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Home My WebLink About2020 CASSIA RD; ; CB151326; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-25-2015 Commercial/Industrial Permit Permit No: CB151326 Building Inspection Request Line (760) 602-2725 Job Address: 2020 CASSIA RD CBADSt: CS Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 04/30/2015 Entered By: LSM Parcel No: 2150210200 Lot#: 0 Valuation: $250,000.00 Construction Type: 58 Occupancy Group: Reference# Project Title: VERIZON-INSTALL NEW EQUIP Plan Approved: 09/25/2015 Issued: 09/25/2015 Inspect Area Plan Check#: INSIDE BLOCK ENCLOSURE ON CONCRETE PAD1 //NEW GENERATOR// 12 NEW ANTENNAS //4 RRU UNITS//3 GPS UNITS// NEW 200 AMP SERVICE//1 MICROWAVE DISH INSIDE NEW CUPOLA Applicant: CYNDIBAKER STE D2 325 CARLSBAD VILLAGE DR CARLSBAD CA 92008 760-434-84 7 4 Building Permit Add'l Building Permit Fee Plan Check Add'l Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $1,155.56 $0.00 $808.89 $0.00 $0.00 $70.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $10.00 $0.00 . Total Fees: $2,133.45 Total Payments To Date: Inspector: Owner: AMHERST PROPERTIES INC 2710 LOKER AVE W #100 CARLSBAD CA 92010 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (31 04193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $2, 133.45 Balance Due: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $89.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $2,133.45 $0.00 NOTICE: Please take NOTICE that ar:;proval r:f your prqect irdudes tre "ll"l""f:OOtion" r:f fees, dedications, reservations, or otrer exa::tions hereafter oollectively referre:J to as 'feeslexa::tions." You have 00 days from the date this pemit 'Ni'S issued to protest il"l""f:OOtion r:f these feeslexa::tions. If ycx.1 putest trern ycx.1 rrust fdla,vthe potest plXlldures set forth in CbJerrrrent OxJe Section ffil20(a), ard file the protest ard arry otrer reqjre:J irtorrration \Mth the Oty rv"anagarfor r:roressing in acrordance\Mth CarlsbOO M.lridpal OxJe Section 3.32.030. Failuretotirrelyfdla,vthat plXlldure\MII bar any suOOa:luent legal action to attack, review, set aside, vdd, or annul their il"l""f:OOtion. You are hereby FURTHER NOTl RED that ycx.~r right to protest the specifie:J feeslexa::tions !XES NOT .APPLY to water ard SEMer W1nedion fees and CBpadty chalges, nor planning, zoning, grading or other sirrilar application processing or servire fees in W1nedion wth this prqect. 1\ffi !XES IT .APPLY to any fees/exactions r:f Wich vou have r:reviouslv been oiven a NOTICE sirrilar to this or as to Wlich the statute r:f !irritations has oreviouslv olherWse exoire:J. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-25-2015 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW150189 Job Address: Permit Type: 2020 CASSIA RD CBAD St CS SWPPP Status: Parcel No: 2150210200 Lot#: 0 Applied: Reference #: CB#: Project Title: Applicant CYNDIBAKER 760-434-84 7 4 Emergency Contact STEVE JOHNSON 951-541-8905 CB151326 VERIZON-CELL SITE IMPROVMENT SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Entered By: Issued: Inspect Area: Tier: Priority: Owner: AMHERST PROPERTIES INC 2710 LOKER AVE W #1 00 CARLSBAD CA 92010 ISSUED 04/30/2015 LSM 09/25/2015 1 L $48.00 $58.00 $0.00 $106.00 Total Fees: $106.00 Total Payments To Date: $106.00 Balance Due: $0.00 0PLANNING 0ENGINEERING C) BUILDING DFIRE DHEALTH 0HAZMATIAPCD Cicy of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. C/6/ !5 I 3 ~ Est. Value c;)GO, 000 SWPPP /£> IJ IS" JOB ADDRESS SUITE#/SPACE#/UNITII CT/PROJECT # #BEDROOMS #BATHROOMS OCC. GROUP EXISTING USE GARAGE (SF) AIR CONDITIONING YES0No0 FIRE SPRINKLERS YEsONoO APPLICANT NAME Primary Contact .ve-. tu Jfe-/00 _.-ZIP rt;;oJ o FAX (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of 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 Declaration: I hereby affirm under penalty of perjury one of the following declarations: .Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. )>'< I have and will maintain workers' compensation, as required !ri.SI\ction 3700 of the Labor Code, for the performance of the work for which this __ ermit is is ued. My workers' compensation insurance carrier and policy number are: Insurance coOCr\)()JCLI! ()n\(){) ~I VI:L .Jii> # Policy No. '25 ~ Expiration Date '7/ I J J Le · This section need not be completed if the permit is for one hundred dollars ($1 00) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in of the Labor code, interest and attorney's fees. q d-61/ ~ I hereby affirm that I am exempt from Contractor's License Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1. I per~onally plan to provide the major labor and materials for construction of the proposed property improvement DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): J¥5 PROPERTY OWNER SIGNATURE 0AGENT DATE I certify that I have read the application and state that the above information is conect and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative ofthe City of Carlsbad to enter upon the above mentioned property 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 penni! is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permitis not commenced l'lithin 180 days from the date of such permit or if the building or 'Mlrk authorized by such permit is suspended or abandoned at any time after the 'Mlrk is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). RS APPLICANT'S SIGNATURE (fr,Jtv DATE J.j, a) 'I 5 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE!?TIF!CATI!E OF OCCUPANCY /Commercial Project,; Onl:vl Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ~APPLICANT'S SIGNATURE DATE I Permit#: CB151326 Type: Tl IN DUST VERIZON -INSTALL NEW EQUIP INSIDE BLOCK ENCLOSURE ON CONCR Date Inspection Item Inspector Act Comments -----~-~---·---··--··-··-~---··----~-------- 02/16/2016 89 Final Combo AEK Fl 02/16/2016 89 Final Combo Rl COF 02/11/2016 89 Final Combo Rl 02/11/2016 89 Final Combo Rl COF 02/11/2016 89 Final Combo AEK co FINISH CONCRETE AT DOORS// CHANGE BOLTS AT STEEL FRAME 01/13/2016 82 Drywall/Ext Lath/Gas Test AEK AP 17/18 01/07/2016 14 Frame/Steel/Bolting/Weld in AEK PA hold downs at interior foundation 12/22/2015 33 Service Change/Upgrade AEK AP 12/14/2015 13 Shear Panels/HD's AEK AP 2cd floor walls 12/10/2015 33 Service Change/Upgrade AEK co NEED SGDE WORKORDER COPY// NEED LOCKOUT TAG FOR PRIMARY DISC 12/08/2015 14 F rame/Steei/Bolti ng/Weldin AEK PI ROOF/FLOOR SHEETING AT 2CD LEVEL W/ ROOF HATCH 12/04/2015 14 Frame/Steei/Bolting/Weldin AEK PI MECH CONNECTIONS AT FIRST FLOOR 12/01/2015 11 Ftg/Foundation/Piers AEK AP FTG AT FINAL POUR FOR EQUIPMENT AREA FLOOR 11/23/2015 11 Ftg/Foundation/Piers AEK NS NEEDED INFO///CALLED AND TALKED ON PHONE 11/10/2015 11 Ftg/Foundation/Piers AEK co FTG AT EQUIPMENT AREA// SECOND WALL ELEV 11/06/2015 31 Underground/Conduit-Wirin AEK AP CONDUIT ACROSS DRIVEWAY 11/02/2015 66 Grout AEK AP RETAINING WALL AT REAR OF EQUIPMENT AREA/fLOWER LEVEL 10/30/2015 31 Underground/Conduit-Wirin AEK AP FROM EQUIPMENT LOACTION TO LIGHT POLE 10/28/2015 31 Underground/Conduit-Wirin AEK AP CONDUIT AT EQUIPMENT AREA 1 0/26/2015 11 Ftg/F oundation/Piers AEK AP EQUIPMENT ENCLOSURE LOWER RETAINING WALL FOOTING 10/19/2015 92 Compliance Investigation AEK AP REQUEST FOR 3RD PARTY SPECIAL INSPECTOR FOR WEEKEND WORK APPROVED 10/16/2015 11 Ftg/Foundation/Piers MC NR Tuesday, February 16, 2016 Page 1 of 1 ACI Concrete Field Testing Technician ~ Grade I Nicholas A Narbeth -5220351 NICHOLAS A NARBETH Certification I D #01115011 Expires on: 04/28/2017 Verify at CheckACI.org Nicholas A Narbeth -5220351 Reinforced Concrete Special inspector_ Exp. 0410812015 Structural Welding Special Inspector_ Exp 0"12312017 .Sirt~ctural Steel and Bolting Special inspector-Exp. 06/26/2016 C~\LIFORl~lk\_~' DRI~I:.~cUGENSE ~ r:~:' 1);!102/2018 u; NARBETI-i Gf:ASS C E~ID NONE f~: i-!ICHOLAS ANTHONY II ·-2054 DOB 0210.2J1!FO NONE SEX M HAIR BRitc.}_j EYES BLU HGT 6'·02" V~GT 29U lb . iSS DD 01/22/2008596RBIBBFD/18 01/2512013 RECEIVED OCT 28 20'15 CITY OF CARLSBAD BUILDING DIVISION ··:ly CEIJs & Cert;ficat;ons TransactJons & Status : .. •~ClOUt ''( :v1y CEUs & Certifications 1 N;c!lolas NarbHh Cl::rtification: CEU Activiti0s for Renewal CEU Activ1ty CEU Provider (_)ption CEU Act1vity Activity Name Date Activity CEUs OuantityHeported ~4 S::n.JCtura~ ~~romt:nr. rv'raSOflf)' -':~:_\ ry'"l,\·f::<R1.1 bv ;CCCan:pus org speCial 0!>CE:Ct0r a~; Spray 8ppl:ed Frre See Renevval ") () 20 osr27 ·:a 1s o 20 .~.pplrcatlon O,i: , Gi;:·o 1 .1 2 :\cc:.ec.liteci ~l! 7f,clFiC8.i. 0r \fc-.. ;3ttonal ~~ Accn::·jited •Jc.-:upattonal Sdfety and H2aith /\ssoc•atton Col!ege, p,rnencan ~.r,i!J r~r:hntc:si. rx Concrete VccattOrlal !nstttute Course~s1 t:_;(~lJI·Se(.S) ~~:!J 2pproved by For~-1 C:5H/\·10 hour cc·nstruct:on 02.<.:2:2013 1 :Jo rnl.]ustry f,eld test;ng Tecr·n!cfan- rnascnry ·ivr;rkshop 0Sr2f3:2012 0 50 41/10/2011 30G 0St29:20 11 0 45 sz~~ 22!"='7V\"81 Re.lEN.'ai ·.:::..~h:"c;e .Q'Jll TGchrncai l.fc,::~1~F:lilal t policat;on ;\~plicat;on Certification: Summary 0 02 100 3 :JO 2 50 r::ertrficarlon Program Status Expiration Date Certification ~lumber r.~en:fo:ce·j ·.::oncr·2te ~peCiol inspector C·3rtlfi:::d 05t2"7!201t:3 ':'·22035"': ?tn1Cl1A~I 'Ndd;ng. ;:~p6CI2i r.!:~PBCt?r c;er!iflf;-rj G·t/::3<2017 52;JJ35: LOCATION Of' WORK !NSPEC'l'EO, TEST SAI.il"t.t:!S TAKEN. WORK RP..JECTED, J08 PF!OBLEMS, I'FIOORESS. REMARKS. ETC. @ 1NCWOE$1NFORMA'i!ON AElOIJi·AMOUNTS OF MA'ffiRIAL PI.ACEO OR WORK PREFORMEO, NUMSEF!, 'M'E & !DENT. NO'$ OF TEST SAMPLES TAKeN, S1RUCT, CONNEC'l'IONS (Wai)Stli!AOE. H.T. OOLTS TORQUED) CHSCl<JEo, ETC. ~----·-+--------4----------:---------------.,_.....---------~-----·-··----· THlS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSlBIUT'f TO BUILD .PER THE PU\NS, SPECIFICATtONS AND AU. APPLJCABLE CODES. :THE BEST Of~~~OGE, WORK tNSPECiEO WAS IN ACCORDANCE 1NSPECTOR(m:Ntoo ,._/f~pt.C @ , wm-1 lliE SOIL ltM:STIGATION RECOMMENDATIONS. THE APPRO\/Etl PlAN$, SPECIFICATIONS, AND APPUCI\StE SECTIONS OF THE U.B.C. BIJ!I..OlNG CODE, UNLESS OTHERWISE tJOiEO. WHITE-NS! PINK· Building ~al ~' i MSI NARBEli.H STRUCTURAL INSPECTION Authorized ~CI. ·~ICBO D REINFORCED .CONCRETE D PRE-STRESSED CONCRETE ~EINFORCED MASONRY REI;,Of!lT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILIT'i' TO BUILD · . PER "{HE PLANS, SPECIFICAtiONS AND ALL CODES. • TO THE BEST OF MY KNOWLEDGE, WORK INSPECTED WAS IN ACCORDANCE Wml son.: 1iN~Sn~TION RECbMMENDATIONS. THE APPROVED PLANS, gp~;CIFICJI:lrtOIIIS·, AND APPUCABLE SECTIONS OF THE U.B.C. BUILDING CODE, . ·WHITE-NS! CANARY -.Contractor PINK -Building Official • j~ : TORO INTERNATIONAL FAX: (949) 559-1583 D GEOTECHNICAL ENGINEERING TEL: (949) 559-1582 DAILY REPORT OF GRADING OBSERVATION JOB NO. I'?., " -~"" LOC~TION .., PROJECT ENGINEER ,. 1./ ltJ GENERAL LOCATION OF FILL MAX DENSITY STANDARD C 5 LAVER C OTHER (SEE FILE) GENERAL CONTRACTOR *'f:; ·,i'" ~"".r~ r• {'; .:· ,.-t::. " GRADING OR EARTHWORK CONTRACTOR TODAV'S APPROX. YARDAGE GEN. CONTRACTOR'S suPi );(•"l:fl·r::._;:· GRADING CONTRACTOR'S SUPJ. OR FOREMAN )' ·~., YARDAGE TO DATE SOURCE AND CLASSIFICATION OF FILL MATERIAL TECHNICIAN TIME CHARGED VISITORS EQUIPMENT USED FOR HAULING, C~PACTION, WATERING, ETC. fll.; SPECIFIC LOCATION OF WORK PERFORMED FAILING TESTS, LiFT THICKNESS, OTHER REMARKS ADDITIONAl.. TESTS REQUIRED C NO eves WHERE? ENGINEERING FILE • WHITE FIELD FILE • YELLOW JOB SUI"EAINTENOINT • I"INK OF EsGil Corporation In (partnersliip witli (jovernment for CBuiCding Safety DATE: 8/31/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1326 PROJECT ADDRESS: 2020 Cassia Rd. PROJECT NAME: Verizon Wireless CASSIA SET: II Q~ICANT ~JURIS. Q PLAN REVIEWER Q FILE [g) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: lZ:J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone D REMARKS: By: David Yao (by: Telephone#: ) Email: Fax In Person Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 8/25 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In 1'artnersftip witft government for CBui{tfing Safety DATE: 5/12/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1326 PROJECT ADDRESS: 2020 Cassia Rd. PROJECT NAME: Verizon Wireless CASSIA SET: I APPLICANT URIS. PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Cyndi Baker D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Cyndi Baker , ;:t: .... tJ/ Telephone#: 760-434-8474 ~~ ··---,.-/~c~l-;:)\--• / Date contacted::.JI \(} (by:~) Email: cbaker@boothsuarez.com v c Mail/relephoneL fl\ Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 5/4 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 15-1326 5/12/2015 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2020 Cassia Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/4 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 15-1326 DATE REVIEW COMPLETED: 5/12/2015 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No City of Carlsbad 15-1326 5/12/2015 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: • Occupancy Classification(s) B-existing office? 3. Specify on the plans the uses of all rooms or areas. Sec. 107.2. office? 4. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 5. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 6. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.1 0.1. • NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) 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 Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1,000 sq. ft. or larger or alterations (tenant improvements) with a value of $200,000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. City of Carlsbad 15-1326 5/12/2015 7. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.1 06.8. 8. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. 9. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. 10. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 11. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.41 0.1. 12. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.41 0.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.41 0.2.5.1. 13. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 14. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 15. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. • FOUNDATION 16. Provide complete calculation to justify the foundation plan. • STRUCTURAL 17. Sheet 4 of the calculation shows section through the equipment enclosure. It does not quite match sheet A-9 of the plan. Please clarify. 18. The shear wall construction detail for P1 was not identified on the plan. Please add the information. Gity of Carlsbad 15-1326 5/12/2015 19. Sheet 11-13 of the calculation shows shear wall P3 and P4 and lengths for each lines appears to not quite match the plan (A-7, A-8). Please check. (i.e. line C, 2.5 8 feet long wall, the plan does not show any 8 feet wall, the plan shoe 2.5 feet long wall, the calculation does not show it..etc). 20. The framing plan in the calculation for all levels appears to not match the plan on A-7 and A-8. Please revise the calculation or the plan. Complete structural review will be done after the plan match the calculation. (It appears to the calculation provided is not for this job.) 21. 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 David Yao at Esgil Corporation. Thank you City of Carlsbad 15-1326 5/12/2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1326 PREPARED BY: David Yao BUILDING ADDRESS: 2020 Cassia Rd. BUILDING OCCUPANCY: BUILDING AREA PORTION (Sq. Ft.) cell site Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Bldg. Permit Fee by Ordinance l ~PI~an~C~he~ck~F~ee~b-'---y O_r_~din~an~c~e -~:':J Valuation Multiplier By Ordinance Type of Review: 0 Complete Review D Repetitive Fee 3 Repeats Comments: D Other D Hourly EsGil Fee DATE: 5/12/2015 Reg. VALUE ($) Mod. per city 250,000 250,000 $1,158.561 $753.061 D Structural Only 1-------~IH' @ • $648.791 Sheet 1 of 1 macvalue.doc + PLAN CHECK REVIEW TRANSMITTAL DATE:OS/27/2015 PROJECT NAME: VERIZON WIRELESS ENClOSUREANDWCF PLAN CHECK NO: 2 VALUATION: 200K SET#: 1 ADDRESS: 2020 CASSIA ROAD Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov PROJECT ID: CB151326 APN: 215-021-02-00 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: VALRAY NELSON A Final-I-nspection by the ENGINEERING 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. I I Plan Check Comments have been sent to: CBAKER@BOOTHSUAREZ For questions or clarifications on the attached checklist please contact the following reviewer as marked: Gina.Ruiz@carlsbadca.gov Remarks: Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov VaiRay Marshall 760-602-2773 VaiRay.Marshall@carlsbadca.gov NEED APPROVAL OF MCUP 14-01 BEFORE I CAN COMPLETETHIS REVIEW. Dominic.Fieri@carlsbadca.gov 2 E-36 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 Show on site plan: Drainage patterns Set# 1 Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 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. LoUMap No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 NIA NIA E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE • Project does not comply with the following engineering conditions of approval for project no.: 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 $ 24,000 , 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: 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 $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: utilities 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 $ 440!-Q.Q-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. Processing .fee $157.00. · Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. :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 grading permit must be issued and rough grading approval 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 required documentation must be provided to your Engineering Construction Inspector 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: Driveway Page 4 of 6 REV 6/01/12 2 E-36 Set# 1 7. STORM WATER 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 15-1326 ) 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 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.gov/business/building/Documents/EngStandsw-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: Page 5 of 6 REV 6/01/12 2 Attachments: E-36 Set# 1 9. WATER METER REVIEW 8. FEES Domestic (potable) Use What size meter is required? 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. 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet over soo Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes yes yes yes no no no no Fire sprinklers required Upgrade No fees required .,yes yes no (is addition over 150' from center line) :no 10. Additional Comments Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents D REV 6/01112 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: Address: Bldg. Permit#: Fees Update by: Date: 5 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft.!Units EDU's: Types of Use: Types of Use: Types of Use: 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: Types of Use: Sq.Ft./Units ADT's: Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft.!Units Sq.Ft./Units Sq.Ft./Units ADT's: ADT's: ADT's: Within CFD: ;YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) • NO 1. PARK-IN-LIEU FEE: 'NW QUADRANT NE QUADRANT .SE QUADARANT · 'SW QUADRANT ADT'S/UNITS: I X FEE/ADT: ' I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNin X FEE/ADT: 1=$ D 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 DIST.#3 ADT'S/UNITS: FEE/ADT: 1=$ D ZONE: 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: X FEE/SQ.FT./UNIT: I=$ I=$ I=$ D D 5. SEWER FEE EDU's IX FEE/EDU: BENEFIT AREA: EDU's IX FEE/EDU: D 6. DRAINAGE FEES: Af\l PLDA: HIGH 1MEDIUM ACRES: IX FEE/AC: I=$ D 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL DATE: PROJECT NAME: PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov PROJECT ID: PLAN CHECK NO: SET#: ADDRESS: APN: VALUATION: This plan check review is complete and has been APPROVED by the Division. By: A Finai,Jnspection by the 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. I For questions or clarifications on the attached checklist please contact the following reviewer as marked: Remarks: E-36 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 Show on site plan: Drainage patterns Set# 1 Driveway widths . Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. .. 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.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV6/01/12 E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 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 $ 24,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $1 15.00. Dedication required as follows: 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 $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: 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 $ 44,;1m.QQ=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. Processing fee $157.00. Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV 6/30/10 E-36 Set# 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 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 grading permit must be issued and rough grading approval 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 required documentation must be provided to your Engineering Construction Inspector 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: Driveway Page 4 of 6 REV6/01/12 E-36 Set# 7. STORM WATER 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 CSUSMPl Compliance 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. 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: Page 5 of 6 REV 6/01112 Attachments: E-36 Set# 9. WATER METER REVIEW 8. FEES Domestic (potable) Use What size meter is required? 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. 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%". 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 yes yes yes yes no no no ,no Fire sprinklers required Upgrade No fees required yes yes no (is addition over 150' from center line) no 10. Additional Comments Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents c REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: GEO DATA: LFMZ: I B&T: Address: Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units EDU's: EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ADT's: Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units ADT's: ADT's: ADT's: Within CFD: .YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADARANT SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNIT~ X FEE/ADT: 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 ADT'S/UNITS: FEE/ADT: 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: 5. SEWER FEE EDU's BENEFIT AREA: X FEE/SQ.FT./UNIT: I X FEE/EDU: \X FEE/EDU: EDU's 6. DRAINAGE FEES: AJ\l PLDA: HIGH FEE/AC: ACRES: IX 7. POTABLE WATER FEES: 1=$ D DIST.#2 1=$ I=$ I=$ I=$ MEDIUM I=$ LOW DIST.#3 D D D D D UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL CITY Of CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:05/05/2015 PROJECT NAME: VERIZON WIRELESS ENCLOSUREANDWCF PROJECT ID: CB151326 APN: 215·021-02-00 PLAN CHECK NOI: 1 VALUATION: 2001< SET#: 1 ADDRESS: 2020 CASSIA ROAD This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: VAI.RAY NELSON A Final-Inspection by the ENGINEERING Division is required Yes .; No I This p~an check review is NOT COMPLETE. Items missing or incorrect are listed on the atttached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 1 X1 NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: CBAKER@BOOTHSUAREZ For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 76()..60:2-4610 Chris.Sexton@carlsbadca.gov Gina.Ruiz@carlsbadca.gov Remarks: ENGINEERING 760-602-2750 Kathleen Lawrence 760-602-27 41 llnda.Ontlveros@carlsbadca.gov VaiRay Marshall 760-602-2773 VaiRay.Marshall@carlsbadca.gov FIRE PREVENTION 760-602-4665 Dominic.Fferi@carlsbadca.gov NEED APPROVAL OF MCUP 14-01 BEFORE I CAN COMPLETE THIS REVIEW. -fvt.C,Uf wp(~ ~SNeif A-00 1 E-36 Set# 1 Any outstanding issues will be marked with X . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with .; 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: .f North arrow I Existing & proposed structures .f Existing street improvements .f Property lines (show all dimensions) ./ Easements .( Right-of-way width & adjacent streets Show on site plan: Drainage patterns Driveway widths Existing or proposed sewer lateral Existing or proposed water service · Submit on signed approved plans: DWG No . 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 . Site address ,f Assessor's parcel number ,f 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.: S ubdivis ion/Tract: Reference No(s): Page 2 of 6 REVS/01/12 NEEDS APPROVAL OF MCUP 14-01 N/A N/A E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE X Project does not comply with the following engineering conditions of approval for project no .. SUr Cipp(OVeOI ~Ctt(J cW\t Shci IJ.-fJ.O 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$ 24,000 , 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: 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 $124,000 00. pursuant to Carlsbad Municipal Code Section 18.40.040. · Public improvements required as follows: sidewalk, underground utilities 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 $ ..4..4;1,QQ-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 Processing fee $157.00. Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 1 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. '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 grading permit must be issued and rough grading approval 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 required documentation must be provided to your Engineering Construction Inspector 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: Driveway Page4of6 REV 6101/12 1 E-36 Set# 1 7. STORM WATER Construction Compliance X Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. X Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 15-1326 ) ~ff. A-trAc.t-f Eb C.O~fO~ C:-d4 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 X Storm Water Standards Questionnaire complete. See /tTrfl-cffe~ CoMf"£-fi:E~ ~~-~~ON ~t~ f'o~ e.-3'( • 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:!lwww.carlsbadca.gov/businesslbuilding/Docum!1!nts/EngStandsw-stds-vol4-ch2.ru;tf 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 pavemenUpavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales . Downspouts disconnect and discharge over landscape , Other: Page5of6 REV6/01/12 1 N/A Attachments: E-36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use 8. FEES 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet over soo Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes :yes yes yes no .no no no Fire sprinklers required Upgrade yes iyes no (is addition over 150' from center line) I No fees required 10. Additional Comments Engineering Application Storm Water Form Page 6 of6 Right-of-Way Application/Info. Reference Documents a REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 05/05/2015 Address: 2020 CASSIA ROAD Fees Update by: Date: 05/05/2015 GEO DATA: LFMZ: I B&T: Bldg. Permit#: CB151326 Date: 05/05/2015 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units Types of Use: Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units Types of Use: Sq.Ft./Units Types of Use: Types of Use: FEES REQUIRED: Sq.Ft.!Units Sq.Ft./Units EDU's: EDU's: EDU's: ADT's: ADT's: ADT's: ADT's: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT .f NE QUADRANT SE QUADARANT SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNIH X I 3. BRIDGE & THOROUGHFARE FEE: ADT'S/UNITS: 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: X I 5. SEWER FEE EDU's jx BENEFIT AREA: EDU's IX 6. DRAINAGE FEES: NEED AA!i PLDA: ACRES: jx 7. POTABLE WATER FEES: UNITS CODE FEE/ADT: DIST. #1 FEE/ADT: ZONE: FEE/SQ.FT./UNIT: FEE/EDU: FEE/EDU: i=s D DIST.#2 DIST.#3 1=s D I =s 0 I =s D I =s D HIGH MEDIUM LOW FEE/AC: I =s D CONN. FEE METER FEE SDCWA FEE TOTAL OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca .gov I am applying to the City of Carlsbad for the following type(s) of construction permit: 0 Building Permit 0 Right-of-Way Permit 0 My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria 0 My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. T~-Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria 0 My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria 0 My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or 0 My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, 0 My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. 'The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. 8-24 Project Address: Ctt5S/t{. ,;~. o.:~o Owner/Owner's Authorized Agent Name: {l,jnalv l!x:tla.J Owner/Owl'l"er's Aut~ignature: ~ t City Concurrence: By: [J YES [J NO Page 1 of 1 f(oCtcA Assessor Parcel No. ·~\ '5·-b J I~ ()J Title: C{firvttn-0:PI5JcmJ Date: J.l, 3o.l.5 Date: ProjectiD: Rev.03/09 Construction SWPPPTier Level Tier 3 Tier 2 Tier 1 Exempt CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services l;md Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Perceived Construction Threat Assessment Criteria'* Threat to Storm Water Quality Tier 3 -High Construction Threat Assessment Criteria 0 Project site is 50 acres or more and grading will occur during the rainy season 0 Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High 0 Soil at site is moderately to highly erosive (defined as having a predominance of soils with 0 USDA-NRCS Erosion factors kt greater than or equal to 0.4) Site slope is 5 to 1 or steeper 0 Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 0 through April 30). Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3-Medium Construction Threat Assessment Criteria Medium 0 All projects not meeting Tier 3 High Construction Threat Assessment Criteria -Tier 2 High Construction Threat Assessment Criteria 0 Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA 0 Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kt greater than or equal to 0.4) High 0 Site slope is 5 to 1 or steeper 0 Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). 0 Owner/contractor received a Storm Water Notice of Violation within past two years 0 Site results in one half acre or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria Medium 0 All projects not meeting Tier 2 High Construction Threat Assessment Crite1ria Tier 1 -Medium lnsQection Threat Assessment Criteria 0 Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA 0 Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kt greater than or equal to 0.4) Medium 0 Site slope is 5 to 1 or steeper 0 Construction is initiated during the rainy season or will extend into the ratiny season (Oct. 1 through April 30). 0 Owner/contractor received a Storm Water Notice of Violation within past two years 0 Site results in one half acre or more of soil disturbance Tier 1 -Low lnsQection Threat Assessment Criteria Low 0 All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria -Not Applicable -E *The c1ty eng1neer may authonze mmor vanances from the construction threat assessment cntena 1n spec1al Circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: ( 1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets uidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the US EPA Green Streets guidance? YES NO v If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If ou answered "no" to both questions, then o to Step 2. E-34 Page 1 of 3 Effective 6/27/13 STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov o determine if your project is a priority development project, please answer the following questions: 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial. residential, mixed-use, and public on land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, · and land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared 4. Is your project a new or· redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the of motor vehicles used for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of mntnn,vr·l<>~"' and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the with * 8. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 1 10.1s your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? I I ./ / / Pacific 2,500 square feet or more of . / im i surface than 10%? V answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to lamenting structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your lapplic:ati<m(is) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this uestionnaire, check the "my project meets PDP requirements" box and complete applicant information. you answered "no' to all of the above questions, you ARE NOT a priority development project and are therefore subject lim!nl<>lm<>lntin'n only Standard Storm Water Requirements such as source control and low impact development BMP's required for tnevetoornP.t1t projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to end of this questionnaire, check the "my project does not meet PDP requirements" box and complete appl E-34 Page 2 of 3 Effective 6127113 )~~; /\ <.;"'/; ¥CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my ro·ect meets PDP re uirements" box and com lete applicant information. : ~ · .. . .. D My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. til My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box ~~ GA~L$B'I'\.D VILl-A-GrE--DR . .Svln:. ~ , Address: CP\ ~!,....SBI\1) C ll1 Cfd-OO f3 Accessors Parc~~5-~e~~: I -o¢ Applicant Name: 0 ..,. ,r......--..,. Applicant Title· 1\ r-"1:-r-.OB£-K I· 2;>UP,R.E7 Tli.:JEN I. Applicant Signatill'r.A/ L=) Date: 77~ / oca .I CJ. J.or) // (./ This Box for City Use Only City Concurrence: NO By: Project ID: *Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 City, of rlsbad STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 STORM WATER COMPLIANCE CERTIFICATE .f My project is not in a category of permit types exempt from the Construction SWPPP requirements .f 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-storm water discharge(s). .f My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) .f My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas 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 storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). 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. ~A\<.EL GENT NAME (PRINT) OS .l9. .~ol? OWNER(S)/ S AGENT NAME (SIGNATURE) DATE E-29 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES Page 1 of 3 \/ Z \A! Cl!) c.s r($- Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov PROJECT INFORMATION Site Address: 0-o ;}.0 Cl\5$( A 'fol)/) Assessor's Parcel Number: ;; I£-o:J.t-o"Jo Project ID: C & / s-'13;>,t; Construction Permit No.: ?;,W \5 tJ\~ Cj Estimated Construction Start Date /2-)/5 Project Duration 5' Months Emergency Contact: Name: 5kv& :1Jh nSD J1 24 hour Phone: CffJ l' 5._//. ?flc6 Perceived Threat to Storm Water Quality Medium Q If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: V\1},N 1 •! ~~ Date: ~· 0\l· J$'"' REV 07/14 Best Management Practice (BMP) Description -7 ~ ell Erosion Conlre>l BMPs '~ :§ ~ a. ~ fl c c: Gl ~ E i -"' (() (/) ~ ;z (() en Sediment Control BMPs e "' CD E ~ Cl ~ 0 ti1J 0:: ~ ... a; Gl "' ,. ~ J:: "' u ii ~ :s ~ (/) en (/) Tracking Control BMPs Non ..Storm Water Management BMPs 11 E Q. ·s .,. IJJ Waste Management and Materials Pollution Control BMPs c Gl 't> E Gl iii I $. J ~ Cl c: Gl "' "!i) c ,2 "' c ~ :::! "' :I <l> 0 !i "E "' "' "' c "' c I u j "' ~ l.t:lJU!:Y.ctions: Begin by reviewing the lis! of construction activities and checking !he box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions ln the blank activity description boxes provided for thai purpose and place a check in the box immediately lo the left of the added activity de11cription. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with lh€1 BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from I he list For Example-U the project Includes site access across dirt, then check the box to the left of "Site Access Across Dirl". Then revtew the list for something that applies such as "Stabilized Construction Ingress! Egress· under Tracking Control. Follow along the "Site Access Across Dirt'' row until you get to the "Stabilized Constructiof1 Ingress/Egress" column af1d place an X in the box where the two meet As another example say the project included a stockpile that you iniE<nd to co11er with a plastic sheet Since plastic sheeting is not on the list ol BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X In the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. Tu learn more about what each BMP description means. you may wish to relliew the 8MP Reference Hapdouj prepared to assist applicants In !he selectlon of appropriata Best Management Prar:lice measures. The reference also explains !he California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPslo a project. E·29 Page 2 of 3 REV 01/14 PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 DATE: August 24,2015 PROJECT NAME: Cassia PROJECT ID: MCUP 14-01 Planning Division 1635 Faraday Avenue {760) 602-4610 www.carlsbadca.~~:ov PLAN CHECK NO: CB151326 SET#: II ADDRESS: 2020 Cassia Road APN: 215-021-02 [8J This plan check review is complete and has been APPROVED by the Planning Division. By: Jason Goff, Asociate Planner ~ A Final Inspection by the Planning Division is required ~Yes D No Plan Check Comments have been sent to: cbaker@boothsuarez.com You may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. For questions or clarifications on the attached checklist please contact the following reviewer as marked: Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov ~ Jason Goff 760-602-4643 Jason.Goff@carlsbadca.gov Remarks: See Below REVIEW#: ' 1 2 3 ~DO D~D ~DO ~DO ~DO ~DO ~DO ~DO ~DO ~DO D~D Plan Check No. CB151326 Address 2020 Cassia Road Date August 24, 2015 Review# 2. Planner Jason Goff Phone (760) 602-4643 APN: 215-021-02-00 Type of Project & Use: WCF Net Project Density: NA Zoning: 0 General Plan: 0 Facilities Management Zone: 10 CFD (in/out)#_ Date of participation:__ Remaining net dev acres: NA (For non-residential development: Type of land use created by this permit: WCF) Legend: ~ Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES~ NOD TYPE: CEQA Cat. Exemption §15303 Discretionary Action Required: YES ~ NO D TYPE: Minor Conditional Use Permit ADMINISTRATIVE APPROVAL LETTER, DATE June 9, 2015 PROJECT NO. MCUP 14-01 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ~ Regarding Condition No. 9. The Notice of Restriction is being mailed to the applicant. PlanCom. Inc., for ovmer's signature. Once this document is signed. returned and properly notarized for official recordation. the Planning Division will be able to release building permit. Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO [81 Habitat Management Plan Data Entry Completed? YES D NOD N/A ~ lnclusionary Housing Fee required: YES D NO D N/A ~ (Effective date of lnclusionary Housing Ordinance-May 21, 1993.) Housing Tracking Form (form P-20) completed: YES D NO D N/A ~ 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 D NO ~ Zoning: 1. Setbacks (New Equipment Enclosure): Interior Side (East Side): Required 0'-0" Shown +0'-0" Rear (North Side): Required 2'-8" Shown 2'-8" 2. Height (New Cupola): Required 29' -0" Shown 29'-0" Additional Comments '1. Please label the setback dimension for the equipment enclosure along the eastern property line. oK To 1ssuE AND ENTERED APPROVAL INTo coMPUTER~ DATE <>8/u / ._,, ;;- P-28 Page 2 of 2 07111 Aif~ '~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.!lov DATE: April30, 2015 PROJECT NAME: Cassia PROJECT ID: MCUP 14-01 PLAN CHECK NO: CB151326 SET#: 1 ADDRESS: 2020 Cassia Road APN: 215-021-02 D This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required DYes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ~ 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: cbaker@boothsuarez.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: 760-602-4675 Gina.Ruiz@carlsbadca.gov Jason Goff 760-602-4643 760-602-27 41 VaiRay.Marshall@carlsbadca.gov 760-602-2773 D 760-602-4662 Cynthia.Wong@carlsbadca.gov 760-602-4664 Remarks: This project is subject to the approval of a MCUP (MCUP 14-01 - Verizon Cassia), which it has not yet received. No building permits should be issued at this time. Planning Division will complete its plan check review following the approval of the MCUP. t:J./;).._ ((~· ~ CITY OF CARLSBAD DATE: 05/13/2015 PLAN CHECK NO: SET#: 1/1 PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: VERIZON WCF-CASSIA ADDRESS: 2020 CASSIA RD COPY Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB151326 APN: IZI 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 IZ! Yes 0 No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: cbaker@boothsuarez & suarez@boothsuarez 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: D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov ~ Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynth ia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: Tl, INDUST 05-13-2015 CYNDI BAKER 325 CARLSBAD VILLAGE DR STE D2 CARLSBAD CA 92008 CB151326 VERIZON-INSTALL NEW EQUIP 2020 CASSIA RD CBAD St: CS Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED: BUILDING DEP1': COPY Reviewed by: q tt}al( THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 05/13/2015 By: GR Action: AP ',., 90EI 8 CLE:VELAr-.JD ST OCEAN!;IDE. C.•' 9205 <J 760.966.6355 Ph. 760.966.6360 r·;.:. DS>~'J.!euRH:.>f:kf:!Dt..r EH1~IL STRUCTURAL CALCULATIONS FOR VERIZON-CASSIA 2020 Cassia Road Carlsbad, CA 92009 (DSI PROJECT NO. 15-100.33) (ARCHITECT: Booth & Suarez) ITEM DESIGN CRITERIA DESIGN LOADS TOWER lATERAl ANAL VSIS MAY 20,2015 TABLE OF CONTENTS TOWER SHEARWAll AND HOLDOWN DESIGN TOWER FRP VERTICAL TUBE DEISGN TOWER PLATFORM LEVEL-F PLATFORM FRAMING DESIGN TOWER PLATFORM LEVEL-F LEDGER CONNECTION DESIGN TOWER DECK LEVEL-D FRAMING DEISGN TOWER FOUNDATION DESIGN EQUIPMENT ENCLOSURE WAll AND FOOTING LOADS ENCLOSURE FREESTANDING WALL DESIGN ENCLOSURE RETAINGIN WALL DESIGN EQUIPMENT ANCHORAGE DESIGN ~' l PAGE 1 2 3-8 9-20 21-22 23-28 29 30-40 41-57 58-59 60-63 64-67 68-72 r2/JJ /"1D-..1 t2' CODE: SEISMIC: DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760] 956-6355 FAX: (760} 966-6360 2012 International Building Code (IBC) 2013 California Building Code (CBC) Risk Category of Building: II Seismic Design Category: D le = 1.00 Fa= 1.0 Fv = 1.563 Sos = 0.800 So1 = T= R= Qo= Cd= 0.455 0.250 6.50 3.00 4.00 Seismic Base Shear: V = 1.0E = 0.123 0.086 0.112 V=0.7E= Vw/ p=1.3= Basic Wind Speed = Exposure= NDS 2012 MASONRY: MSJC 2011 CONCRETE: ACI 318-11 STEEL: AISC 14TH EDITION 110 c sec *W *W *W MPH (Strength Design) (ASD) ASD Seismic Design Force (3-sec Gust) PER TORO INTERNATIONAL (PROJ # 13-109.52, 2/18/15) ALLOWABLE SOIL PRESSURE FOR D+L 1500 PSF LATERAL EQUIVELENT FLUID PRESSURE COEFFICIENT OF FRICTION SHORTTERMINCREASE 300 PCF 0.25 1.33 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: {760) 966-6a60 PLATFORM FRAMING (LEVEL-F) DEAD LOADS (osf) McNichols GW -225 Grating 15.8 Steel Framing 8.2 ME&P 12.3 Miscellaneous 3.7 l:: Dead Load 40.0 Live Load 40.0 DECK FRAMING _{LEVEL - D DEAD LOADS (psf) Parex Mer-Ko Shur Deck 2.0 3/4" plywood 2.3 2x12@ 16" o.c. 3.9 518" Gyp. Board 3.1 ME&P 1.0 Miscellaneous 3.7 l:: Dead Load 16.0 Live Load 40.0 NEW TOWER FRP SCREEN WALL DEAD LOADS (psf} 6x4x1/4 FRP Tube 1.4 FRP Panel 0.8 lnsulfoam 2.5 ME&P 0.5 Miscellaneous 2.7 l:: Dead Load 8.0 NEW TOWER WALLS Exterior Exterior Interior DEAD LOADS (g_sf} (osf) (psf) 2-112" Stone Veneer 34.4 - - 1" Mortar 12.0 -- Metal Lath 0.4 -- Stucco -10.0 - Parex Mer-Ko Shur Deck -2.0 2.0 1/2" Plywood 1.5 3.0 3.0 2x6 @16" o.c. 1.4 1.4 1.4 Insulation 0.8 0.8 0.8 Miscellaneous 1.5 1.8 1.8 l::Dead Load 52.0 19.0 9.0 ENCLOSURE WALLS DEAD LOADS (psf) (psf) 2-1/2" Stone Veneer 34.4 - 1" Mortar 12.0 - Metal Lath 0.4 - Stucco 10.0 20.0 8" Solid Grout Block Wall 84.0 84.0 Rock Veneer 10.0 10.0 Mise 1.2 1.0 l::Dead Loads 152.0 115.0 ENCLOSURE CHAINLINK LID DEAD LOADS (psf) 9 GA 1" x 1" Mesh 1.7 3" Steel Pipe 4.0 Mise 0.8 ~ueaa Loaa 6.5 ~Hl R~ ~AI!Ufl PANtL llmH 'SKJO'l'H '51' XCC Fl>lc'SH, POM:l SIIAI.I loL\l'CI1 £l<lSli!C sulif.OC£ "' Ttxll.JII< a. 00.0'! (SOOWN :SW.::ED) KEY PLAN TOWER ELEVATION 'o ' i<: KEY PLAN SECTION D DUNN EiAVOIE iNC. S'TRUCTURAL ENGINEERING 909 S. CLEVELAND ST. OCEANStDE, CA. 92054 F'H: (760) 966-6355 FAX: !760) 966-6350 Light-Frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets. Therefore, per 201218C, for the entire structure, R= 6.50 00= 3.00 Cd = 4.00 IBC 2012, ASCE 7·10 Chapter 11, 12, 13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92009 Response Spectral Ace. (0.2 sec) Ss = 118%g Response Spectral Ace.( 1.0 sec) S1 = Site Coefficient Fa = 44%g 1.028 Site Coefficient Fv= 1.556 Max Considered Earthquake Ace. SMs = F •. Ss Max Considered Earthquake Ace. SM1 = Fv.S1 Method 2 @ 5% Damped Design Sos = 213{SMs) So1 = 213(SM1} Input the coordinate of project latitude Longitude = 1.180 g =0.444 g =1.213g = 0.691 g = 0.809 g = 0.461 g 33.11435 -117.27061 From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.157 g Fa= 1.037 S1 = 0.437 g Fv= 1.563 Table 20-3-1, Default= D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24. to so·} (-125" to -65•) SMS= 1.200 SM1=-0.683 SDS= 0.800 SD1= 0.455 Use the seismic parameters from Method 2 to supercede those from Method 1 . ISi<li~rnic Design Category (SOC) Determination Risk Category of Building II Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0sec D S1 = 0.437 < 0.75g Therefore, SOC = D Equivalent lateral force procedure To Determine Period Ct = 0.02 Building ht. Hn = 29 ft X= 0.75 Table 1.5-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply ! Section 12.8 Table12.8-2 Cu = 1.4 for So, of 0 .455g Table12.8-1 Figure 22-15 Approx Fundamental period, Ta = Ct(hn)x = 0.250 TL = 8 Sec Calculated T shall not exceed $ Cu.Ta = 0.350 Use T = 0.250 Per Section 11.6 T::; 0.8Ts = 0.8 S01/Sos = 0.455 Is Structure Regular & s 5 stories ? Response Spectral Ace.( 0.2 sec) S, = Yes 1.50g @ 5% Damped Design Sos = %(Fa.Ss) = 0.010g Response Modification Coef. R = 6.5 Over Strength Factor no~ 3.0 Importance factor I = 1.00 Seismic Base Shear V = c.w c-Sos s Rll =0.123 or need not lo exceed, C5 = So1 (RII).T = 0.280 orCs= S01TL T2(RII) N/A C, shall not be less than = 0.01 Fa= 1.00 ForT>TL sec. sec. OK! Section 12.8.1.3 (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) Min Cs= 0.5S11/R =0.034 For 81 20.6g (12.8-4) (12.8-5) (12.8-6) Use Cs = 0.123 Design Base Shear V = 0.123 w x0.7(ASD)x1.3(r) = 0.112W 9 g g g DUNN SAVOIE lNG. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OGEANSIDE, CA. 92054 PH: (760) 966-6355 !="AX: (760} 966-6360 ltATERAL ANALYSIS r PLATFORM DECK (LEVEL~ {i) Area of Roof = = Total Weight of Roof= = Interior Wall Weight= 8 r-s( 9 I) L'"l I :s) r Ci fYhl ( ·l'f IY) = Exterior Wall Weight= (19 P9F >< '?,t,. 7' t 52. fl7("' o, :~tl /A2.><1g· +-'foc3 .')" •·2"lS 1 2.?'1 ') = u/1 tt2 07~0 lbs lbs ibs Additional Weight= = -.,,_,_--,-_lbs Total Roof Diaphragm Weight = ! s "j '5 ·-::, lbs TOWER DECK (LEVEL -D) Seismic Design: Design Base Shear: (Taken from previous page) W(ASD) load Distribution: level w h (w!{h~ F Roof l~,q')'? k 20.'2-ft 321-.~Sl k*ft 2.35Z. k (all directions) Floor k \]..' 2 "SuO· 'tY 7 k*ft z.l"l, 1 k (all directions) Total: k & , "H'~ k*ft ,.-13 k •) DUNN SAVOIE INC:. JOB Verizon -Cassia STRUCTURAL ENGINEERING ~7 SHEET NO OF 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 CALCULATEDUY HG DATE 5/15 PH: (760) 966·6355 CHECKED BY 0ATE FAX; !7601 966·6360 SCALE ASCE 7-10 Wind Lateral Design Analy_sis For Rigid Structures With Flat Roofs Directiona II~ lnde12endent: -n Design Parameters: II Risk Category of Building = II Top of Roof Elevation 20ft Basic Wind Speed (3-sec. mph). V = 110 Top of Parapet Elevation 29 f1 Exposure Category = c Max Horizontal Dimension 15 f1 Directionality Factor, ~ = 0.85 Min Horizontal Dimension 15 ft ro= Parapet Factor Windward 1.5 Parapet Factor leeward -1.0 Veloci!ll: Pressure EX!;!osure Coefficient: «= 9.5 ~= 900 ft _j L. Structure Height (ft) 15 20 20 20 20 20 20 Parapet Kz-2.01 *(zi~) "= 0.85 o.go 0.90 0.90 0.90 0.90 0.90 0.98 ToQograghic Factor: 2-D Ridge! X !2-D Escarpj 3-D Hill! ("X" One Box) Elevation Change, H = 10 fl <15ft Topographic Factor NOT Required Crest to Mid-Height. lh = 1 ft Dis! from Crest. x = 0 ft Downwind of Crest? No (Yes or No) Hlln= 0.50 MAX K, = 0.73 'I= 3.0 K2 = 1 -(lxl/)!lh) = 1.00 J.l= 1.5 Structure Height ft) 15 20 20 20 20 20 20 Parapet K3 =e"'l 0.11 0.05 0.05 0.05 0.05 0.05 0.05 0.01 K:z1 = (1 + K, K2 K3f = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Veloci!ll: Pressure: Structure Height (ft) 15 20 20 20 20 20 20 Parapet Qz" 0.00256 K,Kzt~ V ro = 22.35 23.75 23.75 23.75 23.75 23.75 23.75 25.68 psf Oirectionall:t Deeendent: Gust Effect Factor: Gs= O.S50 GL= 0.850 External Pressure Coefficients: Short Direction: Windward leeward Long Direction: Windward Leeward Walls, Cp= 0.8 -0.50 Walls, Cp = 0.8 -0.50 Design l!l£ind Pressures: Short Direction: Windward leeward leeward Parapet PWalb = Gh Gs Cp = See Below -10.09 psf -25.68 psf Structure Height (ft) 15 20 20 20 20 20 20 Parapet Pwall> -Qz Gs Cp -15.20 16.15 16.15 16.15 16.15 16.15 16.15 38.52 psf Ptotal -qz Gs Cp -q• G, Cp"' 25.29 26.24 26.24 26.24 26.24 26.24 26.24 64.20 psf long Direction: Windward leeward leeward Parapet Pwa11s = Gn GL Cp = See Below -10.09 psf -25.68 psf Structure Height (ft) 15 20 20 20 20 20 20 Parapet Pwalls = Qz GL Cp = 15.20 16.15 16.15 16.15 16.15 16.15 16.15 38.52 psf Pto"'' = Qz Gs Cp ·Gn G, CP>= 25.29 26.24 26.24 26.24 26.24 26.24 26.24 64.20 psf Building Elements: (+)GCP (-)GCP GCP, Force at Highest Elev Wa!ls Main-{4): p= qh[(GCp)·(Gcp;)] 0.93 -1.1 -0.18 30.40 psf Walls Corners-(5): p= qh[(GC,)-(GcP,)J -1.2 -0.18 32.77 psf Parapets: p= qp(GCp·Gcp1) 2.2 0 56.49 psf Main Roof Uplift-(1): p= qh[(GCp)·(Gcp;)J 1 -0.8 0.18 28.02 psf Roof uplift at Ends and Peaks-(2): p= q.[(GCp)-(Gcp1)] 1.1 -1.0 0.18 30.40 psf DUNN SAVOIE INC:. STRUGTURAL ENGINEERING 908 S. DLEVELAND ST. OGEANSIDE, DA. 92054 PH: (760) 966-6::355 FAX: (760} 966-6::360 IWIND ANALYSIS Exposure: __ Basic Wind Speed = ll '; mph Pn=0.6W= ,7 PSF(ASD) P1 = psf at 0'-W 2 P2 = 3'(), s psf at 1-5':20' P3 = psf at 20'-25' P4 = psf at 25'-30' P5 = psf at 30'-40' ' 5' I Governing Lateral Forces Wind Design Seismic esign Roof Level: (N-S) direction: jO lbs lbs (E-W) direction: 6oso lbs lbs Floor Level: 11it?S \ (N-S) direction: fbs \ lbs (E-W) direction: ~"Sen'S lbs ~\q\ lbs Total Base Shear: (N-S) direction: 1'5 lbs lbs (E-W) direction: B~'ls lbs lbs \N governs \J \\J p governs SYMBOL G @ @ Cj l SHEAR SHEAR MATERIAL AND NAILING SILL BOLTING SILL NAILING TRANSFER (PLF) DESCRIPTION AT THE TOP 340 1/2" STRUCT I PLYWOOD w/10d 5/8"<1> X 7" MIN. 30dCOMMON A35@24" @ 6" O.C. E.N. 12" O.C. F.N. EMBED @ 48" O.C. NAILS@ 10" O.C. o.c. 510 1/2" STRUCT I PLYWOOD w/1 Od 5/8"<1> X 7" MIN. 30d COMMON A35@ 16" @ 4" O.C. E.N. 12" O.C. F.N. EMBED @ 32" O.C. NAILS @ 6" O.C. O.C. 665 1/2" STRUCT I PLYWOOD w/10d 5/8"<1> X 7" MIN. 30dCOMMON A35@ 12" @ 3" O.C. E.N.12" O.C. F.N. EMBED @ 24" O.C. NAILS @ 5" O.C. o.c. 2x MINIMUM WITH "SIMPSON" CS16 HOLDOWN STRAP w/11-10d NAILS@ EACH END. 2 ROWS 2-1/16" O.C. (17051bs) 2x MINIMUM WITH "SIMPSON" LTT20B HOLDOWN w/ 10-10d x 1 1/2" NAILS AND 1/2 DIAMETER LAG SCREW WITH MINIM 4" EMBEMENT INTO FLOOR BEAM (1355lbs) 4x MIN POST WITH "SIMPSON" CMST14 HOLDOWN STRAP w/ 30-10d NAILS@ EACH END. 2 ROWS 1-3/4" O.C. (51231bs) 2x MINIMUM WITH "SIMPSON" DTT2Z HOLDOWN ANCHOR w/8 SDS 1/4" x 1 1/2" WS AND "HIL Tl" 1/2"<1> HAS ANCHOR ROD WITH 4" EMBEDMENT WITH "HILT!" HIT HY-200 ADHESIVE PER ICC ESR-3187 {1825 LBS) 4x MINIMUM WITH "SIMPSON" HDU5 HOLDOWN ANCHOR w/14 SDS 1/4" x 2 1/2" WS AND "HIL Tl" 5/8"¢ HAS ANCHOR ROD WITH 8" EMBEDMENT WITH "HIL Tl" HIT HY-200 ADHESIVE PER ICC ESR-3187 (5645 LBS) 6x MINIMUM WITH "SIMPSON" HDU8 HOLDOWN ANCHOR w/20 SDS 1/4" x 2 1/2" WS AND "HIL Tl" 7/8"¢> HAS ANCHOR ROD WITH 14" EMBEDMENT WITH "HIL Tl" HIT HY-200 ADHESIVE PER ICC ESR-3187 (7870 LBS) 6x MINIMUM WITH "SIMPSON" HDU14 HOLDOWN ANCHOR w/30 SDS 1/4" x 2 1/2" WS AND "HILT!" 1"<P HAS ANCHOR ROD WITH 20" MINIMUM EMBEDMENT WITH "HIL Tl" HIT HY-200 ADHESIVE PER ICC ESR-3187 (12000 LBS) . DUNN SAVOIE INc. Jos Verizon ~Cassia STRUGTURALENGJNEERING ~~S~H~EE~T~NO~-~~~~~~~~~~O~~~~~~~~OF~~~~~ 908 s. CLEVELAND ST. CALCUlATEDBY HG DATE 5/15 OCEANSIDE, GA. 920 54 CHECKED BY DATE PH: (760) 966-6355 SCALE FAX: !760) 966-6360 [ Shear Wall Design Wind Governed Design Level: P'OOf Direction: VA\2\rt'? I Use: (J) per Shear Wall Schedule Overturning: Shear Panel Length= ,_., · OT Moment= s'O l & lo"; 'c?- plf Resisting Moment= i).T., r~ 8Gi~0?5e>'8.t'-r'-'}On"/.lU">'J l3'/-z. Net Moment= "Z-41175:? l:o -H--1 7131? I b ·· f-l Uplift= 10'2~"> 1b·H 1 U:.c;' I Use: <t);:/"Holdown Anchor Schedule D Holdowns Not Required Line IO I,.,_'/,., Projection Length =-~-----,---:;;_;_,..."' __ ~----~- Lateral Load = _____ ...:.4::::.&...:.Y...lp:...l..:..f_..<_~t>.:..;':..:S_' ----- Other Loads = --~~-----~--~---------------Total Load, TL = --------,-,---.:---,.,--------- Shear Wall Length, L = 2,'5' + '2. , 'S T.L./L = 'bo I~ \!:>s I "> ' juse:@per Shear Wall Schedule Overturning: Shear Panel Length = 1-/5 / OT Moment= (Ct>03 elf ""2,>:>/)r-8~ Resisting Moment= C>./rtqr7\ $ e.r..r'~ 6f'"S~Y ~-'--· -t.I-JO f't;,( !<;) /tY;-j z. <; •it/z. Net Moment= IZC'J/<7 11::vfl-• ?13 lb -PJ.- Uplift= \ 15'-17 ~~-f-.1! Z-1..:> / I Use: (")her Hold own Anchor Schedule D Holdowns Not Required = ft = lbs = fbs = lbs = 1 ~a ft = ~'?,:; ·;;l,. plf = ~~· ft = 2'-l,::ae ft-lb = <?'070 ft-lb = 11)'2-'55 ft-lb = cow lbs = tP~5 ft = 1oJ(, lbs = lbs = 3:Qjlp lbs = 5' ft = r;,o'b plf = z~s' ft = !'£-0/P 0 ft-lb = 5 "? ft-lb = ))51.(7 ft-lb = 4'-l q lbs DUNN SAVOIE lNG. JOB Verizon -Cassia STRUCTURAL ENGINEERING ____ s~H~EE~T~NO~·------~~~--------------------~OF ____ ~~~ 908 s. CLEVELAND ST. CALCULATEDBY HG DATE 5/15 OCEANSIDE, CA. 92054 CHECKEDBY DATE PH: (760) 966-63 55 SCALE FAX: (760) 966-6360 Wind Governed Design Level: fL£Op Direction: _._f-_VJ.;..__ __ .2'? \"?") l~ -~ Lateral Force I Overall Floor Length = v = 1 '?' = ) 6'3 plf Line r Projection Length = ['5'/:L Lateral Load = 10'0 f'it:Y 7S' Other Loads = ~Olf; l ~"" Total Load, T.L = I 3 7'!; I I;?~ f< ~0'! (, 10s Shear Wall Length, L = '7·75/ .,. "%.>' 1-:S ' T.UL= ~ '70-~ (_ '1> I Use: {2)per Shear Wall Schedule Overturning: = 7.5' ft = 137S lbs = 1 t? /{ ... lbs = t..; :2 Bq lbs = 'f> ft = 51.f<j plf Shear Panel Length = :;;.1.. '5"' = ft _.;..__ __ _ OTMoment= (5'-J'1plf,..f>,'l.."':/)-r: ll' = ft-lb Resisting Moment= o.:.[q f'?<f:?<:ZO'-r er~~ ,.19, Z' .. '10fl;;'l';o~'3?~· '/ !&r?+'~. &7{!:;J:;;= 1 ~:7-'-1 ft-lb NetMoment= !9v:Z."7 +-.r{p-l~t-L~Ci\"'-' = ll?'iO':? ft-lb Uplift = fJ U?!l>.5 = 75 J ".2-lbs per Hold own Anchor Schedule 0 Holdowns Not Required line f Projection Length =------------------------ Lateral Load = Otherloads=---------------------------------- Total Load, T.L =------------------ Shear Wall Length, L =----------------- T.L/L = I Use: <I) per Shear Wall Schedule Overturning: ShearPaneiLength=--------~~~~~----------------- OT Moment = C5~ ~ p IF,, tp>') "'-11 ' Resisting Moment= o,(;[ qrsr ,o<Zf?"-< tJrG'f-vl',,l I 'r '{Ofi54.,'J.l'5' r lvf:I'Y.tj/:,.r'J <-J,1::r%~ Net Moment= 1%85 N, lb -t..@ 15 ~-l.h Uplift= zvo7o H -lo ; ttlZ-5' I use: <.f9rer Holdown Anchor Schedule 0 Holdowns Not Required = = = = :;:; = = ::: = = :;:; J,5 ft lg73 lbs 1JO II/ lbs 4~'8q lbs B ft 51Cf plf 'f,J5 ft t.1't-6 '5 ft-lb ZC.t5 ft-lb ;2.1,;010 ft-lb r.P \'3 Lj lbs DUNN SAvotE lNG. Joa Verizon-Cassia STRUGTURAL ENGINEERING __ s;;.;.H;;;:;EE;;.;.T..;.;N;;;.;0. ___ ---:--:-:1 --(.,::------------_;:,;OF ___ -::::-:-:-:::--- 908 s. CLEVELAND ST. CALCULATEDBY HG DATE 5/15 0GEANSIDE, CA. 92054 CHECKEDBY DATE PH: (760) 966-6355 SCALE FAX: (760) 966-6360 Wind Governed Design Level: f~f· Direction: £-V Lateral Force I Overall Floor Length = v = ____ = I e>0 plf Line Projection Length = 15 '/~ Lateral Load= 1 ~'? If /. 1 s' Other Loads= $t?l v li>"" TotaiLoad,T.L.= ;?:,~r:g ~h;; ;:?ol' 1!7"" Shear Wall Length, L =------,..,..-~6::...'--.,._,,------- T.L/L = Lf :_;~q . JJ-;6 I g, I Use: @per Shear Wall Schedule Overturning: Shear Panel Length =-------~r;:....-/,....-------- OT Moment =----'=C..;...5_'-'..:..I..:..q-~.P:....l_r_,__;;~:::.......'')~:I'.....:..:J !_' _____ _ Resisting Moment=------------------ Net Moment= ----~~-------~~~--------Uplift= -7 f?JJ-7Ci rr· lb /1/~y· I Use: <lf%er Holdown Anchor Schedule Line 0 Holdowns Not Required Projection Length=------------------ Lateral Load = --------------------------Other Loads = ----------------------------Total Load, T.L. =------------------ Shear Wall length, L =------------------ T.LJL = juse: Qper Shear Wall Schedule Overturning: Shear Panel Length =------------------ OT Moment=----------------- Resisting Moment=---------------------NetMoment; _____________________________ ___ Uplift= !use: (~er Holdown Anchor Schedule 0 Holdowns Not Required = ·7. <S ft = lbs = lbs = lf:3g,q lbs = 'r!?~ ft = 51-f g plf = 0 ft = 461.7C, ft-lb = ft-lb = q~ 'Z '1""/ ft-lb = t./1 37 lbs = ft = lbs = lbs = lbs = ft = plf = ft = ft-lb = ft-lb = ft-lb = lbs DuNN SAVOIE JNc. JoB Verizon-Cassia STRUCTURAL ENGINEERING _ __;S:.;.;H.;;;EE;;..T.;.;.N0;;.;.. ___ -:-::-::::-1-) ___________ o:::.:,F ___ ~~~ 908 s. CLEVELAND ST. CALCUlATEDBY HG DATE 5/15 DGEANSIDE, CA. 92054 CHECKEOBY DATE PH: (750) 955-5855 SCALE FAX: (750) 955-5850 Wind Governed Design Level: (VV'c7r Direction: •!-\ ~"':> Lateral Force I Overall Floor Length = v = ____ = __:_.::..___ plf per Shear Wall Schedule = = = = = = 7·5" ft t'>7~ lbs ;::o1.t, lbs t.;~ ~Ft lbs 6 ft 5 yq plf Overturning: Shear Panel Length = OT Moment= Resisting Moment = Net Moment= Uplift= ..,,-:;z::;' = '5,~> ft _ _..;;._ __ _ t~9eiF"'~·:?5'),.)1,. = !1?-:2"7 ft-lb 0, L;l. 97Sh ?o' 'l' M~l' •'6.~' 4' lj(Jfi5fr ;l.<J' .. l£.1'::>~' rlr:)] £2.:._" = ft-lb l"l&:Z/ .,._. ·1b -le;:zo P-f~ )i.? = ft-lb \0\01 {'.ldb er Holdown Anchor Schedule 0 Holdowns Not Required Line~ Projection Length=------------------ Lateral Load=------------------Otherloads= _______________________ _ Total Load, T.L =----------------- Shear Wall Length, L =---------------- T.L./L = juse: @per Shear Wall Schedule Overturning: = = ::: = = = 1<5 ft 1,07'h lbs ~0){, lbs l..j~'/3'4 lbs t$ ft 5'1 q plf Shear Panel Length= 1... 75' = '1·7' ft -~---OTMoment= C57"lplr, r..r,w).r 11' = 1<;3&'05 ft-lb Resisting Moment= o,r,(:.'\?~,::~<10' t '07?(>< 8),-;r, ?J!.lf'5f~ ~.?:S't 1/..PSF"{,·"lJ~ = ) '2.'1 {; ft-lb Net Moment= 7-6& ~6 1"+-i6 -o~"f(, Plr-,\b = 2.'5!--j'?:>"' ft-lb Uplift= "l-'5£./ '0 f-L\P "1/1-::7' .,. Ll \II'\ \b:s = l oGb:s lbs er Holdown Anchor Schedule 0 Holdowns Not Required DUNN SAVOIE lNG. Joe Verizon-Cassia STRUGTURAL ~NGINEERING --~S~H=EE~T~NO~·------~~~~~L~f __________________ o=F-------~--- 908 s. CLEVELAND ST. CALCULATEDBY HG DATE 5/15 OCEANSIDE, CA. 92054 CHECKEDBY DATE PH: (760) 966-6355 SCALE FAX: (760) 966-6360 Wind Governed Design Level: i""'J..OOf Direction: 1'!-~ Lateral Force I Overall Floor Length = v = ________ = _ _,l ~"-.:s-plf Line_!Q_ Projection Length=------~.~------------= Lateral Load ;;:: 1 0 8 = Other Loads= ~0\G. U>·:> = Total Load, T.L. = ~(J\~ ·,:o:;;, ? 7'3 \~?~ = Shear Wall Length, L = '-!' .r !...J / = T.L./L= tH~OI lll>z;;/ ~~ = I Use: @per Shear Wall Schedule Overturning: Shear Panel Length = 1 = OT Moment= (.6!-Jct ;;< &...!') K lJ' = Resisting Moment=----------------------- Net Moment= = = Uplift =-----z.-Lf_.,l,-5_&_/-;-'?--,,5:-,------= I use: 12rer Holdown Anchor Schedule Line 0 Holdowns Not Required Projection Length=---------------------- Lateral Load = Other Loads=----------------- Total Load, T.L. =---------------- Shear Wall Length, L =------------------ T.L/L = I use: Qper Shear Wall Schedule Overturning: Shear Panel length= ____________________________ _ OT Moment= ------------------------Resisting Moment=-------------------- Net Moment= -------------------------------Uplift= !use: <her Holdown Anchor Schedule 0 Holdowns Not Required = = = = = = = = = = = 7;5 ft \'A7'? lbs z~·); & lbs 'to'o'l lbs 6 ft ?4-/ q plf '1' ft -;2L-J15L, ft-lb ft-lb Zt.-1 I 5 {,_ ft-lb c;.9o -:z. lbs ft lbs lbs lbs ft plf ft ft-lb ft-lb ft-lb lbs www.hilti.us Profis Ancho'r 2.5.2 Company: Page: 1 Specifier: Project: VERIZON • CASSIA Address: Sub-Project I Pos. No.: Phone I Fax: Date: 5/15/2015 E-Mail: Specifier's comments: H8 ANCHORS ON INTERIOR GRADE BEAM 11nput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cal. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] HIT -HY 200 + HAS 7/8 her.act = 12.000 in. (hef,timit =-in.) 5.8 ESR-3187 1/1/201513/1/2016 Design method ACI 318-08/ Chern eb = 0.000 in. (no stand-off); t = 0.135 in. lx x 11, x l = 4,000 in. x 4.000 in. x 0.135 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f0' = 2500 psi; h = 24.000 in., Temp. short/long: 32/32 •F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar yes (0.3.3.5) z: :-It' ~. ~ ' 0 Y.-- Input data and results must be checked for agreement with the existing conditions and for plausibilily! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hitti AG, Schaan www.hilti.us Company: Specifier: Page: Project: Profis Anchc•r 2.5.2 2 VERIZON -CASSIA Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Combmed tension and shear loads 3 Warnings 1m • Please consider aU details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 7870 8532 IW !;______ Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/15/2015 Utilization J3N I (Jv [%] Status 93/-OK -/- Utilization I!N.v [%] Status • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facillty. The Software serves only as an aid lo interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in eaGh case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan lv www.hilti.us Profis Anchor 2.5.2 Company: Page: 1 Specifier: Address: Project: Sub-Project l Pos. No.: VERIZON -CASSIA Phone I Fax: Date: 5/15/2015 E-Mail: Specifier's comments: H14 ANCHOR ON PERIMETER GRADE BEAM 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] HIT ·HY 200 + HAS 1 hei.act ""20.000 in. (het.limit =-in.) 5.8 ESR-3187 1/1/201513/1/2016 Design method AC1318-08/ Chem eb = 0.000 in. (no stand-off); t = 0.135 in. ·------------------ lx x ly x t = 4.000 in. x 4.000 in. x 0.135 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, t.; = 2500 psi; h = 24.000 in., Temp. short/long: 32/32 "F hammer drilled hole, Installation condition: Dry tension: condition 8, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar yes (D.3.3.5) z: ~t 8. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor {c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Page: Project: Profis Ancho·r 2.5.2 2 VERIZON -CASSIA Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 12000 12569 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/15/2015 Utilization PH lfhr [%] 961- -/- Utilization JJN.v [%] . Status OK ____ _ Status • Any and all information and data contained in the Software concern solely the use of Hifti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to UISing the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a CUIIpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG. Schaan www.hilti.us Profis Anchor 2.5.2 Company: Page: 1 Specifier: Project: VERIZON ·CASSIA Address: Sub-Project I Pos. No.: Phone I Fax: Date: 5/15/2015 E-Mail: Specifier's comments: H8 ANCHORS AT PERIMETER BEAMS 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] HIT -HY 200 + HAS 718 het,act = 12.000 in. (het,limit =-in.) 5.8 ESR-3187 1/1/2015 13/1/2016 Design method ACI 318-08/ Chern ------------------------------- eb = 0.000 in. {no stand-off); t = 0.135 in. I, x ly x t = 4.000 in. x 4.000 in. x 0.135 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 24.000 in., Temp. short/long: 32/32 "F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition 8; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar yes (0.3.3.5) z: Input data and results must be checked for agreement with !he existing conditions and for plausibility! PROFIS Anchor (c) 2003·2009 Hilti AG, FL-9494 Schaan Hiltlts a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Page: Project: Profis Anchc.r 2.5.2 2 VERIZON -CASSIA Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear loading Proof Concrete Breakout Strength Combined tension and shear loads 3Warnings llN • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] load Capacity 5645 8622 fW --~ Fastening meets the design criteriaf 4 Remarks; Your Cooperation Duties 5/15/2015 Utilization llN lllv [%] Status 66/-OK -I- Utilization !lN.v [%] Status • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilli on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hiiti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. --~--"~·~------ Input dala and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com H 't!IA'/ -r p /-< •' 1 J ti-r 0 -:' g.S ~ IOO o '' r~ --]'70 A )0-~ 0\~'j t-j-/. & '/-'j "I --rz o r ~ 1 v f\ev ~b::: 2700 f' ) S',y 't v\f'r?1tov-cA<?S\fr\ JOB ________________________________ _ CHECKED BY _____________ DATE----------- SCALE----------------------------------- !'/; r -z' 2; ?' ~.::; t L,.. )'! .-/ I \ \n c ~l-1 (2. .::; (' (./ . ~:7\.:-~ 1. ~& '?; \n t1 k \_;,\_ 0 '(V '( b ,.-11 CJO 'f' -"::· ~ Y. t') l :)I_,; \I} i ~ I I L-.? ----...._ PROJiJCT 207 Appendix A Design Values Load Chart for FRP Materials ALLOWABLE STRENGTH TABLE FOR FRP SHAPES: Tubes, Channels, Angles Property Direction Value Units Tensile Strength Lengthwise 6,600 Pounds per square Crosswise 1,500 inch (psi) Compressive Lengthwise 6,600 psi Strength Crosswise 3,300 Flexural Strength Lengthwise 6,600 psi Crosswise ~~~!~Do~~ ~~ ' -·<'·11;., Flexural Modulus Lengthwise 1,600,000 s psi Crosswise 800,000 Shear Strength Lengthwise 1.400 psi Crosswise 500 Modulus of Lengthwise 2,800,000 psi Elasticity Crosswise 1/2" Bolt Bearing Lengthwise 6,000 psi Crosswise 3,600 1/2" Bolt Shear Allowable 780 lbs 112" Bolt Tension Allowable 300 lbs Table Notes: I) Values based on 1525 series-Thermoset Polyester Class 1 FR (Slate Grey) 2) A Safety Factor of 5.0 has been used to determine Allowable Loads. ALLOWABLE STRENGTH TABLE FOR FRP FLAT SHEETS: Property Direction Value Units Tensile Strength Lengthwise 4,000 Pounds per square Crosswise 2,500 inch (psi) Compressive Lengthwise 4,800 psi Strength Crosswise 3,200 Flexural Strength Lengthwise 7,000 psi Crosswise 3,000 Flexural Modulus Lengthwise 2,000,000 psi Crosswise 1,100,000 Modulus of Lengthwise 2,800,000 psi Elasticity Crosswise Table Notes: 1) Values based on 1625 series -Thermoset Vinyl Ester Class 1 FR (Beige) ~) A Safety Factor of 5.0 has been used to detem1ine Allowable Loads. Hi-Tech Composite Structures Supplement for LARR #25520 Page 1 of I • "' l • • ... • .I 0 "" I ..... . " ,I • KEY PLAN 13'-o' ,.._, 1{2" 4'-l 1/'2" ----® c..--....-~ f)'if\~"\ j O§.t ~·· PLATFORM FRAMING PLAN (LEVEL-F) 1110111.11:1111'•1'·11' f·-1 Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com iA 1\-'\ V\IJ I f (c A ' >...i -., z ,.c I ~ I 1\..-/,;p !A ~:;, }b? O( '2-/t..-1 y. -----~---·-------- Vff2'11-o1u-CAss: A JOB---------~--------------- OF __________ _ DATE ?/II/ !5 ' CHECKED BY _______ _ _ DATE SCALE------------ r-1 ' l \ ~-------------------------------------------------------------------------------·----- CONSTRUCTION: MATERIAL: Welded stot:i GRATE Powder HEIGHTS: WIDTHS: LENGTHS: BAR THICKNESS: 1·3{1.6" Bearing Bar Centers ' Measure from the center ol one bar to the center of the adjacent bearing bar. Welded bearing and 1/4" square twisted cross bars · Plain Steel GRATE COAT® Powder Coated Black" HD Galvanized Steel Stainless Steel Type 304 tmiil nnishl sandblast optional 3/4" to 2-1/2" See panel width chart 20' STOCK or cut-to-size 1/8" or 3116" ·stack powder coat provides superior durable and uniform finish for interior appl/cauons. Bar Spacing Be a ring Bar Size 3/4"x 118" 3/4" x3/16" i"x 1/8" 1' X 3/16" 1-1/4" X 1/8" 1-1/4" X 3/16' 1-1/2" X 118" H/2"x 3116' 1·314" X 3/16" 2" X 3/16" 2·1/4" X 3/16' 2·1/2'x3/16' .. .. , .. .. a···· m··· Item No. #/SF Item No. #/SF GAA-75A 4.4 GBB·75A 4.6 GAA-75 5.7 GBB-75 6.4 GAA-100A 5.2 GBB-100A 6.0 GAA-100 7.5 GBB-100 8.3 GAA-125A 6.3 GBB·125A 7.1 GAA-125 9.1 GBB-125 9.9 GAA·150A 7.6 GBB·150A 8.7 GAA-150 11.0 GBB-150 12.1 GAA-175 12.7 GBB-175 13.8 GAA-200 14.3 GBB-200 15.4 GAA-225 16.0 GBB-225 17.1 GAA-250 17.7 GBB-250 18.8 MATERIAL: Plain or HD Galvani;!ed, Painted steel, Aluminum Stainless Steel -Mill Finish CONSTRUCTION: McNICHDLS0 Press-Locked Steel Grating cross bars are pressed into the bearing bars flush top under tremendous pressure laterally displacing 1/16" of cross bar material into the "dovetail" slot, assur- ing firm, rigid connections. Deep 1cross bars are used for lateral support. The main bars are not cut, punched or other- wise deformed below the neutral axis and therefore can resist up to the yielcl stress for the full cross-section of the bars. II tt .... .,. . m Item No. ii/SF Item No. ¥/SF GCC-75A 4.8 GD0-75A 5.5 GCC-75 7.0 GD0-75 7.7 GCC-100A 6.4 G00·100A 7.2 GCC-100 9.3 GDD-100 10.1 GCC-125A 7.9 GOD-125A 8.7 GCC-125 11.3 GDD-125 12.2 GCC-150A 9.5 GDD-150A 10.6 GCG-150 13.7 GDD-150 14.8 GCG-175 15.8 GOD-175 16.9 GCC-200 17.9 GDD-200 19.0 GCC·225 20.0 GOD-225 21.1 GCC·250 22.1 GDD·250 23.2 Available by specialarder! Not recommended for wheel traffic or barefoot pedestrian. Visit mcnicliols.com and enter webcode for more Jlfoduct information. Unit SlreSs 18,000 lbspersq. inch U -Uniform Load· Poumlsper Sq Ft 0 • DeHecuon In lnctles c · Conoentoateo l-----t-7;-t-"'E'H-~*-IH~h~-t-''*'lH-"*-H--'7iriH--"i-;;;HI--':'*H ~~:~:~~~~~' at mitlspan Our website now in English and Spanish! BEAM 1, PLATFORM FRAMING PLAN (LEVEL -F) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Mat~i~LPr~p~_rties ___ ·---- Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined Beam-by-Beam Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Fy : Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi Unbraced Lengths Span# 1, Braced @ 1/3 Points ···------------------------------~----- C8x11.5 -~pplied Loads---~---Service loads entered. Load Factors will be applied for calculations. Beam self weiQht NOT internally calculated and added Uniform Load: 0 = 0.040, L = 0.040 ksf, Tributary Width= 4.0 fl. (FLOOR DEAD AND LIVE Point Load : W = 1.698 k @3.0 ft, (WIND FORCE FROM BRACE: Point Load : W = 1.698 k @10.0 ft, (WIND FORCE FROM BRACE: DESIGN SUMMARY Maxlmum8€)nd"lr198fress Ratio-;-o.s1s: 1 Section used for this span C8x11.5 Ma: Applled 8.207k-ft Mn I Omega : Allowable 15.815 k-ft 0.114:1 C8x11.5 2.584 k 22.764 k Load Combination +D-tD.750Lr-tD.750L -t{).450W+H Location of maximum on span 6.500ft Span# where maximum occurs Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega :Allowable Load Combination Location of maximum on span Span # where maximum occurs +D-tD.750Lr-tD.750L -tD.450W;·H 0.000 ft Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.185 in Ratio= 0.000 in Ratio= 0.276 in Ratio= 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Span# M v Mmax+ Mmax- Dsgn. L = 4.29ft 0.173 0.046 2.99 Dsgn. L = 4.36ft 0.213 0.016 3.38 2.99 Dsgn. L= 4.36 II 0.174 0.046 3.01 +O+l+H Dsgn. L = 4.29 ft 0.346 0.091 5.98 Dsgn. L = 4.36 ft 0.426 0.031 6.76 5.98 Dsgn. L = 4.36 ft 0.348 0.091 6.02 +O+lr+H Dsgn. L = 4.29 ft 0.173 0.046 2.99 Dsgn. L= 4.36 II 0.213 0.016 3.38 2.99 Dsgn. L= 4.36 f1 0.174 0.046 3.01 +O+S+H Dsgn. L = 4.2911 0.173 0.046 2.99 Dsgn. L = 4.36 II 0.213 0.016 3.38 2.99 Dsgn. L= 4.361'1 0.174 0.046 3.01 +0+0.750Lr+0.750L+H Dsgn. L = 4.2911 0.302 0.080 5.23 Dsgn. L = 4.36fl 0.373 0.027 5.92 5.23 Dsgn. L = 4.36 ft 0.305 0.080 5.27 844 0 <360 566 0 <180 Summary of Moment Values Ma·Max Mnx Mnx/Omega Cb Rm 2.99 28,89 17.30 1.47 1.00 3.38 26.51 15.88 1.01 1.00 3.01 28.89 1730 1.45 1.00 ~ 5.98 28.89 17.30 1.47 1.00 6.76 26.51 15.88 1.01 1.00 6.02 28.89 17.30 1.45 1.00 2.99 28.89 17.30 1.47 1.00 3.38 26.51 15.88 1.01 1.00 3.01 28.89 17.30 1.45 1.00 2.99 28.89 17.30 1.47 1.00 3.38 26.51 15.88 1.01 1.00 3.01 28.89 17.30 1.45 1.00 5.23 28.89 17.30 1.47 1.00 5.92 26.51 15.88 1.01 1.00 5.27 28.89 17.30 1.45 1.00 Summary of ShElar Values VaMax Vnx Vnx/Omega 1.04 38.02 22.76 0.35 38.02 22.76 1.04 38.02 22.76 2.08 38.02 22.76 0.71 38.02 22.76 2.08 38,02 22.76 1.04 38.02 22.76 0.35 38.02 22.76 1.04 38.02 22.76 1.04 38.02 22.76 0.35 38.02 22.76 1.04 38.02 22.76 1.82 38.02 22.76 0.62 38.02 22.76 1.82 38.02 22.76 Description : BEAM 1, PLATFORM FRAMING PLAN (LEVEL· F) Load Combination Max Stress Ratios Segment Length Span# M v Mmax+ Mmax- +D-+0.750L -+0. 750S+H Dsgn. L = 4.29 ft 0.302 0.080 5.23 Dsgn. L = 4.36 fl 0.373 0.027 5.92 5.23 Dsgn. L = 4.36!1 0.305 0.080 5.27 +D-+0.60W+H Dsgn. L = 4.2911 0.349 0.090 6.05 Dsgn. L = 4.36!1 D.408 0.016 6.44 6.05 Dsgn. L= 4.36!1 0.351 0.090 6.07 +1.1120-+0.?0E+H Dsgn. L= 4.29ft 0.192 0.051 3.32 Dsgn. L = 4.36 ft 0.237 0.017 3.76 3.32 Dsgn. L = 4.36!1 0.194 0.051 3.35 +D+0.750Lr+0.750L+0.450W+H Osgn. L= 4.29ft 0.435 0.114 7.52 Dsgn. L = 4.36ft 0.519 0.027 8.21 7.52 Dsgn. L= 4.36ft 0.437 0.114 7.56 +D-+0. 750L -+0.750S-+0.450W+H Osgn. L= 4.29ft 0.435 0.114 7.52 Osgn. L = 4.36ft 0.519 0.027 8.21 7.52 Dsgn. L= 4.36 ft 1 0.437 0.114 7.56 +1.0840-+0 .750L -+0. 750S-+0.5250E+H Dsgn. L = 4.29ft 1 0.317 0.084 5.48 Dsgn. L= 4.36ft 1 0.390 0.028 6.20 5.48 Dsgn. L= 4.36ft 1 0.319 0.084 5.52 +0.60D-+0.60W-+0.60H Dsgn. L = 4.29 ft 0.280 0.072 4.85 Dsgn. L= 4.36ft 0.323 0.009 5.08 4.85 Osgn. L = 4.36ft 0.281 0.072 4.86 -+0.4880D-+0.70E-+0.60H Dsgn. L = 4.29 f1 0.084 0.022 1.46 Dsgn. L = 4.3611 0.104 0.008 1.65 1.46 Dsgn. t. = 4.36ft 0.085 0.022 1.47 Overall Maximum Deflections '"""'"-' -"----·~~--·- File ., U:\hgabilan\shared\Booth & Suarez (Hisrone)\Verlzon • Gassia\CALCS\cassia.ec6 ENERCALC,INC.1983-2015, Build:6.15.4.10, Ver:6.15.4.10 • • 8 ' 0 Summary of Moment Values Summary or Shear Values Ma-Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega 5.23 28.89 17.30 1.47 1.00 1.82 38.02 22.76 5.92 26.51 15.88 1.01 1.00 0.62 38.02 22.76 5.27 28.89 17.30 1.45 1.00 1.82 38.02 22.76 6.05 28.89 17.30 1.40 1.00 2.06 38.02 22.76 6.44 26.33 15.77 1.01 1.00 0.35 38.02 22.76 6.07 28.89 17.30 1.37 1.00 2.06 38.02 22.76 3.32 28.89 17.30 1.47 1.00 1.16 38.02 22.76 3.76 26.51 15.88 1.01 1.00 0.39 38.02 22.76 3.35 28.89 17.30 1.45 1.00 1.16 38.02 22.76 7.52 28.89 17.30 1.43 1.00 2.58 38.02 22.76 8.21 26.41 15.81 1.01 1.00 0.62 38.02 22.76 7.56 28.89 17.30 1.40 1.00 2.58 38.02 22.76 7.52 28.89 17.30 1.43 1.00 2.58 38.02 22.76 8.21 26.41 15.81 1.01 1.00 0.62 38.02 22.76 7.56 28.89 17.30 1.40 1.00 2.58 38.02 22.76 5.48 28.89 17.30 1.47 1.00 1.91 36.02 22.76 6.20 26.51 15.88 1.01 1.00 0.65 38.02 22.76 5.52 28.89 17.30 1.45 1.00 1.91 38.02 22.76 4.85 28.89 17.30 1.38 1.00 1.64 38.02 22.76 5.08 26.31 15.75 1.01 1.00 0.21 38.02 22.76 4.86 28.89 17.30 1.36 1.00 1.64 38.02 22.76 1.46 28.89 17.30 1.47 1.00 0.51 38.02 22.76 1.65 26.51 15.88 1.01 1.00 0.17 38.02 22.76 1.47 28.89 17.30 1.45 1.00 0.51 38.02 22.76 Load Combination Span Max. •.• Deft Location in Span Load Combination Max. "+'Deft Location in Span +O-t{).750L -+0.750S+0.450W-tH 1 0.2756 6.565 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 2.584 2.584 Overall MINimum 0.624 0.624 +D+H 1.040 1.040 +D+L+H 2.080 2.080 +D+Lr+H 1.040 1.040 +D+S+H 1.040 1.040 +D+0.750Lr+0.750L +H 1.820 1.820 +D+O. 750L +0. 750S+H 1.820 1.820 +D+0.60W+H 2.059 2.059 +0-+0.?0E+H 1.040 1.040 +D-+0.750Lr+0.750L-+0.450W+H 2.584 2.584 +0-+0. 750L +0. 750S-+0.450W+H 2.584 2.584 +0+0.750L -+0.750S-+0.5250E+H 1.820 1.820 -+0.60D-+0.60W+0.6DH 1.643 1.643 +0.600+0.70E-+0.60H 0.624 0.624 DOnly 1.040 1.040 Lr Only LOnly 1.040 1.040 SOnly WOnly 1.698 1.698 EOnly H Only Description: PLATFORM FRAMING PLAN (LEVEL-F) Wood Beam Design : BEAM 2 Calculations per 2012 NOS, IBC 2012, CBC 2013, A.SCE 7·10 ·-------BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx Fb-Compr 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx Applied Loads Unif Load: 0 = 0.040, L = 0.040 klft, Trib= 6.50 ft Unif Load: D = 0.0090 klft, Trib= 3.250 fl Unif Load: 0 = 0.0080 klft, Trib= 8.20 fl Point: W = 1.698 k @ 1.50 ff Point: W = 1.698 k @ 6.50 ft Design Summary M~~ ~~fu~1 ~atio = 804~3~9p~f 1at 4.000 ft in Span# 1 Fb :Allowable : 1,345.83 psi Load Comb : +D+O. 750Lr+O. 750L +0.450W+H Max fv/FvRatio = 0.429: 1 1,600.0 ksi 580.0ksi fv: Actual : 72.87 psi at 0.000 ft in Span# 1 8.0 ft, 6x10 Density 31.20pcf Fv: Allowable: 170.00 psi Load Comb: +D+0.750Lr+0.750L+0.450W+H ~--,Mca~xRD=efl~e~ct~io~n~s-------------------------- Max Reactions (k) .Q l. .br ~ Y!1.. !:! Left Support 1.42 1.04 1.70 Right Support 1.42 1.04 1. 70 Wood Beam Design : BEAM 3 Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.054 in Downward Total 0.000 in Upward Total 1788 >360 Total Defl Ratio 0.105 in o.ooo in 9'12 >180 Calculations per 2012 NOS, IBC 2012, CBC 2013, .A.SCE 7-10 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density Fb-Compr 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D = 0.0520 klft, Trib= 4.250 ft Design Summary Max fb/Fb Ratio 0.340: 1 fb : Actual : 457.55 ps1 at 4.000 ft in Span# 1 Fb: Allowable: 1,346.75 psi Load Comb: +1.112D+0.70E+H Max fv/FvRatio = 0.178: 1 fv : Actual : 30.26 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +1.112D+0.70E+H Max Reactions (k) .Q l. l.!: ~ ':!f. .E Left Support 0.88 Right Support 0.88 Downward L+Lr+S 0.000 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio ::J99999 >360 Total Defl Ratio 31.20 pcf 0.066 in 0.000 in 14SO >180 Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com Wl--!f,'/ c:: .1 f:?f ?" --;: 1,:::::: 1--' 0 ib;ff:T \\Z'j " y -""7 '·/' ()J MA f ~ L 1 0 p sF D ( '-· S?O \bjf~ A'f -(" f) lb j{ zt., c~ z.J [) -1 I' CALCULATED BY ___ -_1 _··-----DATE ____ _§_)_!:_~------ SCALE----------------·-----------·-·-·--------··- Q.(p '\ ) y fl 1 G. ~~7 \bs i o·\ cf d.-0"' y ljco / \If"~ At ~ (1 7 \b--vi . ' \ 1?( 4 ~c, KEY PLAN u c 0 ';, c " 0 :!: "' ~ :::> I!' w TOWER DECK FRAMING PLAN (LEVEL-D) Description : TOWER DECK FRAMING PLAN (LEVEL-_0_,_)~~~~-----~---------- Wood Beam Design : TYPICAL FJ Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fe-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi 580.0ksi Density Fb-Compr 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Eminbend-xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, L:: 0.040 kffl, Trib= 1.330 ft Point: 0 = 0.2190 k@ -0.750 ft Point: D = 0.0870 k@ -0.750 ft Point: 0 = 0.3460, L = 0.3460 k @ -0.750 ft Design SummarY Max fb/Fb Ratio = 0.450; 1 fb : Actual : 465.78 psr at 6.615 ft in Span # 2 Fb : Allowable : 1 ,035.00 psi Load Comb : +D+L +H, LL Comb Run (*L) Max fv/FvRatio = 0.522: 1 fv: Actual: 93.92 psi at 0.750 ft in Span# 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H, LL Comb Run (LL) Max Reactions (k} .Q b br ~ '!1. £ Left Support 0.86 0.73 Right Support 0.11 0.33 Wood Beam Design: FJ1 Downward L +Lr+S Upward L +Lr+S Live Load Dell Ratio 0.095 in Downward Total -0.019 in Upward Total 970 >360 Total Defl Ratio 31.20 pcf 0.112 in -0.017 in 1030 >180 Calculations per 2012 NDS, IBC2012, CBC 2013, ASCE 7-10 BEAM Size: 2-2x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fe-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0ksi 580.0ksi Density Fb-Compr 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Eminbend-xx Applied Loads Unif Load: D = 0.0160, L = 0.040 klft, Trib= 2.50 ft Design Summary Max fb/Fb Ratio 0.134: 1 fb :Actual : 119.47 psi at 3.000 fl in Span# 1 Fb: Allowable: 894.15 psi Load Comb : +D+L +H Max fv/FvRatio = 0.072: 1 fv: Actual: 12.94 psi at 5.080 ft in Span# 1 Fv: Allowable: 180.00 psi Load Comb : +D+L +H Max Reactions (k) .Q b Left Support 0.12 0.30 Right Support 0.12 0.30 Wood Beam Design : FJ2 1:! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Dell Ratio 6.0 ft. 2-2x12 0.005 in Downward Total 0.000 in Upward Total 13987 >360 Total Defl Ratio 31.20pcf 0.007 in 0.000 in 9991 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7·10 2-2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending BEAM Size: Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fe-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, L = 0.040 k/ft, Trib= 1.330 ft Point: D = 0.2190 k@ -0.750 ft Point: D = 0.0870 k@ -0.750 ft Point: D = 0.3460, L = 0.3460 k@ -0.750 ft Point: 0=0.120, L=0.30k@5.0ft Point D = 0.120, L = 0.30 k@ 8.0 ft 1,600.0 ksi 580.0ksi Density 31.20 pcf Design Summarv Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.592.: 1 612.43 ps1 at 6.309 ft in Span# 2 1 ,035.00 psi +D+L+H, LL Comb Run (*L) 0.262: 1 47.08 psi at 0.750 ft in Span# 1 180.00 psi +D+L +H, LL Comb Run (L *) Q 1 h!: §. '11. Max Reactions (k) Left Support Right Support 1.00 1.02 0.26 0.62 J:! Downward L +Lr+S Upward L +Lr+S Live Load Den Ratio 12.250 ft, 2-2x12 0.112 in Downward Total -0.021 in Upward Total 838 >360 Total Defl Ratio 0.14!9 in -0.0216 in 696 >180 BEAM 4, TOWER DECK FRAMING PLAN (LEVEL-D) C_O_DE_R_E_Ff::RE=N-'-'C ____ E----5 ________ ~ Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb-Tension Fb-Compr Fe-Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling Span= 0.750 It Span= 12.250 ft 750.0psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.050pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0090 ksf. Tributary Width= 8.750 ~.(INTERIOR WALLS Uniform Load ; D = 0.040, L = 0.040 ksf, Tributary Width= 6.50 ft, (STEEL PLATFORM Uniform Load : D = 0.0080 ksf, Tributary Width= 8.20 ft, (FRP SCREENWALL Point Load : D = 0.05250 k cal 0.0 ft, (INTERIOR WALLS: Point load : D = 0.1730, L = 0.1730 k cal 0.0 ft, (STEEL PLATFORM' Point Load : D = 0.0440 k cal 0.0 ft. (FRP SCREENWALL: Point Load : W = -0.820 k cal 0.0 ft. (SHEARWALL UPLIFT: load for Span Number 2 Uniform Load : 0 = 0.0090 ksf, Tributary Width= 8.750 fl. (INTERIOR WALLS Uniform Load: D = 0.040, L = 0.040 ksf, Tributary Width= 6.50 ft, (STEEL PLATFORM Uniform Load : D = 0.0080 ksf, Tributary Width= 8.20 ft, (FRP SCREENWALL Point Load : W = 0.820 k cal 0.0 ft, (SHEARWALL UPLIFT; ~SIGN SL!.MM~RY__ • Maximum Bending Stress Ratio Section used for this span fb: Actual 0.702 1 3.5x11.25 2,037.22psi 2,900.00psi +O+L +H, LL Comb Run (*L) 6.159f! Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 2 0.160 in Ratio= -0.031 in Ratio;= 0.410 in Ratio= -0.079 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 918 578 358 228 M~imt~m Forces & Stres~es for Load Combinations --·---· .. ·---------- 0.47'1 : 1 3.5x11.25 136.58 psi 290.00 psi +D+l +H, LL Comb Run (Ll.) 0.750ft " Span# 1 .. 9 Description : BEAM 4, TOWER DECK FRAMING PLAN (LEVEL· D) Load Combination Max Stress Ratios Moment Values Shear Values ----~ Segment Length Spart# M v cd C FN ci Cr Cm c t CL M fb v rv F'v +D+H 0.00 0.00 0.00 0.00 Length = 0. 750ft 0.020 0.322 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 2610.00 2.21 84.09 261.00 Length = 12.250 ft 2 0.477 0.322 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.66 1,244.53 2610.00 2.21 811.09 261.00 +O-tt +H, LL Comb Rurt ('L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 O.D18 0.469 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 2900.00 3.57 135.95 290.00 Length = 12.250 It 2. 0.702 0.469 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.53 2,037.22 2900.00 3.57 135.95 290.00 -+O+L +H, LL Comb Run (L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 It 1 0.029 0.292 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.52 84.88 2900.00 2.22 84.72 290.00 Length = 12.250 ft 2 0.424 0.292 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.56 1,228.29 2900.00 2.22 811.72 290.00 +O-tt +H, Ll Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.029 0.471 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.52 811.88 2900.00 3.59 136.58 290.00 Length = 12.250 ft 2 0.697 0.471 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.43 2,020.82 2900.00 3.59 136.58 290.00 +D+Lr+H, LL Comb Run ('L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.014 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 3625.00 2.21 811.09 362.50 Length = 12.250 ft 2 0.343 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.66 1,244.53 3625.00 2.21 84.09 362.50 ..U+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 o_oo 0.00 Length = 0.750 ft 1 0.014 0.232 1.25 1.000 1.00 1.00 1.00 1_00 1.00 0.32 51.90 3625.00 2.21 84.09 362.50 Length = 12.250 ft 2 0.343 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.66 1,244.53 3625.00 2.21 811.09 362.50 +0-ti..r+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.014 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 3625.00 2.21 811.09 362.50 Length= 12.250 ft 2 0.343 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.66 1,244.53 3625.00 2.21 84.09 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 0.016 0.252 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 3335.00 2.21 84.09 333.50 Length= 12.250 ft 2 0.373 0.252 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.66 1,244.53 3335.00 2.21 84.09 333.50 -+04{).750Lr..0.750L +H, LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 It 1 0.014 0339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 3625.00 3.23 122.98 362.50 Length= 12.250 It 2 0.507 0.339 1.25 1.000 1.00 1_00 1.00 1.00 1.00 11.31 1,839.05 3625.00 3.23 122.98 362.50 +04{).750Lr..0.750L +H. LL Comb R1 1.000 1.00 1.00 1.00 1.00 1_00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.021 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.47 76.63 3625.00 2.22 84.57 362.50 Length = 12.250 ft 2 0.340 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.58 1,232.34 3625.00 2.22 84.57 362.50 ..U..0.750Lr4{).750L +H, LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.021 0.341 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.47 76.63 3625.00 3.24 123.46 362.50 Length= 12.250 It 2 0.504 0.341 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.24 1,826.75 3625.00 3.24 123.46 362.50 -+04{).750L+0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length " 0.750 ft 1 0.016 0.369 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.32 51.90 3335.00 3.23 122.98 333.50 Length = 12.250 ft 2 0.551 0.369 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.31 1,839.05 3335.00 3.23 122.98 333.50 +D+0.750L 4{). 750S+H, lL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 It 1 0.023 0.254 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.47 76.63 3335.00 2.22 811.57 333.50 Length = 12.250 It 2 0.370 0.254 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.58 1,232.34 3335.00 2.22 84.57 333.50 ..U4{).750L 4{).750S-+t!, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750ft 1 0.023 0.370 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.47 76.63 3335.00 3.24 123.46 333.50 Length = 12.250 ft 2 0.548 0.370 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.24 1,826.75 3335.00 3.24 123.46 333.50 +04{).60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.002 0.179 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 9.66 4640.00 2.18 82.95 464.00 Length= 12.250 ft 2 0.275 0.179 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.84 1,274.40 4640.00 2.19 83.26 464.00 +D·0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.024 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.69 111.88 4640.00 2.24 85.24 464.00 Length"' 12.250 ft 2. 0.262 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.48 1,215.02 4640.00 2.24 85.24 464.00 +1.1120+1.050E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 0.012 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 57.71 4640.00 2.45 93.51 464.00 Length = 12.250 It 2 0.298 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.51 1,383.92 4640.00 2.45 93.51 464.00 ..U..0.750Lr..0.750L 4{).450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.001 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 6.92 4640.00 3.21 122.12 464.00 Length = 12.250 ft 2 0.401 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.45 1,861.41 4640.00 3.21 122.12 464.00 +0..0.7 50Lr..O. 750L +0.450W +H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length"' 0.750 ft 1 0.007 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 31.65 4840.00 2.20 83.71 464.00 Length= 12.250 ft 2 0.270 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.72 1,254.60 4640.00 2.20 83.71 464.00 +04{).750Lr4{).750L ..0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.007 0.264 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 31.65 4640.00 3.22 122.60 464.00 Length"' 12.250 ft 2 0.399 0.264 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.38 1,849.11 4640.00 3.22 122.60 464.00 .. D • Description : BEAM 4, TOWER DECK FRAMING PLAN (LEVEL ·D) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd C FN Ci Cr Cm c t CL M fb F'b v fv F'v ---~"-- +D-+Q.750Lr-+Q.750L-0.450W-+tl, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.021 0.267 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 96.88 4640.00 3.25 123.85 464.00 Length= 12.250 ft 2 0.392 0.267 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.18 1,816.75 4640.00 3.25 123.85 464.00 +D-t0.750Lr-+Q.750L-0.450W-+tl, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 0.750 ft 1 0.026 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 121.62 4640.00 2.24 85.43 464.00 Length = 12.250 ft 2 0.261 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.45 1,210.28 4640.00 2.24 85.43 464.00 +D-+Q.750Lr-+Q.750L-0.450W-+tl, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.026 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 121.62 4640.00 3.26 124.32 464.00 Length = 12.250 ft 2 0.389 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.60 4640.00 3.26 124.32 464.00 +D-+Q.750L-+Q.750S-+Q.450W-+tl, Ll 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.001 0.263 1.60 1.000 1.00 100 1.00 1.00 1.00 0.04 6.92 4640.00 3.21 122.12 464.00 Length = 12.250 ft 2 0.401 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.45 1,861.41 4640.00 3.21 122.12 464.00 +D-+Q.750L -+Q. 750S-+Q.450W-+tl, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.007 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 31.65 4640.00 2.20 83.71 464.00 Length = 12.250 ft 2 0.270 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.72 1,254.60 4640.00 2.20 83.71 464.00 +D.;{).750L-+Q.750S-+Q.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.007 0.264 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 31.65 4640.00 3.22 122.60 464.00 Length = 12.250 ft 2 0.399 0.264 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.38 1,849.11 4640.00 3.22 122.60 464.00 ->0-+Q. 750L -+Q.750S-0.450W-+tl, LU 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.021 0.267 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 96,88 4640.00 3.25 123.85 464.00 Length = 12.250 ft 2 0.392 0.267 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.18 1,816.75 4640.00 3.25 123.85 464.00 +0-+Q.750L-+Q.750S-0.450W-+tl, LL < 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.026 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 121.62 4640.00 2.24 85.43 464.00 Length= 12.250 ft 2 0.261 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.45 1,210.28 4640.00 2.24 85.43 464.00 ->0-+Q.750L -+Q.750S-0.450W-+tl, LL ( 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.026 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 121.62 4640.00 3.26 124.32 464.00 Length= 12.250 ft 2 0.389 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,804.60 4640.00 3.26 124.32 464.00 + 1.0840-+Q. 750L -+Q. 750S-+Q.7875E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 ft 1 0.012 0.280 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 56.26 4640.00 3.41 130.05 464.00 Length= 12.250 ft 2 0.419 0.280 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.96 1,943.59 4640.00 3.41 130.05 464.00 +1.084D-+Q.750L .;{).750S.;{).7875E~ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 1 0.017 0.197 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 80.99 4640.00 2.41 91.63 464.00 Length = 12.250 fl 2 0.288 0.197 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.22 1,336.88 4640.00 2.41 91.63 464.00 +1.084D-+Q.750L -+Q.750S-+Q. 7875E., 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.017 0.281 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 80.99 4640.00 3.43 130.52 464.00 Length= 12.250 ft 2 0.416 0.281 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.88 1,931.29 4640.00 3.43 130.52 464.00 -+Q.600-+Q.60W-+Q.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.750 ft 1 0.006 0.106 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 28.84 4640.00 1.29 49.31 464.00 Length = 12.250 ft 2 0.167 0.109 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.78 776.70 4640.00 1.32 50.41 464.00 -+Q.60D-0.60W-+Q.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0. 750 It 1 0.020 0.111 1.60 1.000 100 1.00 1.00 1.00 1.00 0.56 91.12 4640.00 1.35 51.60 464.00 Length = 12.250 ft 2 0.155 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.41 717.34 4640.00 1.35 51.60 464.00 -+Q.4880D+ 1.050E-+Q.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 0.750 ft 0.005 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 25.33 4640.00 1.08 41.04 464.00 Length = 12.250 ft 2 0.131 0.088 1.60 1.000 100 1.00 1.00 100 1.00 3.74 607.33 4640.00 108 41.04 464.00 Overall Maximum Deflections ·-------Max."-" Deft Location in Span Load Combination Max."+" Deft Location in Span Load Combination Span 1 0.0000 0.000 ->D+l-+11, LL Comb Run {*L) -0.0787 0~000 ~- ->D+l-+11, LL Comb Run {*L) 2 0.4102 6.159 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS ---·--Load Combination Support 1 Support2 Support3 ----------------,-·--~-· Overall MAXimum 5.137 4.119 Overall MINimum -0.050 -0.017 +D+H 3.160 2.526 +D+l+H, LL Comb Run (*L) 4.753 4.119 +D+l-+11, LL Comb Run (L *} 3.545 2.509 +D+l-+11, LL Comb Run (LL) 5.137 4.102 +D+lr+H, LL Comb Run {*L) 3.160 2.526 Description: BEAM 4, TOWER DECK FRAMING PLAN (LEVEL-D) Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+Lr+H, LL Comb Run (L *) --~3c--..1=6o~-----2'".5=26,.-------- +0+Lr+H, LL Comb Run (LL) 3.160 2.526 +D+S+H 3.160 2.526 +0i{).750Lr+0.750L +H, LL Comb Run (* 4.355 3.720 +0+0.750Lr+0.750L+H, LL Comb Run (l 3.449 2.514 +0+0.750Lr+0.750L+H. LL Comb Run (L 4.643 3.708 +0+0.750L+0.750S+H, LL Comb Run (*L 4.355 3.720 +0i{).750L+0.750S+H, LL Comb Run (L' 3.449 2.514 +0+0.750L+0.750S+H, LL Comb Run (U 4.643 3.708 +0+0.60W+H 3.130 2.556 +0+1.050E+H 3.160 2.526 +0+0.750Lr+0.750L +0.450W+H, LL Carr 4.332 3.743 +0+0.750Lr+0.750L +0.450W+H, LL Carr 3.426 2.536 +0+0.750Lr+0.750L+0.450W+H, LL Corr 4.620 3.731 +0+0.750L +0.750S+0.450W+H, LL Com 4.332 3.743 +0+0.750L+0.750S+0.450W+H. LL Com 3.426 2.536 +0+0.750Li{).750S+0.450W+H, LL Com 4.620 3.731 +0+0.750L +0.750S+0.7875E+H, LL Carr 4.355 3.720 +0+0.750L +0.750S+0.7875E+H, LL Carr 3.449 2.514 +0+0.750L+0.750S+0.7875E+H, LL Carr 4.643 3.708 +0.600+0.60W+0.60H 1.865 1.546 +0.600+1.050Ei{).60H 1.896 1.516 D Only 3.160 2.526 Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) SOnly WOnly E Only *1.50 HOnly 1.593 0.385 1.977 -0.050 1.593 -0.017 1.576 0.050 Values in KIPS Description : BEAM 5, TOWER DECK FRAMING PLAN (LEVEL-D) CODE REFERENCES ----------------~ Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : ilevel Truss Joist : Parallam PSL 2.0E Fb-Tension Fb-Compr Fe-Prll Fc-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Span = 12.250 ft 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0 psi 290.0psi 2,025.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1 ,016.54ksi Density 45.050pc! Span= 0.750 ft '-1 ( Service loads entered. Load Factors will be applied for calculations. ----------·---·----------------- Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0090 ksf, Tributary Width= 8.750 ft, (INTERIOR WALLS Uniform Load : D = 0.040, L = 0.040 ksf, Tributary Width = 6.50 ft, (STEEL PLATFORM Uniform Load : D = 0.0080 ksf, Tributary Width= 8.20 ft, (FRP SCREENWALL Load for Span Number 2 Uniform Load : D = 0.0090 ksf, Tributary Width= 8.750 ft, (INTERIOR WALLS Uniform Load: D = 0.040, L = 0.040 ksf, Tributary Width= 6.50 ft, (STEEL PLATFORM Uniform Load: D = 0.0080 ksf, Tributary Width= 8.20 ft, (FRP SCREENWALL Point Load: D = 3.160, L = 1.593 k@ 0.750 ft, (BEAM 4 REATIONS' Point Load : W = 0.050 k @ 0.0 ft, (SHEARWALL UPLIFT: _Q~$1S'li.$_f.!b1MABY. _________ _ Maximum Bending Stress Ratio Section used for this span fb: Actual 0.605: 1 5.25x9.5 1,753.71 psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Load Combination Location of maximum on span Span # where maximum occurs +D+L +H, LL Comb Run (L*) 5.817ft Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total DefleCtion Load Combination Max Stress Raiios 0.177 in -0.034 in 0.409 in -0.071 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 829 522 359 252 Segment Length Span# M V Cd C FN C i Cr C m C t C L ~~~~----~---------- M ;::; 0.54~5 : 1 5.25x9.5 = 158.28 psi 290.00 psi +D+L +H, LL Comb Run ('L) 12.250ft Span# 1 F'b v fv 0.00 0.00 0.00 F'v 0.00 --I Description : BEAM 5, TOWER DECK FRAMING PLAN (LEVEL·· D) Load Combination Max Stress Ratios Moment Values Shear Values ----·- Segment Length Span# M v cd CFN Cj Cr Cm c t CL M fb F'b v fv F'v - Length= 12.250 It 1 0.389 0.400 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 2610.00 3.47 104.51 261.00 Length = 0.750 ft 2 0.145 0.400 0.90 1.000 1.00 1.00 1.00 1.00 tOO 2.49 378.09 2610.00 3.47 104.51 261.00 +D+L +H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.320 0.546 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.11 928.67 2900.00 5.26 158.28 290.00 Length = 0.750 It 2 0.197 0.546 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.76 570.76 2900.00 5.26 158.28 290.00 +D+l+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 rt 1 0.605 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.54 1.753.71 2900.00 3.86 115.97 290.00 Length = 0. 750 It 2 0.130 0.400 1.00 1.000 100 1.00 1.00 1.00 1.00 2.49 378.09 2900.00 3.47 115.97 290.00 +D+L +H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length" 12.250 It 1 0.574 0.546 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.95 1,663.27 2900.00 5.26 158.28 290.00 Length = 0.750 rt 2 0.197 0.546 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.76 570.76 2900.00 5.26 158.28 290.00 +D+lr+H. LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.280 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 3625.00 3.47 104.51 362.50 Length= 0.750 ft 2 0.104 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3625.00 3.47 104.51 362.50 +D+lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 rt 1 0.280 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 3625.00 3.47 104.51 362.50 Length= 0.750 It 2 0.104 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3625.00 3.47 104.51 362.50 +D+lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.280 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 3625.00 3.47 104.51 362.50 Length = 0. 750 ft 2 0.104 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3625.00 3.47 104.51 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 0.304 0.313 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 3335.00 3.47 104.51 333.50 Length= 0.750 rt 2 0.113 0.313 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3335.00 3.47 104.51 333.50 +D+0.750Lr+0.750L +H, LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 fi 1 0.262 0.400 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 3625.00 4.82 144.84 362.50 Length = 0.750 It 2 0.144 0.400 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 3625.00 4.82 144.84 362.50 +D+0.750Lr+0.750L +H, LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.433 0.291 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 3625.00 3.51 105.47 362.50 Length = 0. 750 f! 2 0.104 0.291 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3625.00 3.47 105.47 362.50 +D+0.750Lr+0.750L+H. LL Comb R1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.414 0.400 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 3625.00 4.82 144.84 362.50 Length = D. 750 rt 2 0.144 0.400 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 3625.00 4.82 144.84 362.50 +D+0.750L -1{).750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 fi 1 0.285 0.434 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 3335.00 4.82 144.84 333.50 Length = 0.750 ft 2 0.157 0.434 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 3335.00 4.82 144.84 333.50 +D-1{).750L +0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 fi 1 0.470 0.316 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 3335.00 3.51 105.47 333.50 Length= 0.750 It 2 0.113 0.316 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 3335.00 3.47 105.47 333.50 +D+0.750L+0.750S+H, LL Comb Rl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.450 0.434 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 3335.00 4.82 144.84 333.50 Length = 0.750 ft 2 0.157 0.434 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 3335.00 4.82 144.84 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 f! 1 0.219 0.225 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 4640.00 3.47 104.51 464.00 Length = 0.750 It 2 0.081 0.225 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4840.00 3.47 104.51 464.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 0.219 0.225 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.68 1,015.43 4640.00 3.47 104.51 464.00 Length = 0.750 It 2 0.081 0.225 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4640.00 3.47 104.51 464.00 +1.112D+1.050E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 It 1 0.243 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.43 1,129.16 4640.00 3.86 116.22 464.00 Length = 0. 750 rt 2 0.091 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 420.44 4640.00 3.86 116.22 464.00 +1.112D-1.050E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 0.243 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.43 1,129.16 4640.00 3.86 116.22 464.00 Length = 0.750 ft 2 0.091 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 420.44 4640.00 3.86 116.22 464.00 +0+0. 750Lr+0.750L +0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 f! 1 0.205 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 4640.00 4.82 144.84 464.00 Length = 0. 750ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 +D+0.750Lr+0.750L +0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 rt 1 0.338 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 4640.00 3.51 105.47 464.00 Length = 0.750 It 2 0.081 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4640.00 3.47 105.47 464.00 +D+0.750Lr+0.750L -1{).450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 --D Descriplion : BEAM 5, TOWER DECK FRAMING PLAN (LEVEL-D) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# v cd C FN Cj Cr Cm C I CL M fb v fv F'v Length = 12.250 ft 1 0.324 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 4640.00 4.82 144.84 464.00 Length = 0. 750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 .;.0+0.750Lr-+0.750L-OA50W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.205 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 .;{)+0.750Lr+0.750L-0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.338 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 4640.00 3.51 105.47 464.00 Length = 0. 750 ft 2 0.081 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4640.00 3.47 105.47 464.00 .;.0+0.750Lr+0.750L-0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length "' 12.250 ft 1 0.324 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 .;{)+0.750L +0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.205 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 +D-+0.750L +0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.338 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 4640.00 3.51 105.47 464.00 Length = 0. 750 ft 2 0.081 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4640.00 3.47 105.47 464.00 .;.0+0.750L -+0.750S-+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.324 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 .;.0+0.750L +0.750S-0.450W+H, LL C 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.205 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.25 950.00 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 -+D-+0.750L+0.750S-0.450W+H, LL ( 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.338 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.32 1,568.90 4640.00 3.51 105.47 464.00 Length = 0.750 ft 2 0.081 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 378.09 4640.00 3.47 105.47 464.00 .;{)+0.750L +0. 750S-0.450W+H. LL C 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.324 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.88 1,501.31 4640.00 4.82 144.84 464.00 Length = 0.750 ft 2 0.113 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 522.59 4640.00 4.82 144.84 464.00 +1.084D-+D.750L -+D. 750S+0.7875E4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.223 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.81 1,035.22 4640.00 5.11 153.62 464.00 Length= 0.750 ft 2 0.119 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 554.35 4640.00 5.11 153.62 464.00 +1.084D+0.750L +0.750S-+O. 7875E_, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.356 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,654.12 4640.00 3.77 113.29 464.00 Length = 0.750 ft 2 0.088 0.244 1.60 1000 1.00 1.00 1.00 1.00 1.00 2]0 409.85 4640.00 3.77 113.29 464.00 +1.084D+0.750L -+0.750S+0.7875E_, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.342 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.44 1,586.60 4640.00 5.11 153.62 464.00 Length = 0.750 ft 2 0.119 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 554.35 4640.00 5.11 153.62 464.00 +1.084D+0.750L+0.750S-0.7875E+I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.223 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.81 1,035.22 4640.00 5.11 153.62 464.00 Length = 0.750 It 2 0.119 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 554.35 4640.00 5.11 153.62 464.00 +1.084D+0.750L +0.750S-0.7875E+I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.356 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.89 1,654.12 4640.00 3.77 113.29 464.00 Length = 0. 750 ft 2 0.088 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 409.85 4640.00 3.77 113.29 464.00 +1.084D-+0.750L +0.750S-0.7875E+I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.342 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1044 1,586.60 4640.00 5.11 153.62 464.00 Length = 0. 750 ft 2 0.119 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 554.35 4640.00 5.11 153.62 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.131 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 609.26 4640.00 2.08 62.71 464.00 Length = 0.750 ft 2 0.049 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 226.85 4640.00 2.08 62.71 464.00 +0.60D-0.60W-+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.131 0.135 1.60 1.000 100 1.00 1.00 1.00 1.00 4.01 609.26 4640.00 2.08 62.71 464.00 Length = 0.750 ft 2 0.049 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 226.85 4640.00 2.08 62.71 464.00 +0.4880D+1.050E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.107 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.26 495.53 4640.00 1.70 51.00 464.00 Length= 0.750 ft 2 0.040 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 184.51 4640.00 1.70 51.00 464.00 +0.4880D-1.050E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.107 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.26 495.53 4640.00 1.70 51.00 464.00 Length = 0.750 ft 2 0.040 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 184.51 4640.00 1.70 51.00 464.00 Wood Beam ...... Description : BEAM 5, TOWER DECK FRAMING PLAN (LEVEL-D) Overall Maximum Deflections --Load Combination Span -+D+L +H, LL Comb Run (L*) 1 2 Vertical Reactions -· ---"------Load Combination Support 1 Overall MAXimum 3.962 Overall MINimum -0.104 +D+H 2.369 -+D+L+H, LL Comb Run (*L) 2.266 -+D+L +H, LL Comb Run (L*) 3.962 -+D+L +H, LL Comb Run (LL) 3.858 +D+Lr+H, LL Comb Run (*L) 2.369 -+D+Lr+H, LL Comb Run (L *) 2.369 +D+Lr+H, LL Comb Run (LL) 2.369 +D+S+H 2.369 -+D+0.750Lr+0.750L +H, LL Comb Run (* 2.291 -+D+0.750Lr+0.750L +H, LL Comb Run (L 3.563 -+D+0.750Lr+0.750L +H, LL Comb Run (L 3.486 -+D+0.750L +0. 750S+H, LL Comb Run {*l2.291 +0+0. 750L +0.750S+H, LL Comb Run (L' 3.563 +D+0.750L +0.750S+H, LL Comb Run {Ll3.486 +0+0.60W+H 2.369 +D+t050E+H 2.369 -+D+0.750Lr+0.750L +0.450W+H, LL Carr 2.291 +D+0.750Lr+0.750L +0.450W+H, LL Carr 3.563 -+D+0.750Lr+O. 750L -1{}.450W+H, LL Carr 3.486 +D+0.750L -1{}.750S+0.450W+H, LL Com 2.291 +0+0.750L-1{}.750S-1{}450W+H, LL Com 3.563 -+D+0.750L +0.750S+0.450W+H, LL Com 3.486 +0+0.750L+0.750S+0.7875E+H, LL Carr 2.291 -+D+0.750L +0. 750S+0.7875E+H, LL Corr3.563 +D+0.750L +0.750S+0.7875E+H, ll Carr 3.486 +0.60D+0.60W-1{}.60H 1.421 +0.60D+1.050E+0.60H 1.421 D Only 2.369 Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (l*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) S Only WOnly E Only* 1.50 HOnly -0.104 1.593 1.489 -0.000 Max.·-· Deft 0.4093 0.0000 Support2 9.734 0.050 6.250 8.142 7.843 9.734 6.250 6.250 6.250 6.250 7.669 7.445 8.863 7.669 7.445 8.863 6,280 6.250 7.691 7.467 8.886 7.691 7.467 8.886 7.669 7.445 8.863 3.780 3.750 6.250 1.892 1.592 3.484 0.050 Location in Span 6.022 6.022 Load Combination +D+L +H, LL Comb Run (L *) Support notation : Far Jell is #1 Max.'+' Deff 0.0000 -0.0714 Values in KIPS Location in Span 0.000 0.750 \ I I . 0 ~I EXISllNG UlBBY I l-> ;, I I I \ ~ I , I ~ I I I r4} -----_/ _ __:-® r-4~ ---- - -----t! ____:___-® 15'-0" DuNN SAVOIE INc. JoB Verizon -Cassia STRUCTURAL ENGTNEERING _ __;S;;.:H::.;;EE:.:.,T.:.;:N0::.:.· _____ -;-:-:::1 -=-!r------~O.::_F ---.,-,- 9 0 8 s. DLEVELAN D ST. CALCUlATED BY HG DATE 5/15 OCEANSIDE, OA. 92054 CHECKEOBY DATE PH: (760) 966-6355 SCALE FAX: (760) 966-6360 Allowable Bearing Pressure: q = \'?CV psf Mark: c.DPv~~C\y l' /:>, 1.. P = &:156 )f;,<;; ..r ?4 61 \~ = 97$L~ lbs Area Req'd = (P/q) x 144 = ( q 1 :7-l 1b.7 /!SCV ~) ;.< '1 Lf '-1 = Gf S 1.-\ in2 Use: _2_L_" Square x '2--Y "Deep with ___2_ # 0 Ea. Way (3" Clear from Soil) Description : GRADE BEAM 1 LINE 10 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Materia_! Properties fc fr::: fc 112 * 7.50 \jf Density ::: A. U Wt Factor ::: Elastic Modulus 2.50 ksi 375.0 psi 145.0 pcf 1.0 3,122.0ksi d> Phi Values Flexure: 0.90 Shear: 0.750 = 0.850 Soil Subgrade Modulus 150.0 psi I (inch deflection) Load Combination ASCE 7-10 fy -Main Rebar E -Main Rebar 60.0 ksi ::: 29,000.0 ksi Fy-Stirrups E-Stirrups Stirrup Bar Size# Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation. 40.0 ksi = 29,000.0 ksi # 3 2 . . . ··-···-----·-·--·····-·-···--·-----------------·-···---------- 0(0.0656) ... ... ... v [ _ ___fross Section & Reinforcing Details Rectangular Section, Width= 27.0 in, Height= 24.0 in Span #1 Reinforcing .... 27" W X 24" h Span=18.0 ft 4-#5 at 3.0 in from Bottom, from 0.0 to 18.0 fl in this span 4-#5 at 3.0 in from Top, from 0.0 to 18.0 ft in this span Applied Loads __ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0160, L = 0.040 ksf, Extent= 2.0 --» 5.250 It, Tributary Width= 6.50 ft, (FLOOR Uniform Load : D = 0.0160, L = 0.040 ksf. Extent= 11.250 -» 16.0 It, Tributary Width= 6.50 ft. (FLOOR Uniform Load : D = 0.040, L = 0.040 ksf, Extent= 11.250 -» 16.0 fl, Tributary Width= 3.250 ft, (PLATFORM Uniform Load: D = 0.040, L = 0.040 ksf, Extent= 2.0 --» 5.250 ft. Tributary Width= 3.250 ft, (PLATFORM Uniform Load : D = 0.0090 ksf, Extent= 2.0 --» 5.250 ft. Tributary Width = 22.20 ft, (INTERIOR WALLS Uniform Load : D = 0.0090 ksf, Extent= 11.250 --» 16.0 ft. Tributary Width= 22.20 ft, (INTERIOR WALLS Uniform Load: D = 0.0080 ksf, Extent= 11.250 -» 16.0 ft, Tributary Width= 8.20 ft, (FRP SCREENWALLS Uniform Load: D = 0.0080 ksf. Extent= 2.0 --» 5.250 ft, Tributary Width= 8.20 ft, (FRP SCREENWALLS Moment: W = 19.627 k-ft, Location= 3.625 ft from left end of this span, (FRP SCREEN WALLS Moment: W = 28.685 k-ft, Location= 13.625 ft from left end of this span, (FRP SCREEN WALLS DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span 0.191:1 Typical Section 22.450 k~ft 117.282 k-ft +1200+0.50Lr-+0.50L -1.0W 13.553 ft Span# 1 Mu: Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Shear Stirrup Requirements 0.743 ksf at Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 18.00 ft Entire Beam Span Length : Vu < PhiVci2, Req'(f\is; Not Reqd,. use stirrups spaced at o.ooo in 0.000 in 0.000 in 0.034 in -0.008 in -. . Description : GRADE BEAM 1 LINE 10 Maximum Forces & Stresses for Load Combinations Load Combination -Location (ft) -----Bending Stress Results-'('--k-~ft._) __ Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span# 1 13.553 22.45 117.28 0.19 +1.40D+1.60H Span# 1 13.976 1.48 117.28 0.01 + 1.200+0.50Lr+ 1. 60L + 1. 60H Span# 1 13.976 2.59 117.28 0.02 +1.200+1.60L +0.50S+1.60H Span# 1 13.976 2.59 117.28 0.02 +1.200+1.60Lr+D.50L +1.60H Span# 1 13.976 1.68 117.28 0.01 + 1.200+ 1.60Lr+0.50W+1.60H Span# 1 13.765 4.88 117.28 0.04 +1.20D+1.60Lr-0.50W+ 1.60H Span# 1 13.553 11.65 117.28 0.10 +1.200+0.50L +1.60S+1.60H Span#1 13.976 1.68 117.28 0.01 +1.20D+1.60S+0.50W+1.60H Span#1 13.765 4.88 117.28 0.04 +1.20D+1.60S-0.50W+1.60H Span#1 13.553 11.65 117.28 0.10 +1.20D+0.50Lr+0.50L +W+1.60H Span# 1 1 13.765 8.91 117.28 0.08 +1.20D+0.50Lr+0.50L-1.0W+ 1.60H Span# 1 1 13.553 22.45 117.28 0.19 +1.200+0.50L +0.50S+W+1.60H Span# 1 1 13.765 8.91 117.28 0.08 +1.20D+0.50L+0.50S-1.0W+1.60H Span# 1 1 13.553 22.45 117.28 0.19 +1.360D+0.50L +0.20S+E+1.60H Span# 1 13.976 1.85 117.28 0.02 +0.90D+W+0.90H Span# 1 13.765 8.18 117.28 0.07 +0.90D·1.0W+0.90H Span# 1 13.553 21.73 117.28 0.19 +0.740D+E+0.90H Span# 1 1 13.976 0.78 117.28 0.01 Overall Maximum Deflections -Unfacte>_~c!_~e>_ads __ Load Combination Span Max.·-· Defl Location in Span Load Combination Max.'+' Deft 0.0000 ~~---------------Span 1 1 0.0344 18.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi'Vs Location in Span 0.000 Spadng (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) +1.200+0.50L +0.50S-1.0W+ 1. ·~-'=02..0_0 __ c::22.1~.00-----=-=~0~.19--~0::....1""9 __ c__0~.0:-:-0------:-1.~00:---':-:45'-:.0:-:::5-----;-:V;-u -:-< ;:;::Ph:-;;iV-;-ci-;;;2-----:N-:-o~t R::-eq~d-:----Req'd Suggest 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 0.21 21.00 0.44 0.44 0.03 1.00 45.05 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 0.42 21.00 0.68 0.68 0.10 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.50S-1.0W+1. 0.64 21.00 0.92 0.92 0.23 1.00 45.05 Vu < PhNcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.50S-1.0W+1. 0.85 21.00 1.15 1.15 0.41 1.00 45.05 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 1.06 21.00 1.38 1.38 0.64 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+0.50L +0.50S-1.0W+1. 1.27 21.00 1.60 1.60 0.92 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.2DD+0.50L +0.50S-1.0W+1. 1.48 21.00 1.82 1.82 1.24 1.00 45.05 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.200+0.50L+0.50S-1.0W+1. 1.69 21.00 2.04 2.04 1.62 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 1.91 21.00 2.25 2.25 2.03 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.200+0.50L+0.50S-1.0W+1. 2.12 21.00 2.36 2.36 2.49 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 2.33 21.00 2.39 2.39 2.95 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L +0.50S-1.0W+1. 2.54 21.00 2.42 2.42 3.43 1.00 45.05 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.50S-1.0W+1. 2.75 21.00 2.45 2.45 3.91 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.50S-1.0W+1. 2.96 21.00 2.47 2.47 4.40 1.00 45.05 Vu < PhiVc/2 No!Reqd 0.00 0.00 +1.20D+0.50L+0.50S-1.0W+1. 3.18 21.00 2.48 2.48 4.89 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D-1.0W+0.90H 3.39 21.00 2.52 2.52 4.97 1.00 45.05 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60 3.60 21.00 -2.66 2.66 4.04 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 . . . Description : Detailed Shear Information ~---,., ........... _ .. ~,. ---- Span Distance 'd' Vu (k} Mu d•vutMu Phi•Vc Comment ~~a~d~Co~m~b~in"ati~,o~n~~<M>N_um_b~e_r __ ~(ft~)~_(~in~),~_A_a_ua~I~_D~~ign_~(k_-ft~) ________ ~(k~) ____ ~~~· +1 ,20D+0,50L +0.50S+W+1 ,60 3.81 21.00 -2.86 2.86 14.99 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 4.02 21.00 -3.06 3.06 14.35 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 4.24 21.00 -3.26 3.26 13.67 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 4.45 21.00 -3.45 3:45 12.95 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 4.66 21.00 -3.63 3.63 12.18 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +0.50S+W+1.60 4.87 21.00 -3.82 3.82 11.38 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +0.50S+W+1.60 5.08 21.00 -3.99 3.99 10.54 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 5.29 21.00 -4.13 4.13 9.66 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +050S+W+1.60 5.51 21.00 -4.13 4.13 8.77 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S+W+1.60 5.72 21.00 -4.12 4.12 7.89 1.00 45.05 Vu < PhiVc/2 +1.20D+O.SOL+0.50S+W+1.60 5.93 21.00 -4.11 4.11 7.00 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+O.SOS+W+1.60 6.14 21.00 -4.10 4.10 6.11 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S+W+1.60 6.35 21.00 -4.09 4.09 5.23 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S+W+1.60 6.56 21.00 -4.06 4.06 4.35 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L +0.50S+W+1.60 6.78 21.00 -4.04 4.04 3.47 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +0.50S+W+1.60 6.99 21.00 -4.01 4.01 2.60 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 7.20 21.00 -3.98 3.98 1.74 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+0.50S+W+1.60 7.41 21.00 -3.94 3.94 0.88 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 7.62 21.00 -3.90 3.90 0.03 1.00 45.05 Vu < PhiVc/2 +0.90D-1.0W+0.90H 7.84 21.00 3.88 3.88 1.43 1.00 45.05 Vu < PhNc/2 +0.90D-1.0W+0.90H 8.05 21.00 3.94 3.94 0.62 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S-1.0W+1. 8.26 21.00 4.04 4.04 0.43 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+0.50S-1.0W+1. 8.47 21.00 4.12 4,12 0.41 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+050S-1.0W+1. 8.68 21.00 4.21 4,21 1.27 1.00 45.05 Vu < PhiVc/2 +1.2QD+0.50L+0.50S-1.0W+1. 8.89 21.00 4.29 4.29 2.15 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S-1.0W+1. 9.11 21.00 4.37 4.37 3.04 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L +0.50S-1.0W+1. 9.32 21.00 4.45 4.45 3.95 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L +0.50S-1.0W+1. 9.53 21.00 4.52 4.52 4.88 1.00 45.05 Vu < PhiVc/2 +1.20D+O.SOL+0.50S-1.0W+1. 9.74 21.00 4.59 4.59 · 5.82 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S-1.0W+1. 9.95 21.00 4.66 4.66 6.78 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S-1.0W+1. 10.16 21.00 4.72 4.72 7.75 1.00 45.05 Vu < PhiVcl2 +1.20D+0.50L+0.50S-1.0W+1. 10.38 21.00 4.78 4.78 8.74 1.00 45.05 Vu < PhiVcl2 +1.20D+O.SOL+0.50S-1.0W+1. 10.59 21.00 4.84 4.84 9.74 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+O.SOS-1.0W+1. 10.80 21.00 4.89 4.89 10.74 1.00 45.05 Vu<PhiVcl2 +1.200+0.50L +0.50S-1.0W+1. 11.01 21.00 4.94 4.94 11.77 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+0.50S-1.0W+1. ·11.22 21.00 4.98 4.98 12.80 1.00 45.05 Vu < PhiVc12 +1.20D+0.50L+0.50S-1.0W+1. 11.44 21.00 4.87 4.87 13,82 1.00 45.05 Vu < PhiVcl2 +1.200+0.50L+0.50S-1.0W+1. 11.65 21.00 4.74 4.74 14.82 1.00 45.05 Vu<PhiVc/2 +1.20D+0.50L+0.50S-1.0W+1. 11.86 21.00 4.61 4.61 15.79 1.00 45.05 Vu<PhiVc/2 +1.20D+0.50L+0.50S-1.0W+1. 12.07 21.00 4.47 4.47 16.74 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L +0.50S-1.0W+1. 12.28 21.00 4.32 4.32 17.65 1.00 45.05 Vu < PhiVc/2 +1_.200+0.50L+0.50S-1.0W+1. 12.49 21.00 4.17 4.17 18.53 1.00 45.05 Vu<PhiVcl2 +1.20D+0.50L+0.50S-1.0W+1. 12.71 21.00 4.02 4.02 19.38 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +O.SOS-1.0W+1. 12.92 21.00 3.86 3.86 20.20 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S·1.0W+1. 13.13 21.00 3.69 3.69 20.99 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L +0.5DS-1.0W+1. 13.34 21.00 3.52 3.52 21.74 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +0.50S-1.0W+1. 13.55 21.00 3.35 3.35 22.45 1.00 45 05 Vu < PhiVc/2 +1.200+0.50L +0.50S-1.0W+1. 13.76 21.00 3.17 3.17 5.56 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50l+0.50S-1.0W+1. 13.98 21.00 2.98 2.98 4.92 1.00 45.05 Vu < PhiVc/2 +0.900-1.0W+0.90H 14.19 21.00 2.82 2.82 5.05 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L+0.50S+W+1.60 14.40 21.00 -2.75 2.75 7.03 1.00 45.05 Vu < PhiVc/2 +1.20D+0.50L +0.50S+W+1.60 14.61 21.00 -2.72 2.72 6.42 1.00 45,05 Vu < PhiVc/2 +1.200+0.50L+0.50S+W+1.60 14.82 21.00 -2.68 2.68 5.81 1.00 45.05 Vu < PhiVc/2 +1.200+0.50L+0.50S+W+t60 15.04 21.00 -2.63 2.63 521 1.00 45.05 Vu < PhiVc/2 Phi'Vs (k) NotReqd NotReqd NolReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd No!Reqd No!Reqd NotReqd No!Reqd No!Reqd NotReqd NotReqd Not Reqd No!Reqd NotReqd NotReqd NotReqd NolReqd NolReqd NotReqd NolReqd Not Reqd No!Reqd NotReqd NolReqd NolReqd NotReqd No!Reqd Not Reqd NotReqd NotReqd Not Reqd NotReqd Not Reqd NotReqd No!Reqd NolReqd NotReqd No!Reqd NolReqd NotReqd NotReqd No!Reqd NotReqd NolReqd NotReqd NotReqd Not Reqd NotReqd NotReqd Spacing (in) Req'd Sugg~t 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Description : GRADE BEAM 1 LINE 10 _Detailed She~~J!lfl)rm~~on __ Span Load Combination Number +1.20D-+{).50L -+{).50S+W+1.60 +1.20D+0.50L+0.50S+W+1.60 +1.200-+{J.SOL +0.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 + 1.200+0.50L +0.50S+W+1.60 +1.20D-+{).50L +0.50S+W+1.60 +1.200+0.50L +0.50S+W+ 1.60 +1.200-+{J.SOL +0.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 +1.200+0.50L +0.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 +1.200+0.50L -+{).50S+W+1.60 +0.90D-1.0W+0.90H Distance 'd' (fl) (in) 15.25 21.00 1546 21.00 15.67 21.00 15.88 21.00 16.09 21.00 16.31 21.00 16.52 21.00 16.73 21 00 16.94 21.00 17.15 21.00 17.36 21.00 17.58 21.00 17.79 21.00 Vu {k) Actual Design -2.58 2.58 -2.52 2.52 -246 2.46 -2.39 2.39 -2.24 2.24 -1.99 1.99 -1.73 1.73 -1.47 1.47 -1.20 1.20 -0.93 0.93 -0.65 0.65 -0.37 0.37 0.15 0.15 Mu d*Vu/Mu (k-fl) 4.62 1.00 4.04 1.00 3.47 1.00 2.92 1.00 2.39 1.00 1.90 1.00 1.46 1.00 1.08 1.00 0.76 1.00 0.49 1.00 0.28 1.00 0.12 1.00 0.02 1.00 Phi*Vc (k) • • I 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 ViJ < PhiVc/2 ViJ <PhiVc/2 VIJ<PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Phi*Vs (k) NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd NotReqd Not Reqd NotReqd Spacing (in) Req'd Suggest 0.01) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.Oil 0.00 0.00 0.00 Description : GRADE BEAM 2 LINE F ._C_O_D~REf.=ER-=E::.::_NC=E=S ___ _ Calculations per ACI318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Pr«?~erties . fc fr = fc 112 • 7.50 2.50 ksi 375.0 psi 145.0 pcf 1.0 3,122.0ksi <l> Phi Values Flexure: 0.90 Shear: 0.750 'If Density p1 0.850 'A Lt Wt Factor Elastic Modulus Soil Subgrade Modulus 150.0 psi I (inch deflection) Load Combination ASCE 7-10 Fy -Stirrups fy-Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi E-Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation. +' • 0(0.0656) • • : 0(0. 72 L . .;sa) ~¥ Cross Section & Reinforcing Details ~Rectangular Section, Width= 27.0 in, Height= 24.0 in Span #1 Reinforcing .... ... : 40.0 ksi :29,000.0ksi # 3 2 27"wx24"h Span=18.0 ft . . I 4-#5 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span 4-#5 at 3.0 in from Top, from 0.0 to 18.0 fl in this span Applied Loads Service loads entered. Load Factors will be for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0160, L = 0.040 ksf, Extent= 2.0 --» 6.750 ft, Tributary Width = 0.670 ft, (FLOOR Uniform Load: 0 = 0.0160, L = 0.040 ksf, Extent= 12.750 --» 16.0 ft. Tributary Width= 0.670 fl, (FLOOR Uniform Load: D = 0.040, L = 0.040 ksf, Extent= 12.750 -» 16.0 ft, Tributary Width= 3.250 ft, (PLATFORM Uniform Load: 0 = 0.040, L = 0.040 ksf, Extent:: 2.0 --» 6.750 ft, Tributary Width = 3.250.ft, (PLATFORM Uniform Load: D = 0.0090 ksf, Extent= 2.0 --» 6.750 ft, Tributary Width= 22.20 ft, (INTERIOR WALLS Uniform Load: 0 = 0.0090 ksf, Extent= 12.750 --» 16.0 ft, Tributary Width= 22.20 ft, (INTERIOR WALLS Uniform Load: 0 = 0.0080 ksf, Extent= 12.750 -» 16.0 ft. Tributary Width= 8.20 fl. (FRP SCREENWALLS Uniform Load: 0 = 0.0080 ksf, Extent= 2.0 --» 6.750 ft, Tributary Width= 8.20 ft, (FRP SCREENWALLS Moment : W = 28.625 k-ft, Location = 4.375 ft from left end of this span, (FRP SCREENWALLS Moment: W = 19.627 k-ft, Location= 13.625 fl from left end of this span, (FRP SCREENWALLS DESIGN SUMMARY Maximum i3endi"n9 stress-Ratio = o.1s1: 1 Section used for this span Typical Section Mu: Applied 21.875 k-ft Mn *Phi: Allowable 117.282 k-ft Load Combination +1.200+0 .50Lr+0.50L +W+1. Location of maximum on span 4.447 ft Span# where maximum occurs Span# 1 Maximum Soil Pressure = 0.706 ksf at Shear Stirrup Requirements Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 18.00ft 0.000 in 0.000 in 0.033 in -0.012 in 7 Entire Beam Span length :Vu "<PhiVc/2, Req'd Vs =Not Reqd, use stirrups spaced at 0.000 in --------·------ --. Maximum Forces & Stresses for Load Combinations T.oadComllir1ation -----·· · Bending Stress Results ( k-ft) Location (ft) Segment length Span# in Span Mu : Max Phi*Mnx Stress Ratio .~~~--------------------MAXimum BENDING Envelope Span# 1 4.447 21.88 +1.40D+1.60H Span# 1 4.024 1.20 +1.20D+D.50lr+1.60L +1.60H Span# 1 4.024 1.56 + 1.20D+ 1.60L +D. 50S+ 1. SOH Span# 1 4.024 1.56 + 1.200+ 1.60Lr+D.50L + 1. 60H Span# 1 4.024 1.20 +1.20D+1.60Lr+D.50W+1.60H Span# 1 4.447 11.36 +1.20D+1.60Lr-0.50W+1.60H Span# 1 13.553 6.61 +1.20D+0.50L+1.60S+1.60H Span# 1 4.024 1.20 +1.20D+1.60S+D.50W+1.60H Span# 1 4.447 11.36 +1.20D+1.60S-0.50W+1.60H Span# 1 13.553 6.61 +1.20D+D.50Lr+D.50L +W+1.60H Span # 1 1 4.447 21.88 +1.20D+0.50Lr+0.50L-1.0W+ 1.60H Span# 1 1 13.553 12.91 + 1.20D+0.50l +0.50S+W+1.60H Span# 1 1 4.447 21.88 +1.20D+D.50L+D.50S-1.0W+1.60H Span# 1 1 13.553 12.91 +1.360D+0.5DL +0.20S+E+1.60H Span# 1 4.024 1.33 +0.90D+W+D.90H Span# 1 4.447 21.46 +0.90D-1.0W+0.90H Span# 1 13.553 12.76 +0.740D+E+D.90H Span# 1 1 4.024 0.64 Overall Maximum Deflections • Unfactored Loads -"""·-d-----~-·-d-----" 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 117.28 0.19 0.01 0.01 0.01 om 0.10 0.06 O.o1 0.10 0.06 0.19 0.11 0.19 0.11 0.01 0.18 0.11 O.D1 Load Combination Span Max.·-· Den Location in Span Load Combination Spen 1 _ De!'!I~~-~_h_ear_!~f~r!!latio.=.:n;___ ____ __ Span Load Combination Number +1.20D+0.50l +0.50S-1.0W+1. +1.20D+D.50L +D.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +120D+0.50L+D.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+O.SOL +0.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+0.50L +0.50S-1.0W+ 1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+0.50L+0.50S-1.0W+1. + 1.20D+D.50L +0.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+D.50L +0.50S-1.0W+1. +1.20D+0.50L +0.50S-1.0W+1. +1.20D+0.50L +0.50S-1.0W+1. +1.20D+D.50L+0.50S-1.0W+1. +1.20D+D.SOL +0.50S-1.0W+1. Distance 'd' (ft) (in) 0.00 21.00 0.21 21.00 0.42 21.00 0.64 21.00 0.85 21.00 1.06 21.00 1.27 21.00 1.48 21.00 1.69 21.00 1.91 21.00 2.12 21.00 2.33 21.00 2.54 21.00 2.75 21.00 2.96 21.00 3.18 21.00 3.39 noo 3.60 21.00 0.0327 18.000 Vu (k) Mu d•vuiMu Actual Design (k-ft) Phi*Vc (k) 0.20 0.20 0.47 0.47 0.73 0.73 0.98 0.98 1.23 1.23 1.48 1.48 1.71 1.71 1.94 1.94 2.17 2.17 2.39 2.39 2.54 2.54 2.63 2.63 2.71 2.71 2.79 2.79 2.86 2.86 2.92 2.92 2.98 2.98 3.04 3.04 0.00 1.00 0.03 1.00 0.11 1.00 0.25 1.00 0.45 1.00 0.69 1.00 0.99 1.00 1.34 1.00 1.74 1.00 2.18 1.00 2.67 1.00 3.18 1.00 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 3.71 4.25 4.82 5.39 5.99 6.59 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 4505 1.00 45.05 Comment Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Max. '+'Dell 0.0000 Phi*Vs (k} Not Reqd NolReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd No!Reqd NotReqd NotReqd NotReqd NotReqd NotReqd No!Reqd Location in Span 0.000 Spacing (in) Req'd Suggest 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Description : Detailed Shear Information Span Load Combination Number +1.20D-1{}.50L-+0.50S·1.0W+1. +1.20D-+0.50L -+0.50S-1.0W+1. -1{},90D-1.0W-1{}.9QH -+0.90D-1.0W-+0.90H + 1 .20D-+0.50L -+0.50S+W+1.60 +1.20D-1{}.5QL -1{}.50S+W+1.60 +1.20D-+0.50L -+0.50S+W+1.60 +1.20D+0.50L -+0.50S+W+1.60 +1.20D-+0.50L -+0.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 +1.20D+0.50L -+0.50S+W+1.60 +1.2QD-1{}.50L -+0.50S+W+1.60 ... 1.20D+0.50L -+0.50S+W+1.60 +1.20D+0.50L+0.50S+W+1.60 +1.20D+0.50L -1{}.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 +1.20D+0.50L +0.50S+W+1.60 + 1.200-+0.SOL -+0.50S+W+1.60 +1.200-+0.SOL +0.50S+W+1.60 + 1.200+0.50L +0.50S+W+ 1.60 +1.200+0.50L+0.50S+W+1.60 +1.200+0.50L +0.50S+W+1.60 +1.200-1{}.50L+0.50S+W+1.60 +1.200-+0.50L -+0.50S+W+1.60 +1.200-+0.SOL +0.50S+W+1.60 +1.200+0.50L+0.50S+W+1.60 +1.200+0.50L +0.50S+W+1.60 +0.900-1.0W+0.90H +1.20D+0.50L -+0.50S-1.0W+1. + 1.20D+O .SOL +0.50S-1.DW + 1. + 1.200-+0.SOL +0.50S-1.0W+1. +1.200+0.50L-1{}.50S-1 .OW+1. +1.200+0.50L+0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+1. +1.200-+0.SOL +0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+t +1.200+0.50L +0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+1. + 1.200+0.50L -1{}.50S-1.0W+1. +1.200-+0.SOL -+0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+1. +1.200+0.50L +0.50S-1.0W+1. +1 .200+0.50L +0.50S-1 .OW+1. + 1.200+0.50L +0.50S-1.DW+ 1. +1.200+0.50L +0.50S-1.DW+1. +1.200-+0.50L +0.50S-1.0W+1. +1.20D+0.50L +0.50S-1.0W+1. +1 .200-+0.5DL +0.50S-1.0W+ 1. +1.200-I{}.SOL -+0.50S-1.DW+1. +1.200-+0.50L +0.50S-1.0W+1. +1.200-+0.SOL +0.50S-1.0W+1. +1.20D+0.50L -1{}.50S-1.0W+1. -+0.90D-1.0W+D.90H Distance 'd' (ft) (in) 3.81 21.00 4.02 21.00 4.24 21.00 4.45 21.00 4.66 21.00 4.87 21.00 5.08 21.00 5.29 21.00 5.51 21.00 5.72 21.00 5.93 21.00 6.14 21.00 6.35 21.00 6.56 21.00 6.78 21.00 6.99 21.00 7.20 21.00 7.41 21.00 7.62 21.00 7.84 21.00 8.05 21.00 8.26 21.00 8.47 21.00 8.68 21.00 8.89 21.00 9.11 21.00 9.32 21.00 9.53 21.00 9.74 21.00 9.95 21.00 10.16 21.00 10.38 21.00 10.59 21.00 10.80 21.00 11.01 21.00 11.22 21.00 11.44 21.00 11.65 21.00 11.86 21.00 12.07 21.00 12.28 21.00 12.49 21.00 12.71 21.00 12.92 21.00 13.13 21.00 13.34 21.00 13.55 21.00 13.76 21.00 13.98 21.00 14.19 21 00 14.40 21.00 14.61 21.00 14.82 21.00 15.04 21.00 Vu Actual 3.08 3.12 3.17 3.22 -3.35 -3.49 -3.62 -3.75 -3.87 -3.99 -4.11 -4.22 -4.33 -4.43 -4.51 -4.48 -4.45 -4.42 -4.38 -4.34 -4.30 -4.25 -4.20 -4.14 -4.08 -4.02 -3.95 3.94 3.95 3.98 4.00 4.02 4.03 4.04 4.05 4.05 4.05 4.05 4.04 4.03 4.01 3.99 3.96 3.84 3.68 3.52 3.36 3.19 3.02 2.84 2.66 2.47 2.28 2.11 .. (k) Design 3.08 3.12 3.17 3.22 3.35 3.49 3.62 3.75 3.87 3.99 4.11 4.22 4.33 4.43 4.51 4.48 4.45 4.42 4.38 4.34 4.30 4.25 4.20 4.14 4.08 4.02 3.95 3.94 3.95 3.98 4.00 4.02 4.03 4.04 4.05 4.05 4.05 4.05 4.04 4.03 4.01 3.99 3.96 3.84 3.68 3.52 3.36 3.19 3.02 2.84 2.66 2.47 2.28 2.11 Mu (k-ft) 7.21 7.83 8.04 19.94 21.17 20.43 19.67 18.87 18.05 17.21 16.33 15.43 14.51 13.57 12.61 11.64 10.67 9.71 8.76 7.82 6.89 5.96 5.05 4.14 3.25 2.37 1.51 2.33 1.88 1.06 0.23 0.60 1.44 2.28 3.12 3.96 4.81 5.65 6.49 7.33 8.17 9.01 9.84 10.65 11.44 12.19 12.91 6.03 5.39 4.77 4.20 3.66 3.17 2.95 d*Vu/Mu 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phi*Vc (k) . . . 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 100 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 1.00 45.05 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu<PhiVc/2 Vu<PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Phi*Vs (k) NotReqd NotReqd Not Reqd No!Reqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd NotReqd NotReqd No!Reqd NotReqd NotReqd NotReqd NotReqd NotReqd No!Reqd NotReqd NotReqd Not Reqd Not Reqd Not Reqd Not Reqd NotReqd NotReqd No!Reqd NotReqd NotReqd No!Reqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd Spa,:;ing (in) Req'd Suggest 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0(1 0.00 0.00 0.00 0.00 0.0(1 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --• Description : Detailed Shear Information -~"-··--·--·--···--·----·~-·~-- Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft} (in) Actual Design (k-ft) (k) (k) Req'd Suggest •··---+1.20D-t{) .50L·+0.50S+W+1.60 15.25 21.00 -2.02 2.02 3.58 1.00 45.05 Vu < PhiVc/2 No!Reqd 0.00 0.00 +1.200-t{).50L-t{).50S+W+1.60 15.46 21.00 -1.96 1.96 3.12 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.200+0.50L +0.50S+W+1.60 15.67 21.00 -1.90 1.90 2.68 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.200+0.50L+0.50S+W+1.60 1588 21.00 -1.83 1.83 2.25 1.00 45.05 Vu < PhiVc/2 NotReqct 0.00 0.00 +1.200+0.50L +0.50S+W+1.60 16.09 21.00 -1.71 1.71 1.84 1.00 45.05 Vu < PhiVc/2 No!Reqd 0.00 0.00 +1.20D+0.50L +0.50S+W+1.60 16.31 21.00 -1.51 1.51 1.46 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.200+0.50L+0.50S+W+1.60 16.52 21.00 -1.32 1.32 1.13 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.200+0.50L+0.50S+W+1.60 16.73 21.00 -1.11 1.11 0.83 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.200-t{).50L +0.50S+W+1.60 16.94 21.00 -0.91 0.91 0.58 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .200+0.50l +0.50S+W+ 1.60 17.15 21.00 -0.70 0.70 0.37 1.00 45.05 Vu < PhiVc/2 No!Reqd 0.00 0.00 +1.20D+0.50l +0.50S+W+1.60 17.36 21.00 -0.48 0.48 0.21 1.00 45.05 Vu < PhiVc/2 NotReqd 0.00 0.00 +0.900-1.0W+0.90H 17.58 21.00 0.30 0.30 0.06 1.00 45.05 Vu < PhNc/2 NotReqd 0.00 0.00 -t{).900-1.0W+0.90H 17.79 21.00 0.15 0.15 0.02 1.00 45.05 Vu < PhiVc/2. NotReqd 0.00 0.00 I Beam on Elastic Foundation Description : GRADE BEAM 3 LINE 8 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 !'laterial_ Prope':!ie~ rc fr = fc 112 • 7.50 ::: '¥Density ').. Lt Wt Factor Elastic Modulus = 2.50 ksi 375.0 psi 145.0 pel 1.0 3,122.0ksi <!>Phi Values Flexure : 0.90 Shear: 0.750 0.850 Soil Subgrade Modulus 150.0 psi I (inch deflection) Load Combination ASCE 7-10 fy -Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy-Stirrups E-Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, 40.0 ksi = 29,000.0 ksi # 3 2 E? E? Cross Section & Reinforcing Details Rectangular Section, Width= 30.0 in, Height= 24.0 in Span #1 Reinforcing .... 30" W X 24" h Span=17.0 ft 4-#5 at 3.0 in from Bottom, from 0.0 to 17.0 ft in this span 4-#5 at 3.0 in from Top, from 0.0 to 17.0 ft in !his span -~i>PJi!c!~~oa_d_s __ Service loads entered. Load Factors will be for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Moment: W = 24.156 k-ft, Location= 3.670 ft from left end of this spar Moment: W = 24.156 k-ft, Location= 13.830 ft from left end of this spar DESIGN SUMMARY Maximum Bending Stress Ratio (>.164: 1 Section used for this span Typical Section Mu: Applied -19.474 k-ft Mn *Phi : Allowable 118.690 k-ft Load Combination +1.20D·t{L50Lr+O 50L +W+1. Location of maximum on span 13.800 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 0.742 ksf at Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 17.00 ft 0.000 in 0.000 in 0.034 in -0.010 in Shear Stirrup Requirements Entire Beam Span Length • Vu < PhKic/2, Req'd lis= Not Reqd, use stirrupssp-a-ce-cdc-a"C"t --,o:-;.o"'"oo""'i,--n -~----------~-----···-··--··-·----···------- Maximum Forces & Stresses for Load Combinations Load Combination -------Location (ft) :.::8::--e-nd-::-ing---;:;:S-:--tres-s--;R::--es-u-;;l!s-----;(-,-k-"ft.,-) ------------- Segment Length Span# in Span Mu : Max Phi*Mnx Stress Ratio MA.Xim,_u_m-,B=E.,.,ND:::-:I'"'NG-=--=En-v..,e/-op_e _____ ___,_ ____ _ Span# 1 +1.40D+1.60H Span# I +1.20D+0.50Lr+1.60L +1.60H 16.800 16.800 -0.02 -0.00 -------------------- 118.69 0.00 118.69 0.00 Description : GRADE BEAM 3 UNE 8 Load Combination Location (It) Bending Stress Resu_i!S-~(_k-_ft,_) __ Segment Length Span# in Span Mu : Max ~P~hi*_:-M~n~x _s_tr_es_s~R~a~tia __________ _ -S-p-ar~-#~1---=---~1--_::1.:_:6:-;:.8~00;,------~----118.69 0.00 +1 :20D+1.60L +0.50S+1.60H Span# 1 +1.20D+1.60Lr+0.50L +1.60H Span# 1 +i .20D+1.60Lr+0.50W+1.60H Span# 1 + 1.20D+1.60Lr-0. SOW+ i.60H Span# 1 +1.200+0.50L +1.60S+1.60H Span# 1 +i.20D+1.6DS+0.50W+1.60H Span# 1 +1.20D+1.60S-0.50W+i.60H Span# 1 +1.200+0.50Lr+0.50L +W+ 1.60H Span# 1 1 +1.200+0.50Lr+0.50L-1.0W+1.60H Span# 1 1 +1.200+0.50L +0.50S+W+1.60H Span# 1 1 +1.20D+0.50L +0.50S-1.0W+1.60H Span#1 1 +1.360D+0.50L +0.20S+E+1.60H Span# 1 +0.90D+W+0.90H Span# 1 +0.90D-1.0W+0.90H Span# 1 +0.740D+E+0.90H 16.800 -0.00 16.800 -0.00 14.000 2.08 13.800 9.74 16.800 -0.00 14.000 2.08 13.800 9.74 14.000 4.16 13.800 19.47 14.000 4.16 13.800 19.47 16.800 -0.00 14.000 4.16 13.800 19.47 Span# 1 16.800 -0.00 Overall Maximum Deflections • Unfactored Loads · Load Combination -------Span Max. •.• Defl Span 1 0.0344 Detailed Shear Information 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 118.69 Location in Span 17.000 0.00 0.00 0.02 0.08 0.00 0.02 0.08 0.04 0.16 0.04 0.16 0.00 0.04 0.16 0.00 Load Combination Span Number Distance 'd' Vu (k) Mu d•VuJMu Phi*Vc (k) Load Combination +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.900-1.0W+0.90H +0.900-1.0W-1{L90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.900-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.900-1.0W+0.90H +0.90D-1.0W+0.90H +0.900-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H +0.90D-1.0W+0.90H (It) (in) 0.00 21.00 0.20 21.00 0.40 21.00 0.60 21.00 0.80 21.00 1.00 21.00 1.20 21.00 1.40 21.00 1.60 21.00 1.80 21.00 2.00 21.00 2.20 21.00 2.40 21.00 2.60 21.00 2.80 21.00 3.00 21.00 3.20 21.00 3.40 21.00 3.60 21.00 3.80 21.00 4.00 21.00 4.20 21 00 4.40 21.00 Actual Design 0.18 0.18 0.38 0.58 0.77 0.96 1.14 1.31 1.48 1.65 1.81 1.96 2.11 2.26 2.40 2.53 2.66 2.78 2.90 3.01 3.11 3.21 3.31 3.40 0.38 0.58 0.77 0.96 1.14 1.31 1.48 1.65 1.81 1.96 2.11 2.26 2.40 2.53 2.66 2.78 2.90 3.01 3.11 3.21 3.31 3.40 (k-ft) 0.00 1.00 49.54 0.02 008 0.18 0.32 0.50 0.71 0.96 1.24 1.56 1.90 2.28 2.69 3.13 3.59 4.08 4.60 5.14 5.71 17.86 17.25 16.62 15.98 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu< PhNc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Max. '+' Defl Location in Span o.oooo o:ooo-- Phi*Vs (k) Not Reqd No!Reqd NotReqd NotReqd NotReqd Not Reqd Nat Reqd Not Reqd Not Reqd NotReqd Not Reqd Not Reqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NolReqd NotReqd NotReqd NotReqd No!Reqd Spacing (in) Req'd Suggest 0.00 0.00 0.00 0.00 0.00 o.oc 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.0(1 0.00 0.0(1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 File" U:\hgabilan\shared\Booth & Suarez (Hisrona)\Vertzon -Cassia\calculafions\cassia loundation.ec6 · ENERCALC, INC. 1983-2015, Build:6.15.4.10, Ver:6.16.4.10 ' i"'f®@IFM:U•lll~l~t.mi•JI#JI~t!f.ii3it!jiiJi!iJ!3~® Description : GRADE BEAM 3 LINE 8 Detailed Shear Information --~--------- Span Distance 'd' Vu (k) Mu d*Vu!Mu Phi*Vc Comment Phi'Vs Lo~a=d=C....,om"'b"in,.,.ati.,·a,n ...----N_u_m_be_r_..:_(ft-'-) __ (,_in-'-) -,--A_ct_ua_I-,--D_es-=ig:-n:-::---Jk-ft) ____ -'-(k-'-) ------:-c---::-:-::-:--:::--------'-(k~) __ ->{).90D-1.0W-+{).90H 4.60 21.00 3.48 3.48 15.31 1.00 49.54 Vu < PhiVc/2 Not Reqd Spacing (in) Req'd Suggest 0.00 0.00 -+{).90D-1.0W-+{).90H 4.80 21.00 3.56 3.56 14.63 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W-+{).90H 5.00 21.00 3.64 3.64 13.93 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W->{).90H 5.20 21.00 3.71 3.71 13.22 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1 OW->{).90H 5.40 21.00 3.77 3.77 12.49 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 5.60 21.00 3.84 3.84 11.75 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 -+{).900-1.0W-+{).90H 5.80 21.00 3.89 3.89 11.00 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1.0W-+{).90H 6.00 21.00 3.94 3.94 10.23 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W-+{).90H 6.20 21.00 3.99 3,99 9.46 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900·1.0W->{).90H 6.40 21.00 4.03 4.03 8.68 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1.0W-+{).90H 6.60 21.00 4.07 4.07 7.88 '1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{),900-1.0W-+{).90H 6.80 21.00 4.11 4.11 7.08 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W->{).90H 7.00 21.00 4.14 4.14 6.28 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.DW-+{).90H 7.20 21.00 4.17 4.17 5.46 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 -+{).90D-1.0W-+{).90H 7.40 21.00 4.19 4.19 4.64 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W->{).90H 7.60 21.00 4.21 4.21 3.82 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.QW-+{).9QH 7.80 21.00 4.22 4.22 2.99 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 ->{).90D-1.0W->{).90H 8.00 21.00 4.23 4.23 2.16 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 -+{).90D-1.0W->{).90H 8.20 21.00 4.24 4.24 133 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{),900-1.0W-+{).90H 8.40 21.00 4.24 4.24 0.50 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.QW-+{).90H 8.60 21.00 4.24 4.24 0.33 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{),90D·1.0W+0.90H 8.80 21.00 4.23 4.23 1.17 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 ->{).90D-1.0W->{).90H 9.00 21.00 4.22 4.22 2.00 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W->{).90H 9.20 21.00 4.21 4.21 2.83 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{),900-1.0W->{).90H 9.40 21.00 4.19 4.19 3.66 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1.0W->{).90H 9.60 21.00 4.17 4.17 4.48 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 -+{).90D-1.0W-+{).90H 9.80 21.00 4.15 4.15 5.30 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-10W->{).90H 10.00 21.00 4.12 4.12 6.12 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1.0W-+{).90H 10.20 21.00 4.08 4.08 6.93 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 10.40 21.00 4.05 4.05 7.73 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1 .OW+O 90H 10.60 21.00 4.00 4.00 8.52 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-10W-+{).90H 10.80 21.00 3.96 3.96 9.31 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W-+{).90H 11.00 21.00 3.91 3.91 10.09 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1.0W->{).90H 11.20 21.00 3.85 3.85 10.85 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0,00 -+{).900-1 .OW->{).90H 11.40 21.00 3.79 3.79 11.61 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 11.60 21.00 3.73 3.73 12.35 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W-+{).90H 11.80 21.00 3.66 3.66 13.08 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1 .0W-+{).90H 12.00 21.00 3.59 3.59 13.80 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W->{).9QH 12.20 21.00 3.51 3.51 14.50 1.00 49 54 Vu < PhiVc/2 No! Reqd 0.00 0.00 ->{),90D-1.0W->{).90H 12.40 21.00 3.42 3.42 15.19 1.00 49.54 Vu <PhiVc/2 NotReqd 0.00 0.00 ->{)_9QD-1.0W->{).90H 12.60 21.00 3.34 3.34 15.86 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1.0W-+{).90H 12.80 21.00 3.24 3.24 16.51 1.00 49.54 Vu < PhiVc/2 Not Reqd O.OG 0.00 -+{).90D-1.0W->{).90H 13.00 21.00 3.14 3.14 17.15 1.00 49.54 Vu < PhiVc/2 No! Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 1320 21.00 3.04 3.04 17.76 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).90D-1.0W-+{).90H 13.40 21.00 2.93 2.93 18.35 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).900-1.0W-+{).90H 13.60 21.00 2.81 2.81 18.93 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1 .OW-+{).90H 13.80 21.00 2.69 2.69 19.47 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.0() 0.00 ->{).90D-1.0W->{).90H 14.00 21.00 2.56 256 4.16 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{)_9QD-1.0W-+{).90H 14.20 21.00 2.43 2.43 3.66 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{)_900-1.0W-+{).90H 14.40 21.00 2.29 2.29 3.19 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1.0W-+{).90H 14.60 21.00 2.15 2.15 2.74 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+{).900-1.0W->{).90H 14.80 21.00 2.00 2.00 2.33 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 15.00 21.00 1.84 1.84 1.94 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 ->{).90D-1.0W-+{).90H 15.20 21.00 1.68 1.68 1.59 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 I Description : GRADE BEAM 3 LINE 8 Detailed Shear Information ~~---~ ------·---~----- Phi*Vs Spacing (in) Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest ~~ +0.900-1 .OW+0.90H 15.40 21.00 1.51 1.51 1.27 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 +0.90D-1.0W+0.90H 15.60 21.00 1.34 1.34 0.98 1.00 49.54 Vu < PhiVc/2 No!Reqd 0.00 0.00 +0.90D-1.0W+0.90H 15.80 21.00 1.16 1.16 0.73 1.00 49.54 Vu < PhiVc/2 NolReqd 0.00 0.00 +0.900-1.0W+0.90H 16.00 21.00 0.97 0.97 0.51 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 +0.90D-1.0W+0.90H 16.20 21.00 0.78 0.78 0.33 1.00 49.54 Vu <PhiVc/2 Not Reqd 0.00 0.00 +0.90D-1.0W+0.90H 16.40 21.00 0.59 0.59 0.19 1.00 49.54 Vu < PhiVc/2 NotReqd 0.00 0.00 +0.900-1 .OW+0.90H 16.60 21.00 0.39 0.39 0.08 1.00 49.54 Vu < PhiVc/2 No!Reqd 0.00 0.00 +0.900-1.0W+0.90H 16.80 21.00 0.18 0.18 0.02 1.00 49.54 Vti<PhiVc/2 No!Reqd 0.00 0.00 Description : GRADE BEAM 4 LINE E CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 ~aterial Prop~l_!i~~ fc = 2.50 ksi <b Phi Values Flexure: 0.90 fr = fc 112 • 7.50 = 375.0 psi Shear: 0.750 \If Density 145.0 pcf ~1 0.850 A lt WI Factor 1.0 Elastic Modulus = 3,122.0ksi Soil Subgrade Modulus 150.0 psi I (inch deflection) Load Combination ASCE 7-1 0 fy • Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy · Stirrups E ·Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, Cross Section & Reinforcing Details Rectangular Section, Width= 30.0 in, Height= 24.0 in Span #1 Reinforcing .... 40.0 ksi = 29,000.0 ksi = # 3 2 30"wx 24" h Span=13.0 ft ------·----JOil'l -- 4-#5 at 3.0 in from Bottom, from 0.0 to 13.0 ft in this span -~~Pl!~d.-~C?!~ .......... _ ...... . 4-#5 at 3.0 in from Top, from 0.0 to 13.0 ft in this span Service loads entered. Load Factors will be Beam self weight calculated and added to loads Load for Span Number 1 Moment : W = 48.279 k-ft, Location = 6.250 ft from left end of this spar DESIGN SUMMARY MaXImum-Bending-Stress R8tlo = 0.213: 1 Section used for this span Typical Section Mu: Applied 25.315 k-ft Mn *Phi :Allowable 118.690 k-ft Load Combination +1.20D1{).50Lr-l{) .50L +W+1. Location of maximum on span 6.271 ft Span #where maximum occurs Span# 1 Maximum Soil Pressure = 1.695 ksf at Shear Stirrup Requirements Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 13.00 ft 0.000 in 0.000 in 0.078 in -0.158 in .. Entire Beam Span Length :vu < PhiVC/2, Req'd Vs = NotReqd, use stirrups spaced atD.OOO in ··----------------·-··-··· Maximum Forces & Stresses for Load Combinations for calculations. Load Combination · -·----··s·-en-cdo-ing-=str_e_ss-=R:-e-su.,.lts~( ,-k-"""ft )c----------------- Location (ft) Segment Length Span# in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span# 1 +1.40D+1.60H Span# 1 +1.20D->0.50Lr+1.60L+1.60H Span# 1 6.271 12.847 12.847 25.32 -0.00 -0.00 118.69 118.69 11869 0.21 0.00 0.00 Description : Load Combination Segment Length +1.200+ 1.60L -+0.50S+1.60H Span# 1 +1.20D+1.60Lr+0.50L+1.60H Span# 1 +1.20D+1.60Lr+0.50W+1.6DH Span# 1 +1.20D->0.50L +1.60S+1.60H Span# 1 +1.20D+1.60S->0.50W+1.60H Span# 1 Span# +1 .20D-+0.50Lr+0.5DL +W+1.60H Span# 1 +1 .20D+0.50L ->0.50S+W+1.60H Span# 1 +1.360D->0.50L->0.20S+E+1.60H Span# 1 ->0.90D+W->0.90H Span# 1 +0.740D+E->0.90H Location (ft) in Span 12.847 12.847 6.271 12.847 6.271 6.271 6.271 12.847 6.271 __ ____::.Be~n=di2ng Stress Resu~~-'-'( k'---fl"-') __ _ Mu : Max Phi*Mnx Stress Ratio -0.00 -0.00 12.66 -0.00 12.66 25.32 25.32 -0.00 25.32 118.69 118.69 118.69 118.69 118.69 0.00 0.00 0.11 0.00 0.11 0.21 0.21 0.00 Span# 1 1 12.847 -0.00 118.69 118.69 118.69 118.69 118.69 0.21 0.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span ·--·Mclx.'YD~- Span 1 1 0.0785 Location in Span 13000 Load Combination Span 1 Detailed Shear Information Load Combination ->0.90D+W-+0.90H -+0.90D+W->0.90H -+0.90D+W->0.90H ->0.90D+W->0.90H ->0.90D+W-+0.90H -+0.90D+W-+0.90H ->0.90D+W->0.90H ->0.90D+W->0.90H ->0.90D+W-+0.90H -+0.90D+W-+0.90H +0.90D+W+0.90H -+0.90D+W+0.90H ->0.90D+W+0.90H ->0.90D+W+0.90H +0.90D+W+0.90H +0.90D+W+0.90H ->0.90D·•W+0.90H ->0.90D+W+0.90H ->0.90D+W->0.90H +0.90D+W->0.90H ->0.90D+W->0.90H +0.90D+W+0.90H ->0.90D+W+0.90H ->0.90D+W+0.90H ->0.90D+W+0.90H +0.90D+W->0.90H -+0.90D+W+0.90H ->0.90D+W+0.90H +0.90D+W+0.90H ->0.90D+W+0.90H ->0.90D+W+0.90H +0.90D+W+0.90H Span Number Distance 'd' (fl) (in) 0.00 21.00 0.15 21.00 0.31 21.00 0.46 21.00 0.61 21.00 0.76 21.00 0.92 21.00 1.07 21.00 1.22 21.00 1.38 21.00 1.53 21.00 1.68 21.00 1.84 21.00 1.99 21.00 2.14 21.00 2.29 21.00 2.45 21.00 2.60 21.00 2.75 21.00 2.91 21.00 3.06 21.00 3.21 21.00 3.36 21.00 3.52 21.00 3.67 21.00 3.82 21.00 3.98 21.00 4.13 21.00 4.28 21.00 4.44 21.00 4.59 21.00 4.74 21.00 Vu (k) Actual Design -0.07 0.07 -0.33 0.33 -0.58 0.58 -0.82 0.82 -1.05 1.05 -1.28 1.28 -1.51 1.51 -1.73 1.73 -1.94 1.94 -2.14 2.14 -2.35 -2.54 -2.73 -2.91 -3.09 -3.26 -3.43 -3.59 -3.74 -3.89 -4.03 -4.17 -4.29 -4.42 -4.54 -4.65 -4.75 -4.85 -4.94 -5.03 -5.11 -5.19 2.35 2.54 2.73 2.91 3.09 3.26 3.43 3.59 3.74 3.89 4.03 4.17 4.29 4.42 4.54 4.65 4.75 4.85 4.94 5.03 5.11 5.19 Mu d*Vu/Mu Phi*Vc (k) (k-fl) 0.00 100 49.54 49.54 49.54 49.54 49.54 49.54 49.54 49.54 49.54 49.54 0.02 1.00 0.08 1.00 0.17 1.00 0.31 1.00 0.48 1.00 0.68 1.00 0.92 1.00 1.19 1.00 1.50 1.00 1.84 2.20 2.60 3.03 3.48 3.96 4.47 5.00 5.56 6.14 6.74 7.37 8.01 8.68 9.36 10.06 10.78 11.52 12.27 13.03 13.81 14.60 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 1.00 49.54 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu<PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Max. '+' Defl location in Span -0.1579 0.000 Phi'Vs (k) NotReqd No\Reqd NotReqd NotReqd No\Reqd No\Reqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd Not Reqd NotReqd NotReqcl NotReqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd NotReqd NotReqd No\Reqd Spacing (in) Req'd Suggest 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 O.OCI 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Description : GRADE BEAM 4 LINE E Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0-;_::.:;;,90~D:::,+W:.;:;+0:;;;.9;;DH;.:,_ __ ___:_=::::::__~4'-.8-9 ----'C.:2'-1.0_0_:.:..:.:__5-.2.,--5-~5-:-.2-:-5 ~-1~5.-=-40::---1-:-:.0::-::0--'4;:.9~.54:----;V:-;u-<:-;P;;;-hc;-iV;-;c/-;;2 --~N:-:ot-:R:-eq-d;-----::-:-0.00: 0.00 +0.90D+W+0.90H 5.05 21.00 -5.31 5.31 16.22 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 5.20 21.00 -5.37 5.37 17.04 1.00 49.54 Vu<PhiVc/2 NotReqd 0.00 0.00 +0.90D+W+0.90H 5.35 21.00 -5.42 5.42 17.87 1.00 49.54 Vu < PhiVc/2 No!Reqd 0.00 0.00 +0.90D+W+0.90H 5.51 21.00 -5.46 5.46 18.70 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 5.66 21.00 -5.49 5.49 19.55 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 5.81 21.00 -5.52 5.52 20.40 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 5.96 21.00 -5.54 5.54 21.25 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+O 90H 6.12 21.00 -5.56 5.56 22.10 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.0.0 0.00 +0.90D+W+0.90H 6.27 21.00 -5.57 5.57 25,32 1.00 49.54 Vu < PhiVc/2 Not Reqd o.D<D 0.00 +0.90D+W+0.90H 6.42 21.00 -5.57 5.57 24.46 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 6.58 21.00 -5.56 5.56 23.60 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W+0.90H 6.73 21.00 -5.55 5.55 22.74 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.900+W+0.90H 6.88 21.00 -5.53 5.53 21.88 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.04 21.00 -5.50 5.50 21.02 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.19 21.00 -5.47 5.47 20.17 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.34 21.00 -5.43 5.43 19.33 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.49 21.00 -5.39 5.39 18.49 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.65 21.00 -5.34 5.34 17.66 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.80 21.00 -5.28 5.28 16.83 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 7.95 21.00 -5.22 5.22 16.02 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 8.11 21.00 -5.15 5.15 15.21 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.900+W+0.90H 8.26 21.00 -5.07 5.07 14.41 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 8.41 21.00 -4.99 4.99 13.63 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 8.56 21.00 -4.90 4.90 12.86 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 8.72 21.00 -4.80 4.80 12.10 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 8.87 21.00 -4.70 4.70 11.36 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 9.02 21.00 -4.60 4.60 10.63 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 9.18 21.00 -4.48 4.48 9.92 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.9DH 9.33 21.00 -4.37 4.37 9.23 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 9.48 21.00 -4.24 4.24 8.55 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 9.64 21.00 .4.11 4.11 7.89 1.00 49.54 Vu<PhiVc/2 NotReqd +0.90D+W+0.90H 9.79 21.00 -3.98 3.98 7.25 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 9.94 21.00 -3.84 3.84 6.64 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.09 21.00 -3.69 3.69 6.04 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.25 21.00 -3.54 3.54 5.47 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.40 21.00 -3.38 3.38 4.92 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.55 21.00 -3.21 3.21 4.40 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.71 21.00 -3.04 3.04 3.90 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 10.86 21.00 -2.87 2.87 3.42 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 11.01 21.00 -2.69 2.69 2.98 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 11.16 21.00 -2.50 2.50 2.56 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0,90H 11.32 21.00 -2.31 2.31 2.17 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.900+W+0.90H 11.47 21.00 -2.11 2.11 1.80 1.00 49.54 Vu < PhiVc/2 NotReqd +0.90D+W+0.90H 11.62 21.00 -1.90 1.90 1.47 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 11.78 21.00 -1.70 1.70 1.17 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 11.93 21.00 -1.48 1.48 0.91 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 12.08 21.00 -1.26 1.26 0.67 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.9DD+W+0.90H 12.24 21.00 -1.03 1.03 0.47 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.900+W+0.90H 12.39 21.00 -0.80 0.80 0.30 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 12.54 21.00 -0.56 0.56 0.17 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 12.69 21.00 -0.32 0.32 0.08 1.00 49.54 Vu < PhiVc/2 Not Reqd +0.90D+W+0.90H 12.85 21.00 -0.07 0.07 0.02 1.00 49.54 Vu < PhiVc/2 Not Reqd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Dunn Savoie Inc. v tt/Y!Z-t?tu ~ a k, r Pr JOB _________________ _ Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com SHEETNO. ________ OF __ ~- CALCULATED BY _______ O~TE _2_]l? CHECKED BY ______ _ SCALE------- ? ~----~----~----------------------------------~--~------------------. CAGC/AvAvC i-1AX f V'~ LA t4 L-<.?AJ?~ 11 \)¢ ~~) D L-L-O;~, N Q't; ,()~ '"~ f() /~ ~ *',0 ~· w ! \\ C- '--I ,C? -\lj ! lbf(-Y ( '? x ICjSY lbs + 2-r-. '175o (~'1' _) C\D/) A\f0 V£\b 1/ Of yJALv &5 \bj ft ~'7 tP )bj ft W? ::-\52 f":7f r l~ ~-z:' -r \ \'5 ~Sf'~B' -::::-137 f:<:Jf' \3" l.) 1- j. 1: L,_____ ______ _j: Input Values: Max Height of Wall Min. Length of Wall Wall Weight DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 8. GLEVELAND ST. OCEANSIDE, GA. 92054 PH: ('760) 966-6355 GENERATOR ENCLOSURE WALLS h= 13.0ft L = 10.0 ft Wp = 137 psf SDs = 0.800 le = 1.00 Spectral Acceleration, Short Period Importance Factor (Seismic) Lateral Load For Wind Exposure Category C V:::; i 10.0 mph Basic Wind Speed Wind Force (ASCE 7-10 Sec. 29.4) qz = 0.00256 Kz K21 Kd V2 Kct:;: 0.85 . Directionality Factorfor Free Standing Wall (Table 26.6-1) Kzt = 1.00 • Topographic Factor (Sec. 26.8) K2 : Velocity Pressure Exposure Coefficient(Table 29.3-1) For Wind Exposure C and Table a= 9.5 Zg = 900 z = 13.0 ft (Exposed Height of Wall or Max Height, h) forz<15 for 15 < z ~ zg K2 :;: 2.01 (15/ Zg) l/cr Kz == 2.01 (z/Zg) l/11. Kz = 0.85 Q2 = 22.35 psf Fw = qz G Cf (psf) , wind force on other structures (29.5-1) G = 0.85 , Gust-effect factor (Sec 26.9.1) Cf: Force Coefficient of (Fig 29.4-1) B = 10.0 Horizontal Dimension of Wall h= 13.0 HeightofWall s = 13.0 Vertical Dimension of Wall Clearance Ratio, s/h = 1.00 Aspect Ratio, 8/s;;;;: 0.77 Therefore, using "Cf, CASE A & CASE 8" of table from figure 29.4-1 Cf = 1.40 jFw = 26.60 psf (UNFACTORED) Out-Of-Plane Sesimic Force {ASCE 7-10 Sec. 12.11.1) F = p 0.4 Sos IE wp 0.320 xWp = 43.84 psf 10%WP = 0.100 xWp :;: 13.70 psf IFP = 43.84 psf (UNFACTORED) SEISMIC GOVERNS (Controls) DL= 761., LL= 0.#, Ecc= O.in 1605.psf Description : [Criteria ENCLOSURE FREESTANDING WALL Retained Height Wall height above soil Slope Behind Wall ::: Height of Soil over Toe Water height over heel Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 1.17 ft 9.50ft 0.00: 1 14.00 in O.Oft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. [-~------------·---Surcharge Loads Surcharge Over Heel ::: 194.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Slidin & Overturning .. Axial. Load Applied to Stem ___ ___, Axial Dead Load Axial Live Load " Axial Load Eccentricity ::: 761.0 lbs 0.0 lbs 0.0 in L:J D=-=e:.::s""igc.:.n-=S~umc:.:.m=ary,.__ ______ _] Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.40 OK 2.23 OK 3,364 lbs 10.23 in Soil Pressure @ Toe 1 ,605 psf OK Soil Pressure@ Heel 0 psf OK Allowable = 1 ,995 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,926 psf ACI Factored @ Heel 0 psf Footing Shear@ Toe 14.7 psi OK Footing Shear@ Heel = 8.8 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 703.4lbs less 100% Passive Force 726.0 lbs less 100% Friction Force 84tUI!bs Added Force Req'd 0.0 lbs OK .... for 1.5 : 1 Stability 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 f Soil Data ·--~-----· Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe = 45.0 psf/ft 30.0 psflft 300.0 psf/ft 110.00 pcf 110.00pcf 0.250 Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure 12.00 in Calculations per ACI318-11, ACI530·11, IIBC 2012, CBC 2013, ASCE 7·10 J Lateral Load Applied to Stem Lateral Load I Adjacent Footing L __ o_ad ______ =:} ... Height lo Top ... Height to Bottom 43.8 plf 10.67 ft O.OOft Wind on Exposed Stem 0.0 psf l Stem Construction Top Stem SlemOK Design Height Above Ftg ft == 0.00 Wall Material Above 'Hl' Masonry Thickness in= 8.00 Rebar Size # 5 Rebar Spacing in= 16.00 Rebar Placed at Center Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Fooling Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio = O.Oft 0.300 Design Data ---~---·~~------------ fb/FB +fa/Fa o.sos Total Force @ Section lbs = 632.3 Moment.. .. Actual ft-l = 2,588.4 Momeni.. ... AIIowab!e ft-1 = 3,446.5 Shear. .... Actual psi= 14.1 Shear ..... Ailowable psi= 69.7 Wall Weight psf = 84.0 Rebar Depth 'd' in= 3.75 Lap splice if above in= 45.00 Lap splice if below in= 7.00 Hook embed into footing in= 7.00 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting Yes Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 21.48 1000 in= 7.60 3 = LRFD Description : lf~~ting Dimensions & Strengths __j I Footing Design Results Toe Width = 1.92 ft --lQL __!:!g&_ Heel Width --~ Total Footing Width 4.50 Footing Thickness 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 2.00 ft rc = 2,500 psi Footing Concrete Density Min. As% Cover@ Top 2.00 Fy = 60,000 psi 150.00 pcf 0.0018 @ Blm.= 3.00 in Factored Pressure 1,926 Mu': Upward 3,486 Mu' : Downward 822 Mu: Design 2,664 Actua11-Way Shear 14.66 Allow 1-Way Shear 75.00 Toe Reinforcing # 5 @ 16.00 in Heel Reinforcing == # 5@ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined ,-::-------i Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... force Distance Moment Item lbs ft ft-lb 131.4 0.81 105.9 Soil Over Heel = 191.8 1.21 231.8 Sloped Soil Over Heel -87.6 0.81 -70.6 Surcharge Over Heel Adjacent Footing Load 0 psf 0 ft-lb 1,496 ft-ib 1,496 ft-lb 8.81 psi 75.00 psi = Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem 467.8 6.59 Load @ Stem Above Soil Total 703.4 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.40 3,364.4 lbs 3,080.3 3,347.4 * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth@ Stem Transitions Footing Weight Key Weight :: Vert. Component = ~ ..... RESISTING ..... Force Distance Moment lbs ft ft-lb 246.0 3.54 871.1 371.8 3.54 1,316.5 761.0 2.25 '1,712.0 245.9 0.96 235.6 896.0 2.25 :2,015.8 843.6 2.25 '1,897.9 2.00 --·---Total= 3,364.4 lbs R.M. = 8,049.0 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 1'-2" #S@16.in @Toe . /#S@ 16.in o/c ~ 8.1nMasw ~ SolldGmut I I I I I I I I I ~~-2" ~~.~:::-~---......... =~~=;. r ' ~ '3" -· A 2'-7'' ..... Designer select 1'-11" .......,. -· - · reinf ~ #5@16.in all honz. . @Heel ~ 4'-6" 9'-6" 10'-8" -I 1'-2" I 1'-3" ' DL= 761., LL= 0.#, Ecc= O.in Pp= 1687.5# 1360.# 1948.9psf Description : ENCLOSURE RETAINING WALL Retained Height Wall height above soil Slope Behind Wall ;: Height of Soil over Toe Water height over heel Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 3.50 ft 9.83 ft 0.00:1 24.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. /L_S_u_rc_h_ar=ge_L_o __ a_ds _______ J Surcharge Over Heel = 194.0 psf Used To Resist Sliding & Overturning Surcharge OverT oe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 761.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in -·-----, I Design Summary -·--~-------j Wall Stability Ratios Overturning Sliding Total Bearing Load .. .resultant ecc. :: 4.83 OK 2.02 OK 8,527 lbs 17.52 in Soil Pressure @ Toe 1,950 psf OK Soil Pressure@ Heel 0 psf OK Allowable = 1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,340 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 0.0 psi OK Footing Shear@ Heel 44.4 psi OK Allowable 75.0 psi Sliding Cales {Vertical Component NOT Used) Lateral Sliding Force 1,360.0 lbs less 100% Passive Force -• 1,687.5 lbs less 50 % Friction Force -• 1 ,06fHllbs Added Force Req'd 0.0 lbs OK ... Jar 1.5: 1 Stability 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 [Soil Data Allow Soil Bearing 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel 45.0 psf/ft 30.0 psf/ft 300.0 psffft 110.00 pcf 110.00 pcf 0.250 Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure 12.00 in Calculations per ACI 318·11, ACI530·11, IBC 2012, CBC 2013, )\SCE 7·10 [ Lateral Load Applied to Stem Lateral Load 1_1 A_d-=-ja_c_en_t_F_o_ot_in_,gc_L_o_ad _____ ~ ... Height to Top ... Height to Bottom 43.8 plf 13.33 ~ 0.00 ft Wind on Exposed Stem 0.0 psf I Stem Construction J Top Stem Design Height Above Ftg Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment. ... Actual MomenL .. AIIowable Shear ..... Actual Shear .. ., .Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing ;: in= in= lbs = ft-1;:; ft-1 = psi= psi= psf = in= in= in= in= Stem OK 4.67 Masonry 8.00 # 5 16.00 Center 0.510 379.7 1,643.9 3,446.5 8.4 69.7 84.0 3.75 45.00 45.00 45.00 Masonry Data ---·---rm psi= 1,500 Fy psi= Solid Grouting Modular Ratio 'n' ShortT erm Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = in= 60,000 Yes 21.48 1.000 7.60 3 LRFD Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Disl 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Stem OK 0.00 Masonry 10.00 # 5 16.00 Edge 0.773 1,373.8 5,123.2 7,108.3 15.8 69.7 104.0 7.25 45.00 7.00 7.00 1,500 60,000 Yes Yes 21.48 1.000 9.60 O.Oft 0.300 I Cantilevered Retaining Wall l!ffli!JijMANM,f.t!FMI '" Description : ENCLOSURE RETAINING WALL File-U:\llgabilan\shared\Booth & Suarez (Hisrone)\Verizon-Cassia\calcula!ions\cassia.ec6 ENERCALC,INC.1983-2015, Build:6.15.4.10, Ver:6.15A10 WIM!t34•~1§=-M•IIJ~I~Ef.1J!lelJjl~tAii31lf)fjiDJ(fi'!#¢[e [FOoting Dimensions & Strengths [FO"oting Design Res_ul_ts __ ·_·~_-_--_-__j- Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc "' 2,500 psi Footing Concrete Density 0.00 ft 8 Z5. "' 8.75 18.00 in ::: 0.00 in ::: 0.00 in = 2.00ft Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actuai1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ...lQL = 2,340 0 0 0 0.00 0.00 = # 6@ 16.00 in = #6@ 16.00 in = None Spec'd ...J:I.ggL 0 psf 0 ft-lb 0 ft-lb 8,197 fl-lb 44.37 psi 75.00 psi Min. As% Cover@ Top 2.00 Fy = 60,000 psi 150.00pcf 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 7.25 in, #5@ 11.25 in, #6@ 16.00 in, #7@ 21.75 in, #8@ 28.50 in, #9@ 36 Key: No key defined [ Summary_ of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load - Added Lateral Load Load @ Stem Above Soil Total Resisting/Overturning Ratio Force Distance Moment Jbs ft ft-!b 562.5 1.67 937.5 396.8 2.50 992.0 -183.8 1.17 -214.4 584.4 8.17 4,771.5 1,360.0 O.T.M. = 6,486.7 Vertical Loads used for Soil Pressure = 4.83 8,526.6 lbs __________ _] Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions Footing Weight Key Weight ::: ::: • .... RESISTING ••.•• Force lbs 3,047.9 1,535.8 761.0 1,213.1 1,968.8 Distance ft 4.79 4.79 0.42 0.37 4.38 2.00 Vert. Component _= ____ _ Moment ft-lb 14,604.6 7,359.2 3'17.1 444.8 8,1513.3 Total= 8,526.6 lbs R.M. = 31,:339.0 *Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure calculation. Designer select #6@16.in all horiz. reinf . ....c~ @Heel 8'-9" 8'-9" XX-"="""" ___ _.... 2" T • l 8'-8" 9'-10" 13'-4" I I 4'-8" 3'-6" I ! 1'-6" ' DUNN SAVOIE lNG. STRUGTURAL E:N131NEERING 908 5. CLEVELAND ST. OGEANSIDE, CA. 9.2054 PH: ('760) 966-6855 ELEMENT CRITERIA VERIZON WIRELESS 'RBS-6102' EQUIPMENT WEIGHT wp = DIMENSIONS: LENGTH L = WIDTH (anchor spacing} w = HEIGHT H = EQUIPMENT ELEVATION z = ROOF ELEVATION h = SEISMIC CRITERIA SEISMIC DESIGN CATEGORY = SPECTRAL ACCELERATION, SHORT PERIOD Sos = IMPORTANCE FACTOR lp = COMPONENT AMPLIFICATION FACTOR ao = COMPONENT RESPONSE MODIF. FACTOR Rp = 1984 51 19.5 77 0.0 0.0 D 0.8 1.25 1 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: (13.3-1\ (LRFD) lbs in in in ft ft (ASD) FP = 0.4apSos (1 + 2(z/h)) Wp = 0.300 Wp = 0.214 Wp (Rpflp) Lower Limit: (13.3-3) F = 0.3* S05 lp Wp = 0.300 Wp= 0.214 Wp p UgQer Limit: (13.3-2) Fp= 1.6* Sos lp Wp = 1.600 Wp = 1.143 Wp Therefore, Fp= 0.300 Wp (LRFD) = 595 lbs F0 = 0.214 Wp (ASD) = 425 lbs ELEMENT ANCHORAGE LRFD OVERTURNING: OM= Fp. H/2 = 1909 lb-ft RM= (0.9-0.2S05)*W p'W/2 = 1193 lb-ft NET M = OM-RM = 716 lb-ft ThereforeT = 441 lbs per side SHEAR: No. of bolts = 4 V= FP I No. of bolts = 149 lbs USE: 1/2" SS Hll Tl KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED DUNN SAVOIE lNG. STRUCTURAL ENGINEERING ..:::..;:=.~::.:_---~!.---------=-:--:-::----i 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: ('760) 966-6355 ELEMENT CRIJERIA VERIZON WIRELESS "COMSCOPE" 'BAT -RBA84 EQUIPMENT WEIGHT wp ;:: 4750 DIMENSIONS: LENGTH L ;:: 36 WIDTH (anchor spacing) w ;:: 24 HEIGHT H = 84 EQUIPMENT ELEVATION z ;:: 0.0 ROOF ELEVATION h = 0.0 SEISMIC CRITERIA SEISMIC DESIGN CATEGORY ;:: D SPECTRAL ACCELERATION, SHORT PERIOD Sos = 0.8 IMPORTANCE FACTOR lp = 1.25 COMPONENT AMPLIFICATION FACTOR ap = 1 COMPONENT RESPONSE MODIF. FACTOR Rp = 2.5 Design Seismic Load per 20121nternational Building Code and ASCE 7-10 Design Lateral Force: 113.3-11 (LRFD) lbs in in in ft ft (ASD) FP = 0.4apSos (1 + 2(z/h)) Wp = 0.300 Wp = 0.214 Wp (Rpflp) Lower Limit: {13.3-31 Fp= UQQer Limit: (13.3-2) Fp= Therefore, Fp = 0.300 Wp Fp= 0.214 Wp ELEMENT ANCHORAGE LRFD OVERTURNING: OM= Fp.H/2 RM = (0.9-0.2S05)*Wp.W/2 NET M = OM-RM ThereforeT SHEAR: No. of bolts = V = FP I No. of bolls = 0 .3* S0s IP wP = 1.6* S0s lp Wp = (LRFD) (ASD) = = = = 4 = 1425 = 1018 4988 lb-ft 3515 lb-ft 1473 lb-ft 736 lbs 356 Jbs 0.300 Wp= 0.214 1.600 Wp = 1.143 lbs lbs per side USE: 1/2" SS HIL Tl KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED Wp Wp DUNN SAVOIE INC. STRUCTURAL ENGINEERING ...::.;.,;=.;...;.:.:::.;_ __ ___:~-----------,-----J 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: ('760) 966-63 55 ELEMENT CRITERIA 10 Kw DC EMERGENCY GENERATOR EQUIPMENT WEIGHT wp = DIMENSIONS: LENGTH L = WIDTH (anchor spacing) w = HEIGHT H = EQUIPMENT ELEVATION z = ROOF ELEVATION h = SEISMIC CRITERIA SEISMIC DESIGN CATEGORY = SPECTRAL ACCELERATION, SHORT PERIOD Sos = IMPORTANCE FACTOR lp = COMPONENT AMPLIFICATION FACTOR ap = COMPONENT RESPONSE MODIF. FACTOR Rp = 1413 32.5 31 42.5 0.0 0.0 D 0.8 1.25 1 2.5 Design Seismic Load per 20121nternational Building Code and ASCE 7-10 Design Lateral Force: (13.3-1) (LRFD) lbs in in in ft ft (ASD) FP = 0.4ap Sos (1 + 2(z/h)) wP = 0.300 Wp = 0.214 Wp (RJip) Lower Limit: (13.3-3) Fp = 0 .3* S0s lp wP = 0.300 Wp = 0.214 Wp UQger Limit: {13.3-2) Fp = 1 .6* Sos lp wP = 1.600 Wp = 1.143 Wp Therefore, Fp= 0.300 Wp (LRFD) = 424 lbs Fp= 0.214 Wp (ASD) = 303 lbs ELEMENT ANCHORAGE LRFD OVERTURNING: OM= Fp. H/2 = 751 lb-ft RM= (0.9-0.2S05)*Wp.W/2 = 1351 lb-ft NETM= OM-RM = <0 lb-ft ThereforeT = 0 lbs per side SHEAR: No. of bolts = 4 V= F P I No. of bolts = 106 lbs USE: 1/2" SS HIL Tl KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED /( www.hilti.us Company: Profis Anchor 2.5.2 Specifier: Address: Phone I Fax: E-Mail: Dunn Savoie, Inc. HG 908 S. Cleveland Street 760966635517609666360 Page: Project: Verizon-Cassia Sub-Project I Pos. No.: Dale: 5/8/2015 Specifier's comments: Comscope "RBA84" loads, critical of load of all equipments 11nput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ • SS 316 1/2 (3 1/4) hef,act = 3.250 in., hnom = 3.625 in. AISI 316 ESR-1917 5/1/201315/1/2015 Design method ACI318-11/ Mech. eb = 0.000 in. (no stand-off); t = 0.250 in. lx x ly x t = 39.400 in. x 36.100 in. x 0.250 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condi!ion B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement > No. 4 bar Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) z: ----~-----·-·--------· !nput data and resu!ts must be checked for agreemanl with tne existing conditions and for plausibility! PROF IS Anchor (c) 2003-2009 Hill! AG. FL-9494 Schaan Hilu IS a registered Trademark of Hilt! AG, Schaan www.hilti.us Company: Specifier: Dunn Savoie, Inc. HG Page: Project: Profis Anchor :2.5.2 2 Verizon-Cassia Address: 908 S. Cleveland Street 760966635517609666360 Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Concrete edge failure in direction y+ Combined tension and shear loads 0.193 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 673 3487 1425 8319 ~ r; 0.171 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/8/2015 Utilization tiN I (}v [%] Status 20 f-OK -/18 OK Utilization ~.v [%] Status 12 OK • Any and all information and data contained in the Software concern solely !he use of Hilli products and are based on the principles, formulas .and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correcfness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-dale version of the Software in each case by carrying out manual updates via the Hilti Website. Hifti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agraemenl w1lh the ex1sling cond1tions and for plaus!bllityl PROFIS Anchor (c) 2003-2009 Hilli AG, FL-9494 Schaan Hilli 1s a registered Trademar1< of Hill1 AG. Schaan 0 -D G INDIGO • TORO INTERNATIONAL GEOTECHNICAL INVESTIGATION for VERIZON EQUIPMENT ENCLOSURE CASSIA 2020 CASSIA ROAD CARLSBAD, CALIFORNIA Prepared For: BOOTH & SUAREZ P. 0. BOX 4651 CARLSBAD, CA 92018 Prepared By: TOROINTERNATIONAL 6INDIGO IRVINE, CA 92618 (949) 559-1582 February 18, 2015 IRVINE, CA 9261 B • TEL. (949) 559-1582 GEOTECHNICAL ENG!NEE'RING • FAX. (949) 559-1583 rot~~r·~;~~ 0 -D TORO INTERNATIONAL February 18, 2015 Booth & Suarez P. 0. Box 4651 Carlsbad, California 92018 Attention: Mr. Robert Suarez GEOTECHNICAL ENGINEERING TI Project No. 13-109.52 Subject: Geotechnical Investigation for Proposed Verizon Equipment Enclosure, Cassia Site, 2020 Cassia Road, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed Verizon Equipment Enclosure, Cassia Site, located at 2020 Cassia Road, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed V erizon Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed Verizon Equipment Enclosure provided our geotechnical recommendations presented in this report are implemented. If you have any questions, please let us know. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL Hantoro Walujono, GE 2164 Principal 6 INDIGO • IRVINE, CA 92618 • TEL. (949) 559-1582 • FAX. (949) 5!)9-1583 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 1 1.1 General ..................................................................................................................... l 1.2 Proposed Development ............................................................................................ 1 1.3 Site Description ........................................................................................................ ! 1.4 Scope of Work ......................................................................................................... 3 2.0 FIELD EXPLORATION AND LABORATORY TESTING ............................................. .4 2.1 Field Exploration ..................................................................................................... 4 2.2 Laboratory Testing ................................................................................................... 4 3.0 SITE CONDITIONS ............................................................................................................ 6 3.1 Geology .................................................................................................................... 6 3.2 Groundwater ............................................................................................................ 6 3.3 General Subsurface Conditions ............................................................................... 6 4.0 SEISMICITY ....................................................................................................................... 7 4.1 General ..................................................................................................................... 7 4.2 Ground Motion ........................................................................................................ 7 4.3 Seismic Design ......................................................................................................... 8 4.4 Liquefaction Potential .............................................................................................. 8 5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................................. 9 5.1 General ..................................................................................................................... 9 5.2 Overexcavations/Removals ..................................................................................... 9 5.3 Grading and Earthwork ............................................................................................ 9 5.4 Foundation Design Parameters .............................................................................. 10 5.5 Cement Type .......................................................................................................... 11 5.6 Geotechnical Observation and Testing .................................................................. 11 6.0 LIMITATIONS .................................................................................................................. l2 7.0 REFERENCES .................................................................................................................. 13 0 -TORO 0 INTERNATIONAL Section List of Figures Figure 1. Figure 2. List of Tables Table 1. TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Site Location Map .................................................................................................... 2 Boring Location Map ............................................................................................... 5 Summary of Fault Parameters .................................................................................. ? APPENDICES Appendix A -Field Exploration Appendix B -Laboratory Test Results Appendix C -Standard Guidelines for Grading Projects 0 -TORO 0 INTERNATIONAL 1.0 INTRODUCTION 1.1 General Cassia February 18,2015 Page: 1 This report presents the results of geotechnical investigation performed by Toro International (TI) for proposed Verizon Equipment Enclosure at Cassia Site, located at 2020 Cassia Road, Carlsbad, California. A Site Location Map is presented in Figure 1 showing the approximate location of the project site. The purpose of the geotechnical investigation is to provide geotechnical recommendations for construction of the V erizon Equipment Enclosure and its associated site preparation. Our geotechnical investigation was conducted based on plans issued for 100% Zoning Drawing Revision 5 (Sheets T-l,A-OthroughA-5 and C-1)prepared by Booth& Suarez and dated December 12, 2014. 1.2 Proposed Development Our understanding ofthe proposed construction is based on the above-mentioned plans. The area of the proposed equipment concrete slab-on-grade will be about 375 sqft. The thickness of the slab will be 6 inches. The estimated load from the equipment will be about 40 kips. 1.3 Site Description The proposed site for the Verizon facility will be located within an office complex, Cassia Professional Office Building, located at 2020 Cassia Road, Carlsbad, California. The proposed site is located in the landscape area in the southeast comer of the property. The proposed site is bounded to the north and south by parking lots, to the west by access driveway of the office complex, which in tum is bounded by the office building and to the east by a descending slope of more than 100 feet high with a maximum gradient of2: 1. The proposed site is a relatively flat area; however the overall site is a hilly area. 0 -TORO D INTERNATIONAl Page: 2 117°18'00" w 117°17'00" w 117° 16'00" w WGS84 117°15'00" W lNr1tJN ~ 120 TORO INTERNATIONAL Geotechnical Engineering SITE LOCATION MAP CASSIA PROJECT NO. 13-109.52 FIGURE 1 1.4 Scope of Work The scope of work for this geotechnical investigation consisted of the following: • Review of published reports and geologic maps pertinent to the site Cassia February 18, 2015 Page: 3 • Field exploration, consisting of drilling and logging one boring to a maximum depth of5 feet • Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils • Evaluation of the general site geology which could affect the proposed development • Evaluation of ground shaking potential resulting from seismic events occurring on significant faults in the area • Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the equipment enclosure, seismic analyses and site preparation for the proposed concrete slab-on-grade • Preparation of this report presenting our findings, conclusions, and recommendations. 0 -TORO D INTERNATIONAL 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration Cassia February 18,2015 Page:4 The subsurface conditions were explored by drilling one boring. The maximum depth of the boring is about 5 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the logs of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density, direct shear and sieve analyses. Moisture content and in-situ density test results are shown in the Borings Log in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. 0 -TORO D INTERNATIONAL Page: 5 CASSIA ROAD SITE PLAN KA~..E:; or .. ~"""" LEGEND TORO INTERNATIONAJL • B-1: Approximate Location of Boring No. B-1 BORING LOCATION MAP CASSIA PROJECT NO. 13·109.52 FIGUFilE 1 3.0 SITE CONDITIONS 3.1 Geology Cassia February 18,2015 Page: 6 The subject site is located approximately 322 feet above mean sea level. The site is located within the Eocene Marine (Rogers, 1992). The marine deposits are Tertiary in age and the thickness is probably more than several hundred feet. The marine deposits consist primarily of a mixture of clay and sand. 3.2 Groundwater Groundwater was not encountered during our field exploration. The maximum depth of the borehole is 5 feet below the ground surface. 3.3 General Subsurface Conditions In general, the site for the proposed development is underlain primarily by clayey sand. The clayey sand materials are classified as SC according to the Unified Soil Classification System (USCS). The moisture content for the encountered subsurface soil materials ranges from 12.7 to 13.8 percent with an average of about 13.2 percent. The predominant consistency of the encountered subsurface soils is medium dense for the coarse-grain soils and medium stiff for the fine-grain soils. 0 -TORO 0 INTERNATIONAL 4.1 General 4.0 SEISMICITY Cassia February 18,2015 Page: 7 Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC). The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Rose Canyon Fault, which is approximately 10.1 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. SUMMARY OF FAULT PARAMETERS Fault Name Rose Canyon Newport-Inglewood (Offshore) Coronado Bank Elsinore-Julian Elsinore-Temecula Elsinore-Glen Ivy Earthquake Valley Palos Verdes Approximate Distance (km) 10.1 15.5 35.1 37.8 37.8 59.3 64.6 64.9 0 -TORO Source Type (A,B,C) B B B A B B B B 0 INTERNATIONAL Maximum Magnitude (Mw) 6.9 6.9 7.4 7.1 6.8 6.8 6.5 7.1 Slip Rate Fault Type (mm/yr) (SS,DS,BT) 1.50 ss 1.50 ss 3.00 ss 5.00 ss 5.00 ss 5.00 ss 2.00 ss 3.00 ss 4.3 Seismic Design The 2013 CBC seismic zone for use in the seismic design formula is Site Class D. 4.4 Liquefaction Potential Cassia February 18,2015 Page: 8 The encountered subsurface soil consists predominantly of medium stiff sandy clay to medium dense clayey sand. Groundwater was not encountered during our drilling; however the depth of the borehole is about 5 feet below the ground surface. Therefore, based on the above-mentioned information, the subsurface soil at the subject site is not likely to liquefy during an earthquake. 0 -TORO D INTERNATIONAL 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Cassia February 18,2015 Page: 9 Based on the results of our geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for development of the proposed equipment enclosure provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations/Removals The upper 24 to 36 inches of subsurface soils may be disturbed and/or contains roots and organic. Therefore, we recommend that all deleterious materials are discarded off site and the upper 36 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused. The extent of the removal should be within the proposed concrete slab footprint and 3 feet beyond it, wherever is possible. The removal bottom and compacted fill should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the attached Standard Guidelines for Grading Projects (Appendix C), Appendix J ofCBC, and requirements of the regulatory agency. All special site preparation recommendations presented in the following paragraphs will supersede those in the attached Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. Prior to pouring concrete, the subgrade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface. 0 -TORO 0 INTERNATIONAL Cassia February 18,2015 Page: 10 Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in accordance with ASTM D-1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 3 inches in maximum dimension. Site Drainage. Foundation and slab performance depends greatly on how well runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils may be utilized for trench backfill provided they are free of organic materials and rocks over 3 inches in dimension. The backfill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D-1557. 5.4 Foundation Design Parameters Equipment Enclosure. The design allowable bearing capacity for the shallow foundation is 1,500 psfprovided the minimum footing depth is 12 inches and the minimum footing width is 12 inches. In addition, a minimum distance of 15 feet should be maintained between the edge of the footing and the face of the nearest descending slope. The design lateral equivalent fluid pressure is 300 pcf and the design coefficient of friction is 0.25. However, a 50 percent reduction of either the coefficient of friction or passive pressure should be taken ifboth passive pressures and coefficient of friction are combined for lateral resistance. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. 0 -TORO 0 INTERNATIONAL 5.5 Cement Type Cassia February 18, 2015 Page: 11 Based on the type of soils, Type V cement and water-cement ratio of 0.45 or less may be used for concrete in contact with the on-site soils. 5.6 Geotechnical Observation and Testing It is recommended that geotechnical observations and testings be performed by the geotechnical consultant at the following stages: • During all grading operations, including fill placement and soil removals, if any • Upon completion of footing bottom excavation and prior to pouring of concrete, if any • Upon completion of subgrade preparation and prior to pouring of concrete for slab • During backfilling of utility trenches • When any unusual conditions are encountered The geotechnical engineering firm providing geotechnical observation/testing shall assume the responsibility of Geotechnical Engineer of Record. 0 -TORO 0 INTERNATIONAL 6.0 LIMITATIONS Cassia February 18, 2015 Page: 12 This report is intended for the use of Booth & Suarez and its client Verizon for the proposed Verizon Equipment Enclosure at Cassia Site, located at 2020 Cassia Road, Carlsbad, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring location. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review (observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled. However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. Ifthis occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design element(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent ofToro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the contractor, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 -TORO D INTERNATIONAL 7.0 REFERENCES Cassia February 18, 2015 Page: 13 1. Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 2. California Building Code (CBC), 2013 3. Rogers, Thomas H., 1992, Geologic Map of California; Santa Ana Sheet; Scale 1:250,000. 0 -TORO D INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored by drilling one boring to a maximum depth of approximately 5 feet below the existing grade. The drilled borehole was located in the field by tape measurements from known landmarks. Its location as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the borings, classified the soil encountered, and obtained soil samples for laboratory testing. Relatively undisturbed soil samples were obtained by means of driving a 2.5-inch diameter sampler having a hammer weight and drop. Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. Note: The actual subsurface conditions at the exact location may be different from the subsurface conditions shown in the Boring Logs. The purpose of performing the borehole is for evaluating the subsurface materials in order to develop geotechnical parameters for the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during geotechnical exploration are different from the one used during actual construction. Therefore, for the purposes of drilling for the proposed caisson, contractor should evaluate the site conditions independently and make their own judgment as far as for determining the amount oftime to drill, how to drill, type of equipment needed including but not limited to drill rig and type of drill bit, employing groundwater dewatering, usage of casing, mud drilling, etc. and not rely on the information shown in the Boring Logs. TOROINTERNATIONAL Cassia 13-109.52 GEOTECHNICAL ENGINEERING Site Carrier 2020 Cassia Road, Carlsbad Verizon Hollow Stem Flight Auger Drive Weight Elevation (ft) 140 lbs <...., u ~ 0.. .:" ~ 0) c. iii c c. 108.6 ?F. ~" rFJ 0 ~ rFJ ~ ;:i 13.8 CL 12.7 sc 13.1 sc 13.2 sc 322 HW (Assumed) GEOTECHNICAL DESCRIPTION MARINE(?) @ 1": Brown fine sandy clay, moist, medium stiff @ 2'-5': Light brown fine clayey sand, damp to moist, medium dense Depth: 5 feet Groundwater Encountered BORING NO. B-1 Sheet 1 of 1 APPENDIX B -LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216-90. The results of moisture content and dry density are presented in the Boring Logs. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in Figure B-1. Direct Shear Direct shear strength tests were performed on a representative sample of the on-site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in/min. The test results are presented in Figure B-2 for the peak and ultimate conditions. - 11 11 If\ I I 'I I II I 100 I I I I i I II I 1\ i~ I I :1 . 90 I ]\~ I 'I I \ 80 I I II I I l I 70 I I ~ I ! -r. I I I Cl I I' I II I 60 ·a; I 3: >- I .c I I Cl \ II I 50 s:::: "iii Ul Cll II a. I - II s:::: 40 Cl) I I ill[ I tJ .. Cl) a. i I ~-, -nil 30 I i I I Ill, 20 I I I I 10 i I II 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Boring No. Sample No. Sample Depth Percent Passing (ft) No. 200 Sieve Soil Type B-1 S-2 3 23.3 sc TORO INTERNATIONAL GRAIN SIZE DISTRIBUTION CURVE ASTM 0422 Project Name: Cassia Project No.: 13-109.52 Figure: Ei-1 5000 4000 C' .9: 3000 (/) (/) w I 0:: 1-i (/) I ~~ 0:: <( w 2000 :::c ~-· (/) v 1000 /~· v~--i • I 0 0 1000 2000 3000 4000 5000 NORMAL STRESS (psf) I • Peak I • Relaxed Boring No. Sample Depth Friction Angle Cohesion Condition (ft) (degrees) (psf) B-1 1 27 300 Peak 27 200 Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST ASTM 03080 Project Name: Marron Road Project No.: 13-109.53 Fiaure: B- [ OFFICE USE ONLY/ RECORD!Dtf. / SAN DIEGO REGIONAL , HHMBP ft. /' HAZARDOUS MATERIALS QUESTIONNAIRE BPDAT~~ .~'--~----! Business Contact MYRNA ALLENDE Telephone# 949-286-7442 Zip Code State Zip Code CA 92618 Telephone# 949-286-7442 The following questions represent the facility's activities, NOT the specific project description. PART l: FIRE DEPARTl\llENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): 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 Pr~~ection Agency with juri~diction prior to plan su~mittal. b:) C1t,c Jl, tJal-J.lYie5 occupancy Rating: Facility's Square Footage (rncludtng proposed proJect): · V . 1. ~' . { 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 55 {)tl/ uJt::t! 2. _9mllressect Gases 6. Oxidizers 10. Cryogenics 14. · ther ealth Hazards .::;:r::FI.§l21mable/Combus~ 7. Pyrophorics 11. HighlyToxicorToxlcMaterials 15. NoneofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART ll: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH-HAZARDOUS MATERIALS DIVISION {HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Over! and Avenue, Suite 170, San Diego, Cfl. 92123. Call (858) 505-6700 prior to the issuance of a building permit FEES ARE REQUIRED. Project Completion Date: t=:. cted Date of Occupancy: 0 CaiARP Exempt I 1_ 2. 3. 4. 5. 6. 7. 8. YES NO .. (for w construction or remodeling projects) lit D Is your business listeqootne· reverse side of this form? (check aH 'that apply). g.,. flO Will your business diswose of Hazardous Substances or Medica! . aste in any amount? 4a Will your business stl\lre or handle Hazardous Substances in \ antities greater than or equal to 55 gal!ons, 500 Date Initials 0 CaiARP Required I 0 0 D 0 D pounds and/or 200 cu~ic feet? \, 12": Will your business stor~ or handle ~f1cibe1s/t4P}~ductive toxins\in any quantity? 'I Date l2( Will your business use~' n existing b'r'Tnstafl an undergro.und storag67 tank? v 0 CaiARP Complete !2f Will your business stor or handle Regulated Substances. (CaiARPl? 1 Initials lZJ Wi!f your business use rinstalf a Hazardo,us Was' ~';JKS tem (title 22, Article 10)? ! Date ·--'-ln..,..iti-.a-,.ls--Gr' Will your business stor~ petroleum-~~ ta!lks' · · Jmo/ with a total facility storage capacity equal to or greater than 1,320 g I~A~~~~~~~J:g.J,?;.,. m Smrage Act). 1 PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): If the answer to Question #i below is no or the answew to any of the Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building or demoiltion permit. 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. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES L D 2. D 3. 0 4. D 5. D NO .121': Has a survey been performed to determine the presence of Asbestos Containing Materials? Z 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 http://www.sdapcd.org/info/facts/permits.odf, and the list of typical equipment requiring an APCD permit on tile reverse side of this from. Contact APCD if you have any questions). 0 (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 California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). g"' Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 1Lf"" Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project / , • \ · ., wiRELEss TELECOMMUNICATioNs PROVIDER WIRELEss TELEcoMMUNICATIONs siTE 1 lvuu -.5;'/IJ Name of Owner or Authorized Agent Date FOR OFF! CAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _________________ -:----:--------------- BY: DATE: I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR OCCUPANCY COUNTY-HMO* APCD APCD COUNTY-HMO APCD )¥izardous Materials Business Plan. Other permitting requirements may still apply. fl.\lf-9!71 (03/14) County of San Diego-DEH-Kazardous Materials Division soG/"conner:te4 .... /f ELECTRIC UNDERGROUND METER & SERVICE LOCATION A ~Sempra Energy utility~ Customer Copy Notification #: 300000065800 Job#: I TB: 11 06-E6 Wanted Date: ON INSPECTION Date Prepared: 1 0/28/2015 Customer Type: Resldential(1-2 Units) Service Type: UG REWIRE (NO TRENCHING) Project Title: BARBARA JOHNSON {SOT) SOLAR Project Address: 149 WALNUT AVE lProject City: CARLSBAD Additional Address Info: Customer POC: Christina Ruiz Customer Phone #: 951 265 9892 SDGE Contact: Service Coordinator Contact Info: TIM SHERLOCK,760-476·5619 0 Traffic Control Permit Required 0 SDG&E Application Required-Call: 1-800-411-7343 ~ Excavation/Encroachment Permits Required By: Municipal Inspection required By: CITY OF CARLSBAD J Temp Service Charge due on First Bill $ 0.00 SERVICE ATTACHMENT POINT AND/OR METER LOCATION: Install new 200_ amp meter panel at existing location over existing conduit and service co~rs. Joint meet required prior to start up construction. -:f eA-7}1 -~lltec.J-f/cu,~ 760,-'17?-)C:Lf Station ID #: AG1-58 I Structure #: P26225 I Joint Trench With: Handhole Installed By: j_ Hand hole Lid Shall Read: Standards Page: Ladder Arms: Stop Trench: from Pole Riser Quad: Bend Installed By: Bend Type: Bend Info: Conduit Installed By: Conduit Size: Service Panel Rating: 200 Number/Size of Main Switch: I Voltage: 120/240 #ofWires: 3 I Phase: 1 Utilities Maximum Contribution to Fault Current: 10000 Metering: Self-Contained Meter Clips: 4 Meter height --4'0" min. (3'0" min. for multiple installation) --6'3" max. From finish grade to centerline of meter base. Meters are required to be readily accessible 24 hours per day. Meters must be located in a safe area free of any potentially hazardous or dangerous condition. Provide 3-ft. x 3-ft. clear and level working space in front of meter. Where meter room is proposed, contact the planner at the nearest SDG&E office. Meter bases and meter service disconnects must be located at or immediately adjacent to each other and be Identified with address and unit number. PROCEDURE FOR INSTALLATION 1. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES. 2. Phone Service Coordinator at 760-476-5619 for the following: -3 Working days prior to trenching to arrange pre-meet with inspector and initiate trenching process. -After excavation of trench, installation of conduit and service entrance equipment at meter location, CALL FOR INSPECTION. Do not cover conduit without inspector's written approval to backfill. ·When trench is backfilled and compacted, CALL FOR INSPECTION. -If service entrance equipment is installed after backfill, CALL FOR INSPECTION OF THE EQUIPMENT. 3. Meter cannot be set until inspector has approved installation, including service equipment, and receipt of city/county/state insp,ection Additional Information: 0 Right of Way Required Assessor's Parcel Number: To minimize the electrical outage, you are advised to schedule a morning disconnect with an afternoon reconnect. There is no charge for this service. Before you change out your meter consider (1) SDG&E needs advance notice to schedule a crew and (2) SDG&E will not reconnect the service without municipal approval on the new panel. Please contact the City/County regarding permits and inspections. City/County inspection should be received prior to 2:00 p.m. on the same day as the disconnection of service to allow the SDG&E crew enough time for reconnection of the service on the same day. If SDG&E encounters hazardous or toxic material while performing construction of your project, SDG&E will halt work immediately and it will be your responsibility to remove and or clean up all hazardous or toxic material prior to SDG&E continuing construction. SDG&E shall have no liability or obligation whatsoever to cleanup, remove or remediate any hazardous or toxic materials discovered during the course of construction unless it is through negligence of SDG&E. Customer-owned facilities to receive gas service are subject to all applicable local and state of California inspection authority requirements. Building address and/or houseline must be permanently identified prior to meter set. Information on this sheet is void after six (6} mo1nths. Keep this notice with buDding permit. I Planned By: Lois Higgins ~·---------------1Phone#:7604765613 ,aml':l8eiitV rs $vaila.t?IEI for tapping into existing e.lectrlcal city approval.and submit switchboard drawings for approval. graqe to CE~nterline of meter base. IIJieters are required to qfany potentiall}l hazardous or dangerous col'ldition. · . pt>sed~. c:ontac~ the planner at the nearest SDG&E djaOEint to eaCh other and be identified with address City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-19-2015 Plan Check Revision Permit No:PCR15113 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2020 CASSIA RD CBAD PCR 2150210200 Status: Lot#: 0 Applied: Valuation: $0.00 CB151326 Construction Type: NEW Entered By: Reference #: PC#: Project Title: Applicant: RANDY DICKAMORE STE 102 VERIZON-REVISIONS TO SHEAR WALLS 325 CARSLBAD VILALGE DR CARSLBAD CA 92008 760-434-84 7 4 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Plan Approved: Issued: Inspect Area: Owner: AMHERST PROPERTIES INC 2710 LOKER AVE W #100 CARLSBAD CA 92010 $200.00 $0.00 $0.00 Total Fees: $200.00 Total Payments To Date: $200.00 Balance Due: FINAL APPROVAL Inspector: Date: Clearance: ISSUED 11/06/2015 LSM 11/19/2015 11/19/2015 $0.00 NanCE: Please take NO"TlCE that approval of your project indudes the "lrrposition'' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this perrrit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required information Vvith the aty Manager for processing in aanrdance Vvith Carlsbad Munidpal Code Section 3.32.030. Failure to timely follow that procedure Vvill bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTl-iER N011FIED that your right to protest the spedfied fees/exactions DOES NOT .APPLY to water and sev~er ronnection fees and capadty changes, nor planning, zoning, grading or other sinilar application processing or service fees in ronnection Vvith this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a N011CE sinilar to this or as to which the statute of linitations has oreviouslv otherVvise exoired. f (_City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. feR. I '51 \ 3 Original Plan Checl< No. ~/!>IS -/J~{p Project Address 2iJZO Ca0Slt<.-!loo.cl Contact Rflnf:J {);c/tittfll)(t; Email Y'dtd{utJWree,_.,hoofh .5Uatt:};.C();~, tbc.k:eewMhsuartl· eom Contact Address J;}5 ~rlc5 bad-VdltlSJe. Or~ #o;;. General Scope of Work Fttltl Ckt~~ /Jtlkt-~ Date Fax City &trlsbatt Original plans pretfared by an architect or engineer, revisions must be signed & stamped by tha1t person. 1 . Elements revised: [2j"'Ptans D Calculations D Soils D Energy D Other 2. 3. ,4. Describe revisions in detail List page(s) where List rev1ised sheets each revision is that replace shown existinq sheets Cuitfed 110k If 11 .fl£v1.:t.-d Shear pane} ~t-hedq k ti-added IJofe.-4-S II r ,.J/wf wooci xrew.s CWJ ht used un Ut-tu e/ {!;Jmtr~~n ~,.~~.fur shear .... ) ~1d al/odltt~e;Jf ~waU.fhimr;;(added flew fJ65/t.ear walk .,ad/led nok JJ tiP "-5how nt0 Shettr waJ/s on Ubby {1 ... /p fi-{p Cti'l•~ fl/1411 ded nofes ~&Jol. adclecl f/euJ 5/eav ~aii~-Jo Jvw_M"d~c 11-~ A--1 'if'ttm,·~ plan Uvd /} . .5h1JW Yt /~ettftbn o;-e-Jf..t drt~m doWtt,;JtJuJ.- {h--q ft.-q " adclect n~c,J 5Aet4r-WCIII t/o 5eehim c, o? added nofet> 4~-J. '-II fl:ev~Sul cfeftta J~1f 1() C!ttl I ()uJ.. A»hr,;y s11-e,. acl.cJed deftt/Js ()-I {}~J ' /:3/IJ:Jf?lf J 53 5. Does this revision, in any way, alter the exterior of the project? 0 Yes 6. Does this revision add ANY new floor area(s)? D Yes 7. Does this revision affect any fire related issues? 0 Yes ~No 8. Is this a complete set? 0 Yes j2(No £S'Signature 8MU r/Ja'tv-~ I 635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-27 I 9 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In CFartnersliip witli government for CBui{aing Safety DATE: 11/17/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1326 rev(PCR15113) PROJECT ADDRESS: 2020 Cassia Rd. SET: I PROJECT NAME: Verizon Wireless Cassia Revisions D foP'PLICANT )4'"JURIS. D PLAN REVIEWER D FILE [8] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: David Yao Enclosures: approved plan EsGil Corporation D GA D EJ D MB D PC 11/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 15-1326 rev(PCR15113) 11/17/2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad rev(PCR15113) PLAN CHECK NO.: 15-1326 PREPARED BY: David Yao BUILDING ADDRESS: 2020 Cassia Rd. BUILDING OCCUPANCY: BUILDING PORTION revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee ___ -~ Repeats * Based on hourly rate Comments: AREA Valuation (Sq. Ft.) Multiplier By Ordinance Complete Review D Other 0 Hourly EsGil Fee DATE: 11/17/2015 Reg. VALUE Mod. D Structural Only l--------i21 H rs. @ * $100.00 ($) $200.001 Sheet 1 of 1 macvalue.doc + l/r:.~rZol-1 CA5>.51 A i?LPG # 17-13?fo AI Towt:-~ Fov,.JPAT\.ol'-i PLI\N WI£ AR£ rJo Lot-fGER ADPti'-IG NEW ?3 5Hf-A-RPArJE:t.s To t;<.rsna-JG i3utt-l>tr-iG wAL-L> AT G.{Q.DWNE 9 JGRIPLI!-1E:£ ~CNCE GwNE-K: D<9E? t-'6T Pf-~ rT W'oR!<-'ro ~E-i:>or-J 1£ tt--l TENNf/-NT" sf/teE', lt+E:~£-fb~ wE.Al>.PE.D (J.) f-lew >HE-o::Jf?. WAL-L-S \AttiH 31/CLEA?-Ff.o-M ~K ISTit-lG \5-vfLt>oJG A b.JACE:~-JT To 6;2d>W#E: B cJ..GiCIPL.-luJ£ 1E WITH P.J SH.EAI< p~ ALSo J<.e'-lr>ti> SHtA-12 ?ft,..CEL SCtfei>uL-6 To CiiLL-ouT woo[) x12.ews IN 1-t Eu oF f<-J:\IIS!ot-1? To A FFELJ£D SH £eT5, CoM.MotJ #Alt..>_, A-7 D-7 A [) i) e-D f'JoT£ -# 17, ~\J(}> f; P S H fAR fAr-JEL .>CH 'fDuL-t?-+ t}D})E{J -No'?£ IHA1 ~ooP Sc:fl£-~S CA-N E.e-vsen rf-1 l--1 tu oF~~of'.l J.lltf'-S F&f!S.HENc~ (>ANEL A-TTACIJ~T ..f-WAu.., F~trJG, f)DPED NEw P3 5H84f!= WALL-S~ fi DP~b NoTE-tf~ b >f ji-Jow ·f.-few 5 f·H~fi/C-'W'fW o~J Lol?Ir>Y C£ruN.G pl-At-!. ADDE:P tJoT~.S d<61t-lf(u:,$1. ADPeD NEW 5H~Itf?.-WAU..S lo TowtR DCC~ FfZA-r-'\ltJ(, j>~ L-Ev fL P. 5Ho\of./ ?EtoC4Tl or-1 oF£)(. D/?/ttH li)owtJ>{17vT; A t>J>Ei> NEw >f'IEAR. WALL-iO SECTrot-1 c: 1-ADPEIJ NOTES Lf(,-J.Lf? (2..~'-lt.SEt> Df&TA lL !'J~ To 01-)Ll ~uT FooTteJG >rzs. APDe:r> PE-TAfL5 r~:~ 13~ f 13>5 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-09-2015 Plan Check Revision Permit No:PCR15130 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: RANDY DICKAMORE 760-434-84 7 4 Building Inspection Request Line (760) 602-2725 2020 CASSIA RD CBAD PCR Lot#: 0 Status: Applied: 2150210200 $0.00 Construction Type: NEW Entered By: CELL SITE REVISIONS: WINDOW REVISIONS Plan Approved: Issued: Inspect Area: Owner: AMHERST PROPERTIES INC 2710 LOKER AVE W #100 CARLSBAD CA 92010 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $120.00 $0.00 $0.00 Total Fees: $120.00 Total Payments To Date: $120.00 Balance Due: FINAL APPROVAL Inspector: Date: Clearance: ISSUED 11/24/2015 JMA 12/09/2015 12/09/2015 $0.00 NOTICE: Rease take N011CE that approval of your project indudes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this perrrit was issued to protest i!TlJOSition of these fees/exactions. If you protest them you rrust follow the protest procedures set forth in G:lvemrrent Code Section 66020(a), and file the protest and any other required information Vl1th the City M3nager for prooessing in acrordance wth Carlsbad Munidpal Code Section 3.32.030. Failure to tirrely follow that procedure V\111 bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER N011FIED that your right to protest the spedfied fees/exactions DOES NOT APPLY to water and S8\l\er oonnection fees and capadty changes, nor planning, zoning, grading or other sinilar application processing or service fees in oonnection Vl1th this prqect. NOR DOES IT APPLY to any fees/exactions of \1\hich vou have oreviouslv been oiven a NOTICE sirrilar to this or as to 'Aflich the statute of !irritations has PLeviousjy oth_erwise_exnired. PLAN CHECK REVISION APPLICATION B-15 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov C"~)J..j5-~/JJ' (! -~~-'-'---'""--~~"""---Original Plan Check No. -~IJ~ ___ v ___ _ --=------"-"'--~~~---:-'----"--~-------Date_,___//_. o_:::J-_j~· /_· s_·· ___ _ JZ(Plans 0 Calculations 0 Soils 0 Energy 0 Other ___________ _ 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existin sheets !+-~ 13 4-'-14 5. Does this revision, in any way, alter the exterior of the project? 0 Yes )L1No 6. Does this revision add ANY new floor area(s)? 0 Yes )d' No 7. Does this revision affect any fire related issues? D Yes [Z( No 8. Is this a complete set? 0 Yes )2!/No ~Signature ___________________________________________ _ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In CJ!artnersfiip witfi government for CBui(ding Safety DATE: 12/4/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-1326 rev#2(PCR15-130) SET: I PROJECT ADDRESS: 2020 Cassia Rd. PROJECT NAME: Verizon Wireless Cassia Revision D APPLICANT D JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: David Yao Enclosures: approved plan EsGil Corporation D GA D EJ D MB D PC 11/30 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 15-1326 rev#2(PCR15-130) 1~/4/2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad rev#2(PCR15-130) PLAN CHECK NO.: 15-1326 PREPARED BY: David Yao BUILDING ADDRESS: 2020 Cassia Rd. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance .,.. ~~----~---~---~-----~------~~-----~----~, ~~~ C_lle_c_I<F~~ !Jy_O_r_din~~---~j Type of Review: Complete Review 0 Repetitive Fee ~--.... J Repeats • Based on hourly rate Comments: D Other 0 Hourly EsGil fee DATE: 12/4/2015 Reg. VALUE ($) Mod. D Structural Only 11Hr.@ * ======$1=0=0=. o:o $1oo.ooj Sheet 1 of 1 macvalue.doc + PLANNING DIVISION BUILDING PLAN CHECK cITY 0 F APPROVAL CARLSBAD P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.f!.ov DATE: 11/25/2015 PROJECT NAME: Verizon Cassia PROJECT ID: MCUP 14-01 PLAN CHECK NO: PCR15130 SET#: 1 ADDRESS: 2020 Cassia Road APN: IZ! This plan check review is complete and has been APPROVED by the Planning Division. By: Jason Goff, Associate Planner A Final Inspection by the Planning Division is required IZJ Yes 0 No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: rdickamore@boothsuarez.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov [g] Jason Goff rjJ:>-760-602-4643 Jason.Goff@carlsbadca.gov Remarks: ENGINEERING 760-602-2750 760-602-2773 FIRE PREVENTION 760-602-4665 760-602-4664