert.leg = 2.50 k-ln O.K S,^= 0.08 in* t,m- 0,16 in Pr 97,20 k PJP,= 0,02 PfiPc*UMcr 0.02 O.K ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D. wilh Seismic Applicafion Cast-In Headed Stud Anchors DESCRIPTION: FLOOR LEDGER @ PANEL W-3 LEDGES CONFIGVRAVON: ANGLE SIZE = L 3.5x3.5x1/4 • J BOLT #& SIZE = SPACING = EMBEDMENTS WALL THICKNESS = ANGLE LENGTH = Sos - UNFACTOREDLOADS: VDEAD = VLIVE " T SEISMIC. Qe = T SEISMIC, Oe = 1.00 BOLTS 0.625" DIAMETER Hex 18.00 INCHES Anchor Material=: ASTM F1554-36 4.50 INCHES U = 58.00 ksi 6.50 INCHES F, = 36.00 ksi 18,00 INCHES k= 0.625 in 0.789 Cracked MATERIAL PROPERVES: 0 059 KIPS/FT r, = 4.00 KSI 0,113 KIPS/FT f„(= 60 00 KSI 1,033 KIPS/FT F,= 36,00 KSI FOR ANGLE 1,45 KIPS FOR STEEL ELEMENTS UVE LOAD TO BE INCL. WITH COMB. LOADING W/ Qe {1:YES, 0:NO) = CAPACITIES: Tension Shear Steel Anchor, Nj, = 13.11 kips 7.86 kips Conaete, N„ = 14.49 kips 28.98 kips «N„ = 9.83 kips W„ = 5.11 kips 0.75*<1>N„ = 7.37 kips 0.75"<t>V„ = 3.83 kips Load .oad -oad Case Case Case OESfGW SUimARY: Steel Tension Kr Nsa = 0,6-n-Ase-futa = Interaction tensile & shear PRIME Jafc;_2JLLi-17 0 SIRyroMLoae: .ENGIIEERSsht .8„9 1,50 in Yield Mode 1 = 2= Ductile Anchor 3 = Ductile Anchor a 1.00 1,00 1.00 0.226 in 13,11 kips Concrete Pultout Strength in Tension Aung = Np=8Afc,f,= 0,454 in" 14,53 kips 1 00 14.53 kips V„.= 0.38 0.6C N„^0N„-<-V„^a!V„= 0,14 12-00 Load Cate 1 Load Case 2 Laii6aseJ 0,20 0,07 kips 3,08 2,83 kips 0,47 0.40 nNp„ = n-*e.pNe = Concrete Breakout in Tension (e'ngQ) w/o edge effects n-A„a,= 182.25 in' A„c = 182.25 '1"' N(, = kt-V(fc)-he,'' = 14,49 kips 1,00 Nets, = A*' AK» (*»^K'»'««K*tsH*tf,.N){Nt,S ' 14,49 kips Steel Shear fuia= 58 00 ksl V« = n-A^'tm 10-6*] = 7,86 kips Concrete Prvout Strenath in Shear kcp = 2.00 10,00 N, 14.49 kips 28,98 kips eoo ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D. with Seismic Application Cast-in Headed Stud Anchors DESCRIPTION: FLOOR LEDGER @ PANEL W-3 ANCHOR DESIGN ANALYSIS (LRFD METHOD! LOAD CASE 1 = 1,2D-t-i,6L DEAD LOAD FACTOR = 1,20 LIVE LOAD FACTOR = 1.60 I V ->T p< . C—> V MOM ARM = 3,50 in T MOM ARM = 1,50 in LOAD CASE 2 = (1,2-»-0,2Sds)D-*-Qe-*-L DEAD LOAD FACTOR = 1,36 LIVE LOAD FACTOR = 0,50 SEISMIC LOAD FACTOR = 1,00 I V ->T P<- C~> V MOM ARM = 3,50 In T MOM ARM = 1,50 in Determine Factored Pu: V„" 0.38 k T„ = 0.00 k C = 39.78*3 k a = 0,02 in C = 0,66 k P„ = 0,66 k Calc Pu for Angle Yielding: L THK = 0.25 m 2.= 0,28 in' MjS 9.11 k-in C= 4,65 k Pu = 4,65 k Determine Factored Pu: Vu = 0.20 k T„= 1,55 k C = 39.78*a k a = 0.04 in C= 1,53 k P„ = 3.08 k Calc Pu for Angle YieMinq: LTHK= 0.25 in 2,= 0.28 in' M,= 9.11 k-ln C = 4.65 k Pu = 6.20 k PRIME i*: 2202.^17 0 EWJWERS msJX—— Angle Check: 1.6M,= 9.72 k-in M, horiz. Ieg= 1,09 k-in M,vert,leg= 1.32 k-^n S,«,= 0.04 in' t«,= 0.10 in Pc= 145.80 k P,/Pc= 0.00 P^P,+M;Ma= 0.13 Anoie Check: Tu= 2.17 k a =0.05 in C = 2.00 k 1.6M,= 9,72 k-in M, horiz. leg = 0.69 k-in M, vert.teg = 3.97 k-in Sm" 0,12 in' 0,17 in Pt= 145,80 k P,/Pc= 0,01 P,/2P,-^M/M„= 0.09 OK OK OK OK OK OK LOAD CASE 3 = (0,9-0.2Sds)D-t-Qe DBAX3 LOAD FACTOR = 0,74 LIVE LOAD FACTOR = 0.00 SEISMIC LOAD FACTOR = 1.00 I V ->T p< V MOM ARM= 3.50 in TMOMARM= 1.50 in Determine Factored Pu: V„ = 0.07 k T„= 1.55 k C = 39.78*a k a= 0,03 in P„ = 2.83 k Calc Pu for Angle Yielding: LTHK= 0.25 in 2,= 0.28 in' M2= 9.11 k-in C = 4.65 k Pu = 6,20 k Angle Check: T„= 2,17 k a = 0.04 In C= 1.75 k 1.6M,= 9,72 k-in M, horiz-160= 0.18 k-in O.K M, vert,leg = 3.48 k-in O.K S,«,= 0,11 in' !„<,= 0,15 in P,= 145,80 k P,/Pc= 0,01 PJ2Pc*M,M^= 0.04 0.K ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D, with Seismic Application PRIME Job:2K13zl70 STRKimOate: aGINEERSsM Ql Cast-In Headed Stud Anchors DESCRIPTION: SECOND FLOOR LEDGER @ PANEL W-3 LEDGER CONFIGURAVON: ANGLE SIZE = L 3.5x3.5x1/4 BOLT #& SIZE = 1.00 BOLTS 0,625" DIAMETER Hex SPACING = 18.00 INCHES Anchor Material^ A.-n"M f 1SS4-36 EMBEDMENT' 4.50 INCHES fula" 58.00 ksi WALL THICKNESS = 6,50 INCHES F,= 36.00 ksi ANGLE LENGTH = 18.00 INCHES k" 0.625 in Sos = 0.789 Crack«i UNFACTORED LOADS: VDEAD = VLIVE =» T SEISMIC, QE = T SEISMIC. QE « MATERIAL PROPERTIES: 0,069 KIPS/FT fc" 4,00 KSI 0,113 KIPS/FT f^» 60,00 KSI 1,088 KIPS/FT F, = 36,00 KSI FOR ANGLE 1.52 KIPS FOR STEEL ELEMENTS LIVE LOAD TO BE INCL, WITH COMB, LOADING W/Qe (1:YES, 0:NO) = 1,50 in CAPACITIES: Tensicm Shear Load C^se 1 = Yield Mode fi 1.00 Steel Anchor. N^ = 13,11 kips 7,86 kips -oad Case 2 = Ductile Anchor 1.00 Concrete, N„ = 14,49 kips 28.98 kips -oad Case 3 = Ductile Anchor 1.00 *N„ = 9,83 kips 4>Vs== 5,11 kips 07S*«N„ = 7.37 kips 0,75*«V„ = 3.83 kips OgSfGAfSUMMARy.- Steel Tension Asg— Nsa = 0.6 n-Ase-futa = 0.226 in 13.11 kips Concrete Pullout Strength In Tension A6^= 0.454 in' ^f(.=8-Ab,,-fj= 14.53 kips '4'c.i.= 1-00 n Nj« = n-H't,p.N^= 14.53 kips Concrete Breakout in Tension (e'n=0) w/o edge effects n A„„= 182.25 in' A„r.= 182.25 Nb = k.-\'(f„)-h,i' * = 14,49 kips %M= 1.00 t^«^ = *«'AN«, (*«s){'4'.a,NK*<i*iM*«,>i){N6) = 14,49 kips Steel Shear fu, V„=nA„'futol0.6*) = 58.00 ksi 7.86 kips Concrete Prvout Strength )n Shear k^" 2,00 Irrteraction tensile & Shear Load Ca^ 1 Load Case 2 Load Case 3 V«= 0,38 0.20 0.07 kips Nu,= 0.6$ 3.23 2.98 kips N„/<PN„fV^*V„= 0,14 0,49 0,42 1200 28.98 kips ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D, wnth Seismic Application PRIME Job: 2K13-17 0 SMilWOate: ENGINEERS st^t 92 Cast-In Headed Stud Anchors DESCRIPTION: SECOND FLOOR LEDGER ( > PANEL W-3 ANCHOR DESIGN ANALYSIS (LRFD METHOD) L0ADCASE1 = 1.2D-t-1,6L DEAD LOAD FACTOR = 1.20 LIVE LOAD FACTOR = 1.60 I V ~>T p<- C-> VMOM ARM = 3.50 in T MOM ARM = 1.50 in Determine Factored Pu: V„= 0.38 k T„ = 0.00 k C = 39 78*a k a = 0.02 in C = 0.66 k P„ = 0.66 k Calc Pu for Angle Yielding: LTHK = 0,25 in Z,= 0,28 in' Mj= 9.11 k-in C = 4.65 k Pu = 4.65 k Angle Check: 1.6M,= 9.72 k-in Mi horiz. leg = 1.09 k-in OK M,vert.leg= 1.32 k-in OK S^= 0.04 in' W= 0.10 in Pc- 145.80 k P,fPc' 0,00 PJZP^-^MMar 0,13 OK LOAD CASE 2 = (1.2-tO,2SdS)D-^Qe-i-L DEAD LOAD FACTOR = 1.36 LIVE LOAD FACTOR = 0.50 SEISMIC LOAD FACTOR = 1,00 V~>T P<— C—> VMOM ARM = 3.50 in T MOM ARM = 1.50 in Determine Factored Pu: V„» 0.20 k T„= 1.63 k C = 39.78*3 k a = 0.04 in C= 1.59 k P„ = 3.23 k Calc Pu for Angle Yielding: L THK = 0.25 in 2,= 0.28 in' Mj,= 9.11 k-in C= 4,65 k Pu = 6,28 k Angle Check: T„= 2.28 k a = 0.05 in C = 2.09 k 1 6M,= 9.72 k-in M,horiz, legs 0.59 k-in OK M,vert.le9= 4,14 k-in OK S,«,= 0.13 in» tiffi,= 0,17 in p£= 145,80 k P;Pc= 0,02 p;2Pc-t-M^«= 0,09 OK LOAD CASE 3 = (0,9-0,2Sds)D-^Qe DEAD LOAD FACTOR = 0,74 LIVE LOAD FACTOR = 0,00 SEISMIC LOAD FACTOR = 1.00 I V->T p< -> ...5* c-> V MOM ARM= 3.50 in TMOMARM= 1.50 in Determine Factored Pu: V„ = 0,07 k T„= 1.63 k C = 39.78*a k a = 0.03 in P.,= 2,98 k Calc Pu for Angle Yielding: L THK = 0,25 in 2,= 0,28 in» Uz = 9,11 k-in C = 4,65 k Pu = 6,28 k Angle Check: T„= 2,28 k a = 0,05 in C= 1,64 k 1.6M,= 9.72 k-in M,horiz, 189= 0,19 k-in O.K M, vert.le8 = 3.66 k-in O.K S,,== 0.11 in" !«!,= 0,16 in P,:= 145,80 k PPc= 0,02 P/ZPc-^UMcx" 0,04 O.K PRIME J0B:2K13-170 XA STRUCTURAL DAiE:.izifiM_ ENGINEERS SHT:_9I_ Roof Antenna Supports Checking the roof framing members between Gridlines 9 and 10 for supporting new antennas, the weight breakdown is as follows: each antenna setup has 4 (8x8x16) medium weight CMU block and one antenna, total weight of each antenna setup = 4 x 67# (CMU block) -i- 15# (antenna) = 283 pounds. Each setup is spread over a 5'-0" X 5'-0" footprint, the loading equates to 11.32 Ibs./ft^ This load is less than the 20.0 PSF designed roof live load or if reduced 12 PSF minimum. Therefore the initial design of the roof members that are betweens Gridiine 9 and 10 is sufficient. Ci^ ^ - l\(udJ Ci^jl^ l^^i^^i- f'^l^h^^ 5/^)1^ mM/[ off- af'f£^^ime^fl<^ Final Inspection required by: • Plan • CM&I • Fire • sw •ISSUED •cv. Approved By BUILOING ^/ PLANNING ENGINEERING FIRE Expedite? DIGfTAL FILES Required? Y N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina y N Fire Y N HazHealthAPCD Y N PES.M Y N School Y N Sewer V N Stormwater Y N Special inspection Y N CFD: r N l,andUse; Density: ImpArea: FY: Annex; Factor, PFF: Y N Comments Date Date Date Date Building Planning Engineering Fire Need? • i . 1)6 Done / \ '•bone • Done '.Od • Done ; -; ' -•*;»-.1,'.J *w^>«il**1ti'!SB8 .... fet4»J'SiMnii»4"'igw