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Home My WebLink About1846 MARRON RD; CS; CB150659; PermitCity of Carlsbad ' 1635 Faraday'Av Carlsbad, CA 92008 09-04-2015 Commercial/Industrial Permit Permit No: CB150659 Building Inspection Request Line (760) 602-2725 , , ,-.----_ Job Address: 1846 MARRON RD CBADSt: CS Permit Type: ' TI Sub Type: COMM Status: ISSUED Parcel No: 1563011600 ',Lot #: 0 . Applied: 03/02/2015., Valuation: $200000.00 Construction Type:. NEW ' Entered By: LSM Occupancy Group: ' Reference # •' Plan Approved: 09/04/2015 .. -' ' Issued: 09/04/2015 • Inspect Area Plan Cheäk #: Project Title: VERIZON-EQUIP RACKS TO GO IN ATTIC SPACE ON ROOF//12 ANTENNAS TO BE MNT INSIDE AN EXISTIN/EXTENDED TOWER//18 RRU,UNITS TO BE MOUNTED INSIDE NEW TOWER//4' MICROWAVE DISH INSIDE TOWER//NEW STANDBY 'GENERATOR IN A BLOCK WALL ENCLOSURE W/A CHAIN LINK LID. -' (GENERATOR ON GROUND) . , - . .5 •5• Applicant:. ' Owner: . , . • . ROBERT SUAREZ PKINORTH COUNTY PLAZA LP STE D 2 C/O KIMCO REALTY CORP 325 CARLSBAD VILLAGE DR ' 3333 NEW HYDE PARK RD #100 CARLSBAD CA 92008 ' NEW HYDE PARK NY 11042 760-434-8474 . . .• . . . S -. Building Permit . ' $979.06 Meter Size Add'l Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check . $685.34 'Meter Fee ' . $0.00 AddI Building Permit Fee , $0.00 SDCWA Fee $0.00 Plan Check Discount • $0.00 CFD Payoff Fee , . $0.00 Strong Motion Fee , ' . ' $56.00 PFF (3105540) . . . $0.00 Park Fee . S $0.00 PFF (4305540) ' . . S . $0.00 LFM Fee .5 ' '$0.00 License Tax (3104193) . . $0.00 • Bridge Fee . ' •' $0.00 License Tax (4304193) ' . • $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) ' . $0.00 BTD #3 Fee , $0.00 Traffic Impact Fee (4305541) $0.00 .Renewal Fee ' $0.00 PLUMBING TOTAL $0.00 AddI Renewal Fee $0.00 ELECTRICAL TOTAL . $99.00 Other Building Fee $0.00 MECHANICAL TOTAL $44.59 Pot. Water Con. Fee ' $0.00 Master Drainage Fee . $0.00 Meter Size . , ' . Sewer Fee . . • $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee , $0.00 Additional Fees ' $0.00 Green Bldg Stands (SB1473) Fee - $8.00 HMP Fee " ?? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk . ?? TOTAL PERMIT FEES , $1,871.99 Total Fees: $1,871.99 Total Payments To Date: $1,871.99 ' Balance Due: $0.00 ' FINAL Ar2Y/iarance: Inspector- NOTICE: Please take N0TCE th~ approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions.' '6u have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nbr planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has creviouslv otherwise expired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING [:]ENGINEERING [--]BUILDING OFIRE 0 HEALTH OHAZMAT!APCD I Building Permit Application City of 1635 Faraday Ave., Carlsbad, CA 92008 Cl l. j -. Ph: 760-602-2719 Fax: 760-602-8558 i r - email: building@carlsbadca.gov . - ' . www.carisbadca.gov - Plan Check No. -ô t Est. Value Plan Ck. Deposit 4b 3-f Date '3 1-J ' Iswppp I JOB ADDRESS/ 2/ Homo Koa 4 . SUITE##/UNIT9 IAPN '5( -3O I - - CT/PROJECT B -. 4 - LOT B PR4SE U U OF UNITS -. . U BEDROOMS ' U BATHROOMS - . TE BUSINESS NAME r, 'Vk7 W,'re (e5s CONSTR. TYPE 0CC. GROUP - DESCRIPTION OF WORK: fwd ve.ns et9. rc6 v - iY' i7.'aY 011pif' 'fr ;0 o n ?e, oL e, ri ri q b we, Y; Cl~ (/tT;;, J5 4yi vr ; 5kin i"l IV1 hnkWcL EXISTING USE . - P OPOSED USE - cII)m3rki GARAGE (F) PATIOS (SF1 - DECKS (SF), . FIREPLACE - YES D#. NO VI AIR CONDITIONING YESNO I FIRE SPRINKLERS. YESDNO ' APPLICANT NAME Primary Contact 1&&4,4 --JOY PROP ER,/fl &ttfl1j ADD5 .: - ADDR iq k sk ,'oo cry i) - J ATE .Zip C;1I , / . ZIP/Je L/ PHV ø I1)Lf FAX PHE/(/_,q_7,5 FAX -. - EMAIL EMAIL /,41 If m Wh&ek- DESI PR IF 107L~_U . CONTRACTOR B S.NAME fol Q - 49 -lime 0001) CITY ZIP Cl1 ATE Z - - EMAIL 0'4oc)5 - uáreie"baWtreot S T E LIC. U - twL/3/ STATE LIC.0 CLASS CITY BUS. LIC.0 ISec. 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)). f I e s' Compensation Declaration: I hereby affirm underpenalty of perjury one of the following declarations: ave 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. ave and will maintain workers' compensation, as required by SectioZQ0 of the Labor Code, for the performance of the work for which this pBonjj,is issued. My workers' compensation insuranceparrier and policy number are: Insurance Co.(')Cl* OYTLP ij fl'L)fl 4 Q. 11S, Policy No. (_..' Ci Expiration Date 7/11)10 ' . This section need not be completed if the permit is for one hundred dollars ($1100) or less. . -• - []Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure w em' Compensation coverage is unlawful, and shall subject an employer to criminal penalties and Civil fines up to one hundred thousand dollars (&100,000), In - addition to the cost of compensation, d s ptvided Section 3706 of the Labor code interest and attorney DATE R~ CONTRACTOR SIGNATURE ~&ENT I hereby affirm that lam exempt from Contractor's License Law for the following mason: [] 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, s 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 loan owner o - f property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law) F lam exempt under Section ______________Business and Professions Code for this reason: • - • -. - - - - I personally plan to provide the major labor and materials for construction of the proposed property improvement. Oves ONo I (have! have not) sighed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone/contractors' license number): . I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name/address! phone /contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ,.PROPERTY OWNER SIGNATURE []AGENT DATE I -' 3 - '-.. -- -.- •.. .5 - S. Fax (760) 602-8560, Email buiIding()CarIsbadca.qOv or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) - .). CONTACT NAME •' . . . - ' - - -- . - OCCUPANT NAME ADDRESS -v -- '- - - . . . BUILDING ADDRESS f-s . . . - . ' . . . -. - CITY - .- STATE . - -ZIP CITY STATE ' ZiP - - Carlsbad CA -' - PHONE - , FFAX , -. - - EMAIL. ... i. - - .s OCCUPANT'S BUS. LIC. No: DELIVERY OPTIONS -• . - .,. - - - .' ''PICKUP: CONTACT (Listed above) - j OCCUPANT (Listed above) . - • , . - . t CONTRACTOR (On Pg. i) . . * • - . . . . . . . S ., - MAIL TO: CONTACT (Listed above) . ,,OCCUPANT (Listed above) 'ASSOCIATED CB# - ' CONTRACTOR (on Pg. 1) NNO CHANGE IN USE/ NOCONSTRUCTION ' MAIL /FAX TOOTHER: - -. ------ . . • - - , . - . - - S -. - - ' • - -- - CHANGE OF USE/ NO CONSTRUCTION . -S 'APPLICANT S SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No • - - I Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ' Yes - .,No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - Cie a I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name , Lender's Address .2 I certify that l have read the application and state that the above information is conectànd that the Information on the plans Is accurate. I agree to comptywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purses. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGJNST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT, . OSHA- An OSHA permitis required forexcavations over 5'O' deep and demoltibn orconstnrction of structures over 3 stories in height. ' ' . S EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void ifthe building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit Is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). )APPLICANT S SIGNATURE AW 3', çf)J,,((,)L.) DATE 3, STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. . . . g i 2 t'a lCom m erc . Fl - .MTl&'j - '5 .-. ... 5•. • - S •, - _ ' ' : S - 1* 4 .5 ., • .- S , - .5 Inspection List REEVES RESIDENCE: Permit#: CB150569 Type: POOL - - 339 sf pool/spa Date Inspection Item Inspector Act Comments 06/15/2015 55 Fence/Pre-Pläster 'PD AP 06/15/2015 59 Final Pool PD AP 05/22/2015 51 Excav/Steel/Bonding/Fence PD AP 04/22/2015 23 Gas/Test/Repairs PD AP 04/22/2015 31 Underground/Conduit-Wirin PD AP 04/15/2015 51 Excav/Steel/Bonding/Fence PD AP - 04/07/2015 51 Excav/Steel/Bonding/Fence PD AP 0 - - - ) ..-. , Monday, April 18, 2016 - - , , Page 1 of 1 CARLSBAD INSPECTION RECORD Building Division INSPECTION RECORD CARD WITHAPPROVED PLANS MUST BE KEPT ON THE JOB El CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON Request Inspection" 7-7e0 DATE: 4 (/ 9i.i YMk. i,r(\ -k AkZ4 CB150659 1846 MARRON RD CS VERIZON-EQUIP RACKS TO GO IN ATTIC SPACE ON ROOF/I12 ANTENNAS TO BE MNT INSIDE AN EXISTIN/EXTENDED TOWER//18 RRU UNITS TO BE MOUNTED INSIDE NEW TOWER//4 MICROWAVE .DISH INSIDE TOWER//NEW STANDBY GENERATOR IN A BLOCK WALL ENCLOSURE W/A CHAIN LINK LID (GENERATOR ON GROUND) TI COMM TrøIi]. a (F "YES" IS CHECKED BELOW THAT DIVISION'S IF YOU HAVE ANY QUESTIONS PLEASE APPROVAL cALL THE APPLICABLE IS REQUIRED PRIOR TO REQUESTING DIVISIONS AT THE PHONE NUMBERS A FINAL BUILDING INSPECTION.. PROVIDED BELOW AF-1-EP ALL REQUIRED APPROVALS ARE SIGNED BRING IN A COPY OF THIS CARD TO 1635 OFF— FAX_TO 760 FARADAY AVE 602 8560 EMAIL TO BLDGINSPECTIONS@CARLSBADCA CARLSBAD CA 92008 BUILDING GOV OR INSPECTORS CAN BE REACHED AT 7b0-602-2700 BETWEEN 7:30 AM —8 00'AM THE DAY OF YOUR INSPECTION Required Prior to Requesting Building Final If Checked YES Date inspector N_-dt,_~ II Planning/ andscape L CM&I 760-944-8463 Allow 48 hours (Engineering Inspections) 760-438-3891 Call before 2 pm Fire Prevention 760-602-4660 Allow 48 hours Rtg Tvoe of InsDection Type of Inspection ;IJIU.]IIe I #11 FOUNDATION Date Inspector #31 0 ELECTRIC UNDERGROUND 0 UFER Date - Inspector #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASRY PRE GROUT #33 0 ELECTRIC SERVICE 0 TEMPORARY ROUT 0 WALL DRAINS 3/)5/zA/L ',.' #35 PHOTO VOLTAIC #10 TILT PANELS #39 FINAL #11 POUR STRIPS --- DERGROUND DUCTS & PIPING #11 COLUMN FOOTINGS #14 SUBFRAME 0 FLOOR 0 CEILING DUCT & PLENUM 0 REF. PIPING #15 ROOF SHEATHING 2. It 44, ,/ AT-AIRCOND.SYSTEMS ;#4 #13 EXT. SHEAR PANELS I AL #16 INSULATiON #18 EXTERIOR LATH .2/2 DERGROUND (1112,21,31) #17 INTERIOR LATH & DRYWALL I #82 DRYWALLEXT LATH, GAS TES (17,18,23) #51 POOL EXCA/ STEEL/ BOND/ FENCE #83 ROOF SHEAT1NG, EXT SHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar(14,24,34,44) #22 D SEWER &BL/CO DPL/CO Date. Inspector #89 FINAL OCCUPANCY (19,29,39,49) Date Inspector #21 UNDERGROUND OWASTEOWTR #24 TOPOUT OWASTE DWTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 0 GASTEST 0 GAS PIPING A/S UNDERGROUND FLUSH \ '\ #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL "N " F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/A FINAL #603 FOLLOW UPINSPECTION FIXED EXTINGUISHING SYSTEM ROUGH•IN. #605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OFVIOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDICAL GAS FINAL REV 10/2012 • SEE BACK FOR SPECIAL NOTES 4 jk .7' • I. - - - - - Al .... r '1 51 - . 2• '4,4 . -. S , . I. - - 7 , -- 5, t, 21 '.. . •I S ., S S A S . ,. - 5 . 5 . - - I, •' I . 1•. • F • .. .. , 1 ,55 ••' .. .. • -4' 1 - . • '21. 5._•• • - 4. .. 4_- -5 • . . . 4 5 ''.4 . S •• '-I I .. 7 77 77 5 5 • .. . - S • . ' . S S -..' 4 •• _ 1 . S 5 1. • S ',_ 5, • '1 - I. • ,. ,, S 4171tIi72MPLV:j;1(1Ltt(.J'pP A P P R 0 V E D 9E Q U .A,L I S E'NTER!R,ISES.I k' -r- ' -- - ''-' r - -- ..,C -' I .-;• - BURGE CORP.'. , P 4 •'• MARRO,N ROAD S T R U C T STEEL k 4.THISCERTIFIES THE ABOVE REFERENCED PROJECT HAS BEEN FABRICATED IN OUR SHOP ACCORDING TO THE FOLLOWING AISC MANUAL OF STEEL CONSTRUCTION (CURRENT EDITION) AWS D11 WELDING CODE (CURRENT EDITION) LOSANGELESCIT-Y APPROVED FABRICATOR5 PROCEDURES -: * - CALIFORNIA BUILDING CODE (CURRENT EDITION) r 'CA C51 #751548 4.4 L A CITY #1574 . PLANS AND SPECIFICATIONS BY T MOBILE DATED 06/19/15 STRUCTURAL STEEL 51- ,_4 PL S .4•. • 1, ,,- 4 .S,; * t 41 41 - ?•' . •- - .- .ç - - . 2, . •54 - '41 It - a , 4sp: ... . 4 4 S•• 4 . 45 _* - .14s .•• c - . •. . -. Date:03-28-16 1' .1 - - - 4. .'-•- - •-..'--:'---S'.-•:• ' ,' .4"--_-_----- '' I • '+ , - .• - ' . ' ,.z - * . I '' '" . V ,. 1 '' -. . . . .) S 1 •• . . ,. I. . ,, , . - .,•* '1 . ' I,. ,,_ . ... . . 5' -- -I • .1 , 4 - . . ., , ' 2 , - . - •4 . . . , l 's - ' •' .5 ,F , .. . . - (I - I , _. • , - . - ,-.' 2 - .. 7 • I - - L'' . S ' S 1 . . S . ,• . , ' 1. •. •, 5 •'• .- I.- '2 , - 2 ' - a..- . .. S• - 2 • * . 5 . _ -. - - .-• .4 I , . I . •, - .. ,• . '7 . '2 •., • 2 . - - . 4 .5 . - • - •- •' 4 . . 2•' • '• . . - 4 , , - I a •• 1 . •. .5 - , - S , . -I '5 •5 - . 4 - . S _5_• --'S 420 Compass Road • Ocesvmido •CA• 92054 PISI' Office iso)v4.Fox(7eo4s3-2144 NARBETH STRUCTURAL INSPECTION NO.FDA Authorized I 0 RORc' GONFTE ISTRUCt STASS8.LY J -RPFAY-APPUM RR'ROcPNG CBO 0 CO 0 THR- speow Inspector i Q RSWORCEDMASONRY O' FOUNaWlON '-' JOB , 0 46 BRONG PT NUN PLAN Fill JMBER OWNER OR PROJCT NAME ®ARcUTECT W 4W CONS-M. MAVt. (TYPE, ERACE. ErG.) ESGN b SOUFM ®I°. OF ® 0 "r DESGRtBE MATt. (MTX OE5GN. RE-BAR GRADE & WM WD-ROD. ETC3 rj-..GENBtALCONTRACT00 LI / CONTR.5PNG PORTEO WORK tAB. RECVNG &TTaIG CONSTR. urL SAMP.ES F© jp? DErARSD LOCATION Cf WORK TESTSA?.WLES1JI. WORK JTm JOB PROBLBIS PRO(S, IARKS, ETC. REPORT OF INCLUDES NPOWAMION ABOUT-AMOUNTS OF L PLACED OR WOW PR. MJ?..'T'rPE & ii NWS OF TIME INSPECTED TTSAMPI.ESWCEN, STJCI COtT1ONS (WEDS MADE. Nt SOMTORWEPCHECKOV. ETC. /14 '/Zei agg o A;: .r • ____ • i1 - d4. Si'd 3 °rr 3,2r7: £1 ,14tici $ L4O 2 __•___ '--- ,-. , 7;_• ,,- /,7;,' ' / ___ ____ 5 I,IQ 7;. _____ tn5, d92 T- ,Jr ;/' - THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBIUVTO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MV KNOW).9)GE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (nww p_4 WITH ThE SOIL INVES11GflON ABOOMMOMMIOW APPRONED PLANS, ___ spEClRCflONS AND APPUCABI.E SECTIONS OF ThE U.B.C. SUB.DING woE, UNLESS OnSE NOT.. DATE S1ED 1/ u/, CURCATE NO.__________ WHITE - NSJ CANAW - Co*zctu PINK - Bui$ng Official / 420 Compass Road • Oceamido •CA• 92054 NSI. Office (760) 277.04040Fax (760 453.2144 NARBETH STRUCTURAL INSPECTION fawNO. Authorized 0 RPNFORCED CONCFETE 0 S7RUC1 STEEL ASSEMBLY 0 SPFAYAMJr=D RREPROOPNG ACI'ICBO 0 PRE-STRESS8) CONCRETE 0RswoRcw GY4 4.aoThER 7' Speci inspector 0 MASONRY0 DEEP FOt4DA11ON JOB ADDRESS ' : BUB.DING PBIMITNUMSEP PLAN FILE NUMBER _ <—. 2 — CONSTR. PELGRADE.EC) I --,JDEMGM _01_ OCR1BE MA7/QADC bGJ.RE-9AR GRADE &MFGM WED-ROD .ETC.) AL COHTRACrOR CONM DOING REPORTED WORK LAB. REGBVTNO &TT4G cONSTh. wrL SAMPLES - _J,4 jérzoo i-/'c. - 3 it -nON!PECJ DATEE ARVAL nmr= DEPARTURE REPORT` OF WCARON CF WORK •tt.ieu, TESTSA1.ES11(B& WORK RE.TED, JOB PRO&BS FRO, 4ARKS. Em. WORK'tfWAWMN jM1'PE &OEM i.ios OF TIME INSPECTED TEST S_WCeI. SIRUCI_CONPflONS C4ELDS MADE. H_ BOLTS TORMM QE. ETC. /0 o'-7- ___ )4,j/t/ç J,7_ 111~24vvASI At 4' ri 4g.. ç Jt,wAr)_//e.-. 72 Al S _,r_#i~_ 22r77. ,614 '2ggø' THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBIUV"TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MV KNOV&9)GE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR cr co i'ya) it''4I 5t 714 sPEc1flCflONS AND APPUCASII SECTIONS OF THE U.B.C. SUR.OING CODE. SIGNA7URE_' WE aGNED// ',2o i/çcc 5Z0/ WHITE - NSI CANARY - Cntor PINK- BuJing Official TORO INTERNATIONAL TEL (949)559-1582 GEOTECHNICAL ENGINEERING FAX: (949) 559-1583 DAILY REPORT OF GRADING OBSERVATION JOB NO. CLIENT DAY 7' DATE LOCATION 'CITV / 6 M /d CC,..fr A WE6XHER PROJECT ENGINEER - GENERAL LOCATION OF FILL PURPOSE OF FILL! NATURE OF STRUCTURE MAX DENSITY STANDARD D 5 LAYER U OTHER (SEE FILE) GENERAIiONTRACTOR GRADING OR EARTHWORK CONTRACTOR TODAYS APPROX. YARDAGE GEN. CONTRACT6RS SUPT. GRADING CONTRACTORS SUPT. OR FOREMAN YARDAGE TO DATE SOURCE AND CLASSIFICATION OF FILL MATERIAL TECHNICIAN/TIME CHARGED/APPROVED BY VISITORS EQUIPMENT USED FOR HAULING. COMPACTION, WATERING, ETC. SPECIFIC LOCATION OF WORK PERFORMED c . / 04re-i've,141111 7 , t ,44ry r-c& ?3c',4 Verit-t,. I '7 GENERAL DESCRIPTION OF WORK PERFORMED ) V<riici 2L $i ti cAri, 1 6 c//w. -z fCc'coov) / cre ) L/? sL W ,- k- -k i-a-,-Y 7) /,s/ 7L ci ) c2T-I !' 6'>'? 'v C> el a 0,,n, • __ L-3 r4 FAILING TESTS, LIFT THICKNESS, OTHER REMAR*S / Exp:' * ADDITIONAL TESTS REQUIRED ONO U YES WHERE? ENOINEERINOFILE 0 WHITE FIELD FILE *YELLOW . JOE SUPERINTENDENT. PINK PAGE OF / 420 Compass Road • Oceanside •CA• 92054 PISI. Office (760) 277-0404s Fax (760 453-2144 NARBETH STRUCTURAL INSPECTION f5wNo_ . Authorized .4ELicBo SpecW Inspector 0 ReWORCM CMCFMTE gogZMUCC STEEL ASSEMY 0 SPFAV-AFPtJ) RR9'R00RNG 0 PESS) CONCRETE 0 RC 0 OT________ 0RBMTORM MASOMY DEEP FOUNMqM JOB AD 4 4Löa2A1 /(d frLI74f2 •0 3&ONG P9WTNUMB z9-is5. PLAN FILE t'ØJMBER OWNEB / '. I /7 /441I,Q44' ,*2 RCW1ECT ________________ CONS-rn. MAT1. (rIPE, GRADE. ETC.) IDN q)jsccE cc ,n. (D 84GNEM OCR68E MATI. (MD( OGN. RE-RAR GRACE A92M Wb-ROD. ETC.) GERMALCONTRAI=OR CONTR. DQING IPORTED WORK - LS.8. AECBVM &TTUlG cONSiB. MT'T. SAMPLES INSPECTION© DATE ARR)VAL @ o,NTrURE TIME DETJLSD LOCATION OF WORK TEST SAIESIXB& WORK nsT JOG PROflLBS PROS, AA(S, ETC. REPORT' OF WORK MCLUDES PFCMVMM AEo(Jr-MOWflS OF MCOW PLACED OflWOW PRE10NAEM MJTYPE & ioeii p'o-s OF mspecrEV TTSI.KB, STC1 CONflONS (WOG MASE. NJ. 9OSTCROU O€CIO. ETC. 0 0 J' 'MoNr Mir , A640 5r-W 44AWnY £2 /faJ 9xLcx " - • __-$_ #i1c • 6ô'72j/ ,/2rr • ___ ___ ~izJJ 42 THIS REPORT DOES NOT REUEVE THE CONTRACTOR OF HIS RESPONSIBIUTv TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPUCAULE CODES. TO THE BEST OF MV KNOWL8)OE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR TYP _ /t$;hrfl# WITH THE SOL KVESTIGAroM RECOMMEPMArIOW THEAPROV RN spctnCAflONS, AND APPIJCASIE SECTIONS OF THE U.S.C. BIJLDING 0E, STU_______________________________________ UNLM CSENOTB. -: or// Iff/çmBfN1CATE 7'/ WHITE - NSI CANAW - Contt PINK - BuildIng Official - . . P.S.' NARBETH 'STRUCTURAL INSPECTION (JOBNO. I 420 Compass Road • Oceaceide •CA• 92054 Office (760) 277-0404 sFax (760 453-2144 V ' Authorized ' . CBO Speciw Inspecr 0 RNRO cONcR 0 PF*ZTRESSED cONcRETE 0 MASONRY SYUCT. 0 SPFA oonv.ic 0 RSWORCED GYPSUM 0 DEEP R"Qq)ON MW OWNJ OR P.RPJWT NAME Q JE,4(3 p51j7 pIJ4 FLE NUMBER 4 • L?/7/- CONETR MAVL (TYPE. GRADE. C D1GN (DISOURCE OF PR. $/j,(. rFEWN o DEECRtBE MATI. (MDC DESIGN. RE-EAR GRADE & WGR. WELD-ROD. ETC.) G84191AL GONTRCrOR V g CON7 CONG WORK Aé f I.AB. RECEVING &rESrIG CONSTE. wrL SAMPLES , !NSPEC nON 1 DATE All DEPARTURE flME ' DETAILED L.00EN WORi( titu 1 1SAMPLESWl, WORK tiC. WCM( INCLUM NFCMAQVN ABOUTAMOLMOF MMMAL KAM OR WORK FRO MJMB'FYPE& iceii NO'S OF INSPECTED TEST SMPI.EC TAX9, STMJCT COte11ONS (WE_DO MACE. KT OWS TOF0JM C) ETC. V , V C S 'J'J jA.)JI 0 1)A/F1TIJj2 7-s. DA 1-0 Z -4rt2t:e 7 V THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBIUTf TO BUILD V V PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MY KNOWLEDGE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (,.,, wrrH THE SOIL PGflON RECOMMeQMlOW 7M APPROVED PLAN SPEC1RCTIONS, AND *ucisBnoIs OF THE U.E.C. BUILDING CODE, . V V / q NO5z2c';r7 UNLESS aSENOTB).om NSI CANARY - Chtu PfNK - Bing Oflicial 'I ' 4. I' 4 .- 44 4 44 -' P.SI 420 Compasc Roads Ocoanctde 40 CA•920S4 Office (760) Z77.0404 • Fax (760453.2144 NARBETH STRUCTURAL INSPECTION Authorized . . 0 '?o coctrE 0 STRUCE ST.ASSE?LY 0 SPFPPI RR8p3OORJG -AC4 CBO 0 0 RENFCED GUM, 07 Speew Impeow 0 MWOMM MASOt[IiY 0 ° ON JOB/T6 OWN OR PRCT NME ® ARcI.UTECTg . . 64- COMCM MAT-L (TYPE, GRADE- ETC.) &W 7 . . OMORME MATL (MM OF-VON. RE-6^R GRADE * ® GENERAL CONTRACTOR .7 ONTR. DOING RIPORTED wox 4 ..' 4 • 4 4 . LAB. C9VIN0 &TTG cONSTR. M4L SAP.ES • . -. NSP.nOmECa DATE ARRWAI. r'JRE TIME OETNLGD * .--- tI' . OF UE I&10N A I78OF MALPL I. NOS OF lIME • ., ______ 34111L,14- H. .. " . -• i1..7U469 4iv// Ai' 7 -(Jerf2 Zic,4-1 10C /C 3 47 4 - •!7 '4 . . .- 7 4 . 7 - 7 4 . 7 - . , - . - •74 * . * . * 4, 7 , .' ,: ... 7 . . 7 7 _4.•. . 7 . 1 )'•' 1 I 7 4 - 4- 4. '• 47 4 . - . 4 4, 7, 4 * THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY-TO BUILD 7 PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. 4 4 ,4 TOR ( tee WITh ThE SOil. DESTIGATON OMMed floWS. •.I APPROVE) PLUM 7 •. - 7 SpEOiPCTONS AI1D APPUQA&ES11ONS OF TM %J.8.C. BUILDING )O€. SIGNATUE UNS 0710TWISE WMW- _" 4 , 96=3 420 Compass Road • Oceanside OCA. 92054 PISØ Office (760) 277.0404• Fax (760 453-2144 NAR8ETH STRUCTURAL INSPECTION JOBNO. . Ø[ /7' ® - Authorized ACV ICBO SpeciaJ Inspector 0 REWIFORCED CONCRETE 0 STCT S.ASSEMSIY 0 SPAV.APP4EDFIRROOF1MG 0PR&ZTRESSEDCONCRETE 0 REINFORCEDGYPSUM ). OThER___________ 0 REINFORCED MASONRY 0 DEEP F04JtAT10N JOB ADD H 10Z BUILONGPERMIT NUMBER 63AN FILE NUMBER owiER OR PRCT NAME,J j), J(Ik1247&1.4) ® ARCHITECT ,77 63 COPJSTR. MArL (I','PE, GRADE. ETC.) 6 O1ON '/ SOURCE OP MFGP.. STRENGTH - CESCR?flE MArC (MO( r)SsON. RE-BAR OBAI)E s MFOP. WELD-ROD. ETC.) GENERAl. coP(rRPCTOR,g' . 63 - - CONTR. DOING REPORTED WORK LAS. RECENING &1EflNG CONSTR. MAD1. SAMPLES NSPEC® I'noN DATE ARRIVAL. @ TIME DEPARTURE TIME INSPECTED OETAILD LOCATION OF WORK INVECIED, TEST SAMPLES IXEN. WORK REJECTED. JOB PROBLaAS, PROSS. ARKS. ETC. REPORT WORK INCLUDES OF INRCRMATION ABOUT-AMOUNTS OF MATERAL PLACM OR WORK PR)RMED. NUMB%. TYPE & IDEN1 NO'S OF TEST SAMPLES 1Z(EN. STPLICT CONNECTIONS (WEDS MACE. Hi'. BOLTS TOROUeM CI4EOO, ETC. 63 u1fo- Posi-iMfl mer A. — ljg Ii -" $ • fl4O j, g Y-' t1iwop — ___ ____ IJt.6 YJi.oJW 0W ,4,t&2 gtuIp stIiWV — __ ___ • ,rP4LJp fL. Lc-/5It --- • 4 -147 4 5 g THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILrr"-TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MV XNO.EDOE, WORK INSPECTED WAS IN ACCORDANCE INSPCTOR (P4011 i _t)LIIDL1( WITH THE SOIL TNVESTIGA'flON REC94DgflONs. -THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE U.S.C. BU11.DING CODE, NUNLESS amawiksE OTED. DAIE W.NMD •,,,, - WHITE - NSI CANARY - Corttrector PUh( - Bng Officle) EsGil Corporation 'In Partners flip wit/i government for (IJui(ding Safety DATE: 3/13/2015 D APPLICANT - JURISDICTION: City of Carlsbad 0—PLAN REVIEWER '. UFILE PLAN CHECK NO.: 15-0659 • SET: I PROJECT ADDRESS: 1846 Marron Rd. PROJECT NAME: Verizon Wireless Cell Site Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's , codes., The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. L1 The plans transmitted herewith have significant deficiencies identified on the enclosed check list. and should be corrected and resubmitted for a complete recheck. . . full The check list transmitted herewith is for your information. The plans are being held at Esgil . .. • Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward-16 the applicant contact person. . . . ' The applicant's copy of théèheck lis has been sent to: 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 beeri completed. Person contacted: . • • Telephone #: . • '.' • Date contacted: (by:. ) Email: • Mail Telephone Fax . In Person Z REMARKS: All sheets of the' plan shall be signed by the architect. (Mr. Suarez) • . By: David Ya'o • . • Enclosures: . EsGil Corporation . '. . . H GA El EJ H; MB H PC • 3/5 • • . .• . : 9320ChesapeakeDrive Suite 208 • San Diego, California 92123 • (858) 560 1468 • Fax(858)560 1576 City of Carlsbad 15-0659. . . . 3/13/2015 - . [DO NOT PAY— THIS IS NOT-AN INVOICE] VALUATION AND PLAN CHECK FEE . JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0659 PREPARED BY: David Yao DATE: 3/13/2015 BUILDING ADDRESS: 1846 Marron Rd. BUILDING OCCUPANCY: . . BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ' cell site , per city , 200,000 Air Conditioning Fire Sprinklers TOTAL VALUE ' ' . 200,000 Jurisdiction Code ' cb By Ordinance Bldg Permit Fee by Ordinance V I $981 061 Plan Check Fee by Ordinance .V ' . . I $637.691 -. Type of Review: , ' Complete Review ' ' , Structural Only . D Other Repetitive Fee : Repeats . Hourly Hr. @El * EsGil Fee I. Comments Sheet 1 of 1 - . ' •-- macvaluedoc + 4 . .4., _ .e •C CITY OF CARLSBAD, Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov 'DATE: 03/05/2015 PROJECT NAME: VERIZON WIRELESS PROJECT ID4 CB150659 PLAN CHECK NO 1 SET# 1 ADDRESS 1846 MARRON RD APN 1W301-16 16 VALUATION $200,000 This plan check review IS complete and has been APPROVED by the ENGINEERING -r- Division By VALRAY MARSHALL A Final Inspection by the ENGINEERING Division is required CTjYes No r 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 SUAREZ@BOOTHSUAREZ COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: • -PLANNING ._. 4 -. .., ENGINEERING r# FIRE PREVENTION 7606024610 - 7606022750 7606024665 ! Chris Sexton 71 ValRay. Marshall ' Greg Ryan 1 760-602-2773 760-602-4663 760-602-4624 Chris.Sext_ofljrjsbJjdçp_gQ VaIRay.MarshalI'carIsbadca.ov - Gina Ruiz F-1 Linda Ontiveros Ei •Cindy Wong -J 760-602-4675 - LJ 760-602-2773 760-602-4662 Gina.RuizcarIsbadca.gov Linda.Ontiveros@carisbadca.gov çynthia.WongcarIsbadca.gov • 1 Dominic Fieri - 760-602-4664 Dominic.Fieti@carlsbadca.gov CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Deveionment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CBI 50659 Date: 03/05/2015 Project Address: 1846 MARRON RD APN: 156-30116 Project Description: ADDING TOWERS TO EXISTING BUILDINGS Valuation: $200,000 LENGINEERING Contact: VALRAY MARSHALL Phone: 760-602-2741 LJ RESIDENTIAL INTERIOR E RESIDENTIAL ADDITION MINOR (<$20,000.00) Email: VaIRay.MarshaIIcarIsbadca.gov Fax: 760-602-1052 ] TENANT IMPROVEMENT El PLAZA CAMINO REAL E CARLSBAD PREMIER OUTLETS El COMPLETE OFFICE BUILDING S.. S. . ... PLANNING DIVISION -. BUILDING PLAN CHECK Development Services Planning Division CITY OF - APPROVAL - .. 163 Faraday Avenue - - - . - .. (760) 602-4610 P-29, - S .www.carIsbadca.eov DATE 3/4/15 PROJECT NAME Verizon Wireless Marron Rd PROJECT ID MCUP 14-15 PLAN CHECK NO CB 15-0659 SET# ADDRESS 1846 Marron Rd APN 156-301-16 This plan check review is complete and has been APPROVED by the Planning Division V .5 .5. -5 5. 9 - .. '. ... •. J1g/bI By: -: - - •- S -&- A Final Inspection by the Planning Division is required Yes -No S You may also have corrections from one or more of the divisions listed below. Approval . ,!7 , from these divisions may be required prior to the issua'nce of a building permit. - Resubmitted plans should include corrections from all divisions .5 . 5•_ -. - - ,&_ y V 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 Robert Suarez : For questions or clarifications on the attached checklist please contact the following reviewer as marked: - -. .. •....::-..i -.2;..'..I':. . .J.- .-:1 ':- .: . PLANNING - - S. - 2 1. .9----, --: ENGINEERING .. " FIRE PREVENTION t..y - 7606024610 - ..........• S •' 5 - . • 3606022750 -.. - - .2 Vs...................4, _o.a 7606024665 .1; - . S - S • _ - ..- :' '.:. '.-;,.-L- •. :. , .: ::'' •• .- Chris Sexton . Kathleen Lawrence. . Greg Ryan 760-602-4624 760-602-2741 760-6024663 - Chris.Sexton@carisbadca.gov - . Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz - - • Linda Ontiveros • Cindy Wong 760-602-4675 - - 760-602-2773 - 760-602-4662 Gina.Ruiz@carlsbadca.gov - - Linda.Ontiveros@carIsbadca.gov Cynthia.Wonp@carisbadca.gov - - Chris Garcia - 760-602-4622 - Dominic Fieri - Chris.Garcia@carisbadca.gov . S • - S 760-602-4664 - 5 • -.9 - S S - - . - - Dominic.Fieri@carlsbadca.gov - - - S - '• -. s • Remarks: Plans consistent with approved MCUP 14-15. Waiting for Notice of Restriction to be sub!nItted Mailed o Margie Sullivan w/Plancom 11/24/14 S -. - . -:- •:. -, r : 'fl 4 PLAN CHECK thn,t8conomic m D 'Ill AI D BtD evelopent Department P 4 C I TV 0 F •% v' 1635 Faraday Avenue t A D CD A TRANSMITTAL Carlsbad CA 92008 tiJLJDI%LJ www carlsbadca gov -•: :, .. DATE 6-4-15 PROJECT NAME Verison Equip PROJECT ID PLAN CHECK NO CB150659 SET# II ADDRESS 1846 Marron Rd APN 4- This,plan check review is complete and has been APPROVED by the Fire Division '.i By D Fieri - A Final Inspection by the Fire Division is required Z Yes LI No 4d This plancheck 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 - '4 .., . .. ., . . .. . .. .. . ...........- 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 Al Resubmitted plans should include corrections from all divisions For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING ENGINEERING FIRE PREVENTION . 760-602-4610 760-602-2750 760-602-4665 Li Chris Sexton Kathleen Lawrence, Greg Ryan '760-602-4624 ,'-", 760-602-2741 - 760-602-4663 Chris Sexton@carlsbadca gov Kathleeri.Lawrence@carisbadca.gov Gregory . Rvan@cartsbadca ov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 - 760-602-2773 760-602-4662 Gina Ruiz@carlsbadca v Linda Ontiveros@carlsbadca gov C go ynthia Wong@carisbadca gov Dominic Fieri 760-602-4664 Dominic Fieri@carlsbadca gov Remarks - - .4 - ..................................,. - ,..-. -.- -- -. . - - . L p. I. - .- P' -I-- .• - . - .--.. 4 p. . - p '- - -----:. ..--.-:.::: .,:.-W, -"- --•- - '-4:-J - h- U'-' -, ,iC4 .i A P. ........................................................................................................... BLDG. DE COPY 0-C..a.risbadFire'Department . Plan Review Requirements Category: TI, COMM Dapf Report: 0-042015 . . . 0 Reviewed by: . Name: ROBERT SUAREZ . . Address: ... STE D 2 . . . 325 CARLSBAD VILLAGE DR . 0 CARLSBAD CA. . . . .: 92008 Permit #:CB150659 . . . . . 0; ......... . Job Name: VERIZON-EQUIP RACKS TO GO IN . 0 Job Address.-' 1846 MARRON RD CBADSt: CS @PLETE hi4rn you have suMm iedeview is incitAt this time, sofecan ada1yonduct a'iewtotermine c'ornpliancejthe appli'ble codsdJor standards.iease rview carefiUy all cOiiments aached.Piease resu it the necessaw plans dIor speciiiations, wth chang to'thTisice for re- 11 y approval. . . Conditions: . . . . çond:CON0008114 . . . . . . . . .... . . . . H OT MET] .. ... . . . . Please provide one Knox Box at the generator-enclOsure; One key for the generator enclosure and one key for the tele corn room on the roof will need to be provided in the Knox box. Provide one 2A4OBC .Fire extinguisher for the generator; . .: Entry: 03/17/2015 By: df Action: CO çond:C0N0008321 [MET] . ... . .. .. . ..: .0 0 0 0' THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. •.. •0 00 . .. 0 .. 0 THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED. TEST, NOTATIONS HEREON, CONDITIONS IN . . 0 CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry:. 06/04/2015 By:. df .. Action: AP. .. 0 0 •0 Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Gate gory: TI , COMM Date of Report: Q3-l7-2Ql5 Reviewed by: Name: ROBERT SUAEZ Address: STE P 2 325 CARLSBAD VILLAGE DR CARLSBAD CA 92008 Permit ; CB150659 Job Name: VRIZON-EQUIP RACKS TO GO IN Job Address: 1846 MARRON RD CBAD St: CS INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached: Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval.. Conditions: cond:coN000sll4 . [NOT MET] . . . Please provide one Knox Box at the generator enclosure. One key for the generator enclosure and one key for the tele com room on the roof will need to be provided in the Knox box. Provide one 2A40BC Fire extinguisher for the generator. Entry: 03/17/2015 By: df Action: CO Ti- DUN N SAVOIE •INO OCEANSIDE, CA 9.2054- III gTRUCTURAL £N13IiN CE. RING - - r 760 96 6360 FX J EMAIL STRUCTURAL CALCULATIONS A F FOR - - MARRON ROAD VERIZON •' : . .'. • :. .'. • . ::' '0" , F 1846 MarroñRoad . ( Carlsbad, CA 92008 3r (DSI PROJECT NO 15-100.04).'.. ;.• •.fj 1r4 5 :' - . ... . -, , . .- -. .. . -. -.. .• ... :. •.•. '.11 '-'v . - ..•. • F * -. : (ARCHITECT: Booth &Suârez). 0. .. -- F F 1'1ARCH2,2O15 TABLE OF CONTENTS a - * • - - 4 •, * , ,_. . . ' - ' . . . • • ..........•. -. . 0 .............. ;- ••.* • * (- *J_ •• •,.,_ ., ,. .- •. ITEM F .4 PAGE DESIGN CRITERIA 1 KEY PLAN 2-3 DESIGN LOADS 4-5 ,. 4.. -.• .... ,,• •_,. S • S, •, , •• .• '-S LATERAL.ANALYSIS •, -.' •: - - , •;' :.- , . :. ' 6-10 . . . .• 4 .. F,F , . . ..- .• TOWER ROOF FRAMING DESIGN 11-14 TOWER MOMENT FRAMES 1 & 2 LOADS 1547 TOWER MOMENT FRAME 1 DESIGN 18-25 TOWERL MOMENT FRAME 2 DESIGN 26-33 .TOWER MOMENT FRAMES 1 & 2 REACTIONS 34 TOWER MOMENT FRAMES 1 & 2 CONNECTION DESIGNS TOWER SHEARWALL AND HOLDOWN DESIGN 37 TOWER ANTENNA FLOOR FRAMING DESIGN 38-45 TOWER EQUIPMENT ROOM FRAMING DESIGN . . ' - '.46-62- - EXISTING GLULAM BEAM ANALYSIS AND REINFORCEMENT DESIGN 63-72 TOWER MOMENT FRAMES 3 & 4 LOADS F 7374 TOWER MOMENT FRAME 3 DESIGN •: . .......... • -F -,, .... -'75-86 TOWER MOMENT FRAME 4 DESIGN 87-98 TOWER MOMENT FRAMES 3 & 4 REACTIONS 99 -:, TOWER MOMENT FRAMES 3 & 4 CONNECTION DESIGNS •- •, 99A - TOWER MOMENT FRAMES 3 & 4 BASE PLATE AND ANCHOR DESIGN,'.'., S 100-109 TOWER GRADE BEAM DESIGN 110-118 TOWER SCREENWALL RF TUBE DESIGN * V * * F 119-120 IN amp GENERATOR ENCLOSURE WALL AND FOOTING DESIGN . - - :121-126 EQUIPMENT ANCHORAGE DESIGN - . • - : --. • ,- 127-130 - GENERATOR ANCHORAGE DESIGN ' . ' , ' •: ' '- 1-133 GENERATOR CONCRETE PAD DESGIN . 'S • S 1 ilililir J - ± DUNN 5AVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 JOB SHEET NO: CALCULATED BY CHECKED BY ' SCALE Verizon - Marron Road / OF HG DATE 2/15 DATE DESIGN CRITERIA , CODE: 2012 International Building Code (IBC) 2013 California Building Code (CBC) SEISMIC: Risk Category of Building II Seismic Design Category: P , 0 le 1.00 . . Fa= 1.0 V Fv= 1.529 ' .. SDS - 0.831 V 0 SD1 = 0.480 V .. T = 0.347 sec . V V - V R= 6.50 V 0 0 V co=V -3.00 ' V Cd=. ' 4.00 , . .. Seismic Base Shear: Vv = 1.OE = 0.128 . (Strength Design) V . V = 0.7E = 0.089 (ASD) . V ' . V wl p=1.3 V 0.116 V, W ASD Seismic Design Force ' V WIND: , Basic Wind Speed = 110' MPH (3-sec Gust) Exposure = C V - WOOD: V NDS 2012 MASONRY: MSJC.2011 . 0 CONCRETE: ACI 318-11 STEEL: AISC 14TH EDITION' FOUNDATION CRITERIA CLASS 5 SOILS PER CBC TABLE 1806.2 . V ALLOWABLE SOIL PRESSURE FOR D+L V 0 1500 PSF V LATERAL SLIDING RESISTANCE 130 PSF LATERAL BEARING PRESSURE - . 100 PSF/FT V SHORT TERM INCREASE. V . 1.33 V V VV a V - a - V I - I 4 * V V -V _ V V WIWI 4 DUNN SAVOIE INC. JOB Verizon - Marron Road fl STRUCTURAL ENGINEERING 9013 S. CLEVELAND ST. CALCULATED HG DATE 2/15 jIUI1 J OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (760) 966-6355 I jIIjI SCALE FAX: (760) 966-6360 DESIGN LOADS - TOWER ROOF LEVEL - EQUIPMENT FLOOR FRAMING LEVEL (6:12) Slope Factor 1.120 Adjusted Dead Load 19.0 TOWER FRP SCREEN WALL TOWER CEILING LEVEL NEW TOWER WALLS ANTENNA FLOOR FRAMING LEVEL DEAD LOADS (psf) Clay Tile 10.0 2x3 Nailer 0.8 (2) Layers 30# Felt 0.6 1/2" Plywood . 1.5 2x8 @ 24" o.c. 1.3 ME&P 0.5 Miscellaneous 2.3 Dead Load 17.0 Live Load 20.0 DEAD LOADS (psf) Waterproofing Decking 2.5 Grace Ice & Water Shield 0.3 1/2" Plywood 3.1 2x12 @ 24" o.c. 2.0 Insulation 0.8 5/8" Gyp. Board, 3.1 ME&P 2.0 Miscellaneous 2.2 L Dead Load 16.0 Live Load 40.0 DEAD LOADS (psf) (psf) 24 Ga Metal Roof Finish - 1.3 Grace Ice & Water Shield - 0.3 1/2" Plywood 3.1 3.1 2x6 24" o.c. 2.0 2.0 5/8" Gyp. Board 3.1 3.1. ME&P 0.3 0.3 Miscellaneous 1.5 1.9 L Dead Load 10.0 12.0 Live Load 10.0 10.0 DEAD LOADS (psf) Waterproofing Decking 2.5 1/2" Plywood 3.1 4X14 @ 24" o.c. 5.4 Insulation 0.8 5/8" Gyp. Board 3.1 Antennas/Dish/RRH 6.2 ME&P . 1.3 Miscellaneous 2.5 Dead Load 25.0 Live Load 40.0 Eave DEAD LOADS (psf) 4x4x1/4 FRP Tube 1.1 FRP Panel 0.8 Insulfoam 2.5 ME&P 0.5 Miscellaneous 2.1 Dead Loads j 7.0 DEAD LOADS (psf) Stucco 10 1/2" Plywood 1 .5 2x6 @16" o.c. 1.4 Insulation 0.8 5/8" Gyp. Board 3.1 ME&P 0.5 Miscellaneous 2.7 Z Dead Load 20.0 DEAD LOADS (psf) Clay Tile J 10.0 1/2" Plywood 1.5 2x8 @ 24" o.c. - j 1.3 ME&P . [ 0.4 Miscellaneous - 2.9 1; Dead Load 16.1 (6:12) Slope Factor 1.120 EAdjusted Dead Load 18.0 Live Load 20.0 EXISTING BLDG FLAT ROOF DEAD LOADS (psf) Roofing 2.0 - 1/2" Plywood 1.5 2x6 @ 16" o.c. 1.4 Insulation 0.8 5/8" Gyp. Board 3.1 ME&P -1.3 Miscellaneous 1.9 1; Dead Load 12.0 Live Loadl 20.0 DEAD LOADS (psf) 8" Solid Grout Block Wall 84 Stucco . 10 ME&P 0.4 Misc 0.6 Z Dead Loads 95.0 - CHAINLINK LID DEAD LOADS. (psf) 9 GA 1" x 1" Mesh . 1.7 3" Steel Pipe • 4.0 Misc 0.8 L Dead Load 1 6.5 JOB Verizon - Marron Road DUNN SAVOIE INC. If STRUCTURAL ENGINEERING SHEET NO. OF L 902 2. CLEVELAND ST. CALCULATED -HG DATE 2/15 OCEANSIDE, CA. 92054 . CHECKED BY DATE PH: (760) 966-6355 J ) SCALE FAX (760) 966-6360 DESIGN LOADS . -. EXISTING BLDG TILE ROOF GENERATOR ENCLOSURE WALLS EXISTING BLDG WALLS • - • DEAD LOADS . - (psf) Stucco . 10 1/2" Plywood * 1.5 2x6 @16" o.c. .1 .4 5/8" Gyp. Board 3.1 ME&P • 5.4 Miscellaneous'2.7 Dead Load I 24.2 I • - 1. ••1 1, LATERAL ANALYSIS I - Light-frame (wood) walls sheathed with wood structural panels and steel special moment frames Therefore, per 2012 IBC, for the entire structure, R= 6.50 Do= 3.00 Cd = 4.00 Per IBC 2012, ASCE 7-10 Chapter 11, 12,13 Seismic Design Criteria Soil Site Class 0 , Table 20-3-1, Default = D Method 1 ' Input Project Zip Code 92008 Response Spectral Acc. (0.2 sec) S5 = 125%g = 1.251 g Figure 22-1 through 22-14, Response Spectral Acc.( 1.0 sec) S1 = 47%g =0.472 g . Figure 22-1 through 2214 Site Coefficient Fa = 1.000 Table 11.4-1 Site Coefficient F5 = 1.528 . ' . Table 11.4-2 Max Considered Earthquake Acc. Sms F.S5 = 1.251 g (11.4-1) . . Max Considered Earthquake Acc. 5M1 = F5.S1 = 0.721 g (11.4-2) @ 5% Damped Design SDS = 213(SMs) = 0.834 g 11.41-3), SD1 = 2/3(SM1) = 0.481 g (114-4) 4 -. 1. Method 2 Input the coordinate of project Latitude 33 177725 (24 to 50-) Longitude -117.33761 (-125° to -65) From the Ground Motion Parameter Calculator by USGS SMS 1.247'g The seismic design parameters are - - SM1= 0.719 g -, Ss = 1.244 g - Fa = 1.002 SDS= 0.831- g S1 = 0.471 g Fv= 1.529 ... SD1= 0.480- g: Use the seismic øarameters from Method 2 to supercede those from Method 1 Seiemic Design Category (SDC) Determination Risk Category of Building II : Table 1.5-1 Seismic Design Category for 0.1sec D - Table 11.6-1 Seismic, Design Category for 1.0sec D . Table 11.6-2 51 = 0.471 <0.75g . . Section 11.6 NOT Apply! Therefore,SDC = D Equivalent lateral force procedure . Section 12.8 To Determine Period CI= 002 x = 0.75 Table12 8 2 Building ht. H= . 45 ft 1. . C,,=- -1.4 for 5D1 of 0.480g Table12.8-1 Approx Fundamental period T. = C(h)x = 0.347 TL = 8 Sec Figure 22-15 Calculated T shall not exceed :5 Cu.Ta = 0.486 Use T = 0.347 sec. . Per Section 11.6 T :5 0.8Ts =.0.8 5o15os = 0.462 sec. OK! Is Structure Regular &:5 5 stories? Yes . . Section 12.8.1.3 Response Spectral Acc.(, 0.2 sec) Ss = 1.50g ---+ F = 1.00 @5% Damped Design SDS = %(Fa Ss) 0.010g - -- (11.4-3) Response Modification Coef. R = 6.5 Table-12.2-1 Over Strength Factor Q, = 3.0 - Importance factor, I = 1.00 - Table 11.5-1 - Seismic Base Shear V = C W - SDS =0.128 1 (12.8-2) Pil or need not to exceed C= =0213 FOrT~TL (1283) (R/1).T or C5 = 501T1 N/A For T> TL (12 8 4) 12(R/1) C5 shall riot be less than '= 0.01 - (12.8-5) Min Cs 0.5511/R =0.036 For S, 0.6g (12.8-6) - Use C5 = 0.128 Desigñ Base Shear V= 0.128W x0.7(ASD)x13(r) = 0.116W DUNN SAVOIE INC. JOB - Verizon - Marron Road - - STRUCTURAL ENGINEERING SHEET NO. - OF 905 S. CLEVELAND ST. CALCULATED By HG - DATE OCEANSIDE, CA. 92054 CHECKED BY DATE - PH: (760) 966-6355 FAx: (760) 966-6360 SCALE I? t pH: ..J J DUNN SAVOPE INC. JOB Verizon -Marron Road STRUCTURAL ENGINEERING 909 S. CLEVELAND ST. SHEET N OF O. . OCEANSIDE, CA. 92054 CALCULATED BY HG DATE 2/15 (760) 966-6355 CHECKED BY •DATE FAX: (760) 966-8360 SCALE ILATERAL ANALYSIS I Roof: TOWER ROOF & TOWER CEILING LEVEL . Area of Roof= iZ- ' ' = g(,j ft2 Total Weight of Roof .= I i c. = 3 7 0 lbs Screen Wall Weight = 7rs'P(.9/t)('0(i7.-) 4'7 lbs Wood Wall Weight= _2 C'Pr z-')'i)C I7'z') = 2 76'2- lbs Ceiling & Steel Weight =I Zr' (1'7,2'7 )+. 27 'I O(pI ( '1 '17,2 '-r ' 'j ~' 3 = lbs Total Roof Diaphragm Weight =1.3 S' lbs. 3rd Floor: ANTENNA FLOOR FRAMING . . Area of Floor .. 7.2. 17. Total Weight of Floor= S ?r x . . = lbs Screen Wall Weight r.5 If (1'/') (-1) (tiz-') = .z-i lbs Wood Wall Weight= 22 r5 r_ lbs Additional Weight = 2-7.- p_._p 'if (-19 __5 '.) = 'It lbs - - . Total Floor Diaphragm Weight = 9-j(, lbs 2ndFloor: EQUIPMENT FLOOR FRAMING . Area of Floor = Z'-> _7_2 '.ft2 Total Weight of Floor =_)_ID - lbs Equipment= ZE54,01 2s - &I ' )7-07 i -'r .2t7 = eO lbs Wood Wall Weight = zo r _(ii . 5_C_j)_(_)7 ) = (/7 lbs Existing Wood Wall Weight = zrr_I ci)( _I97zti_J ='7&L4, lbs Existing Roof = 1.2 rp__7c47 oJzk15I)7'(1o/jtiLW)Oa/2 = 357- lbs - • Total Floor Diaphragm Weight = 3 O5- lbs Total Roof + Total Floor Diaphragm Weights = W = S i' I lbs - . v= _W Therefore = O'\ W = lbs Load Distribution: Level w h (w)(h) F Roof, i3 k it kft 2,1w k (all directions) 3rd Floor 1947 k 9.(..l ft 57,,7 V k*ft 7-933 k (all directions) 2nd Floor k ft kft 4 6 k (all directions) Total: - I-Z7S k 101.I5,k*ft k 4 DUNN GAVDIE INC. JOB Verizon - Marron Road No. STRUCTURAL ENGINEERINS 908 5. CLEVELAND ST. SHEETNO. ' OF OCEANSIDE. CA. 92054 CALCULATEDBY HG DATE 2/15 PH: (750) CHECKEOBY DATE FAx: (750) 956-6360 SCALE - ASCE 7-10 Wind Lateral Design Analysis For Rigid Structures With Flat Roofs qc . WIND t : q, GCP . nGCp q .:hGcP, ...; - hGCp. - - . PLAN - ' . . , ELEVATION .f -. . . GABLE, HIP ROOF , .. .. • Design Parameters: -. •. . * Risk Category of Building It . . Max Roof Height 45 ft Mean Roof Height, h= 42.9 ft -' Basic Wind Speed (3-sec, mph), V = 110 Roof Slope 6/12 lop of Wall Height 40.7 ft -. Exposure Category = C Max Horizontal Dimension 17.2 ft Roof Slope, 0= 26.6 ° Directionality Factor, K, = 0.85 • Min Horizontal Dimension 17.2 ft - ' co = .1 Gable Spans Min Horiz Dimension.,no (Yes or No) Velocity PressureExposureCoefficient: cz 9.5 zg . - - • 900 ft Structure Height (ft) 15.0 20.0 25.0 30.0 40.0 42.9 42.9 Kz =2.01*(z/;)= 0.85 0.90 0.95 0.98 1.04. 1.06 1.06 Topographic Factor: 2-D Ridge l_X _I 2-D Escarpl. _1 3-D Hill i_I ' (X" One Box) . Elevation Change. H = 10 ft . <l5ft Topographic Factor NOT Required Crest to Mid-Height, Lh = - 1 ft . - - • Dist from Crest, x = - 0. ft Downwind of Crest? I_No I , (Yes or No) - . - - H/Lh= 0.50 MAX • , - K1 = 0.73 . 7 = 3.0 - K2 1 - (IxI4iLh) = 1.00 1.1 = 1.5 Structure Height (ft) 15.0 -20.0 25.0 30.0 40.0 42.9 • 42.9 ' - K3 e1" 0.11 0.05 0.02 0.01 0.00 0.00 0.00 - K=(1+K1 K2 K3)2 = 1.00 1.00 1.00•. 1.00 -- 1.00 1.00 1.00 A. - . r - DUNN SAVOIE INC. JOB . Verizon - Marron Road I IiiVi I STRUCTURAL ENGINEERING SHEET NO. OF 9013 S. CLEVELAND ST. -. -. CALCULATED BY HG - DATE 2/15 i•&.ii I OCEANSIDE, CA. 92054 CHECKED BY - DATE PH: (760) 966-6355 SCALE - - FAX: (760) 966-6360 - Velocity Pressure: - Structure Height (ft) 15.0 20.0 25.0 30.0 40.0 42.9 42.9 qz = 0.00256 K4 K = 22.35 23,75 24.89 25.86 27.48 27.88 27.88 psf, Gust Effect Factor: Gs 0.850 . GL = 0.850 , External Pressure Coefficients: Short Direction: Windward Windward Leeward Long Direction: ' Windward Windward Leeward Roof, Cp = -0.420 0.080 . -0.600 Roof, Cp = n/a . n/a n/a - Wails, - 0.8 - -0.50, Walls, up 0.8 - ,. -0.50 Design Wind Pressures: - Short Direction: Windward Leeward , . • Pwoiis = qh Gs Cp = See Below -11.85 psf . . - A Structure Height (ft) 15.0 20.0 25.0 30.0 40.0 42.9 42.9 Pwo114 qzGs Cp 15.20 . 16.15 16.92 17.59 18.68 18.96 18.96 psf * pttal = qz Gs Cp -qh G. Cp= 27.05 28.00 28.77 29.43 - 30.53 30.81 30.81 psi - * . ' Windward(+)I Leeward x Horiz Vert Loads - qGSCP psf psf r16.11 mm psf max psf • - Sloped Roof Loads 1.90 -14.22 -14.22 1.90 - * Long Direction: Windward Leeward 1 * * Pw*ii = qh GL C = See Below -11.85 psf * . -• . . . Structure Height (ft) 15.0 . 20.0 25.0 30.0 40.0 42.9 42.9 PWO1I8 =qZGLCP= 15.20 16.15 16.92 17.59 18.68 18.96' 18.96 psf ptt.,= qz Gs C -qh G. C,= 27.05 • 28.00 28.77 29.43 30.53 30.81 . 30.81 * psf . . Windward()I Leeward MaxHonz Vert Loads qhGSCP psf psf min psf Max psf - Sloped Roof Loads n/a n/a n/a - n/a n/a GCp (-) GCp (+/-)GCpi Force at Highest Elev Walls Main-(4): p= qh[(GC)-(Gc)J . 0.93 -1.1 0.18 35.68 psf • . 4 Walls Corners-(5): p= qh[(GC)-(Gc l)) '' 0.93 -1.3 0.18 4126 psf . Main Roof Uplift41): p= qh((GC)-(Gcj) - 0.93 -, -0.8 0.18 30.94 psf * Roof uplift at Ends and Peaks-(2): P= qh[(GC)-(GcP)j 0.93 -1.0 0.18 - 32.90 psf • Roof Uplift at Corners-(3): p= qhL(GC)-(GcP )1 0.93 -1.0 0.18 -- 32.90 psf 'Ho ' ç -] DUNN SAVOIE INC. I STRUCTURAL ENGINEERING JOB Verizon -Marron Road 902 S. CLEVELAND ST. SHEET NO. OF OCEANSIDE, CA. 92054 CALCULATED By • DATE 2/15 j J PH: (760) 966-6355 • CHECKED BY DATE - - -. • FAX: (760) 966-6360 SCALE * 11 28 02 DFL ROOF RAFTERS 0 24 O.C. Wffh LSU26 C HP AND RIDGE C Al2 =— ...J -. Q --'\b -- 82 - 1. C Al2 '- ----------------------- 52 )bL1 -11 , DIX. JOIST 05 ---- jLK.0 TTi I - t Description: TOWER ROOF FRAMING WóödBeán' Designr: TYPICAL ROOF RAFTERS .• .1 . - ASCE 710 BEAM Size: 2x8, 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 Fc- Pill .1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi. Ft 575.0 psi Eminbend xx 580.0 ksi Applied Loads Unif Load: 0 = 0.0190, Lr = 0.020 k/ft. Trib= 2.0 ft - Design Summary Max folFb Ratio = 0.200 1 fb : Actual: 269.34 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+Lr+H Max fv/FvRatio 0.103:1 fv : Actual: 23.27 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Ma Reactions (k) Lr S W . E H Downward L+Lr+S 0.011 in - Downward Total 0.021 in Left Support 0.10 0.11 Upward L+Lr+S , 0.000 in Upward Total . 0.000 in Right Support 0.10 0.11 Live Load Defi Ratio 6075 >360 Total Deft Ratio 3115 >180 BEAM Size: 2x10, 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 Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,660.0 ksi Density 32.2lopcf. Fb - Compr 900.0 psi -Fc- Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0= 0.1615->0.0, Lr = 0.170->0.0 k/ft. 0.0 to 8.50f . Desiön Summary Max fblFb Ratio = 0.769.1 - fb : Actual: 861.94 psi at 3.598 ft in Span # 1 Fb: Allowable: 1;120.92 psi Load Comb: +D+Lr+H . Max fv/FvRatio 0.335: 1 - fv : Actual: 75.36 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr , S W E H Downward L+Lr+S 0.064 in - Downward Total 0.124 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.24 - . Live Load Defi Ratio 1605 >360 Total Defi Ratio 823 >180 13 - - Using AllowaLle Strés Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch I Wood Grade: No.2 Fb - Tension • 900.0psi Fc-Prll 1,350.0 psi Fv- 180.0 psi Ebend-xx Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx Applied Loads Unif Load: D = 0.0120, Lr = 0.020 k/ft. -2.870 ft to 0.0 ft, Trib= 2.0 Unit Load: 0 = 0.0120, Lr = 0.020 k/fl, 10.580 to 14.280 ft, Trib= 2.0 Unif Load: 0 = 0.010, Lr = 0.020 k/tI, 0.01010.580 ft. Trib= 2.0f . Point: 0 = 0.080 k @ -2.870 ft . . . Point: D=0.080k@ 14.280 ft Point: 0 = 0.080k @ 12.670 ft •. - Point: 0 = 0.1188, Li = 0.1250k @ 12.670 ft 1,600.0 ksi 580.0 ksi Density 32.210pcf Design Summary -, - - Max fb/Fb Ratio = '0.756; 1' fb : Actual: 791.46 psi at 10.580 ft in Span-# 2 Fb : Allowable: 1,046.59 psi . . Load Comb: +D+Lr+H. Max fv/FvRatio = - 0.284: 1 fv : Actual: 63.96 psi at 10.580 ft in Span # 2 Fv: Allowable: 225.00 psi - Load Comb: +D+Lr+H - - • D10.020) LrlO.040) '.0240Lr(0.04) ; o(O.0240).4rw..040)4_. 2.870 ft - • 10.580 ft. 200 • 3.70 ft. Mix Deflections Max Reactions (k) Q • ,, Lr S -. ?/ E H Downward L+Lr+S 0.027 in Downward Total 0.171 in Left Support 0.20 0.29 , Upward L+Lr+S 0910 in Upward To!al. -0.0 in, - - 44• •.' ,t. . . 4 i6lkih~shu~6MOTH&-11VEED81'-;I~CALCUL-,LIVM~R09N.-~".21 I tip1Sunpiê 4 WàbdBeani.Desigh':' BEAM 2, 1BC2012 666263ASCE7I04 BEAM Size: 2-2x10, 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 Fc - Prll , 1,350.0 psi . Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi . Ft . 575.0 psi Eminbend - xx 580.0 ksi Applied Loads '- Unif Load 0 = 00120 Lr = 0.020 klft 2870 ft to 00 ft Trib= 2.0 f Unif Load: D = 0.0 120, Li = 0.020 k/ft, 10.580 to 14.280 ft, Trib= 2.0 f Unif Load: 0=0.010, Lr=0.020klft,0.0to10.580 ft, Trib= 2.0f Unif Load 0 = 0.020 k/ft 00 to 12.670 ft Trib= 20 fl ' .. ,.- ,. Point: D=0.080k@-2.870 fl' ,. .. -..'. ,,- Point: D=0.080k@14.280f1 Point: D=0.040k@ 12.670f1 .. . Point: 0=0.05940, Lr=0.06250k12.67Ofl . .' , - .... .. . Point: 0=0.2290, Lr=0.2410k@12.670fl I.- , •4.. '. .. -, Unif Load: D= 0.0-4.05940, Li = 0.0->0.06250 k/ft, 0.0 to 6.330 f . . - . . . . , • ......... - .' Unif ad: fl=flflQdfl->flfl Lr 630tn1267flf Design Summary Max fb/Fb Ratio = 0.499- 1 - fb : Actual: . , 609.06 psi at 10.580 ft in Span #2 - Fb: Allowable: 1,219.43 psi . Load Comb: ' Max fv/FvRatio = 0.265: 1 fv : Actual: 59.74 psi at 10.580 ft in Span # 2 .Fv: Allowable: 225.00 psi Load Comb: - +D+Lr+H Max Reactions.. (k) D L. Li : s 'w - E . H Downward L+Lr+S 0.032 in Downward Total 0.062 in ..'. Left Support 0.53 0.42 Upward L+Lr+S -0.026 in Upward Total .. d_.0.044 in ' Right Support 1.21 0.97 • Live Load Defi Ratio 2700 >360 Total Defi Ratio 1558 >180' FW66djAdiml esidh,: 2O1YCBC 7 1 llat 2012 NDsIBC 2o13rASCE / 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 1350 psi Fc- Pill 925 psi Fv 170 psi Ebend- xx C 1600 ksi •Density. 32.21 pcf Fb Compr 1350 psi Fc Perp 625 psi Ft 675 psi Eminbend xx 580 ksi ' Applied Loads Unif Load 0 = 00120 Lr = 0.020 k/ft 2870 ft to 00 ft Trib= 20 f 'Unif Load: 0 = 0.0120, Lr = 0.020 k/ft, 10.580 to 14.280 ft Trib= 2.0 f - -. Unif Load: 0 = 0.010, Lr = 0.020 k/ft, 0.0 to 10.580 ft, Trib= 2.0 f . Point: 0 = 0.080 k @ -2.870 ft ,- - . - - ' . , - - ,-. -. .' ' . • , . - Point: 0 = 0.080 k @ 14.280 fl Point: D = 0.080 k @ 12.670 ft • , - , - -' - - . , , • 'L - Point: D =0.1188, Li = 0.1250 k@ 12.670 ft ', . •.,t , . - . - - - - Point: 0=1.832, Lr=1.928k@6.330f1 - . , - '• .'. . - Design Summary 4.. -• - , . - - - Max fb/Fb Ratio = 0.802- 1 - fb : Actual: - 1,346.44 psi at 6.348 ft in Span # 2 - - Fb: Allowable: - 1,678.57 psi - - - Load Comb: . +D+Lr+H Max fv/FvRatio = - - 0.359: 1 - fv : Actual: 76.18 psi at 10.580 ft in Span #2 Fv: Allowable: 212.50 psi ._, Load Comb: - +D+Lr+H ' -- • Max Reactions (k) P .. ,* * - • Downward L+Lr+S 0.130 in, - Downward Total 0.234 in Left Support, 0.94 , -.1.07' - . - ,. ...Upward L+Lr+S -0.134 in Upward Total , -0.231.in - 'Right Support 1.62 ,- 1.67 - - , "' Live Load DO Ratio . ' 664 >360 Total DO Ratio 384 >180 -. -f.. -".4 '.,. ,-' * - -. ' i," . . - - .- ,C . , - , - , -. ' • '• 4' p a - - . .4. , .•,-', . -- - '- •' - . F - • - •' - ,.d '-, * ,, - ' , .• ,p ' - - -*4. - . - ,._ - .,•- . ,,. .- - - S • ' - - ' - -- S * . • - , .*.- p - - Dunn Savoie Inc. JOB Structural Engineering 54 SHEET NO. 908 S. Cleveland St. Oceanside, Ca 920 _______________________ OF___________________ Ph: (760) 966:6355 Fax: (760) 966-6360 CALCULATED BY_1+6 DATE_______________ E-mail: dsi@surfdsi.com - CHECKED BY__________________________ DATE V SCALE . •l -V... rc -r.Jjp-. c: /lk i-• CAL t -- T',71 9 / 0 11C. L' 7(7SO ) LJ I 5 Q V. t7~. . .. .. c r Ci E- frcc so D PRODUCT 207 Analysis Description: VERTICAL LOADS TO STEEL FRAMES Genera! Béath Propértie Elastic Modulus 29,000.0 ksi Span #1 Span Length = 6.0 ft Area = 10.0 1nA2 Moment of Inertia = 100.0 in A4 Span #2 Span Length = 5.50 ft Area = 10.0 in02 Moment of Inertia = 100.0 in'4 Span #3 Span Length = 5.670 ft Area = 10.0 inA2 ,Moment of Inertia = 100.0 in A4 0(0.482) Lr0.163) 0(0.239) Lr0.242) 0(0.203) U0.291) D(0.203) U0.211) 0(0.939) Lt1. "(' I 940 0(0.239) Lr0.245) 0(0.482) Lr0.163) I Io4o.9591140006250) f_ I I! Span = 6.0 ft Span = 5.50 ft Span = 5.670 ft HSS6a6a3f8 I$SS6x6x3f8 HSS6x6a3/8 Applied Cd' Service loads entered Load Factors will be applied for calculations Loads on all spans... Partial Length Uniform Load : 0 = 0.020 k/ft. Extent = 2.830 -->> 14.830 ft. Tributary Width 2.0 Varying Uniform Load: D(S,E) = 0.0->0.05940, Lr(S,E) = 0.0-406250 k/ft. Extent = 2.830 -->> 8.830 I Varying Uniform Load: Of SE) = 0.05940->0.0, Lr(S,E) = 0.06250-4.0 k/ft. Extent = 8.830 -->> 14.8301 Load(s) for Span Number 1 Point Load: D = 0.5320, Lr = 0.4150k P 2.330 ft. (BEAM 1 REACTION Point Load: D = 0.2030, Lr = 0.2910 k P 4.330 ft. (TYPICAL ROOF JOIST REACTIONS Point Load: D = 0.4820, Lr = 0.1630 k 0.0 ft. (PERIMETER ROOF JOIST: L.oAp, Point Load: 0 = 0.2290, Lr = 0.2410 k P 2.330 ft, (HIP BEAM REACTION Load(s) for Span Number 2 Point Load: 0 = 0.2030, Lr = 0.2910k 0 0.330 ft. (TYPICAL ROOF JOIST REACTIONS ' fk Point Load: D = 0.9390, Lr = 1.066 k 0 2.330 ft. (BEAM 2 REATION Point Load: D =0.2030, Lr = 0.2910 k Q 4.330 ft. (TYPICAL ROOF JOIST REACTIONS Load(s) for Span Number 3 Point Load: 0 = 0.2030, Lr = 0.2910 k 0.830 ft. (TYPICAL ROOF JOIST REACTIONS Point Load: 0 = 0.5320, Lr = 0.4150 k P 2.830 ft. (BEAM 1 REACTION Point Load: D = 0.4820, Lr = 0.1630 k 5.670 ft. (PERIMETER ROOF JOIST: Point Load: D = 0.2290, Lr = 0.2410 k Q 2.830 ft. (HIP BEAM REACTION DESIGN S(1MMARY Maximum Bending = 10.204k-ft Maximum Shear = Load Combination -i-D+Lr+H Load Combination +D+Lr+H Location of maximum on span 6.000ft Location of maximum on span 5.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span #2 Maximum Deflection Max Downward Transient Deflection 0.047 in 3080 Max Upward Transient Deflection -0.005 in 12984 Max Downward Total Deflection . 0.133 in 1084 Max Upward Total Deflection -0.016 in 4226 ........... aximum:Forces &,Stresses for Load Combinations M Load Combination Max Stress Ratios Summary of Moment Values SummaryofShear Values Segment Length Span # M V Mmax Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 6.00 ft 1 -10.20 10.20 . 2.78 Dsgn. L = 5.50 ft 2 -0.00 -10.20 10.20 2.80 Dsgn. L = 5.67 It 3 -8.42 8.42 2.80 404H Dsgn. L = 6.00 ft 1 -6.28 6.28 1.62 Dsgn. L = 5.50 ft 2 -0.00 -6.28 6.28 1.63 Dsgn. L = 5.67 ft 3 -5.34 5.34 1.63 +D+L4 Dsgn. L = 6.00 ft 1 -6.28 6.28 1.62 Dsgn. L = 5.50 ft 2 -0.00 -6.28 6.28 1.63 Dsgn. L = 5.6711 3 -5.34 5.34 1.63 Dsan. L = 6.00 ft 1 -1020 10.20 1 70 I' .?- . . .- ._*• r '' ,•:+. s , -- ••.'t,.', ',c - -•" -'-. '. -- 4. .. :'.-"- . '.•. • ,-., 'r. - . -.,.-. . . . - . r '. - . . .. •.. - .4. - •-' - ... , i '- p .4 1• - C& -19 Ver.615AA91 DPM wumlolqttv 4 Description: VERTICAL LOADS TO STEEL FRAMES ., '.' • : - • - Load Combination - Max Stress Ratios - - Summary of Moment Values - . . - Summary of Shear Values . 'Segment Length , Span #. •,, M V - - Mmax Mrnax- Ma-Max - Mnx -, MnxlOmega Cb Rm .VaMax Vnx Vnx/Omega - - Dsgn. L = 5.50 ft - . 2 •. -0.00 .' -10.20 10.20 '. • ,- 2.80 Dsgn L= 5.67 It 3 " 842 842 - 280 - • . ... -. - . - -.. -; ,- -•-. .•-, -.--, - 4_ ''- - '+Dsgn L= 600ff 1 628 628 162 .'. Dsgn. L= 5.50 It . - • '-0.00 -6.28 .6.28 ".' ..• - ' 41.63 Dsgn L :5.67 ft 3 534 5.34- 1.63 * -. ,, - -O+0.750Lr-+0.750L#1 Dsgn L= 6.00 It 1 _ 922 922 249 . Dsgn. L= 5.50 It - 2 . '- . .. . . •. -0.00 ..,19.22 - 9.22 ;2.51 Dsgn L= 5.67 ft 3 765 765 251 4090 750L*0 75054t Dsgn L= 6.00 It 1 , "j 628 628 1' p 162 Dsgn. C= 5.50 It '2 ,. ._ '. . - -'-0.00 -628 6.28 .1.63 Dsgn L 5.67 it - 3 .4 534 534 163 40+0 60W*l Dsgn L= 6.00 It 1 628 628 162 Dsgn L= 5.50 It 2 ._- 000 -628 628 163 Dsgn.L=5.67f1 3. •',•• '. -5.34 5.34 1.63 ..... ... ,•- .-.- +1116D4070E41 .. -. Dsgn L= 6.00 It 1 701 701 - 181 Dsgn L= 550ff 2 - 000 7.01, 701 182 Dsgn L 5.67 It 3 596 596 182 -+0+0 750Lr-.0 750L-'-O 450W-s-H I Dsgn L= 600ff 1 ' - - - 922 922 1249 • Dsgn L=550ff 2 1000 922 922 " , 251 Dsgn L 5.67 It 3 W.65 p765 - 251 4040 750L-s-0 750S-.0 450W-s-H'. . '4 Dsgn L= 6.00 It _1 - -628 628 4 162 Dsgn L 5.50 fl;, 2 . 000 628. 628 163 Dsgn L= 5.67 It 3 534 534 163 +1 087D+0 750L-s-0 750S-+0 5250E-s-H Dsgn L= 6.00 ft 1 ' -683 683 . 176 DsgnL= 550ff 2 -000 't 683 683 178 ,- Dsgn L= 5.67 ft +3 - .. 580 580 -.0 60D-.0 60W-.0 60H ' Dsgn L= 6.00 It 1 ' 377 377 - V 097 Dsgn L= 5.50 It 2 ., 000 377 377 098 -.4Dsgn .L=5.67ft-, 3 .•'• .:,-3.20 3.20 •., ....0.98 . -.0 4837D-s-0 70E-.-0 60H Dsgn L= 6.00 ft 1 304 304 078 Dsgn L= 5.50 It 2 ,. 000 - 304 304 079 '-.'Dsgn. L=5.67ft ..3 •.•-'.-, - --2.58 2.58- -i-.-0.79 ons Load Combination Span Max Defi Location in Span Load Combination Max + Dell Location in Span - 404.r41 . . - - - 1 • , - 0.1328 0.000 - - - : - 0.0000 0.000- •- .2. , 0.0000 , 0.000 - -s0-s-Lr-s-H - . -- -0.0156 2.785, 40-51..r-s-H 3 01061 5670 4 100000 2.785 Readlons,Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 . Support 3 Support 4 Overall MAXimum - , 5.200 . 4.117 Overall MiNimum 2396 1.847. - -+0-s4ri-H - 5200 .4 .117 - -D 'Only 2.803 2 270 2.396-, 1.847 _,1 , •' •' • •- • •.- - '•• -- .4 .-.--' . i.. - -. • '- • "-- ----•-=-------------'---" -. - '; • '- -•-- , 4 4 - • W. • L-OAj)4 At'- 1-c-i e r . - • ,_ - 4 . - - - - . - . - • - - :, -. - • :-. - •: - - - • • , - -' - - . • ,._• . -- - . - . , , • , 4 t - • • , ' , - 2o 4 Li 2,2-, Company : Dunn Savoie, Inc. - Feb 17, 2015 Designer : hgabilan , 9:54 AM Job Number: MOMENT FRAME 1, Checked By:_____ Basic Load Cases BLC Description Cate ry * Gravity V Gravity Z Gravity Joint Pt Distributed Area (Me... Surface (... 1 DEAD DL 2 ROOF LIVE LOAD" -3 WIND LOAD WL 4'IEARTHQUAKE LOAD! '•' EL "(r - I ' '. ' ' . i 141 Load Combinations Description Solve BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Factor BLC Factor BLC Factor 1 ASCE 1 (As.. Yes DL 1 V 2ASCE 21(AS Yés L j4 4 TW 3 ASCE 3 (AS ... Yes i DL 1 RLL 1 VI ASCEW(AS' Yes DL 'R1iL 801D* X601 1#1-141 VI~W,4 5 ASCE 5a (A... Yes DL 1 WL .6 V ASCE5b(A V iT Wk ''U.%pl ! 7 ASCE 5c(A... Yes DL 1.12 EL .7 8Z ASCE 5d( Yë Pi) ii2 fI L14 'L 9 ASCE 6a (A... Yes DL 1 IWIL .45 LL .75 RILL .75 V 8C E- YP jD q45 iLL5LL75 . 11 ASCE 6c(A... IYes V I DL 1.09 EL .53 LL .75 RLL 75 V jSCE6d(A ê*!i DL @9 ]. 75 [i4 13 ASCE 7a(A...Yes DL .6 1 WL .6 V 15 ASCE 8a (A... Yes DL .48 EL .7 16IASCE 8b(Ar I fF !L' ______ 17 1 Dead Load I DL 1 ftIi t1 4 19 - Roof Live Lo.. I I RLL 1 I I I _________ 20 Earth ua gke Iq W EL" i1 J 3- 't 4 I W4 21 1 Wind Load Wi. 1 1 1 I I I - Hot Rolled Steel Section Sets V - - Label Shape Design List Tyøe V Material Design Rules A tin2l 1yyJjn43 lzz jin4) J [in4l 1 BEAM HSS6X6X4I Tube Beam A500 46 Typical 5.225 I 28.569 28.569 45.5011 cbtUMN HS86X6X6 Ich nn'eI CbIüffiii A5b0.46 VVj X 39V'428 64t5874Zd -. Hot Rolled Steel Design Parameters Label Shaoe Lenathr... Lbvvrftl Lbzzlftl Lcomo too..Lcomo bot... Kvv Kzz Cm-w Cm-zz Cb - y sway zsway — Envelope Joint Reactions - - Joint X fkl Ic V Fk1 Ic Z Iki Ic MX Fk-ftl Ic MY Fk-ftl .Ic MZ 1k-ft] - Ic 11 Ni Imax 1 .669 141 5.485' 1101 0 1. 0 1 0 1T 6.48151 mm -1 499 . 278 I3I0 j ow.t; r1 126 I7I 3:1 N2 max 1.496 6 4.552 1 9 - 0 1 0 1 0 I 1 I 4.04 jI 'I mm 666 - 13 -042 I 14 Oi 'O !'1" ?.'O-' 1 f6 5 I Totals: max 1.957 14 8.946 I 3 I 0 1 .h61 mm L957- 5 '2 403II5 Io3 - V V RISA-30 Version 5.od [U:\ ... \...\..\... \Calculations\TOWER\MOMENT FRAME 1\MF1 .r3d] - Page 3 1 I Mi ICOLUMN 9. 2 M2 COL uMN - --- LI M3 I BEAM 17.17 4 - I Company : Dunn Savoie, Inc. Feb 17, 2015 Designer : hgabilan 9:54 AM Job Number: MOMENT FRAME I Checked By:_____ Envelope Member Section Forces Mmhcr pr AviI1k1 tr ., 4Zhpnr1W In , Rhc,rrk1 Ir' TnrniicFk-ft1 Ir .v Mrsmr In 7-7 hAnmon In Lr Ml imaxi 5.48510 1.4995 01 0 1 0 1 6.481 5 2 I mini 278 13 -669 14 0 j_ 01, - j_ -4126 2 max 5.427 101 1.499 5 0 1 0 1 0 1 3.109 5 4 mm 243 13 -669 14 0 j U j.. 0 .j_ -2 622 14 5 3 max 5.369 101 1.499 5 1 0 1 0 1 0 1 .082 13 6 I Immn 208 131 -669 14 0 0 J:i L i61 10 7 4 Im;jxl 5.311 10 1.499 5 0 1 0 1 0 1 .386 14 8 Thin 173 13 -'669 9 I 5 lmaxl 5.253 101 1.499 5 0 1 0 1 0 1 1.89 14 rimn i39 ' 0 1 -7339 i 11 M2 1 Imax 1 4.552 9 .666 13L 0 1 0 1 1 0 1 4.04 13 I2 mmn 421.44 149 j_0 if i0T 0 6 13 2 max 4.494 9 .666 131 0 1 0 1 0 1 2.542 13 14 -1496 6 -.1 3221 15 3 max 4.436 9 .666 13 0 1 0 1 0 1 1.471 9 17 4 1 max 4.378 9 .666 13 0 1 0 1 0 1 3.855 10 -14 14 -1496 6 i1j 0 .t 456 19 5 max 4.32 9 .666 13 0 1 0 1 0 1 7.135 10 mir -iSi' 14 -149 i i. 0' I!1 21 1 M3 1 Imax 1.957 5 -.231 161 0 1 0 1 0 1 0 1 - ini5. -P'95T ?o 0 i 4,6 23 I _________ 2 max 1.957 5 -.633 16 0 . 1 0 1 0 1 5.784 3 fi I frif95 ToT Ijm ! 25 I 3 Imaxi .666 13 1.262 14 0 1 0 1 0 1 1.898 12 6I iii -149!i 1'587 Ej iI WTI 4949j. 27 4 maxi 0 1 I 2.174 3 I 0 1 0 1 0 1 5.043 3 T33 TIto_ IL Th6O21 3ii 29 5 max I0 11.648 ill 0 1 0 1 0 1 1 1 0 1 ____. i9_231 i5j_Q.. =- ; .-- - Envelope Member Section Stresses RAmh.- Qn,A~;.in-il I. I,. Qk,r k. I,. ,..stIi,&1 I,-. T,.n1k,1 I.-. ,_nfrIn 1 .724 _15 0 1 1 3.768 141 IiY 5 I_0 - 11 0 Ii 3 I_2Imax _Ml I_1 _max mm .717 110 _10 .358 .358 037__-i13 5917 0 1 2.394 5__I_-3768 1412.839 141_0 51_0 1 1 0___' 0 _t 1 _Hmiii .032. 13.____-.16._____14 _5 ......'I-2:839 5.L2.'394;14I;_0.. 5 I_I_3Imax .709 10 .358 15 0 1 1.526 101.075 1310 1 0 1 77-,I_mm 028 13 - __16____1114 0 1 -__075 131_-1__526 iol 7 1I4 _max .702 10 .358 5 0 1 3.702 9 I .352 1410 L 0 .1. 023.H1 .6_____1114 0••". -.35214I_L3702 .9-l-._ . 91 I 5 .694 1 0, .358 5 0 1 6.701 9_I_1.726 141 0 1 1 0 1 10___I_I_mm _max 018____113 -16_[14 0 1 -1726 141_-6701 £1 11 I M2 I_1 _max .601 I_9 .159 113, 0 1 6.014 6 I_3.689 131 0 - 1 I_0 I1 -005__14 -358____I6 0 1 t3689 131_6014 _L U 13 1 2 _max .594 I_9 .159 113 0 1 2.941 6 I 2.321 131 0 11 0 I1 I_. _. .1mm .01:___I1'4,..358'.I6 . 0_.......-2.32.1' 13I -2.94i ;6I_':.o_•ri'I'._Li 15 I. 3 _max .586 I_9 .159 113 0 1 .138 141 1.343 9 1 0 1 1_0 I_1 1mm -015_114 -358____16 U 1 -1343 91_-138 141 17 I 4 _max .578 19 1 .159 113 0 1 .416 131 3.52 101 0 110 I1 18 1mm -.019____114 -358_16.. 0 1: .-3.5210I '-.4161. 19 5 _max 1 .571 I_9 .159 131 0 1 1.785 1316.515 101 0 1 I _0 '20__'I_- _____.____• 1mm . `4 -.358____16- ;.__0.. .6:515. 10H.785. 13 _1 21 M3 1 1 Imax .375 1 5 -.083 116 0 1 1 0 1 I 0 1 1 0 1 0 1 1. 22 1mm -.75 16 -232 _I12 - 0 1 - 0 1 I 0 li 0 1 I 0 1 RISA-3D Version 5.od [U:\ ... \ ... \ ... \ ... \Calculations\TOWER\MQMENT FRAME 1\MF1.r3d] Page 4 • - : Company Dunn Savoie, Inc r - . Feb 17, 2015"- .. 9:54 AM . Designer : hgabilan : . ' .. Job Number: MOMENT FRAME 1' . Checked By:_____ 'Envelope Member Section Stresses (Continued). Member Sec Axiallksil Ic v Sheari. Ic z Shearl... Ic v-TolDlksil ic v-Botlksil Ic 'z-Tooiksil Ic z-BotFksil Ic -, -. . ("L " ,. '- * - - -•' - -- • - - - . . 4-, .4. 4. '•': - •'.". • -4. ' - ,. at - '.4 4 c -Envelope ASD Steel Code Checks i. Member Shane Code C. Locifti Ic Shear C.'. LocFftl Dir Ic Fa Fksil Ft lksil Fb v-v 1... Fb z-z 1... Cb Cmv Cmz ASD Ean ,..'-.- 4. I •' - "_ - : - •'. . t,c_,' - . '. a - 4 ••4. 4 4, .. .4- 1. 4 I 0 4 - ),• . . . & . - _., .- . . .1-, '.. . . ,.. -, 4 . ,c. 1 • 4- 4% 4 4 )•• • 1' 4 . • . .• 4- . ...................,•.. . a ,- ,, -. 4, .--., 0 ..•,.t ,., 1.' . 4.- £4 . . . - . ._:%•, - . '0 4, ' '., 4 -. . ,- . -'.4 - . ;•'•. '- . .. '4 -44,' -. -4;. 1 4 I 4 0 -,-',. 44 .• '' :. ,•-- '.'.*& _44 .1 .' •-.. .4 -. , . .. &' .•4 . ; .. '-, - -.•44 *'% - .4 • • 4 . . . , . .fr . . . . . . 4 h 1*' 4 *4, •. .4 4. c 44 a .4 -4 $ 4 -4 - .4.? 4, 4- , •._ I 4 44 4 4 I ,. 0. •' 4 - 4.4' . ',, '. •. . 4 . ,.•. • 4 * -. - . I I RISA-3D Version 5.od -. [U\..;.\;.\ .CaIcuIaons\T0WE MOMENT FRAME 1\MF1.r3d]. . Page 5 -'.4 ... -- 0254 16 728830T '.-min -'375 6 -7288 3*2254Li6M00 I 25 3 ma .127 13 .452 - 14 - 0 1 -.622' 15 2.392 12 0 -, II. .0 •' Ii 261tI ½ min t569 /0 -' 1 239212 '622 i 0i j. rvoi'-;k 27 4 max 0 1' .779 3' 0 1 -2.019 i 6.355 3 0 1 28f' 1 a' 227< 15 0. -6 55 ., -2 019o. 15 0'L Ic t0 29 5 max 0 1. .232 11' -.0 . I 0 I -- 0.' 1 0 1 0 1 30I "-.'t '-'4J - 4 . --;- . - - - q -- ,, - -. ,, )xiiif o: 1 083l 15 it 04i £iIO- :i_ a044144 11. 1 N Mi HSS6X6X6 -.236 1.-9 9 .019 0- y 5 23.049 27.6 '13O.36 30.36 2.3 .6 .284 H1-2 -c.-2-25t; iO ..,0400;1. O&' F3O49 3b'6' 2 H12 - M3 HSS6X6X4 :419' 5.902 3 .055'16.081. 10 16.647 27.6 . . ,..-.- -- '30.36 30.36 1 .6 j .85 H1-2 2 OR 3c 4 ... * ' Company : Dunn Savoie, Inc. Feb 17, 2015 Designer : hgabilan 10:05 AM Job Number : MOMENT FRAME 2 Checked By:_____ Basic Load Cases S - DI C V -uh, V (*,ih, 7 (uih, t.-,nt Drsint flctrihithr1 Aran IM iirfro I 1 DEAD DL 1 -1 T T 2 f I RdOFIiIVE .IiOAD RLL-ii5 f4: cj WIND LOAD WL t4e EARTHQUAKE LOAD EL ikt - Load Combinations i.....Dr CO DI C PP C -.+nr P1 C ,fn, Pt C .-inr RI C PnMnrRI C' -trr RI Crtnr R1 r- Pnrtnr 1 ASCE1(AS.jYes DL ASCE~2,AS Yes kt DI q1Lt r !4L 'W1 ? 3 ASCE3 (AS ... Yes DL Nt ASCE4(AS Yes 6LVi! - __rAw 5 ASCE 5a (A... Yes DL 1 WL .6 - - - 111 WOW W Yi Pi W1 7 ASCE5c(A... Yes DL 11.12 EL .7 4SCd(A Yès f4 OL' fl2 F1 9 JASCE 6a (A... Yes DL 1 WL .45 LL .75 RLL .75 1O ASCE 6b(A Ye—s ! W! tL Aw 9w 75' Om r i 11 JASCE6c(A... Yes DL 1.09 EL .53k LL .75 RLL I •75 ]AscE6d(At S Dli 109 ELV ! RL 175 13 LASCE7a(A ... Yes I DL .6 WL .6 L!- tfg4IAsCE 7bW y Pt? 6 Wi! 15 ASCE8a(A.;. Yes I DL .48 EL .7 I AE86(A Yes 1fr L' 7 Dead Load DL 1 __ 9 Roof Live Lo.. RLL 1 2fJ Frtquak EL 1* 2i Wind Load _WL 1 Hot Rolled Steel Section Sets . I nhpl Shnø flinn I it Tvnp MtriI fl-,,inn Rijips A Fin21 1w Fin41 Izz lin4l J Fin41 Hot Rolled Steel Design Parameters I ts*l I I t,,rcn I krccI I ,.,sr,n ts,s I ,'nn,n hnf k',u k' Crn..uw C'm77 C'h U 5WV 7 SWV 1 1 Ml ICOLUMNI L2J M2 COLUMN 9t4 b 1I c 2.JE 3 1 M3 BEAM 110.58 1 1 . Envelope Joint Reactions• . .Jnint X fkl In V [ki In 7 Iki II-. MX lk-ftl In MY Fk-ftl In MZ [k-ftl Ic 1: N1 max .97465.533 121 01 0 1 0 1 1 5.186 13 1 * thirit 3 941 1 071 2 15 '0 'o '1 t0h' *ii i 5 28ZI Li 3 N2 max .937' 14 4.542 111 0 1 0 1 0 1 5.26 5 I 16TI 5 Totals: I max 1.903 1 6 1 9.968 1 3 I 0 1 L&LL iiñ !Y-1.903 20:. i;4 zk RISA-3D Version 5.0d [U:\ ... \...\...\... \Calculations\TOWER\MOMENT FRAME 2\MF2.r3d] Page 1 32- Company : Dunn Savoie, Inc. Feb 17, 2015 Designer : hgabilan 10:05 AM Job Number: MOMENT FRAME 2 Checked By:_____ Envelope Member Section Forces Mmhr Rpr AxiIFk1 Ic v SharFk1 Ic z ShrFk1 Ic TorouFk-ft1 Ic v-v Momen... Ic z-z Momen... Ic 1 Ml 7J 5.533121.94113 0 j0 j_ 0 1 5.186 13 2 I IminI 1071 j[ -974 .0 j._ 0 j._ 0 3 2I max I5.47 12 .941 ... 131 0 1 0 1 0 1 3.07 13 mm _1___043 15 -_974 6____I_0 1 5. 3 max 5.408 3 .941 13 1 0 1 0 1 .966 5 nmn 7,O15 1974 _0 t-916 7 4 max 5.35 3 .941 13 1 0 1 0 1 1.288 6 _-01 - L. j. -974 6___'0 _0 j o_ L0 L 1163t 9 5 max in__87T 5.292 3 1 .941 13 U 1 0 1 0 1 3.479 6 6 41 I i 11 .M2 1 max 11 .97 5 U 1 1 0 1 0 1 5.26 5 Lf rn___15r _4.542 j. 937tA ii 9 13 2 max 1 4.478 11 _.97 5 0 1 0 1 0 1 3.077 5 21C a .m! Tr877 WI_ -937 14 15 3 max 4.415 11 I .97 5 0 1 0 1 0 1 907 13 ,75 759 i1_937 i TMO !f 17 4 max 4.352 11 5 0 1 0 1 0 W_937 _.97 1 _72? A3.269 1 19 I 5 max 4.289 11 I .97 5 0 1 0 1 0 1 1717- 4 Th 21 I M3 1 max .97 5 6 0 1 0 1 0 1 3.479 6 _.727 457f 3? 23 2 max .97 5 .68 6 1 U 1 0 1 U 1 1.643 14 1.. 74i 25 3 max .97 5 .633 14 0 1 U 1 U 1 -.056 16 Ii! 634F : ---_r jj OA 27 _______ 4 max .97 5 .605 14 0 1 0 1 0 1 1.634 13 J jn 7Vj 7vT V, i 29 5ImaxI.97 5 141 U 1 0 1 U 1 3.473 5 TIIf 14___72 _.577 ___ oTii T0 ITo I - Envelope Member Section Stresses Member Sec AxialFksil Ic v ShearF... Ic z ShearF... Ic v-Toolksil Ic v-BotFksil Ic z-Too[ksil Ic z-BotFksil Ic 1 Ml 1 max .731 12 .225 13 0 4.827 6 13 O 1 I 0 -f 1k.. 141 15 -__233 6 0 4'735 '13 _4.735 -4___827k 3 2 _max .723 _12 .225 _13 U 2.826 6 2.803 13 U 1 I_0 1 2"803 1 -2_826 . 0 I3 _max .714 I_3 .225 0 1.""" .836 14_.882 5 0 1 I_0 1. __I_I_1mm 134_____15 -233_____6 _13 0 -882 51 -836 14 0 1__I_0 i 7 II4 max .707 I 3 .225 113 U 1.062 131 1.176 6 0 1 I U i mm 13_______115 -233___I 6 0 14 5 -1176 j3 0 _max .699 13 .225 113 0 2.994 6____-1__062 13_3.176 6 0 11 0 Ii mm 127____115 -233 __I_6 11 M2 1 _max .6 1111 .232 15 0 1 4.715 14_4.803 5 _ _IL_ LL_Q_.LL mm 108___116 -224 io 1 -4803 141 13 12 __ 2 _max .592 ill .232 5 U 1 2.79 5____-47.i5' 14_2.809 5 1 1 0 104 16 __ -224__114 0 .j -2809 5_ItL279 14__0 _0 .iL_o Ii 15 I 3 _max .583 11 .232 5 0 1 .877 6 I_.828 1 0 _iH mm I i -224 141 0 1 -'-.828 '1 131_-877 13_0 6__0 1 0 1 17 4 _max .575 ii .232 5 0 1 1.177 5 I__1.06 141 0 0 1 18 mm 097____116 -224 14 0 1 -106 141 -1177 5____I_0 1 ö11 19 5 _max 1 .567 _ii .232 5 0 1 3.171 5 2.985 1410 1 U I 2Q 093____16 0 j -2985 14 -3171 21 M3 I_mm I 1 _max .186 I 5 -224_____14 .261 _6 0 1 4.133 13 4.384 6 1 _1 _1 I 1mm -179__114 -207_113 0 t -4384 -4".j33'.--,j131 0 1 I 0 Ii RISA-3D Version 5.od [U:\.. .\. ..\. ..\. . .\Calculations\TOWER\MOMENT FRAME 2\MF2.r3d] Page 2 I 1. 4 , •, - - 8 4 Company Dunn Sav6ue, Inc ".' Feb 17 2015 Designer : hgabilan ., .. - - 10:05 AM . Job Number: MOMENT FRAME 2' . . , Checked By: - 8 Envelope Member Section Stresses (Continued) . •'. ' Member Sec AxialIksil, Ic v Shear l.,. Ic z Shear[... Ic v-Toøiksil Ic v-Bollksil Lc z-Too1ksi Ic z-Botlksil Ic 23 '.. .244T6 0 .T-1 141 0- _fl 24tt 4'_ _2x86 Thun' ___14 6V _217 13 _0 25 3 _max .186 .227 __114 0 1 .177 7 _ _ -.07 1 I_0' '1 261iZ__ lri,in _179 _5 _14 4 7 16_0_____. _'0- 1lfoL 27 4 'max .186 5 .217 __5 _14 0 1 2.18 07-16__177. 6 _2.06 131 '.0'. 1 I 0 1 1 284l&linu T-179 i 244tV5 i0.t44"i18 206' i'PL2 29.1 __5 _max .186 5 .207 114 0 1 4.119 .0 1 uñ 114_.4.3765 t9p1 1- 1._0 • .,.-.-. . 8.' 'a7 # '''6 •- - '7 - 8 S. 4 . I . -J • , 4 74. . - Envelope ASD Steel Code Checks' - 7 NO - . .. .• 7 ' .. .-. . '. .7 .. .7. '.7 44 -t ,),7'_'._. . • ..~..-.-• ............ . '.7 4. •. l 4 4 41 'I- '8 • I 4 .4 '.7 . . . - . .7 ' 9... .• . . -. 4 . . . 7 .- r , I '. '.'-P' . - ' 7 44'. . . *4 ' _ '. •', '8 . . - .7 ' 7 ,., . 7 -'8k . -. ...# . . I - ,- --- :. -. .1- -.. .•'' .. . .3 4 747 P r -4 I . .4 14 r - '7 - - '' ,., .3 . . ,. . 7 . 4 - .3 '' ' .-. - t •* •3 -. -' 4• 14 'c--- . 7 ., S . 47. _I 7 4- ...'. . .' .,..,0 . 4. 4. .. .,. . 7' 7 '....7' . . .7. -.4' . . '. --S.. ' . . ' . , , 7' .. .3 '•' 7 - - '4.'. . 3.4 ._ ,. 3. '.1, ,'. : • ,.. 8_ " • .1' • . , .. . 8... . ' 7 ..,. _•- - -.7, '_.. , 7 . , .. 44 -S .14 8 4 '.4 4 ' ' 7 . .7 3* . . - _ _* 47 , 1 44 4 44 .7 . '. , , ......•-,, - . 7 - . . .. , * , . a . ' '. 7 •4 . . . 8. • _ . .ly ' -b ' .' ,, .' . -'4. 4 7 ., 7' . - 4 - . '4 4t.• .7 ....,'.•',-. '"37 7 .. 4 .'. '.7" _7_ .7 '.''. - .'. ,'. ''4 -- .7 . • . - :7 4 .4 -' '8'- ' '4- 7 ' 4 . ', - ' . - 7 7 7 ,_7 ., .'. ' _ '''' • I''' 4. . RISA-3D Version 5.od [U:\...\..'.\.-..\...\Calculations\TOWER\MOMENT FRAME 2\MF2.r3d] ., - 7' Page 3 - [ Ml _.177. 123.049 1 ,27.6 .36' 21 1 M2 _HSs6x6x6l Member Shape CodeC...Locifti_Ic Shear C...Locifti_DirIcFaFksil _0 _6 _.013 -O _v_6 o ___.4238049.1 _30 FtFksi]_Fbv-v_1:..Fb_z-zL._CbCmv_CmzASDEon _30.36 _2.3_.6 _.337_H1-21 9 3 1 M31HSS6X6X41 _SS6X6X6j174 __151__10.58_5 ____013._ _.014 _110.58 _v_I_5__22.102 27.6 _13036 30136t__3036't _30.36 283___336 _2.3_.6 _.85 _'H1-2 - --' II ii JJ -. DUNN SAVOIE INC. STRUCTURAL ENGINEERING goG S. CLEVELAND ST. OCEANSIDE, CA. 19205,4-CHECKED 60) 91536-6:355 FAX: (760) 966-6360 JOB Verizon - Marron Road. SHEET NO. CALCULATED BY HG DATE 2/15 BY . DATE SCALE SUMMARY OF RISA ANALLYSIS . . MOMENT FRAME I 2 . .. . . UNFACTORED REACTIONS . . DL . RLL X(k) Y(k) Z(k-ft) X(k) Y(k) Z(k-ft) Ni -0.327 2.434 0.913 Ni -0.177 2.066 - 0.474 N2 0.327 1.934 -1.019 N2 0.177 1.548 -0.57 . .. 4 __________________ ___________________ • EQ • WL X(k) •Y (k) Z(k-ft) . X(k)- Y(k) Z(k-ft) Ni -0.953 -1.345 4.871 Ni -1.633 -2.306 8.349 N2 -0.953 1.345 4.857 N2 1.629 2.306 8.325 : MAXIMUM MOMENT AT CONNECTIONS (ASD) Mm Ax 6.587 k-ft .• • MAXIMUM MOMENT AND SHEAR AT BASE (ASD) . VmAx= 1.496 k MmAx 6.587 k-ft . MOMENT FRAME 2 • •,. . . UNFACTORED REACTIONS [DL. . RLL •- . '• [ • X(k) Y(k) Z(k-ft) X(k) Y(k); Z(k-ft) '• .. Ni 0.21 3.129 -0.063 Ni 0 2.396 0 L2 -0.21 2.596 0.06 N2 • 0 1.847 0 'EQ •• WL X(k) Y(k) Z(k-ft) . X(k) Y(k) Z(k-ft) Ni -0.927 -0.616 5.079 Ni4 -1589 -1.055 8.706 N2 -0.923 0.616 5.056 N2 -1.582 -1.055 8.667 . MAXIMUM MOMENT AT CONNECTIONS (ASD) . MM AX ' 5.287 k-ft -- . .• ., MAXIMUM MOMENT AND SHEAR AT BASE (ASD) . • VmAx =, 0.974 k - MmAx = 5.287 k-ft .. .-. .' . . L1 'ii7,2ft.) Dunn Savoie Inc. JOB \V Structural Engineering SHEET NO _______35- ________________ OF___________________ 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 CALCULATED BY___________________ DATE / E-mail: dsi@surfclsi.com CHECKED BY__________________________ DATE SCALE 2 3 6 0 7 81:34 0 0 I P. 3 4 5 6 7 0 I 2 5 4 04 113 - S 011 .4 4 '.' VSGt \ 2 SS H IL VA /yi;) I17 i. tit it 7 V y r lJ7 t ii- I L —J t Ile- L ' 1 Au Co 0 D PRODUCT 207 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 JOB MPtLl SHEET NO. OF______________________ CALCULATED BY____________________________ DATE / CHECKED BY___________ DATE _______ SCALE I 31 56; a I 231 567 6 214 5 67 a r 2 31 567 6 I 2 3 .1 567 6 1 2 Id 66 7 - . D PRODUCT 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 JOB V4oU (r€Po,'J R-T SHEET NO. ___________________________ OF______________________ CALCULATED BY 0,4fr114S DATE CHECKED BY DATE SCALE 2 345 6 7 H I 2 3 4 5 6 7 6 1 2 3 ,1 5 6 7 8 I 2 1 4 5 0 7 8 I 2 3 4 5 6 7 8 2 3 4 5 6 7 6 1 2 3 4 S 6 7 t 1 AAvL- (oi- j-s 2 U74- Roo 1A-tJ tt6?DI1MT F?4-i-1<c6 1, 54 -z3 NO UPL(FT TVp-€-- 1. F '/ * Lo, fi2vM aD* 2 *- M cvç LOA pi-- 4-7c4- - 2-!3 4724 8 6 7 ]4 V/, W It WLL- 2- I5' XO .: (i -- LF WA 5(5q 1 q7 5 35,34 ovio (3sc.L-iis Mc-q S/D6 o S7/.b I_I-I_J Q_j 1i- (P3,z() 4(ZoqSf z-5')+('PF ) 14 / UF1FT LoAD 3 Fto44 eoL' 2 110 1/2 10—'r - 3'--8 IJ2 A?i in Deipn Summary .' V 4 4 V V Max fb/Fb Ratio = 0.556-1 - fb : Actual: .564.36 psi at 7.737 ft in Span # 2 Fb: Allowable: V 1,014.58 psi V . Load Comb: +D+L+H Max fv/FvRatio = V 0.200: 1 * , fv : Actual: 36.01 psi at 2.000 ft in Span # 1 Fv: Allowable: ' 180.00 psi • V V V Load Comb: +D+L+H V Description: ANTENNA FLOOR FRAMING 1 TYPKALFLOOR BEAMS 2ô13, ASCE 7 jot BEAM Size: 4x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending . V Wood Species: Douglas Fir - Larch - Wood Grade: No.1 •V V V •V - - Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx V •V .0,700.0 ksi V4 Density 32.210 pcf V Fb Compr 1,000.0 psi Fc Perp 625.0 psi Ft 675.0 psi Eminbend xx .620.0 ksi V Applied Loads V V V V V V V V V V4' Unif Load: D = 00250, L = 0.040 k/ft. Trib= 2.0 fl V •, V - V V Point: D=0V1260k@17.170f1 Design Summary V Maxfb/Fb Ratio = 0.423;,1 . V V fb : Actual: V. 423.08 psi at 7.433 ft in Span # 1 Fb: Allowable: 1,000.00 psi , . Load Comb: 'V +D+L+H V V • Ma'xfv/FvRatio= . 0.180:1 V V V fv: Actual: 32.45 psi, at 15.170 ft. in Span # 1' Fv: Allowable: 180.00 psi • • V Load Comb: . +D+L+H V Max Reactions (k) P - - H Downward L+Lr+S 0.080 in Downward Total 0.130 in' V , Left Support 0.37 0.60 . . V. Upward L+Lr+S -0.032 in Upward Total -0.052 in Right Support 0.49 0.78 ' . Live Load Defi Ratio 1490 >360 Total Defi Ratio 916 >240 V [WàódBám Desigh BEAM 2 TYPICAL FLOOR BEAMS " CU2012N0011C2b1fCBC 2OThACE7 1O BEAM Size: 4x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch . V V Wood Grade: No.2 V V V V . •F Tension 900.0 psi .Fc - Prtl 1,350.0 psi Fv , 180.0 psi Ebend- xx 1;600.0 ksi Density 32.210 pcf . . * Fb Compr 900 0 psi Fc Perp 625.0 psi Ft 575.0 psi Eminbend xx 580.0 ksi , 4' Applied Loads Beam self weight calculated and added to loads Unif Load 0 = 00250 L = 0.040 k/ft TOO= 20 fl Point D=01260k@ 20f1 Point D=00620 L=01130k@650f1 Point: D=0.0620, L=0.1130k@9.75011' V V V - ' V •V - * V V 4 geyla*h "e W&d Beam 91 orojM11131111 3:4 Lei 1 1:4 Description: BEAM 3 (LATERAL LOADS IN N-S DIRECTIONS) - . . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties - - Analysis Method: Allowable Stress Design - Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 - . - Fb - Compr 2,900.0 psi Ebend-xx. 2,000.0ksi . . . . Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : Truss Joist . Fc - Perp 750.0 psi . - Wood Grade : Parallam PSL 2.OE Fv 290.0 psi .. * Ft psi 1 2,025.0 Density 32.21Opcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 - . . . Point Load: D = 0.1260 k 0.0 ft, (SCREEN WALL LOAD Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 2.0 ft(FLOOR LOADS Load for Span Number 2 - Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR LOADS . . Point Load: 0 = 2.434, Lr = 2.066, W = -2.306, E = -1.345 k 4.0 ft, (MOMENT FRAME 1 NODE 1 Point Load: D=1.934, Lr = 1.548, W=2.306, E = 1.345 ka 9.50 ft, (MOMENT FRAME 1 NODE 2 • . • Moment: D=0.9130, Lr = 0.4740, W=8.349, E =4.871 k-ft, Location= 4.0 ft from left end of this span, (MOMENT FRAME 1, NODE 1 Moment: D=-11.019-1-r=-0.570, W.=8.325, E = 4.857 k-ft, Location= 9.50 ft from left end of this span, (MOMENT FRAME 1, NODE 2 --- -0.3221 Maximum Bending Stress Ratio - Maximum Shear Stress Ratio 0.215 :1 Section used for this span 7x14 Section used for this span . 7x14 fb : Actual = 1,166.94psi fv : Actual = 77.77 psi FB : Allowable = . 3,625.00 psi Fv : Allowable - - 362.50 psi Load Combination , , +D+Lr+H - Load Combination . , Location of maximum on span = 9.492ft - . Location of maximum on span - = '"2:000f1 Span # where maximum occurs - =. . Span #2 Span # where maximum occurs = Span # 1 Maximum Deflection - .. . . •-. Max Downward Transient Deflection 0.119 in Ratio = 1523 Max Upward Transient Deflection . -0.051 in Ratio = 938 Max Downward Total Deflection . -, • - 0.297 in Ratio 7 612 .. .. - Max Upward Total Deflection - -0.122 in Ratio = 392 .' Maximum Forces & Stresses for Load Combinations. Load Combination Max Stress Ratios. . -, Moment Values - Shear Values - Segment Length Span# M v Cd Fly. i Cr C rh . C t CL - M - th' Pb V tv F'v 4 • 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.008 0.174 0.90 1.000 1.00 1.00 1.00- 1.00 -100 0.38 20.14 2610.00 2.97 45.53 261.00 tj -. - -- - -. -- - . • :. . Description: BEAM 3 (LATERAL LOADS IN N-S DIRECTIONS) .. .. - . LOad Combination Max Stress Ratios • ' - - . Moment Values - Shear Values Segment Length Span# M V C CFN:C i C Cm, 'Ct 9.L M. th Pb V fv F'v,'' Length = 15.170 It 2 0.264 0.174 0.90 1.000 1.00 1.00 1.00 1.00 1.00 13.12 .688.45'2610.00 2.97 45.53 261.00 +0*L-+H ' 1.000 1.00 1.00 1.00 1.00 1.00 ' ,,.0.0O 0.00 0.00 . 0.00 Length = 2.0 ft 1 . 2 0.010 0.185 1.00 1.000 1.00. 1.00 1.00 1.00 1.00 0.54 .28.54 2900,00 3.50 53.63 290.00 290.00 Lngth= 15.170 It - - 4o+L+4-I 0.277.1 0.185 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.30 . 802.65 2900.00 3.50 53.63 1.000 1.00 1.00 1.00. 1.00 1.00 ,, .'.,, :000, 0.00 0.00 '0.00 • 362.50 - - •. '. Length =2.0 ft 1 0.006 0.215 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 ' 2014'. '3625.00 . '- . 3625.00 5.08 '77.77 ' Le'ngth= 15.170 It '2 . 0.322-'0.215 . 1.25 1.000 1.00!1.00' 1.00.. 1.00 1.00 22.24 1,166.94 5.08 77.77 362.50 *1J+54 . ..-. .1.000 '1.00 .1.00 1.00. 1.00 1.00 - :. 0.00 0.00 0.00 0.00 Length= 2.oft I - 0.006 0.137 1.15 1.000- 1.00 1.00 1.00 1.00 1.00 0.38 20.14, 3335.00,'..2.97 45.53 333.50 Length = 15.170 ft 2 0.206' . , 0.137 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.12 688.45 3335.00 -. 2.97 45.53' 333.50 ..O-O.750Lr*O,750L4j Length = 2.0 : , • 1.000 '1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 0.00 0.00 1 0,007 0.209 . 0.209 1.25 1.000 1.00 1.00 100 1.00 1.00 0.50 26.44 3625.00 4.95 75.78 362.50, Length = 15.170 ft ' 2 0.312 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.56 1,131.43 3625.00-1 4.95 75.78 - 362.50 40-s0 750L0 750S+H Length =2.0ft • . 1.006, 1.00 1.00 1.00: 100 1.00 0.00 000 000 000 1 0.008 0.155 1.15 1.000 1.00 1.00 1.00 1.00 1.00 ' 0.50 ' 26.44 -3335.00 3.37 51.61 - 333.50 Length= 15.170 ft 2 0232 0.155 115 1.000 100 100 100 100 100 1475 77382 333500 337 5161 33350 *040 60W+H 1.000 1.00: 1.00 . 100 1.00 1.00 000 s 000 000 000 Length 2.oft .." Length 15.170 ft -. " I 0.004 0.060 0.112 1.60 1.000 ' 1.00.' 1.00 1.00 1.00 1.00 0.38 20.14 4640.00 - ' 1.81 27.76 464.00 2 0.209 1.60' 1.000 1.00 1.00' 1.00 1.00 1.00 18.44 - 967.89 4640.00 3.41 52.18 464.00 40-0 60W-sI-I ' 1.000 .1 .00 1.00,1.00 1.00 1.00 000 000 000 0.00, Length '= 2.0 It 1 0.004 0.136 1.60 1.000. . 1.00 1.00 - 1.00 1.00 1.00 0.38 20.14 4640.00 4.14 63.30 464.00 Length =15170ft 2 0179 0136 160 1000 100 100 100 100 100 1586 83211 464000 414 6330 0.00 - 46400 +1.116D.+-1.050E+H . 1 - - . ' - - 1.000 - 1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 - 0.00 464.00 - • - - - Lergth=2.0ft - 2' 0.005 0.070, 1.60 1.000. 1.00 1.00 - 1.00 1.00 1.00 1.00 0.43 22.49 . 4640.00 " ' 4640.00 - 2.14 32.69 Length= 15.170 It 0.226 0.122 1.60 - '1.000's.. 1.00 1.00 1.00 1.00 19.97 - 1,047.96 . . 3.69 56.55 464.00 +1,116D-1,05OEi-4-I -. . - t000 1.00 -1.00 .1.00 1.00 1.00 0.00 ' 0.00 . 0.00 0.00 Length = 2.0 It -' "1. ' 0.005 0,149 1.60 1.000 1.00 1:00 1.00 1.00 1.00 - 0.43 22.49 4640.00 4.51. 68.97 ' 464.00 Length =15170ft 2 0.195 0.149 160 1000 1.00,100 100 100 100 1726 90575 464000 451 6897 46400 -, • -00,750Lr40,750L40.450W+H 1,000 1.00 .1.00 1.00 '1.00 1.00 0.00 -. 0.00 0.00' 0.00 Length = 2.0 ft - Length = 15.170 It - 1 0.006 0.135 1.60 1.000 1.00 1.00 1.00 100 1.00 050 2644 464000 4640.00 i 4.08 6246 464.00, 464.00 - 2 0,279 0.153 1.60 1.000 '1.00 1.00 1.00 1.00 1.00 24.71 1,296.65 4.63 ' 70.88 - 40+0 750Lr-.0 750L 0 450W-sI-I - 1- 1.000 1.00 1.00 1.00 1.00 '1.00 000 000 000 000 Length =2.o ft 0.006' - 0.192 1.60- 1.000 -1.00 1.00 1.00 1.00 1.00 0.50 26.44 74640.00 5.82 89.11 .464.00 Lngth= 15.170ft -- 2 0.252 0.192 1.60 1.000 1.00 1.00 - 1.00 1.00 1.00 22.24 . 1,167.13' 4640.00 , 5.82 89.11 464,00 -+0+0 750L0 750S-s0 450W-sI-I - * Lei6th=2.0ft - 0.006 1.000 1.00 1 00 1.00 100 1.00 000 000 000 000 1' "0.082 1.60 1.000 1.00 '1.00 1.00 1.00 1.00 0.50 26.44 4640.00 - • 2.50 3828 464.00 Length= 15.170 It • 2 0.208 ' 0.115 -1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.38 964.70 . 4640.00 3.50 53.57 464.00 - - -0-+0.750L-'0.750S-0.450W-4-H • 1.000 1.00, 1.00 1.00 1.00 1.00 • 0.00 ' - 0.00 0.00 0.00 Length = 20 ft 1 0.006 0.14O 160 1.000 1.00' 1.00 1.00 1.00 '1.00 050 2644 464000 424 6494 46400 ; Length= 15.170 ft 2 0.180 0.140 . 1.60 1.000 1.00 1.00 1.00 1.00 1.00 - 15.95 - 836.94 4640.00' 4,24 64.94 464.00 - 0.00 - +1, 40 087D750L40750S407875E* - Length 2.0 ft ' - - 1.000 1.00 1.00 - 1.00 1.00 1.00 - 28.20 0.00 - 0.00 0.00 1 0.006 0.090 1.60 - 1.O00 1.00 1,00 1.00 1.00 1.00 0.54 - 1,024.75 4640.00 : 2.74. 41.97 - 464.00 - 464.00 - - Length= 15.170 It 2 - 0221 0.123 1.60 - 1.000 1.00 1.00 '100, 1.00 1.00 19.53 4640.00 3.7-1 56.85 +1.087D40.750L40.75057875E-'4 - 1.000 1.00 1.00 1.00 - 1.00 1.00 , ,O.O0 -. 4640.00 - . 0.00 _.0.O0 0.00 Length = 2.0 ft 1 0,006 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 28.20 4.52 69.19 ' 464.00 ' Length = 15.170 ft - 2 0.192. 0.149 1.60 1.000 1.00 1.00 1.00 1,00 1.00 17.00 892,17 - 4640.00 , '4.52 - 69.19 : 464.00' 1,000 1.00 1.00 1.00 1,00 1.00 0.00 4640.00 ' 0.00 0.00 0.00. Length 2.0 It 1. 2 - 0.003 0,021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 12,09 - - 717.07 0.62 9.55' - .464,00 '.. : - Length 15.170 It 0,155 ', 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1,00 13.66 4640.00. 2.51 38.42 • 464.00 • - 0.00 -.-0.60D-O.60W-s0.60H - -- .Length =2.Oft ' . 0.003 - q 1.000 1.00 1.00 1.00 1.00 1,00 - - 0.00" 0.00 0.00 - I 2 - 0.097 1.601,000 1.00 1.00 1.00 . 1.00 1.00 0.23 ' - 12.09 - 596.35 4640.00 ' 4640.00 - 2.95 45.09 - 464.00 Length = 15.170 It -0.4837D+105OE-+0 - - 0.129 - ' 0.097 - - 1.60 1,000 1.00 1.00 1.00 1.00 1.00 11.36 - 2.95 45.09 464.00 0,00 - - - .60H - • - ' ' Length =2.Ofl , I - 1.000 1.00 1.00 1.00 1,00 1.00 - 0.19 - - -0.00 4640.00 - '. - 0.00 0,00 0.002 0.008 1.60 1.000 1.00 1.00 '1.00 1.00 1.00 9.74 0.25 ' 3.88 464.00 - - Lngth' 15.170 It r 2 - 0.140 '.0.075 - 1.60 1.000 1.00 1.00 1.00 ' 1.00 1.00 12.41 651.23 - 4640.00 - - •, 2.27 34.79 464.00 -0.4837D-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=20f1 I 0.002 0.087 160 1.000 100 100 100 100 100 019 974 464000 262 4016 464.00, Length =15170ft 2 0115 0087 160 1.000 100 100 100 100 100 1015 53285 464000 262 4016 46400 5- -•' 1 .4 - - ,',S _''. '"'r' -.• - '.4 .4i_ . . . .4 .4 ' . - - .. • . ' . .'I-''2. S S• -. .4 .44 - - . . S •' 4. t..4 .4 - .4 .- t - - •, . - . . . . . - , - - .4 ,- . t - . . . . ' .-.. , .J - ... ' ''Z.S'' $UO Description BEAM 3 (LATERAL LOADS IN N S DIRECTIONS) - Load Combination Span Max Defi Location in Span Load Combination Max + Defi Location in Span 1 0.0000 0.000 . . +0rH .1221 . 0.000 +0-+0.750Lr+0.750L+0.450W+1-1 • . 2 0.2971 . 7.712 - . . 5.. .. 0.0000 ' 0.000 : Support notation Far left is #1 VaI u in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum . - , - 6.339 4.770-- . . . .. - .45 -'- . .. • - Overall MiNimum 0.777 * -0.207 +041 3.305 2321' - . . , -, 4.083 2.917 -+0-tr44-i 5.411 3828,- *0+541 3.305 2321 .-.0-.0.750Lr'+0.750L#I . . . . 5.468. -'3:899 '' r- ......- . ..,.., -_!4 ? -"040 750L-+0 750S#1 3.888 2.768 1 '8 4 +0-+060W*4-i 2.144 "' 3.482 -s-0-0 60W*i " 4.466 1 1 160.4 40+1 050E#1 " 2.120 3.506 '8 40 1050E+H 4 4491 1.135 I 040 750Lr-.0 750L*0 450W41 4.597 4.770 i .4 -+0+0 750Lr*0 750L-0 450W4i 6339 3028 , r 40+0 750L*0 7505+0 450W-*i 3.017 . 3639 -.040 750L-.0 750S-0 450W+H - 4.759 1.897 -+040 750L+0 750S-+0 7875E-.-l-i 2.999 3657 .. *0.0 750L-.0 750S-0 7875E-.-H 4 777 J.87 9 , ..- '8 4 •S' ; +060D-.060W-.060H 0.822 2554- +060D-060W'+060H .4' . ' 3.144 0.231'. -.0 60D+1 050E+0 60H ' 0.798 2.578 060D1050E+060H .4, 3168 0.207 DOnly .3.305 2321 ,. LrOnly 2.106 1.508' . ' L Only - 0777 0.596'..4- SOnly W Only -1.935 1.935 iow 1.935 1935 - +11.50E ' -1.693 1.693 'm-'l.50E 1.693 -- -1.693. '' • - '• - a '8 '- '- .4 .-:- 5. .4- .'3 .4 ., _-r - ...''-,,. . .4 I'S .' . . - , .' •- .4 , .4 S ', 5' '5 , , •' . "' . 4'' . . 5 .5' . .4. 5.4 .- . , .4.. - •4 , ,- '.4 8- . ,5.4, '455 .4. - .4.,' '. 5.- . • ., .4 .4, .4 , - . .4 .4 .4 5, 14 . ' 4 . _5 • . .4,. .4 .4 , ' ' • .4. '•'.• , ,:'. ,_,', .5 .4. .4, 4,- '55 '' ' , ' '.4 .4 .4. ••S .34 , J 'S.4 .4 , '' . '''. ,' - ''. -- ', S • 45' •4 • 'S , - . . .4 , * 4 3 : L . .4 • , - .4 p .4 '," ,, , .4 "54 . - . '-a .4? ., - .4 .',• .4 '.4 .4 14 41 1 4 . - -- 4-3 n1shed\B0OTH&-1\VEED81-11CALCU0MARR0N42 EC6' oo earn .ENERCALC 'Bu INC. 1983-2015 615119 Ver6 15119 = .' Description: BEAM 3 (LATERAL LOADS IN E-W DIRECTIONS) FodibbE - - -. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 ' Material Properties - - Analysis Method: Allowable Stress Design , Fb- Tension 2,900.0 psi E: Modulus of Elasticity - Load Combination ASCE 7-10 . - - Fb - Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Prll • 2,900.0 psi Eminbend - xx 1,016.54ksi - Wood Species : Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE • Fv 290.0 psi - . , . Ft 2,025.0 psi - Density 32.210pc1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling. . . . .. Span = 2.0 ft . - Span = 15.170 ft .$ . • Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads . • . .. . . Load for Span Number 1 - - Point Load: D = 0.1260 k 0.0 ft. (SCREEN WALL LOAD: - . .. Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 2.0 ft. (FLOOR LOADS - Load for Span Number 2 Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 2.0 ft. (FLOOR LOADS . . . ' Point Load: D = 3.129 Lr = 2.396, W = -1.055, E = -0.6160k P 4.0 ft. (MOMENT FRAME 2, NODE 1 Point Load: D = 3.129, Lr = 2.396, W = -1.055, E = -0.6160k (ä 9.50 ft. (MOMENT FRAME 2, NODE 1 - Maximum Forces & Stresses for Load Combinations ----.-.-----•-- . .. - Load Combination Max Stress Ratios . . . -, . Moment Values Shear Values Segment Length Spin # M V C EN C I C1 C m t , 'C L - M lb Fb -, V fv F'v -+0+1-I •. . . ., . . . 0.00 0.00 0.00 0.00 Length = 2.0 ft - I . 0.008 0.230 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 20.14 2610.00 3.93 60.09 261.00 Lengthr 15.170 ft 2 0.350 0.230, 0.90 1.000 1.00 1.00 1.00 1.00 ).00 17.42 914.08 2610.00 3.93 60.09 261.00 - 1.000 1.00 1.00 1.00 1.00 1.00 9.00 - 0.00 0.00 ' 0.00 V.- . ffl 6ddl R- Ug TH1\-VEED8i- i\ALCU[-1MARRN2 mm Description: BEAM 3 (LATERAL LOADS IN E-W DIRECTIONS) Load Combination Max Stress Ratios Moment Values Shear Values ' Segment Length Span # M . V C C EN C i ,C r C m C t C L M lb Fb , . V IV , F' ' Length r2.0lt 1 0.010 0.235 1.00 1.000 1.00 -1-00 1.00 1.00 1.00 0.54 28.54 2900.00 14.46 68.19. '290.00 Length= 15.170 ft 2 0.353 A.235 '1.00 1.000 • 1.00 1.00 1.00 1.00 1.00 19.51 . 1,024.07 .'2900.00. " 4.46 68.19. 290.00 '. 40+Lr+I-I . 1.000 1.00 '1.00 1.00 1.00 1.00 .' '. . 0.00 0.00. 0.00 0.00 .-.Length = 2.0 ft '1 0.006 . 0.278 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 " .' 20.14 3625.00 6.59 100.80 .362.50 Length= 15.170 It 2 0427 0.278 125 1.000 100 100 100 100 100 2951 1 54842 362500 659 10080 36250 i "0+5+4-I 1.000 100 100 100 100 100 000 " 000 000 000 * V Lngth=2.0ft 1' . 0.006 0.180 1.15 1.000 -1.00. .100 1.00 1.00 1.00 ' .0.38 20.14 3335.00 ..'' 3.93 60.09 .333.50-' Length = 15.170 ft 2 0.274 0.180 1.15 1.000 1.00 , 1.00 1.00 1.00 1.00 17.42 ' 914.08 '' 3335.00 '3.93 60.09 333.50 "0+0.750Lr"0.750L+1-I ',' , ,' ' 1.000 1.00 1.00. 1.00 1.00 1.00 IF ,...0.00 ' 0.00 0.00 '-'-• 0.00 Length r20ft 1 0.007 0267 125 1.000 100 100 100 100 100 050 2644 362500 632 9670 36250 Length= 15.170 ft 2 0.406 0.267 1.25 1.000 1.00 1.00 1.00., 1.00 1.00 28.06 1,472.33 3625.00. 6.32 96.70 362.50 "V +00.750L+0.750S-*I- V -' ' . . ' 1.000 1.00 1.00 .1.00 1.00 1.00 . . -0.00 ;o.00 0.00 0.00 Length r2.0ft 1 0.008 0.198 ; 1.15 1.000 .1.00 1.00 1.00 1.00 - 1.00 0.50 ' 26.44 3335.00 . 4.32 66.17' ' 333.50 Length= 15.170 ft . 2 . 0.299 0.198 1.15 1.000 1.00 1.00' 1.00 1.00. 1.00 18.99 996.57 3335.00 '4.32 66.17 333.50 +040 60W+H 1.000 1.00 1.00 1.00 1.00 1.00 000 000 000 000 Length =2.o ft, I 0.004 .0.106' 1.60 1.000 .1.00 1.00 1.00 1.00 1.00 0.38 20.14 4640.00 . 3.22 V.4934; 464.00 . •,,+ V Length= 15.170 ft 2 0.161 0.106 "1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.22 746.49 4640.00' ', 3.22 . 49.34 :464.00 '+O-0.60W-.4-j 1.00, i.00 1.00' 1.00'. 1.00 1.00 V 1) 0.00- .- 0.00 0.00 ' 0.00 -' .'Length =2.oft . -1 .. '0.004''. 0.153 1.60 1.000 1.00 1.00 1.00k 1.00 1.00 0.38 , 20.14 4640.00' 4.63 ,' 70.85 '464.00 Length'= 15.170 ft 2 .'. 0.233 0.153 1.60 .1.000 ,1.00 1.00. 1.00 1.00 1.00" 20.61 .1,081.67 4640.00 '. 4.63 70.85 464.00 +1 116D+1 050E#I 1 000 100 1.00 1.00. 1.00 1.00 000 000 000 000 Length' Length= I , 0.005 .0.121 1.60 1.000 1.00 1.00 1.00, 1.00 1.00 0.43 22.49 4640.00 3.66 56.10 464.00' Lehgth= 15.170 It .2 -. 0.183 0.121 1.60 1.000 - 1.00, too: 1.00 r 1.00 1.00 16.18 849.19. 4640.00 ..3.66. 56.10 464.00 ' +1.116D-11.050+- ' ., ,.. ., 1000' 1.00 1.00 1.00 1.00 1.00 0.00' 0.00 0.00 , 0.00, , V - Leigth=2.0ft ' 'I , . 0.005 - 0.168 1.60 '1.000 "1.00 1.00 1.00 . 1.00 1.00 0.43 ' -22 49 4640.00 5.10 78.08 464.00 . Length= 15.170 ft ' , 2 0.257, 0.168 1.60 '1.000 1.00 1.00.: 1.007 1.00 1.00 22.71 1,191.66 4640.00 . ' :519 78.08 464.00 +0+0 750L1.r+0 750L+0 450W*I 1 000 100 1 00 1 00 1 00 1 00 000 0 00 000 000 Length 2.0ft 1 0.006 0.191 1.60 .1.000' 1.00.' 1.00 1.00 ,1.00 1.00' 0.50 26.44 4640.00 '' 5.79 88.64 ' 464.00 '.,Length= 15.170 ft 2 - 0.290 .0.191 1.60 1.000' 1.00 1.00 . 1.00. 1.00 1.00 25.66 1,346.64 4640.00 5.79 88.64 , 464.00 :+0"0.750Lr"0.750L-0.450W*I ' 1.000 .1.00 1.00 1.00 1.00 1.00 ' " ' ' " 0.00 0.00 0.00 0.00 . I Length = 2.0 ft 1' ' 0.006 0.226V. 1.60 "1.000. , 1.00 V 1.00 1.00 1.00 1.00 0.50 . 26.44 4640.00 '- 6.84 104.77 '464.00 Length= 15.170 ft - 2 . ' 0.344 0.226 1.60' 1.000. 1.00 1.00 , 1.00 1.00 1.00 30.45 1,598.02 ' 4640.00 6.84 104.77 . 464.00 V +0"0.750L+0.750S+0.450W-*I '- . 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 - 0.00 Length =2.oft - I - 0.006 0.125 1.60 1.000 1.00. 1.00 1.00 1.00 1.00 0.50 -, 26.44 4640.00 3.80. 58.10 '464.00 Length = 15.170 ft 2 - 0:188 0.125' 1.60 1.000 .. 1.00 1.00 1.00 1.00 1.00 16.60 870.89 4640.00 3.80 58.10 464.00 4040.7501-+0.7505-0.450W41-1 , - V 1.000 - 1.00 1.00 1.00 1.00 1.00 - -, . - 0.00 -. 0.00 0.00 - - 0.00' Length = 2.0 ft 1 0.006 0:160 1.60 1.000 1.00' 1.00 1.00 1.00 1.00 0.50 - - 26.44 4640.00 - '4.85 74.24 ,. 464.00 Length =.15170 ft - 2 0.242 0.160 1.60 1.000 1.00 1.00 1.00 . 1.00 1.00 21.39 1,122.26 4640.00 4.85 74.24 464.00' ; +1.087D40.750L+07505+07875E+ .1.000 1.00 1.00' 1.00 ..1.00 1.00 . , - 0.00 -, 0.00 0.00 0.00 : Length = 2.0 ft ' 1 '0.006 ' 0.136 1.60 .1.000 1.00 1.00 1.00 1.00 1.00 - 0.54 28.20 4640.00' '4.13 63.17 - 464.00 - - Length= 15.170 ft 2 0.204 0.136 1.60 1.000 , 1.00 1.00 1.00 .1.00 1.00 18.06 ' 947.90 4640.00, , _4.13 63.17 464.00- +1 -087D+0.750L+0.750SA.7875E+I 1.000 ' '1.00 1.00 1.00 1.00 1.00 - - - , - 0.00 ' 0.00 0.00 0.00 Length =2.oft 1 . 0.006 0.172 - 1.60 1.000 1.00 1.00 1.00 , 1.00 1.00 0.54 28.20 4640.00 5.20 79.66 464.00 Length= 15.170 ft .2 0.260 0.1j2 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.96 1,204.76 4640.00 .: 5.20 ...-79.66- 464.00 -'060D-'060W+060H -' ' - - 1.000 1.00 1.00 1.00 1.00 1.00 - 0.00 V 0.00 0.00 0.00 Length = 2.0 It : I - .0.003 - 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 , 12.09 4640.00 , 1.65 25.30 464.00 , Length= 15.170 ft 2 0.082 -. 0.055 , 1.60. 1.000 1.00 1.00 1.00 1.00 7.26 - 380.86 4640.00 '1.65 25.30 464.00 " '60D-O.60W40.6OI-I - - - - -" * -V - .... ' - '1.0040. 1.000 1.00 1.00 1.00 1.00 1.00 - - 0.00 , T-0.00 0.00. 0.00: , -...Lgth=2.0ft -. . 1 0.003 0.101 '1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 ', 12.09 4640.00 - 3.06 46.81 464.00 Length =,15.170 It - 2 ' 0.154 0.101 1.60 1000 4 1.00 1.00 1.00 1.00 1.00 13.64 716.03 4640.00 - 3.06 46.81 464.00 - 40 4837D+1 050E'O 60H --1.000 1.00 1.00 1.00 1.00 1.00 000 o'00 000' 000 Length = 2.0 It - '1 ' 0.002 - -0.039 1.60 1.000 1.00 1.00 - 1.00 1.00 1.00 ' 0.19 974 4640.00 1.18 - . 18.08 464.00 . Length = 15.170 It - 2 '1V0.058 . 0.039 1.60 1.000 - 1.00 1.00 1.00 1.00 1.00 5.16 270.87 4640.00 1.18 '18.08, 464.00 -'0.4837D-1.050E+0.60H ' - - - 1.000 1.00 1.00 1.00 ,,1.00. 1.00 -. 0.00 : 0.00 V 0.00 ' 0.00 - Length = 2.0 It 1 0.002 0.086 1.60 1.000 . 1.00 1.00 - 1.00 1.00 1.00 0.19 9.74 4640.00 '2.62 40.05' .' 464.00. - - Length = 15.170 ft 2- 0.132 0.086 1.60 .1.000 . 1.00 1.00 .1.00 . 1.00 - 1.00 -11.69 613.34 4640.00 2.62. 40.05 464.00 J.:emIIMimum Deflections ... ,.-, .-. . - '" - - - Load Combination Span Max Defi Location in Span Load Combination Max + Defi Location in Span - 1 - 0.0000 - "- 0.000 V :- +D-'0.750Lr"0.750L-0.450W-*I . -0.1640 0.000 - -'V 'V I - - - I Description: BEAM 3 (LATERAL LOADS IN E-W DIRECTIONS) r&e"Faii MuD 1 Load Combination Span Max Defi Location in Span Load Combination Max + Defi Location in Span 4040 750Lr*0 750L-0 450W*4-1 2 03921 7.627 00000 0000 Support notation Far left is #1 Values - in KIPS ..Load Combination * . Support : .Support 2 -. Support OverallMAXimum .. -• 7.361 - 5.728 - . . -.. .. Overall MINimum , 0.7771 0596 *0*1-1 '4.257,'3259 .. .. *0t*4-I 5034 3856 +0i&r*1-1 6.916 a .5.391 *D+S-+1-1 4.257-- 3259 - *040 750Lr*0 750L++'I 6.834 5306 +l)+Ø 750L+0 750S+F1 4840 3.706 3.554 2.696. .. .. 40-0 60W+H 4.959 3823 - +0+1 050E*l I 3539 2.684 - -I .4J1Q5o4 * .4975 3835 - 1J+0750Lr.0750L+0450W+H 6307 4883 14 4c1 ' '+0+0 750Lr'+O 750L 0 450W*1-1 7.3611. 5728 . +040 750L40 750S+0 450W+l-1 4313' 3284 ' r 4)0 750L+0 750S 0 450 W+H 5.367r ' 4.129; a - +0*0 750L*0 750S+0 7875Ei-l4 4.301 3.275 , 40+0 750L+0 750S 0 7875E41 5.3M':-- 4 138 -. *10600+0 60W*0 60H 1.851 1 392 '4 40600-0 60W*0 60H 3257 2519 *0600+1 050E*0 6011 - 1.836: 1.380 7 f. *0600 1 050E*0 60H -. 3.272 2531 0 Only 4.257, 3.259 Lr Only * 2660 +2.132 L Only " 0777 0 596 - 'SOnly WOnly, 1171 .. 4939 1. r * -1.0W 1.171 0.939 . - ' I',• +11.50E -1.026. -0822 1 1.026 '.0.822. -lOnly 1 ,k - 4. • 4 - ,. . , . . . ,_ . + . - .4.. - - . '.. 4. ,', 4 4. ._ - 4.. - - • - -. .4.- t.• - ,'J -. - 1 V.-- __ - - - .14, - . 41 I ., - ri 1• .4 .. .. - • '-• •. '•-- ' '- . , •'.? - .. ' -' -- IkP .4 -• - 'V . 1- ' ,- .c. -. - .-; ..... . .1 zz ". -4'-- 4._• ,., -, - , ' ., 4,.. ., 4 - I -- . - V •I 4, I- I . . - -.4. ' p_I 4 . •.—.. .' . - I .. -- -. .' -- ; '- 'I - - ': .' 4 'V'•4_ - , .-..•- , I * - I a oz 0< 0< u) 0. __j cu) U 04 U) 1f'CtcL' ¶tOOp 8 Iv oeiD M'p9 rn 15 auv If, tr-VC11-6- EQUIPMENT ROOM 0M .113Ner FLOOR FRAMING PLAN NQR SCA1: ii. 1*.0 . N El 4-7 Description: EQUIPMENT ROOM FLOOR FRAMING ROOF JOISTS DESIGN Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 * Load Combination Set: ASCE 7-10 Material Properties .. - ,.. Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch . Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi - Beam Bracing : Beam is Fully Braced against lateral-torsion buckling- Ft 575 psi - Density . 32.21 pcf 0(0.032) L(0.08) ol 12 ,01 2x12 Span= 12.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0160, L = 0.040 ksf, Tributary Width = 2.0 ft. (FLOOR-LOADS' . Maximum Bending Stress Ratio = 0.85 1 Maximum ShearStress Ratio = 0.281 : 1 Section used for this span , 2x12 Section used for this span ,. 2x12 fib Actual = . 764.59 psi fv :Actual = 50.58 psi FB : Allowable . = 900.00 psi Fv Allowable = . 180.00 psi Load Combination +D+L+H Load Combination -D+L+H Location of maximum on span = 6.000ft Location of maximum on span = . 0.000 ft Span # where maximum occurs = Span # 1 . Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.132 in Ratio = 1092 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection . 0.185 in Ratio = 780 .. . Max Upward Total Deflection 0.000 in Ratio = 0 <180 . r- Maximum Forces & Stresses for Load.Combinat,ons Load Combination Max Stress Ratios Moment Values .Shear Values Segment Length Span# M V Cd CN C i Cr Cm C t, CL. M fb F'b V tv Fv -' 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.270 0.089 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.58 218.45 810.00 0.16 14.45 162.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It . 1 0.850 0.281 1.00 - 1.000 1.00 1.00 1.00- 1.00 1.00 2.02 764.59 900.00 0.57 50.58 180.00 +04.r#1 . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.194 . 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.58 218.45 1125.00 0.16 14.45 225.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r 12.0 ft 1 0.211 0.070 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.58 218.45 1035.00 0.16 14.45 207.00 +D0750Lr40750L-'H - - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengthr 12.0 ft 1 0.558 0.185 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.66 628.05 1125.00 0.47 41.55 225.00 +D+0.750L*0.7505+H . - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.607 0.201 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.66 628.05 1035.00 0.47 41.55 207.00 * - - - . - - . ' 'V - . .•--. ' ''..", [Wood Bdi / ~ AN Description: EQUIPMENT ROOM FLOOR FRAMING ROOF JOISTS DEIGN, Load Combination ,MaxStress Ratios - . __Moment Values - ' V. Shear Values Segment Length Span# M ,V C CFN CjCr' Cm C'CL ';M . fb F'b, V Iv ..F'v . +040.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 -, . '0.00. 0.00 0.00 0.00 Length =12.0 ft '1 0.152 0.050 1.60 1.000 1.00 1.00 , 1.00 ' 1.00 1.00 0.58 218.45 a 1440.00:- 0.16 ' 14.45 -288.00. +1.116D*0.70E-++1 '' . 1.000 .1.00 .1.00 1.00 .1.00 1.00 '. : .' -.." 0.00 . 'O.00 0.00 - . .0.00 Length 12.0 ft 1 0.169 . .0.056 1:60 1.000 1.00 . 1.00 1.00 1.00 1.00 0.64 243.87 1440.00 , 0.18 16.13 .288.00 s-D'+0.750Lr-.0.750L#0.450W-+1-t 1.000 . 1.00 1.00 1.00 1.00 1.00 - , -, ' 0.00k -0.06 0.00 0.00 Length = 12.0 ft I -0.436 • 0.144 1.60 1.000 1.00 1.00 1.00, 1.00 1.00 1.66 ' 628.05 1440.00 . 0.47. .41.55 288.00 +0*0.750L+0.7505-+0.450W-*t 1.000 1.00 , 1.00. i.00' 1.00 1.00 , o.00- 0.00 O.00' 0.00 • Length 12.0 ft I 0.436 0.144 1.60 1.000 '1.00 1.00 1.00: 1.00 1.00 1.66 .05 .628 1440.00' '. .0.47 41.55 288.00 " +1,087D-+0.750L#0.7505-+0.5250E4 .. . , .,, 1.000 1.00 - 1.00 1.00 1.00 1.00 ., .' ', 0.00 . 0.00 0.00 0.00 Length= 12.0 ft I 0.449 0.149, 160 1.000 100 100 1.00, 100 100 171 64711 144000 048 4281 " 28800 - 4060D4060W-+060H . 5 - . - '.. 1.000 1.00 .1.00 100! 1.00 1.00. '0.00 0.00 0.00, 0.00 Length = 12.0 ft I 0.091 0.030 . 1.60, 1.000 1.00 1.00 ' 1.00 1.00 1.00 0.35 ' 131.07, 1440.00 ' -0.10 8.67 288.00 -- -+0.48370-+0.70E0.60H . ' . 1.000 1.00 1.00"1.00, 1.00 1.00 .. .- ,, 0.00 0.00 - 11 '0.00 0.00' Length 12.0 ft 1 0.073 , 0.024 - 1.60 1.000 1.00' 1.00 1.00'. 1.00 .1.00 0.28 .105.66 1440.00 ,'.0.08 ' 6.99 288.00' j- Oifl6 17 Load Combination Span Max Deft Location in Span Load Combination Max + Defi Location in Span' ,'1.•.0.1846;.' 6.044, .,, .'' 0.0000 0.000 rv'm1 ctir' Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 OverallMAXimum.,' . 0.672 0.672 ,. , - ,• '•-'', . •-.,. Overall MINimum . 0.115 " 0.115 a. 4 #044 0192 0.192 ,.. a. 404441 . 0.672 0.672 , +D-tr44 0192 0.192 - .-.. -: , • . . 0.192 '. 0.192 ' . .' ..... "a'' - . - . • -. .4+ Va . , , . . '; 40+0 750Lr-+O 750L41 0 552 -+0+0 750L-+0 750S#1 0552 0552 '+0-+0.60W-*l - - . . . 0.192 . - 0.192 .' ,,, - , •; ' . . .. . - a, . a-. . ',',4.' -~ -+0-+070E41 ' 0192 0192 r -+1'j+ 750Lr-+0 750L+0 450W#1 " 0552 0.552 ' 750L-+0 7505-+0 450W#1 - 0.552 0.552 4 40+0 75OLsO 750S'+O 5250E+1-1 0.552 , 0.552 A 060D-+060W-+060H - 0115 0.115 460D470E-+060H -, 0115 0115 L DOnly 0.192 40.192 - LrOnly 4 L Only ' ' .- - _( -. 0.480 ' 0.480k' . . . '. •-: S - SOnly -- ...., - . - ._•.'t - , W Only EOnly ' I --,H Only ,.,, , ., - • a ". •. .: - -- - . .. , -a ..',- , , , 5'_ 4 •'_ h .' '-. S • - - '"., -- I •4_ . 5•' . . - - ,.- • --5••_ 5, . 5 . - , S ,5 '. 4". V ,, , s,. ._ '-: - •. . .. .' ,•- .,- ...i.._ s'. _ • - 4 - .. ,'. ,' .-, 5. , . , . .. , . - ''a. -- . . - , a - ,:.. "a - - ,,, ', n. , ,,,• ' '. 'a ' ..,.. ,',, 1 11E W '0dB' i-He = u:v ga an\snareaHBuui H&-UVUd11\L.LuUL1HI ()W\JWNUN-1.(. 0 earn ENERCALC INC 1983-2015 Build 615119 Ver6 15119 Description : WOOD BEAM SUPPORTING EQUIPMENTS .CODE REFERENCES :.. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . Fb - Compr 1350 psi Ebend- xx 1600 ksi Fc - PrII 925p51 Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling [ Appiid Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.0160 ksf, Tributary Width = 1.50 ft. (FLOOR DEAD LOADS Uniform Load: L = 0.040 ksf, Extent = 0.0 ->> 1.0 ft. Tributary Width = 1.50 ft. (FLOOR LIVE LOADS Uniform Load: L = 0.040 ksf, Extent = 4.080 -->> 4.580 ft. Tributary Width = 1.50 ft. (FLOOR LIVE LOADS Uniform Load: L = 0.040 ksf, Extent = 6.250 -->> 7.0 ft. Tributary Width = 1.50 ft. (FLOOR LIVE LOADS Uniform Load: L = 0.040 ksf, Extent = 8.670 -->> 9.420 ft. Tributary Width = 1.50 ft. (FLOOR LIVE LOADS Uniform Load: L = 0.040 ksf, Extent = 11.340-->> 12.0 ft. Tributary Width = 1.50 ft. (FLOOR LIVE LOADS Uniform Load: D = 0.4640 k/ft. Extent = 1.0 ->> 4.080 It, Tributary Width = 1.0 ft. (BATTERY RACK (2860/2)/(37/12) Uniform Load: D = 0.3130 k/ft. Extent = 4.580 ->> 6.50 It, Tributary Width = 1.0 ft. (EQUIP RACK Uniform Load: D = 0.3130 k/It, Extent = 7.0 ->> 8.920 ft. Tributary Width = 1.0 ft, (EQUIP RACK Uniform Load: D = 0.3130 k/ft. Extent = 9.420 -->> 11.340 ft. Tributary Width = 1.0 ft, (EQUIP RACK Moment: E = 1.0 k-ft. Location = 2.540 ft from left end of this span, (BATTERY RACK OTM Moment: E = 0.9350 k-It, Location = 5.540 ft from left end of this span, (EQUIPMENT OTM Moment: E = 0.9350 k-ft. Location = 7.960 ft from left end of this span, (EQUIPMENT OTM Moment: E = 0.9350 k-ft. Location = 10.380 ft from left end of this span, (EQUIPMENT OTM r DESIGN SUMMARY Maximum Bending Stress Ratio = 0.701: 1 Maximum Shear Stress Ratio = 0.473 :1 Section used for this span 4x12 Section used for this span - 4x12 lb : Actual = 936.24 psi fv: Actual = 72.39 psi FB : Allowable = 1,336.50psi Fv: Allowable = 153.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5606ff Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.016 in Ratio= 9015 -0.016 in Ratio= 9015 0.243 in Ratio= 591 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations * • - . ' t''A U:a vvOOd Beam *'%. ' ' ENERCAI!C INC 1983-2015 Build6151 19 Ver6 15119 J iir. '1JilI.1_VL.]I1I['4-1 Description WOOD BEAM SUPPORTING EQUIPMENTS . p.-- .-,-. , - Load Combination Max Stress Ratios - - - . - - - -- Moment Values 'p ,- -. Shear Values Segment Length Span# . M •V - Cd C FN C Cr C C t CL M - tb. F'b V tv F'VF ' 4041-I " .,'' .. . - 0.00 0.00 0.00 0.00 _.Length = 12.0 ft 1 0.701 .0.473 0.90 1.100,- 1.00 1.00 1.00 1.00 1.00 5.76 936.24 1336.50 1.90 72.39 . 153.00 - 1.100. 1.00 1.00 1.00 1.00 1.00 .0.00.- " 0.00. 0.00 " '0.00 Length= 12.0 It 1 0.660 0.438 1.00 1.100, 1.00' 1.00 1.00 1.00 1.00 6.03--... 979.60 .1485.00 1.95 74.44 - 170.00 +OAr*I . . . - 1.100 1.00 :1.00 1.00 1.00 l.00ç '- . . 0.00: -.0.00 0.00, ' .0.00" Length= 12.0 ft 1 0.504 0.341 -1.25 1100 1.00: .1.00 1.00 1.00 1.00 5.76 936.24 '1856.25 ,. ' 1.90 72.39, 212.50 40+S41 - 1.100 1.00 1.00 1.00 1.00 1.00' - - 0.00 0.00 0.00' 0.00 Length= 12.0 ft 1 0.548 0.370 1.15 1.100 100 .1.00 1.00 1.00 1.00 5.76 936.24 170775, '. 1.90 72.39 195.50 +D'+0.750Lr-'0.750L-s+I - 1.100 1.00 1.00 1.00 , 1.00 1.00 ' - , 0.00 . 0.00 - 0.00. 0.00. Length = 12.0 It 1 0.522 0.348 1.25 .1.100.' 1.00 1.00, 1.00 1.00 1.00- 5.96 -968.74 1856.25 ' 1.94. 73.93 212.50 '0+0.750L-'0.750S-'-H , - ..1.100 1.00. 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 . 0.00 Length= 12.0 ft 1 0.567 0.378 115 1.100, 1.00' 1.00 1.00 1.00 1.00 5.96 968.74 170775' 1.94 73.93 195.50. +0'+0.60W+H . 1.100: 1.00: 1.00. 1.00 1.00. 1.00 0.00 - 0.00 0.00 0.00 Length= 12.0 It 1 0.394 ' 0.266 1.60'- 1:100 1.00 .1.00. 1.00. 1.00 1.00 5.76 - 936.24. 2376.00 1.90 "72.39. 272.00 +0-0.60W-'+l ' . -. 1.100 ' 1.00' 1.00 1.00 1.00 1.00 1. .. • 0.00 .' "0.00 - 0.00 . 0.00 Legth = 12.0 ft 1. . 0.394. 0.266 1.60. i:ioo- 1.00' 1.00. 1.00 1.00 1.00 5.76 ' - '936.24-" 2376.00 . 1.90 72.39 272.00 +1.116D+1.050E-'fl .. . • 1.100 1.00, . 1.00 1.00' 1.00 1.00 • ' ' ,. 0.00 - 0.00 0.00 .0.00 - • - - • Lngth = 12.0 ft' 1 0.452 . 0.294 160, 1.100, 1.00' 100' 1.00 1.00 1.00 6.61. 1,074.38 2376.00 . 2.10 80.04 .: 272.00 - , +1.1160-1.050E41 , . . , 1.100, 1.00 1.00k 1.00. 1.00 1.00 '' 0.00 0.00 0.00 - ,o,00. ' Length =12.oft 1 0.494 0.344 ,1.60- 1.100. 1.00. 1.00. 1.00 1.00 1.00 7.22 :1172.94.-2376.00 .'''2.45 93.50 ' 272.00 0-'0.750Lr0.750L-'0.450W+I-I . . . ' 'i:ioof 1.00 1.00. 100" .1.00 1.00 .', ,' s • 0.00 ' 0.00 .000' 0.00 . Length = 12.0 ft 1 0.408 0.272 1.60" 1.100,-. 100' 1.00 1.00 1.00 1.00 5.96: 968.74 2376.00 1.94 73.93 27200"- -s0+0.750Lr'+0.750L-0.450W#1 ' 1.100 1.00 1.00 1.00 1.00 1.00 ' ' 0.00 ,.. 0.00 0.00 ' 0.00 Length= 12.0 ft 1 0.408 0.272 1.60, 1.100., 1.00: 1.00; 1.00 1.00 1.00 5.96 968.74 2376.00; 1.94 73.93 272.00 - '040.7501+O.750540.450W-*I . • 1.100- 1.00r 1.00 1.00 1.00 1.00 , - 0.00 0.00 .0.00 0.00, Length= 12.0 ft 1 0.408 0.272 1.60.. 1.100' 1.00 1.00' 1.00- 1.00. 1.00 5.96 .,. 968.74 2376.00 ' 1.94' .73.93 272.00k +0-'O.750L-'O.7505-0.450W#I 1.100', 1.00 1.00, 1.00 1.00 1.00 -• 0.00 ' 0.00 - 0.00 - 0.00 Lngth=12.0ft - 1 0.408 0.272 1.60 1.100' too; 1.00'- 1.00 1.00, 1.00 5.96 • ' 968.74 2376.00 ' .1.94 73.93 272.00 +1,087D40,750140,7505'+0,7875E4 ' • - '- 1100 1-00.1 1.00' 1.00 '. 1.00 1.00. ., p. 0.00 '0.00 '0.00 0.00 ' - 'Lèrgth=12.0ft • 1 0.451 0.284: 1,60. i.ioor. 1.00 -1.00 1.00 1.00 1.00 6.60 1,072.22 2376.00 2.02 • 77.14 272.00. • - +1,087D-.0,750L+075OS4,7875E41 . ' i:ioo 1.00 .1.00 1.00 1.00 ' 1.00 ' , 0.00 •' - 0.00 . 0.00 0.00 - Length= 12.0 ft - 1 0.482 0.330 1.60 1'.100 -. 1.00' 1.00 1.00 - 1.00 1.00 . 7.05 1,146.00 2376.00 ' 2.36 89.76 272.00 - 40.60D40.60W40.60H 1.100 1.00 1.00 1.00 1.00 1.00 . 0.00 • 0.00: 0.00 • 0.00 Length = 12.0 ft - . 1' 0.236 0.160 ' 1.60' 1.100 1.00 1.00 1.00 1.00 1.00 3.46 . 561.75 12376.00 '. 1.14 ' 43.43 272.00 -'0.60D-0.60W-'060H - ,1.100 1.00 1.00 1.00 1.00 1.00 0.00 • 0.00 - 0.00 . 0.00, -. Length= 12.0 ft . '1 0.236 0.160 1.60 1.100, 1.00 .1.00 1.00 1.00 1.00 3.46 561.75 2376.00 . 1.14- 43.43 ,272.00. ,-"-0.48370+1.050E40.60H - '. ' 1.100 1.00 1.00 ' 1.00 1.00 '-1.00 ,. . 0.00, ' 0.00 0.00 0.00,'- Length r 12.0 It ' 1 - 0.203 .0.154 1.60 1.100 1.00 1.00 1.00 1.00 '1.00 2.97 482.06 2376.00 ' 1.10 41.86 ;272.00' -+0.4837D-1.050E+060H . . '' 1.100 . 1.00 1.00 1.00 1.00 1.00 0.00 ' '- 0.00 0.00 - 0.00 Length = 12.0 ft '1 0.244 0.175 1.60 • 1.100 1.00 -1.00 1.00 1.00 1.00 • 3.57 580.70 2376.00' " 1.25 ' 47.70 . ,272.00 OydrallWaximumDeflectichi Load Combination Span Max Defi Location in Span Load Combination ' Max + Defi Location in Span 1 -'0-i0.750L+0.7505-0.7875E41 1 0.2433 5.912 ' . . 0.0000 0.000 , -•-.••-...---'•--------••--- s.'---- -'•v -, I Vertical Reactions . . .- Support notation: Far left is #1 ., . • Values in KIPS - ' - - - . ,- - - • Load Combination " • Support 1 Support 2 ' , - • ' - - ',,, -- L •• - - Overall MAXimum • - 2.263 - 2.028 , , .p. - . ' . • - ''' - . ' Overall MINimum •, - - 0.109 - 0.111 , '. , , - .- • '- -• ; - ,•-' - +0-1+1 ' ' 1.930 1.695 . • - . . - : ' - +0+14+1 - ' -. • • - 2.039 1.806-.. - - - - . - , - . -. p. - 1.930 1.695 +j)+-s.- • - • • - 1.930 - -, - 1.695 • - • • - .- , , . - ' • - - +040750Lr40750L+H . '2.012 ', 1.778 • ' - - • " - - - " - • : •- - . . - -+1J-O7501_-'0750S-*l -. ' - 2.012 1.778 • - . - - . .• • . ; • -• ,' -. , -. - • - ' . ' • 1.930 - . 1.695 -- , , - ' - ' -.' - , - • +0-0.60W-il-I - - 1.930 1.695 - - . • • -. - - '- -7 - . - -, -+0+1050E-iFl • - - - 1.597. - 2.028 - -- p.. - , -.' - - ', -- . .i-01050E41 2.263 1.362 4 40+0,750Lr40,750L-'0,450W4H ' 2.012 • - 1.778 . - • - -• - " '- .' - - . - .. . - - ' . - - - . 4 - " 4.. .4- 4 4'. ,. '. I 4 f .- Description WOOD BEAM SUPPORTING EQUIPMENTS v&ii i?ctiois - T ''' Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4040.750Lr40.750L-0.450W41 .2.012 1.778 's-D+O.750L.+O.750S+O.450W+H 2.012 1.778 +D.0.750L+0.750S-0.450W+H 2.012 1.778 - - .. +040,750L40,750S+O,7875E41 1.762 2.028 's'D'+O,750L+O,750S-0,7875Ei4-1 .2.262 1.528 -• p . p '+0601)+060W-+0601-1 1.158 1017 * '+060D-060W's-060H 1.158 1017 • ,,1 ,' .40.60D+1.050E40.60H 0.825 1.350 +0 60D 1 050E*O 60H 1.491 0.684 'D Only 1.930 1695 t LrOnly i S. LOnly 0.109 -'0.111 SOnly .- A WOnly low +150E - -0476 0476 150E 0.476 -0476 * H Only - . i--. - 4 ,4 - - . a A + , ¶.. ,.- 4 4-, -i ..• r 4, - .4* 4. * - 1 4- •' - / -.4 . - S - - J '4 .4 , - 4, .4. ... - -..- - 4 '4 " . p - 4,p; * -• - .L - , 4.,. . r 4 . '4' . "1 -. • 4 • 4.••y *4,','. - - -. * -a'' - • a , - I ,, 4 .4 . .4 ._- , 'A;. ,- - A - . 4 , - -p I " r . - •, •_'2_ • * .1 ' '- ., . ' a,'!' - - .-. - - - . '.•' ' '- .- * .,. A .. ., ,. UNFACTORED BEAM REACTIONS USED FOR APPLIED LOADS OBTAINED FROM ENERCALC fA '' f00- c4p BEAM 3 (LATERAL LOADS IN E-W DIRECTIONS) ENNA FLOOR FRAM IN. SUPPORT 1 = 4.257 kips PD 3.259 kips PLR = 2.66 kips PLR ,= 2.132 kips LL = 0.777 kips PLL = 0.596 kips Pw = -1.171. kips P = -0.939 kips P15EQ -1.026 kips. Pl.5EQ -0.822 kips EQ = -0.684 kips EQ = -0:548 kips BEAM 3 (LATERAL LOADS IN WS DIRECTIONS) (ANTENNA FLOOR FRAMING ) SUPPORT1 SUPPORT2 • PD = 3.305 kips P0 2.321 kips: PLR = 2.106 kips 'PLR = 1.508 kips LL = 0.777 kips LL = 0.596 kips Pw = -1.935 kips Pw = 1.935 kips 1.5EQ = -1.693 kips 1.5EQ = 1.693 kips EQ= -1.I29L kips PEQ 1.129 kips WOOD BEAM SUPPORTING EQUIPMENTS' SUPPORT 1 SUPPORT.2 • PD = 1.93 kips. PD = 1.695 kips .. PLR = 0 • kips PLR = 0 kips LL = 0.109 kips PLL = 0.111 kips = 0 kips Pw = 0 kips 1.5EQ = -0.476 kips 1.5EQ = • 0.476 kips EQ -0.317 kips PEQ 0.317 kips BEAM SUPPORT 1 SUPPORT 2 = 7.875 kips = 8.418 kips • PLR = 2.126 kips PLR = 2.442 kips LL = 2.608 kips • LL = 2.608 kips Pw = -0.87 kips Pw = -1.008 kips 1.5EQ = -0.761 kips • -0.883 kips PEQ = -0.507 kips P = -0.589 kips • V. . 53 BEAM SUPPORT 1 SUPPORT 2 Pc)= 5.927 kips PD = 3.316 kips 'PLR = 1.502 kips PLR = 0.704 kips LL = 1.911 kips PLL = 0.967 kips Pw = -0.598 kips P = -0.272 kips P SEQ = -0.523 kips 1.5EQ O.238 kips EQ -0.349 kips PEQ = -0.159 kips BEAM • V SUPPORT 1 V SUPPORT 2 PD 2.73 kips • = 2.73 kips PLR 0.125 kips PLR 0.125 kips LL = 0.5 kips LL = 0.5 kips = 0 kips Pw = 0 . kips', 1.5EQ 0 kips Pl.5EQ 0 kips V EQ = 0.000' kipsV 'EQ = 0.000 kips BEAM V SUPPORT1 SUPPORT2 PD = 5.28 kips PD = 2.23 kips V V V PLR 2.523 kips PLR = 2.819 kips V . 'LL = 1.044. kips PLL = 0.867 kips V V V Pw -0.327-!. kips V Pw = -0.271 kips • V V 1.5EQ = -0.286 kips V 1.5EQ = -0.238 kips V PEQ = -0.191 kips PEQ -0.159 kips V BEAM V V SUPPORT 1 V SUPPORT 2 "\ V PD = 4.375. V kips "kips' kjpS . PLR = 1.9 kips f PLR = . 0.764 kips V V • LL = 2.416 kips PLL = 3.95 kips • Pw = -0.551 kips ( P = -0.457 • kips 1.5EQ = -0.588 kips - 3 1V5EQ -1.246 kips V EQ = -0.392 kips • V V EQ -0.831 kips ,/ V V V V V V -?,•• V V V V • V; V V V V • V V V • V V .' V Zi 00 A L ee1 earn ENERCALC. INC 1983-2015 BuIld 8151 ig VArA ic I IQ Description: BEAM 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Majenal Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 PPJjJLPàd. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.020 ksf, Tributary Width = 15.50 ft. (NEW TOWER WALL Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 7.580 ft. (ANTENNA FLOOR FRAMING Uniform Load: D = 0.0160, L = 0.040 ksf, Tributary Width = 1.0 ft. (EQUIPMENT FLOOR FRAMING Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft. (EXISTING FLAT ROOF Uniform Load: 0 = 0.0180 ksf, Extent = 5.0 ->> 15.20 ft. Tributary Width = 1.0 ft. (EXISTING TILE ROOF Point Load: D = 3.259, Lr = 2.132, w = -0.9390, E = -0.5480k 2.875 ft. (POINT LOADS FROM FRAME Point Load: 0 = 3.259, Lr = 2.132, W = -0.9390, E = -0.5480 k 0 13.450 ft. (POINT LOADS FROM FRAME Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft, (EXITING SCREENWALL' Maximum Bending Stress Ratio = 0.701: 1 Maximum Shear Stress Ratio = 0.158 :1 Section used for this span HSS8x6x3/8 Section used for this span HSS8x6x3/8 Ma : Applied 38.785k-ft Va : Applied 12.659 k Mn / Omega : Allowable 55.319 k-ft Vn/Omega : Allowable 80.208 k Load Combination +D0.750Lr+0.75OL-0.450W+H Load Combination +D+0.750Lr+0.750L-0.450W+H Location of maximum on span 7.220ft Location of maximum on span 15.200 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.181 in Ratio = 1,007 Max Upward Transient Deflection -0.046 in Ratio= 3,967 Max Downward Total Deflection 0.742 in Ratio= 246 Max Upward Total Deflection 0.000 in Ratio = 0 <240 - - Mainies & resi fr LO t6inatins Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/0mega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 15.20 ft 1 0.474 0.105 26.21 Dsgn. L = 15.20 ft 1 0.653r 0.137 36.10 4D44J4 Dsgn. L = 15.20 ft 1 0.575 0.135 31.79 D+S4H Dsgn. L = 15.20 ft 1 0.474 0.105 26.21 +040.750Lr40.750L+H Dsgn. L = 15.20 ft 1 0.683 0.152 37.80 'O0.750L+0.750S+l-1 Dsgn. L = 15.20 ft 1 0.608 0.129 33.63 4040.60W+H Dsgn. L = 15.20 ft 1 0.450 0.097 24.89 +D-0.60W+H Dsgn. L = 15.20 ft 1 0.498 0.112 27.53 +1.1160+1050E41 26.21 92.38 55.32 1.00 1.00 8.42 133.95 80.21 36.10 92.38 55.32 1.00 1.00 11.03 133.95 80.21 31.79 92.38 55.32 1.00 1.00 10.86 133.95 80.21 26.21 92.38 55.32 1.00 1.00 8.42 133.95 80.21 37.80 92.38 55.32 1.00 1.00 12.21 133.95 80.21 33.63 92.38 55.32 1.00 1.00 10.37 133.95 80.21 24.89 92.38 55.32 1.00 1.00 7.81 133.95 80.21 27.53 92.38 55.32 1.00 1.00 9.02 133.95 80.21 Description : BEAM 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 15.20 It 1 0.505 0.109 27.91 27.91 92.38 55.32 1.00 1.00 8.78 133.95 80.21 +1.1160-1.050E41 - Dsgn. L = 15.20 It 1 0.553 0.125 30.60 30.60 92.38 55.32 1.00 1.00 10.02 133.95 80.21 -+D0.750Lr-+0.750L.0.450W+H Dsgn. L= 15.20 ft 1 0.665 0.147 36.81 36.81 92.38 55.32 1.00 1.00 11.75 133.95 80.21 4040.750Lr40.750L-0.450W-+I-1 Dsgn. L = 15.20 It 1 0.701 0.158 38.79 38.79 92.38 55.32 1.00 1.00 12.66 133.95 80.21 'O'0750L0.750S+0.450W*1 Dsgn. L= 15.20 It 1 0.590 0.124 32.64 32.64 92.38 55.32 1.00 1.00 9.92 133.95 80.21 +040.750L40.7505-0.450W+4-1 Dsgn. L= 15.20 ft 1 0.626 0.135 34.61 34.61 92.38 55.32 1.00 1.00 10.83 133.95 80.21 +1.087D'0.750L+0750S+07875E+H Dsgn. L= 15.20 It 1 . 0.631 0.133 34.91 34.91 92.38 55.32 1.00 1.00 10.65 133.95 80.21 +1.087D40.750L40.7505-0.7875E+I-1 Dsgn. L= 15.20f1 1 0.667 0.144 36.92 36.92 92.38 55.32 1.00 1.00 11.57 133.95 80.21 0.60D40.60W40.60H Dsgn. L= 15.20 It 1 0.260 0.055 14.41 14.41 92.38 55.32 1.00 1.00 4.45 133.95 80.21 40.60D-0.60W40.60H Dsgn. L = 15.20 ft 1 0.308 0.071 17.04 17.04 92.38 55.32 1.00 1.00 5.66 133.95 80.21 '0.4837D+1.050E40.60R Dsgn. L= 15.20 ft 1 0.205 0.043 11.33 11.33 92.38 55.32 1.00 1.00 3.45 133.95 80.21 +0.4837D-1.050E40.60H Dsgn. L= 15.20 It 1 0.253 0.058 14.02 14.02 92.38 55.32 1.00 1.00 4.69 133.95 80.21 Load Combination Span Max. Defi Location in Span Load Combination Max. -s-" Défi Location in Span O'0.750Lr*0.750L-0.450W*l 1 0.7424 7.600 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11:817 12.659 Overall MiNimum 0.761 0.883 7.875 8.418 10.483 11.026 10.001 10.860 40+541 7.875 8.418 00.750Lr40.750L44-1 11.426 12.205 0'0.750L-+0 750S41 9.831 10.374 -+040.60W4H 7.353 7.813 *0-0.60W41 8.397 9.023 +O+1.050E4$ 7.342 7.800 +0-1.050E+4-1 8.408 9.036 0+0750Lr+0750L+0450W.i4-I 11.035 11.752 +0+0.750Lr40.750L-0.450W.s4-1 11.817 12.659 040.750L+0.750S+0.450W#1 9.440 9.920 +D-'0.750L+075050450W41 10.223 10.828 040.750L40.750S40.7875E41-I 9.432 9.911 40-+0.750L40.750S-0.7875E+l-1 10.231 10.838 +060D+0.60W-+060H 4.203 4.446 0.60D-0.60W0.60H 5.247 5.656 -+060D+1.050E-+060H 4.192 4.433 +0.60D-1.050E-+0.60H 5.258 5.669 D Only 7.875 8.418 LrOnly 2.126 2.442 L Only . 2.608 2.608 SOnly W Only -0.870 -1.008 -1.0W 0.870 1.008 +1.50E -0.761 -0.883 -1.50E 0.761 0.883 - H Only 53- - - - - - - . t . 'V Lic. #: KW-06002938 .Ii.iii Description: BEAM 2 - Calculations perAlSC 360-10, IBC 2012, ASCE 7-10 . Load Combination Set: ASCE 7-10 - . Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling. E:ModulUs: .29,000.0 ksi Bending Axis: Major Axis Bending . V. Load Combination ASCE 7-10 • ,. . - V D,O, • 'V V.- P0.02lLfl0.02l - + V •V D(78Th)LV2.26)L4'9 f(OO25,LIO.Q) -V. - V. HSSam,3m V - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 V V V V . V Uniform Load: D = 0.020 ksf, Extent = 1.250 ->> 4.0 ft. Tributary Width = 15.50 fl, (NEW TOWER WALL V Uniform Load: D = 0.0250, L = 0.040 ksf, Extent = 1250 ->> 4.0 ft. Tributary Width = 1.0 ft. (ANTENNA FLOOR FRAMING Uniform Load: D = 0.0160, L = 0.040 ksf, TributaryWidth = 1.0 ft. (EQUIPMENT FLOOR FRAMING V V Uniform Load D = 0.020, Lr = 0.020 ksf, Tributary Width = 10 ft. (EXISTING FLAT ROOF Uniform Load: D = 00070 ksf, Extent = 1.250 ->> 4.0 ft. Tributary Width = 9.0 ft, (NEW SCREENWALL V Point Load: D = 7.875, Lr = 2.126, L = 2.608, W = -0.870, E = -05070k 1.250 ft. (BEAM 1 SUPPORT 1 Maximum Bending Stress Ratio = 0196: 1 Maximum Shear Stress Ratio = V 0.109 : 1, V Section used forthis span HSS8x6x3I8 Section used for this span HSS8x6x3/8 Ma : Applied 10.824k-ft Va : Applied . 8.756 k - Mn/Omega : Allowable 55.319k-ft Vn/Omega : Allowable •• 80.208 k. V Load Combination +DV+O3501-rf0750L0V450W+1-1 '- Load Combination +D4750Lr-+0V750L-0.450W+H Location of maximum on span 1 .260ft V Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs V Span # 1 Maximum Deflection V •V Max Downward Transient Deflection 0.002 in Ratio = 20,361 V V ,• Max Upward Transient Deflection 0.000 in Ratio = 0 <360 V Max Downward Total Deflection 0.011 in Ratio = 4367 • V Max Upward Total Deflection - 0.000 in Ratio = - 0 <240 fprV(adComblna.onsfl . V Load Combination Max Stress Ratios • Summary of Moment Values - Summary of Shear Values Segment Length V - Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega - 4O-'4 Dsgn. L = 400 ft 1 .0.133 0.074 7.34 ' 7.34 92.38 55.32 1.00 1.00 5.93 133.95 80.21 +0+14+1 • V a , - V Dsgn. L = 4.00 ft 1 0.175 0.098 969 - V 9.69, 92.38 ' 55.32 1.00 1.00 . V 7V84 133.95 80V21 0+1r+H - - • V V V V V Dsgn. L= 4.00 ft - 1 - 0.166 0093 9.19 919 9238 5532 1.00 100 7.43 13395 8021 .Dsn. L = 400 ft 1 0.133 0.074 7•34 V V 7.34 92.38 55.32 100 100 593 13395 V 8021 +00.750Lr+0.750L+H Dsgn. Lr 4.00 ft 1 0.190 0.106 1049 - 10.49 -- 92.38 5532 100 1.00 V 849 13395 80.21 +OV'0750L+07505*1 Dsgn. Lr 4.00 ft 1 0.164 0.092 910 9.10 • 92.38 5532 100 1.00 V 736 133.95 - 8021 40+0 .60 W+H Dsgn. L= 4.00 ft 1 - 0.125 - 0.069 6.89 6.89 92V38 - 55.32 1.00 1.00 ' 5.57 133.95 - 8021 +D-0.60W+H V V Dsgn. L = 4.00 ft 1 0.141 0.078 7.78 V 7V78 V 92.38 55.32 100 1.00 6.29 133.95 8021 +1.116D+1.050EV14.l . V Dsgn. L = 400 ft 1 0.140 0.078 7.73 7.73 92.38 55.32 100 1.00 6.25 13395 80.21 9- 4 , r r tWAI FIX b.figialIA&I W-0 I Big kffilaINKIN Wj Description BEAM 2 • Load Combination Max Stress Ratios - Summary of Moment Values ' Summary of Shear VaIues Segment Length Span # M V Mmax+ Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max. Vnx. Vnx/Omega +1116D-1050E41 . ., . Dsgn. L= 4.00 ft 1 0.156 0.087 .8.64 . . 8.64' 92.38 55.32 1.00.1.00 ç 6.98 133.95 80.21 40-+0.750Lr*0.750L+0.450W+H Dsgn. L= 4.00 ft . 1 0.184 0.102 10.15 , 10.15 92.38; 55.32 1.00 1.00 8.22 133.95 80.21 ~0*0 750Lr'+O 750L 0 450W+I-1 I Dsgn. L= 4.0011 . 1 0.196 0.109 10.82 10.82 92.38 55.32. 1.00 1.00 . 8.76 .133.95 .' 80.21 " +040 750L+0 750S*0 450W-~l-1 -. - Dsgn. L = 4.0011 . 1 ' - 0.158 0.088 8.76. 8.76 92.38, 55.32 -.1.00, 1.00 7.09 .00 1133.95 80.21 -.040 750L+0 750S-0 450W*H Dsgn L= 40011 1 0171 0.1095 9.4.3 943 9238k 5532 100 100 763 13395 8021 $1.087D-.0.750L-.0.750S+0.7875E41 , . Dsgn L= 40011 1 0.170 0.095 940 -.. 940 9238 5532 100 100 760 13395 8021 +1 0870*0 750L+0 750S-0 7875E41 Dsgn. L= 4.0011 1 . 0.182 0.102. 10.08 . .. 10.08 - 92.38 55.32 too 1.06, 8.15" •133.95, 80.21 0 60D*0 60W+0 60H - Dsgn L = 40011 ' 1 ' 0.071 0.040 ' 395 395 9238 5532 100 100 320 13395 8021 +0 60DM 60W*0 60H ') Dsgn L= 40011 1 0.088 0049 485 485 9238 t 5532 100 100 392 13395 8021 #0 4837D+1 050E+0 60K Dsgn L= 40011 1 0056 0.031 309 ' 309 9238 5532 100 100 -' 250 13395 8021 - +0 48370 1 050E+0 60K . Dsgn. L= 4.0011 - 1 . 0.072 0.040 - 4.00 4 '.. - 4.00 92.38- . 55.32 1.00 1.00. 3.23 '133.95 80.21'..,.. '- wd Load Combination Span Max Defi Location in Span Load Combination ., / Max + Defi Location in Span +040.750Lr*0750-L0-45OWi4-I '1, .0.0110 - .. 1.840 - . -." 0.0000, 0.000 ., Support notation Far left is #1 i Values in KIPS V Load Combination Support 1 Support 2 ..OverallMAXimum 8.756 4.692 '. , , :• 1 Overall MiNimum 0.523 0.238 ,' '.. -' ..0+H.. 5.927 3.316 , 4 7838 - 4283 • £ 4 '- - 7.429 4.021 *0+S41 5927 3.316 +04750Lr+0 750L+H 8 487, -4.570 -.0+0 750L+0 7505+1-I 7.360 4042 0060W+l-i 5.568 3153 40-060W+H 6286 3.479 1.~0+1050E+H 5.561 3.150 ,-. +0-1.050E*l •6.293 3.483 +040750Lr-+0750L+0450W-i4-i 8217 4.448 .. 0*0.750Lr40.75OL-0.450W4H. 8.756. , - 4.692 • ' . • • - - .., +0+0 750L+0 750S-+0 450W+H 7.091 3.919 . . * . *040 750L-+0 750S-0 450W-i-H 7.630 4.164 0*0750L*0750S*07875E*H 7.086 3.917 +D*0.750L.+0750S07875E+H ' 7.635 . 4.166 • . . . - *0.60D#0.60W.+0.60H .. 3.198 1.827 , . - -'0600-060W+060H 3.915 2.153 +0 60D+1 050E-+0 60K 3.190 1.823 I 40600 1050E-.060H 3.922 2.156 -. 0 Only . 5.927 3.316 ;" .' - * •.• LrOnly -. . - . ,1.502 . • 0.704. • . . ' LOnly, 1911 0.967 • - I SOnly -• W 'Only t -0598 -0272 ' 1 OW .. '0.598 0.272 +150E , .. -0.523 . -0.238 - • -r-, '--', .• .•,, . 150E 0523 0238 -. I . H Only , • Dunn Savoie Inc. JOB SHEET NO. ___________________________ OF______________________ Structural Engineering ________________________ 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 CALCULATEDBY t"7 DATE /3JJ5 E-mail: dsi@surfdsi.com . ' CHECKED BY__________________________ DATE SCALE 2 3 a 5 6 7 C I 2 3 4 S C 7 6 2 3 4 S C I 6 1 2 3 4 3 C 1 4 I I 141,0141 41,30/ 8 1 4000 0/ 4 fr1rY iZ 7 Av-1 LA ?( AM CV PCJt1 C6(lC) f IktIOE 3 -- cC- C 707)____(/;')( 1fD (70___s3 7 7F.i 2 a \Z7 2. J; - 2 r)!rl[t71c \d) (4 j. 7 F?7 2 M'? A4 t--c 1L- 7tc i - 7 8 r___ D PRODUCT 207 I A4 ( 'J iTI r Ii onnni rrr on, 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 JOB SHEET NO. ___________________________ OF______________________ CALCULATED BY_________________________ DATE / z3/) CHECKED BY__________________________ DATE SCALE InJeL1g WOW B Description : BEAM 3 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 pi Ebend-xx 2 00 (lki Fc - Pill 2,900.0 psi Wood Species : Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE RI 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020 ksf, Tributary Width = 15.50 ft. (TOWER WALLS: Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft. (SCREEN WALL Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 1.0 ft, (ANTENNA FLOOR FRAMING Uniform Load: D = 0.0160, L = 0.040 ksf, Tributary Width = 1.0 ft. (EQUIPMENT FLOOR Uniform Load: D = 0.0120, Lr = 0.020, Tributary Width = 1.0 ft, (EXISTING ROOF IN Eminbend - xx 1,016.54 ksi Maximum Bending Stress Ratio = Section used for this span fb 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 0.55a 1 Maximum Shear Stress Rati o = 0.304 :1 5.25x9.25 Section used for this span 5.25x9.25 1,618.06psi fv : Actual = 88.13 psi 2,900.00 psi Fv : Allowable = 290.00 psi. +D+L+H Load Combination +D+L+H 6.250ft Location of maximum on span = 11.770 ft Span # 1 Span # where maximum occurs = Span # 1 0.064 in Ratio= 2350 0.000 in Ratio= 0 <360 0.412 in Ratio= 363 0.000 in Ratio= 0 <240 Maximum F.orces& Stresses. for Load.Combinations- . Load Combination Max Stress Ratios Moment Values Shear Values . Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb Pb V fv F'v 0.00 0.00 0.00 0.00 Length = 12.50 It 1 0.524 0.285 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.53 1,367.62 2610.00 2.41 74.49 261.00 40+L+H . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft .1 0.558 0.304 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.09 1,618.06 2900.00 2.85 88.13 290.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.395 0.215 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.92 1430.23 3625.00 2.52 77.90 362.50 *O+S+H - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 ' • ' .. , -. .: 4 .1' S •. , - - 4., "S.. - - . 'p.,. I. - ,• . . , T- . . . - 5 .- '. . -. - . _ - 4'S uescripiion t3tAIVI .i Load Combination Max Stress Ratios - ., .. , Moment Values. Shear Values Segment Length Span# M V C C FN C Cr Cm C CL M fb - Fb v tv F'v Length= 12.50 It 1 0.410 0.223 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.53 i,367.62. 3335.00 . 2.41 '74.49 .333.50 +0+0.750Lr-+0.750L#1 . 1.000 1.00 1.00 1.00 1.00 1.00 . '. .- 0.00, 1.0.00 ,0.00 0.00 • Length= 12.50 It 1 0.442 0.241. 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.00 1,602.41 3625.00 . "2.83 87.27 362.50 +0+0 750L+0 750S+H 1.000 1.00 1.00 100 1.00 1.00 000 000 000 , 000 * . Length= 12.50 It 1 0.466 0.254 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.70 1,555.45 3335.00 2.74 84.72.: 333.50 +0.+0.60W41 1.000 1.00 . 1.00 1.00 1.00 1.00 _, 0.00 -0.00 .0.00 0.00 Length = 12.50 It 1 0.295 0.161 1.60 1.000, 1.00 .1.00 1.00 1.00 1.00 853 .1,367.62 , 4640.00 . 2.41 74.49 • 464.00 '. • .+-0.60W4 . .. 1.000 1.00. 1.00, 1.00 1.00 1.00 ' . 0.00 'S 0.00 0.00 ," - "0.00 Length= 12.50 It 1 0.295 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 ' 8.53' 1,367.62 4640.00 •- 2.41 74.49 464.00 +1.1160+1.050E+H .5 1.000 1.00 1.00. 1.00 1.00 1.00 . . s-',' '. 0.00 0.00: 0.00 - 0.00 . Length= 12.50 It 1 0.329 0.179 1.60 1.000 1.00, 100 1.00 1.00 1.00 9.53 1,526.73 4640.00 2.69 83.15 . 464.00 +1.116D-1.050E41 . 1.000 1.00 k 1.00 1.00 1.00 1.00 . 0.00 •. P0.00- * 0.00 ' 0.00 Length = 12.50 It 1 0.329 0.179 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.53 1,526.73' 4640.00 2.69 83.15 464.00 0+0.750Lr+0.750L+0.450W-*l . '. 1.000: 1.00 1.00: lao 1.00 1.00 , . .' 0.00 ,, 0.00 0.00 0.00 Length =12.soft 0.345 0.188 1.60 1.000' 1.00 100 1.00 1.00 1.00 10.00 1,602.41 4640.00 ' 2.83 , 87.27 464.00. +0+0.750LA0.750L-0450W+H - S 1.000'. 1.00- 1.00' 1.00 1.00 1.00 0.00 -o.00 . 0.00 0.00 . Lengthr 12.50 It 1 0.345 0.188 1.60 1.000. 1.00 1.00' 1.00 1.00 1.00 10.00 •r"1,602.41 4640.00. 2.83 87.27 ' 464.00 +0+0 750L+0 750S+0 450 W*l 1.000 'r 1.00,1.00 1.00 1.00 1.00 000 000 000 000 ' Length 12.50 It 1 0.335 0.183 1.60- 1.000' 1.00' 1.00' 1.00 1.00 1.00 9.70 4640.00' 2.74 84.72 464.00 - . +D+0.750L+0.750S-0450w41 , . ' ' .1.000: too- 1.00- ' 1.00 1.00 1.00 - 1,5 ' 55.45 . . . 0.00 '' '0.00 0.00 0.00 - Length = 12.50 ft 1 0.335 0.183 1.60 1.000 1.00 r 1.00 1.00 1.00 1.00 9.70 , 1,555.45 4640.00 '2.74- 84.72 1 464.00 +1.0870-+0750L+0750S-s07875E+ , 1.000. 1.00. .1.00. 1.00 1.00 1.00 , -. 0.00 0.00 0.00 . 0.00 Length= 12.50 It 1 0.361, 0.197 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.45 .1,674.78 -4640.00' 2.95 91.22. 464.00 .• +1.0870+0.750L+07505M7875E+l . . . 1.000. 1.00w -1.00 1.00. 1.00 1.00 ' . 0.00 - 0.00 0.00 . .0.00 Length= 12.50 ft 1 0.361 0.197 1.60, 1.000.' 1.00 1.00. 1.00 1.00 1.00 10.45 '1,674.78 4640.60 2.95 .91.22 -464.00 40.600+0.60W+0.60H . . ,1.000 1.00 100' 1.00, 1.00 1.00 .. 0.00 . 0.00 0.00 0.00 Length= 12.50 It I • 0.177 0.096 1.60 1.000, 1.00 1.00 1.00 1.00 5.12 820.574 4640.00 -1.45 44.69 464.00 -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 = 12.50 ft " .1 - 0.177 . 0.096 1.60 1.000' . 1.00 1.00 1.00 1.00 1.00 5.12 - ' 820.57 4640.00' 1.45 .44.69 r ,464.00 •, . • .+0.4837D-+-1.050E+0.60H - . 1.000. . 1.00 1.00 1.00 1.00 1.00 -. . , .- 0.00 I 0.00 0.00 0.00 . Length= 12.50 It . 1 . 0.143 0.078 1.60 1.000, 1.00 1.00 1.00 1.00 1.00 4.13 .661.46 4640.00 ' 1.17 36.03 464.00 • 4 . :+04837o1050E*060H .' - • .- 1.000 1.00. 1.00 1.00 1.00 1.00 . 0.00 : 0.00 0.00 • 0.00 Length = 12.50 It -1 0.143 0.078 1.60 1.000 1.00 1.00 * 1.00 . 1.00 1.00 4.13 661.46 . . 4640.00 ' 1.17 36.03 464.00' . Load Combination Span Max Deft Location in Span Load Combination r Max + Deft Location in Span +j+1_+ •. •' '. ,- 1 0.4124 . 6.296 - . , ' -. 0.0000 .0.000. i Support notation: Far left is #1 Values in KIPS -. Load Combination Support 1 Support 2 -' . ' ' ' . , - . ' • ' Overall MAXimum - '3.230 3.230 ' - . I - , ' .. - - ••• . - - OverailMlNimum 0.125 0.125 - .• . , , . ' - ' I . . - - • . . +0+H . '5 .. 2.730 2.730 . ...... -. "3.230 '3.230 ',. , . ,:,' , '-*.-' - +D+Lr4l - 2.855 - ' 2.855 , . ' . , • - - . . .-. --' - - .i4D+S+4-I • 2.730 2.730 - -. I ' S . . . • . -.0-+0750Lr-.0750L+H . - 3.199' 3.199 • .+0-+0.750L+0.7505-i4-I • 3.105 3.105 • • - - . . . . . .' -- - . . - +D+0.60W4i - 2.730 2.730 . ' - - • . I . +D-0.60W-*-H . . 2.730 -., 2.730 . . - ' . • .• - -. 12.730 2.730 ,. • . - . . 5 'S - . • . .. - * +0-1.050E41 2.730 , 2.730 . . * • . . . ,., - • . . . . , -'0•+0750L+0750L.+0450W+H ' 3.199 3.199 • . . . . , . . .4 . ' 1 +D-0.7501-r+0.7501-4450w-*l - 3.199 : 3.199 -. ' • . •' .5 • • . . - +0+0.750L+0.750S+0.450W-s-l-1 3.105 3.105 ;' -• ., . • . 5 - ' - . . -, - ' - - +D-+0.750L-.0.7505-0.450W41 - 3.105 - ' - 3.105 . _,. • -. -. - - ., ( 5-, - - -'J+0.750L0.750S+0.7875E-.H 3.105 3.105 '." . . • , -.1 - ' . - -'040.750L+0.7505-0.7875E-s'+-1 3.105 -. - 3.105 - - . .. • , - - - "5 '• . . - • -#0.60D+0.60W.+060H '. '1.638 - 11.638 ...Y. * • , , . • - -. - , - , .. • . • . . * +0.600-0.60W+0.60H - 1.638 .. 1.638 ' - ' - . . -- ' • - , . ' - - - - - - •-c' • .. . - - - • -, .-.- , ' S .4 --, • - ', .' ' ,. - Description: BEAM 3 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60Ds-1.050Es'0.60H 1.638 1.638 .0.60D-1.050E+0.60H 1.638 1.638 D Only 2.730 2.730 Li Only 0.125 0.125 L Only .0.500 0.500 SOnly WOnly -1.0W +1.50E -1.50E HOnly 62, IMP Description: BEAM 4 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - PrIl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend - yy 830.0ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 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 = 0.020, Lr = 0.020 ksf, Extent = 0.0 -->> 12.250 ft. Tributary Width = 6.0 ft. (EXSTING FLAT ROOF Uniform Load: D = 0.020, Li = 0.020 ksf, Extent = 12.250 -->> 27.0 ft; Tributary Width = 4.750 ft, (EXSTING FLAT ROOF Uniform Load: D = 0.020, Li = 0.020 ksf, Extent = 16.80 ->> 27.0 ft, Tributary Width = 4.750 ft. (EXISTING TILE ROOF Point Load: D = 0.2850 k A 16.80 ft. (EXISTING WALL Point Load : D = 5.927, Lr = 1.502, L = 1.911, W = -0.5980, E = -0.3490k 12.250 ft. (BEAM 2 REACTIONS ximum Bending Stress Ratio Section used for this span fb : 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 Maximum Shear Stress Ratio Section used for this span = 4,185.34psi fv: Actual = 2,288.79p5i Fv: Allowable +D+L+H Load Combination 12.219ft Location of maximum on span = Span #1 Span # where maximum occurs 1.034 in Ratio= 313<360 -0.162 in Ratio= 1995 3.623 in Ratio= 89 <240 0.000 in Ratio= 0 <240 0.454 : 1 5.125x15 120.23 psi = 265.00 psi +D+L+H = 0.000 ft = Span #1 Maximurn orqes& rssesforLoad Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN c i Cr C m C C L M fb Fb V fv Fv 4041 0.00 0.00 0.00 0.00 Length =26.901 ft 1 1.645 0.419 0.90 0.954 1.00 1.00 1.00 1.00 1.00 54.27 3,388.85 2059.91 5.12 99.86 238.50 Length = 0.09854 ft 1 0.016 0.419 0.90 0.954 1.00 1.00 1.00 1.00 1.00 0.52 32.16 2059.91 4.99 99.86 238.50 40+L+H 0.954 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 1.829 0.454 1.00 0.954 1.00 1.00 1.00 1.00 1.00 67.03 4,185.34 2288.79 6.16 120.23 265.00 Length = 0.09854 ft 1 0.016 0.454 1.00 0.954 1.00 1.00 1.00 1.00 1.00 0.60 37.49 2288.79 5.86 120.23 265.00 LJeL,I IIJLIUI I . -"'" . Load Combination Max Stress Ratio s Moment Values Shear Values Segment Length Span# M . V , Cj' CFN C1 Cr Cm C CL M fb Fb , V fv F'v 0.954 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 , 0.00 Length = 26.901 ft 1 1.662 0.447 1.25 0.954' 1.00 1.00 1.00 1.00 1.00 76.14 4,754.29 2860.99 : 7.59 148.02 331.25 Length = 0.09854 ft 1 0.017 0.447 1.25 0.954 1.00 1.00 1.00 1.00 1.00 0.79 , 49.45 2860.99 7.59 148:02 331.25 +0+544-f 0.954 - 1.00 1.00 1.00 1.00 1.00 , 0.00 .' 0.00 0.00 0.00 Length = 26.901 ft 1 1.288 0.328 1.15 0.954 1.00 1.00 1.00 , 1.00 1.00 54.27 3,388.85 2632.11 5.12 99.86 304.75 Length = 0.09854 ft 1 0.012' 0.328 1.15 0.954 1.00 1.00 1.00 1.00 1.00 0.52 32.16 .2632.11 '. .4.99 99.86, 304.75 -,040J50Lr'+0.750L4H . 0.954 1.00 . 1.00 1.00 1.00 1.00 ' . ' 0.00 0.00 0.00 . 0.00 Length=26.901 ft 1 1.751 0.453 1.25 0.954 1.00. 1.00 1.00 1.00 1.00 80.24 5,010.29 2860.99 .- ' 7.69 149.98 331.25 Length = 0.09854 ft 1 0.017 0.453 1.25 0.954 1.00 1.00 1.00 1.00 1.00 0.79 49.12 2860.99 7.59 149.98 331.25 4040.750L40.750S41 . 0.954 1.00 1.00 1.00 1.00 1.00 - 0.00 , 0.00 , 0.00 0.00 - Length = 26.901 ft I - '1.514 0.378 1.15 0.954 1.00 1.00 1.00 1.00 1.00 - 63.84 3,986.21 2632.11 '- 5.90 115.14 304.75 Length = 0.09854 ft 1 0.014 0.378 1.15 0.954 1.00 1.00 1.00 1.00 1.00 0.58 36.16 2632.11 - 5.64 115.14 304.75 .+0'.060W+ff . - . 0.954 1.00 1.00: 1.00 1.00 1.00 - ' 0.00- 0.00 0.00 1 0.00 Length = 26.901 ft I - 0.885 0.226 . 1.60 0.954 1.00 1.00 1.00 1.00 1.00 51.88 3,239.30 3662.06 4.92 96.03 424.00 Length =0.09854ft 1 0.009 0.226 1.60 0.954 1.00 1.00 1.00.' 1.00 1.00 0.50 31.15 3662.06 4.83 96.03 424.00 +0-0.60W41 , 'S , 0.954 1.00 1.00 1.00 1.00 1.00 0.00 . 0.00 0.00 0.00 Length = 26.901 ft 1 0.966 0.245 1.60 0.954 1.00 1.00 1.00 1.00 1.00 '56.67 3,538.39 3662.06 " .5.31 103.68 424.00 Length = 0.09854 ft 1 0.009 0.245 1.60 0.954' 1.00 1.00- 1.00 1.00 1.00 0.53 33.16 3662.06 5.15 103.68 424.00 ~1.116D+1.050E-+H '' r' 0.954 1.00 1.00. 1.00 1.00 1.00 . 0.00 0.00 0.00 ,.- o:oo Length = 26.901 ft ' 1 0.991 0.254 1.60 0.954 1.00 1.00 1.00 1.00 1.00 58.14 3,630.37 ' 3662.06 5.51 107.57 424.00 Length =0.09854ft 1 .,. 0.010 " 0.254 1.60 0.954, 1.00 1.00 1.00 1.00 1.00 0.56 34.87 3662.06. 5.41 107.57 '424.00 +1116D 1050E#1 0.954 100 100 100 100 100 000 000 000 000 Length =26.901 ft 1 1.075 0.272 1.60 0.954 1.00 lOOt 1.00: 1.00 . 1.00 63.03 3,935.84 3662.06 5.91 115.38 424.00 Length = 0.09854 ft 1- 0.010 0.272 1.60 0.954' 1.00 1.00' 1.00; 1.00 1.00 0.59 36.92 3662.06 , .5.74 115.38 424.00 S 0+0.750Lr40.750L+0.450W4I . 0.954 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 - . Lergth = 26.901 ft ' I . 1.338 0.347 1.60 0.954 1.00 1.00 1.00 1.00 1.00 78.45 4,898.14 3662.06 7.54 147.11 424.00 Length = 0.09854 ft 1 0.013 0.347 1.60 0.954: 1.00 1.00 1.00 1.00 1.00 0.77 48.37 3662.06 '• 7.47 , 147.11 424.00 +0'+O.750Lr*O.750L-0,450W41 . - 0.954 1.00 1:00 1.00 1.00 1.00 - '. 0.00 .' . 0.00 0.00 - 0.00 L ength = 26.901 ft I . 1.399 0.360 1.60 0.954 1.00' 1:00 1.00' 1.00 1.00 82.04 5,122.45 3662.06 7.83 152.85 424.00 Length =0.09854ft I . 0.014 0.360 1.60 0.954. 1.00 1.00 1.00 1.00 1.00 .0.80 49.88 '3662.06 7.71 152.85 424.00 I' 4040.750L40.7505.+0.450W.*ts . • 0.954' 1.00 .1.00 1.00 1.00 1.00 ' 0.00 - 0.00 0.00 0.00 Length = 26.901 ft I .1.058 0.265 1.60 0.954' 1.00. 1.00 1.00 1.00 1.00 62.05 3,874.05 3662.06 . 5.75 112.27 424.00 Length = 0.09854 ft -.1 0.010 0.265 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.57 35.41 3662.06-. . , 5.52 112.27 424.00 +fl+43,750L*0750S-0450W41 . 0.954, 1.00' 1.00 1.00 1.00 1.00 , 0.00 - 0.00 0.00 - 0.00 Length = 26.901 ft - 1' 1.119 0.278 1.60 0.954 L 1.00 1.00 1.00 1.00 1.00 65.64 4,098.37 3662.06 6.05 118.01'' 424.00 Length = 0.09854 ft. ' 1 0.010 0.278 1.60 0.954 1.00 1.00 1.00 1.00 1.00 10.59 36.91 3662.06 5.76 118.01 424.00 +1.087D+750L+0750S'+07875E4 - ' - 0.954' 1.00 . 100 1.00 1.00 1.00 0.00 - 0.00 0.00 - 0.00 . Length = 26.901 ft 1 1.138 ' 0.285 1.60 0.954. 1.00 1.00 1.00 1.00 1.00 66.74 4,167.36 3662.06 . ' 6.20 120.92 424.00 Length = 0.09854 ft 1' . 0.010 0.285 1.60 0.954, 1.00 1.00 1.00 . 1.00 1.00 0.61 38.20 3662.06 ' 5.95 120.92 424.00 +1,087D-+750L+4375O5M7875E S • - - 0.954 1.00 1.00 1.00 1.00 1.00 '. ' 0.00 0.00 0.00 .0.00 Length = 26.901 ft 1 1.201 0.299 1.60 0.954 1.00 1.00 1.00 1.00 . 1.00 70.41 4,396.46 3662.06 '. 6.50 126.78 - 424.00 :.- Length = 0.09854 ft I 0.011 0.299 - 1.60 0.954 1.00 1.00. 1.00 1.00 1.00 0.64 39.73 3662.06 6.20 126.78 424.00 "0.60D'0.60W+0.60H . 0.954 1.00 1.00 1.00 i1.00 1.00 - 0.00 . 0.00 0.00 0.00 Length = 26.901 ft I . 0.514 0.132 1.60 0.954 '1.00 1.00 1.00 1.00 1.00 30.17 1,883.76 3662.06 2.87 56.09 - 424.00 Length = 0.09854 ft 1 ' 0.005 0.132 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.29 18.29 3662.06 - 2.83 -"56.09 424.00 0.60D-060W-+060H . 0.954 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.596 0.150 1.60 0.954 1.00 • 1.00 1.00 1.00 1.00 34.96 2,182.85 3662.06 3.27 63.74- 424.00 .- Length = 0.09854 ft 1 0.006 0.150 1.60 0.954 1.00 1.00 1.00 1.00 1.00 - 0.33 20.30 3662.06 3.16 63.74 424.00 0.4837D+1.050E-+0.60H S ' 0.954 1.00' 1.00 1.00 1.00 1.00 . 0.00 . 0.00 0.00 0.00 Length = 26.901 ft 1 0.406 0.105 1.60 0.954 1.00 1.00 1.00 1.00 1.00 23.80 1,486.32 3662.06, - 2.28 44.39 -424,00 Length =0.09854 ft 1 0.004 0.105 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.23 14.53 3662.06 2.25 44.39 424.00 "-0.4837D-1.050E-+O.60H - 5 .• . ' -0,954 1.00 1.00 1.00 1.00 1.00 0.00 , 0.00 0.00 0.00" Length = 26.901 ft. - 1 ' 0.489 '. .0.123 1.60, 0.954 1.00 1.00 1.00 1.00 1.00 '28.70 1,791.78 3662.06 2.68 52.20 424.00 Length = 0.09854 ft 1 - 0.005 0.123 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.27 16.58 3662.06 2.58 52.20 424.00 Load Combination Span Max Defi Location in Span Load Combination Max + Deft Location in Span D0.750Lr-+0.750L-0,450W44 - - 1 - 3.6232 13.401 • . , . 0.0000 . 0.000 • - '- , - -- S. . - • - • S • 'S. I,,' • , . . -, Description : BEAM 4 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.102 8.123 Overall MiNimum 0.286 0.238 +0.41-I 5.280 5.237 *041*I 6.324 6.104 +04.r41 7.803 8.056 .J54 5.280 5.237 +0+0.750Lr+0750L41 7.955 8.001 40+0.750L40.7505*Fl 6.063 5.887 40+0.60W+1-1 5.084 5.074 +0-0.60W41 5.476 5.399 .'13+1.050E41 5.080 5.070 .+0-1.050E+fI 5.480 5.403 +0+0.750Lr+0.750L+0.450W4H 7.808 7.879 +040.750Lr.0750L-0450W+f-j 8.102 8.123 '0+0.750L40.750540.450W*l 5.916 5.765 s0+0.750L+07505-0450W41 6.210 6.009 1J-0.750L40.750S*07875E4l 5.913 5.762 .040.750L+0.750S-0.7875E41 6.213 6.011 *060D*0.60W+0.60H 2.972 2.979 -+0.60D-0.60W-+0.60H 3.364 3.305 4060D+1.050E+0.60H 2.968 2.976 0.60D-1.050E.40.60H 3.368 3.308 D Only 5.280 5.237 LrOnly 2.523 2.819 L Only 1.044 0.867 SOnly W Only -0.327 -0.271 -1.0W 0.327 0.271 +1.50E -0.286 -0.238 -1.50E 0.286 0.238 H Only p.. •.. . • Description: BEAM 5 . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties -• - Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . Fb - Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc - Pill 1,650.0 psi Eminbend - xx 930.0ksi Wood Species : DF/DF * Fc - Perp 650.0 psi Ebend- yy ' 1,600.0 ksi Wood Grade :24F - V8 -. Fv. 265.0 psi Eminbend - yy , 830.0ksi - Ft 1,100.0 psi" Density 32.210pcf Rpm Rr,'inri Rm ic Piiilu Rri'd nnninct IfprI_tnrinn hiirkiinn - - D(o.096)L(O.24) - -. + 0(0.16) Lr(O 16) 0(3.316) Lr(O.704) L(2 8) W(-1.008) E(-O.58+ 9) S, 9"NOMM -I. Span =270ft * p ,pp 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 = 0.020, Lr = 0.020 ksf,' Extent = 0.0 ->> 12.250 ft. Tributary Width = 8.0 ft. (EXSTING FLAT ROOF Load: D = 3.316, Lr = 0.7040, L = 2.608, W -1.008, E -0.5890k 12.250 Point ft. (BEAM 2 REACTIONS ' Uniform Load: D,= 0.0160, L = 0.040 ksf, Extent = 12.250 ->> 27.0 ft. Tributary Width = 6.0 ft. (EQUIPMENT FLOOR FRAMING . Point Load: D = 1.930, L = 0.1090, E = -0.3170 k P 23.50 ft. (WOOD BEAM SUPPORTING EQUIPMENTS . .' Point Load: D =1.930, L=0.1090. E = -0.3170 k 24.50 ft. (WOOD BEAM SUPPORTING EQUIPMENTS e1f1Ekc ______ Maximum Bending Stress Ratio' = 1.904 1 Maximum Shear Stress Ratio ___ = 0.749 : 1 Section used for this span 5 . Section used for this span . 5.125x15 7 fb : Actual , = 4,358,30 psi fv : Actual = 198.52 psi FB : Allowable 2,288.79 psi . Fv : Allowable = 265.00 psi Load Combination . . . +D+L+H Load Combination. +o+L+H 11 Location of maximum on span - = . 12.318ft . Location of maximum on span = . 25.818 ft Span # where maximum occurs ' • = . Span # 1 Span # where maximum occurs = , Span # 1 Maximum Deflection Max Downward Transient Deflection 1.365 in Ratio = 237 <360 . .-.. -. Max Upward Transient Deflection -0.325 in Ratio = 996 Max Downward Total DeflectiOn - 3.425 in Ratio = . 94 <240 - .. Max Upward Total Deflection 0.000 in. Ratio 0 <240 . Maximum Forces & Stresses for Load Combinations - . - Load Combination Max Stress Ratios Moment Values - - ' Shear Values .'Se'mentLength .Span# M, v Cd CFN'Ci Cr Cm C t CL M lb F'b V .fv .F'v -*041 .. . • . . ., . . 0.00 . 0.00 0.00 . 0.00 Length =26.901 ft .1 1.219 0.532 0.90 0.954 1.00 1.00 •1.00 1.00 1.00 40.23 2,511.69 2059.91 16.51 126.98 238.50 Length = 0.09854 ft 1 - . 0.020 0.532 0.90 0.954 1.00 1.00 1.00 1.00 1.00 .0.65 40.83 2059.91 6.51 126.98 238.50 +D.+44I . . . . 0.954 1.00. 1.00 .1.00 1.00 1.00 * 0.00 0.00 0.00 - 0.00' Length = 26.901 ft 1 1.904 0.749 1.00 0.954 1.00 1.00 1.00 1.00 1.00 69.80 4,358.30 2288.79 10.17 198.52 265.00 Length =0.09854 ft 1 0.028 0.749 'A.00 0.954 1.00 1.00 1.00 1.00 1.00 1.04 65.06 2288.79 - ' 10.17 198.52 265.00 Sm IT 125 ENERLC, iitc 198l 615.11 151 19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V . Cd C FN C 1 Cr . Cm C CL M fb Pb ", V, fv Fv +D+Lr4l 0.954 1.00 1.00 1.00 1.00 1.00 " 0.00 .0.00 0.00 0.00 Length = 26.901 ft 1 1.124 0.428 1.25 0.954 1.00 . 1.00 1.00 1.00 1.00 51.50 3,215.46 - 2860.99 7.27 141.89 331.25 Length 0.09854 ft 1 0.016 0.428 1.25 0.954 1.00 1.00 1.00, 1.00 1.00 ' 0.73 .45.53 2860.99 - 7.27 141.89 331.25 -' +IJ+S4I 0.954 1.00 1.00 1.00 1.00 1.00 ,, .0.00., 0.00 , 0.00 , 0.00 Length = 26.901 ft 1 0.954 . 0.417 1.15 0.954 1.00 1.00 1.00 1.00 1.00 40.23 ' 2,511.69 2632.11 . 6.51' 126.98 304.75 Length =0.09854ft 1 0.016 0.417 1.15 0.954 1.00 1.00 1.00 1.00 1.00 0.65 , 40.83 2632.11 / 6.51 126.98.' 304.75 -+1J0750Lr40750L4H 0.954 . 1.00 1.00 1.00 1.00 1.00 ' ,- 0.00 0.00 . 0.00 -: 0.00 Length = 26.901 ft 1 1.546 0.579 1.25 0.954 . 1.00 1.00 1.00 1.00 1.00 70.82 .4,421.92, 2860.99 .9.83 191.81 331.25 Length = 0.09854 ft 1 0.022 0.579 1.25 0.954 1.00 1.00 1.00 1.00 1.00 . 1.00 62.53 .. .2860.99 9.83 191.81 331.25 O0.750L-+0.750S#1 . 0.954 1.00 1.00 1.00 1.00 1.00 ' . . ' ..' .....0.00 0.00 0.00 0.00 Length = 26.901 ft 1 1.480 0.593 115 0.954 1.00 1.00 1.00 1.00 1.00 62.41r ' 3,896.54 2632.11 , 9.26' 180.63 304.75 Length =0.09854ft 1 0.022 0.593 1.15 0.954. 1.00 1.00. 1.00 1.00 1.00 0.94 1 59.00 2632.11 -- 9:26 180.63 304.75 4-1 +040,60W. . 0.954 1.00"1.00 1.00 1.00 '1.00 .• -. . 0.00 '. 0.00 ' 0.00 , 0.00 Length = 26.901 ft 1 0.617 0.287 1.60 0.954 1.00 1.00 1.00 1.00 1.00 36.19 .2,259.71 3662.06 '6,23 121.63 424.00 Length = 0.09854 ft 1 0.011 0.287 1.60 0.954. 1.00 1.00 ,. 1.00 1.00 1.00 ' 0.63 ' 39:14 3662.06 ' '6.23 121.63 424.00 +O-0.60W4H 0.954 1.00 1.00 1.00 1.00 1.00 0.00, . 0.00 0.00 . 0.00 Length 26.901 ft I 0.755 0.312 1.60 0.954 1.00 1.00 1.00 1.00 1.00 44.26 2,763.77 3662.06 6.78 132.33 424.00 Length= 0.09854ft 1 0.012 0.312 1.60 0.954v 1.00 1.00 1.00 1.00 1.00 0.68' 42.W 3662.06 ' 6.78 132.33 ' 424.00 1.116D+1.050E41 ' . 0.954' 1:00 1.00 1.00 1.00 1.00 '. . ,. 0.00 ' 0.00 0.00 0.00 Length =26.901 ft I . 0.680 . 0.294 1.60, 0.954 1.00 1.00 1.00 1.00 1.00 39.87 2,489.71 3662.06 ,, 6.39 124.73 '424.00 Length =0.09854ft ' 1 0.011 . 0.294 1.60 0.954 1.00' 100 1.00 1.00 1.00 0.64 . 40.21 3662.06 6.39 124.73 424.00 +1.1160-1.050E4t . 0.954.' 1.00 1.00 1.00 1.00 1.00 '' ' 0.00 0.00 0.00 0.00 - 'Length = 26.901 ft ' 11 0.851 0.374 1.60 0.954. 1.00, 1.00 1.00 1.00 1.00 49.94 3,118.10 3662.06 ' . 8.14 158.77 ' 424.00 Length = 0.09854 ft 1 0.014 0.374 1.60 0.954' 1.00 1.00 1.00 1.00 1.00 0.82 50.95 3662.06 8.14 158.77 424.00 +040.750Lr40.750L-+0,450W+fI . , 0.954' 1.00 1.00 1.00 1.00 1.00 .- . 0.00' 0.00 0.00 0.00 i Length = 26.901 ft 1 1.156 0.443 1.60k 0.950, 1.00 1.00 1.00 1.00 1.00 67.80 4,233.20 3662.06 9.62 187.80 ' 424.00 Length = 0.09854 ft I . 0.017 0.443 1.60 0.954' 1:00 1.00 1.00 1.00 1.00 0.98 61.26 3662.06 9.62 187.80 424.00 . '+O4)750Lr+0750L0450W-*l . 0.954 1.00 1.00 1.00 1.00 1.00 , .' 0.00 ' 0.00 0.00 0.00 - Length = 26.901 ft - I 1.259 0.462 1.60 0.954 1.00 1.00 1.00 1.00 1.00 73.85 ' 4,610.98 3662.06 10.04 195.83 424.00' Lé'ngth=0.09854ft 1 0.017 '0.462 1.60 0.954' 1.00 1.00 1.00 1.00 1.00 .1.02 63.80 3662.06 10.04 195.83 424.00 +04750L-+0,7505-+0,450W-+fl ' ' 0.954. 1.00 1.00 1.00 1.00 1.00 : - 0.00 0.00 0.00 0.00 Length =26.901 ft .1 -1.013' 0.417 1.60 0.954. 1.00 1.00 1.00 1.00 1.00 59.38 3707.87 3662.06 '9.05 176.62 424.00 Length = 0.09854 ft I 0.016 0.417 1.60 0.954 1.0 1.00 1.00 1.00 1.00 0.92 57.74 . 3662.06 9.05 176.62 424.00 -+O.750L'.O,7505445oW+H O , ' 0.954' 1.00 1.00 1.00 1.00 1.00 ' - '. 0.00 - 0.00 0.90 - 0.00 1-6gth=26.901 ft 1 1.116 0.435' 1.60. 0.954- 1.00 1.00 1.00' 1.00 1.00 65.43 4,085.21 3662.06, 9.46 184.65 424.00 Lngth = 0.09854 ft 1 0.016 0.435 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.97 60.27 , 3662.06 . 9.46 184.65 424.00 +1,087D-+750L-+0750S...07875E4 0.954 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length = 26.901 ft .1 1.060 0.422 .1.60 0.954 1.00 1.00 1.00 1.00 1.00 62.14 3,880.07 , 3662.06 9.17. 178.95 . 424.00 Length = 0.09854 ft I . '0.016 0.422 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.94 . 58.54 3662.06 9.17 - 178.95 424.00 +1,087D,750L4O750S7875E-+ ' 0.954 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 - 0.00 Length = 26.901 ft 1 1.188 - 0.482 1.60 0.954 1.00 1.00 1.00 1.00 1.00 69.69 4,351.25 3662.06 10.48 204.48 424.00, Length = 0.09854 ft 1 0.018 0.482 1.60 0.954 1.00 1.00 1.00 1.00 1.00 1.07 66.59 3662.06 10.48 204.48 424.00 0.60D-0.60W-+0.60H 0.954 1.00 1.00 1.00 1.00 1.00 ' 0.00 - - 0.00 0.00 0.00 Length =26.901 ft 1 0.343 0.167 1.60 0.954 1.00 1.00 1.00 1.00 1.00 20.10 1,255.20 3662.06 3.63 70.83 424.00 Length = 0.09854 ft 1 0.006 0.167 . 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.37 22.81. '3662.06 . 3.63 "70:83 ' 424.00 0.60D-0.60W40.60H 0.954 1.00 1.00 1.00 1.00 1.00 ' . 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.480 0.192 1.60 0.954 1.00 1.00 1.00 1.00 1.00 28.17 ' 1,759.09 3662.06 : 4.18 81.54 424.00' Length = 0.09854 ft 1 0.007 0.192 1.60 0.954 1.00 1.00 1.00 1.00 1.00 0.42 26.19, 3662.06 4.18 81.54 424.00 04837D+1,050E*0.60N . . 0.954 1.00 1.00 1.00 1.00 1.00 ' ' ' 0.00 0.00 0.00 ' 0.00 Length = 26.901 ft 1 0.246 0.105 1.60 0.954 1.00 . 1.00 1.00 1.00 1.00 14.42 900.61 3662.06 2.28 44.39 424.00 Length =0.09854ft . 1 0.004 - 0.105 1.60 0.954 1.00 1.00- 1.00 1.00 1.00 '0.23 14.38 3662.06. ' 2.28 44.39 424.00 0.4837D-1.050E-.0.60H . 0.954 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26,901 ft 1 0.418 0.185 1.60 0.954 1.00 1.00 1.00 - 1.00 1.00 24.49 1,529.00 3662.06 4.02 78.44 424.00 Leigth'= 0.09854 ft 1: . 0.007 ' 0.185 1.60 0.954 1.00 1.00 1.00 1.00 1.00 .0.40 25.11 362.06 4.02 78.44 424.00 Load Combination , • , , Span , Max. - Defi Location in Span -- Load Combination , Max. : Defi . Location in Span +O'+0.750Lr-+0.750L-0,450W-i4-I 1 - 3.4248 13.500 - . ' '0.0000 0.000 ' - '- - . .', :' . ,. ' 4 Description BEAM 5 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.859 10.592 Overall MiNimum 0.551 0.457 .0*1 4.375 6.642 6.791 10.592 40*4J#1 6.275 7.406 4.375 6.642 4040.750Lr+0.750L41 7.612 10.177 4040.750L+0.7505+H 6.187 9.604 040.60W41 4.044 6.367 0-0.60W1-1 4.705 6.916 O+1.050EsH 3.963 5.769 40-1.050E44-1 4.787 7.514 0+0.750Lr*0.750L.0.450W+H 7.364 9.971 *040.750Lr40.750L-0.450W41 7.859 10.383 +040.750L+0.750S+0.450W41 5.939 9.398 .0+0.750L+0.7505-0.450W*l 6.434 9.810 0+075UL*0750S+0.7875Es41 5.878 8.950 +040.750L4750S-0.7875E14-1 6.495 10.258 460D*0.60W40.601-1 2.294 3.711 +0.60D-0.60W+0.60H 2.955 4.259 40.60D+1.050E40.60H 2.213 3.113 +060D-1.050E+0.60H 3.037 4.857 D Only 4.375 6.642 LrOnly 1.900 0.764 L Only 2.416 3.950 SOnly WOnly -0.551 -0.457 -1.0W 0.551 0.457 +1.50E -0.588 -1.246 -1.50E 0.588 1.246 H Only 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 JOB t7ki - f0-I2-L SHEET NO. ________________________ OF____________________ CALCULATED BY DATE '' CHECKED BY DATE SCALE 2 3 4 5 0 7 7 I 2 3 4 5 0 7 8 I 2 3 4 5 6 7 8 I 2 3 4 5 0 7 8 I 2 3 .1 5 6 1 6 I I - . I 70 Description: BEAM 6 REINFORCEMENT DESIGN, ASSUME 5 1/8 X 27 GLB TO FULL CAPACITY. DESIGN STEEL BEAM TO RESIST LOADS FROM NEW BEAM 4 AND BEAM 5 REACTIONS. - Calculations per AISC 360-10, IBC 2012, ASCE 7-10 .. ' Load Combination Set: ASCE 7-10 . ' .. Analysis Method: Allowable Strength Design Fy : Steel Yield: . 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling. ' E: ModulUs : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 0(4.375) Lr1 .9) L(2.41 ) W(-O.5533523) L(1.O 4) W(.0.327) E(-0.286) -.------ Span =25.Oft .. . F13x5O a - 0, ANAPA Service loads entered. Load Factors will be applied for èalculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 - - Point Load: D = 4.375, Lr = 1.90, L 2.416, W = -0.5510, E = -0.5880k 12.50 ft. (BEAM 5 Point Load D=5.280, Lr=2.523, L= 1.044, W=-0.3270,'E=-0.2860k 16.50ft, (BEAM 4 Maximum Bending Stress Ratio 0.801:1 Maximum Shear Stress Ratio = . -0.075: 1 Section used for this span MCI 3x50 ' Section used for this span - MCI 3x50 Ma : Applied 87.466 k-ft Va : Applied 9.903 k Mn I Omega: Allowable . 109.222 k-ft ' . Vn/Omega : Allowable - 132.329 -k Load Combination +D+0.750Lr40.750L-0.450W+H Load Combination +O+0.750Lr4750L-0.450W+H Location of maximum on span 1 12.500ft Location of maximum on span ' 25.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs - . - Span #.1 Maximum Deflection . . Max Downward Transient Deflection - 0.254 in ,Ratio = . 1,179 Max Upward Transient Deflection .. -0.078 in Ratio= 3,847 Max Downward Total Deflection . 0.974 in Ratio= 308 Max Upward Total Deflection 0.000 in Ratio = 0 <241 Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega .404+1 Dsgn. L= 25.00 ft 1 0.492 0.048 53.69 53.69 182.40 109.22 1.00 1.00 6.30 220.99 132.33 Dsgn. L= 25.00 ft . 1 0.670 0.062 - - 73.23, 73.23 182.40 109.22 1.00 1.00 8.19 220.99 132.33 +D+Lr+H Dsgn. L = 25.00 ft - 1 ' 0.698 0.067 76.29 - 76.29 182.40 109.22 1.00 1.00 8.91 220.99 132.33 +D+541 - Dsgn. L= 25.00 ft 1 - 0.492 0.048 53.69 - . 53.69 182.40 109.22 1.00 1.00 6.30 220.99 132.33 *4J+0750Lr+0750L+f( Dsgn. L = 25.00 ft 1 0.781 . 0.073 85.29 85.29 182.40 109.22 1.00 1.00 ' 9.68 220.99 132.33 .- Dsgn. L 25.00 ft - 1 0.626 0.058 68.34 68.34 -, 182.40 109.22 1.00 1.00 7.72 220.99 . 132.33 4040.60W-*l Dsgn. L= 25.00 ft 1 0.465 0.045 50.79 50.79 182.40 109.22 1.00 1.00 . 6.00 220.99 - 132.33 40-0.60W-+H .-. t. Dsgn. L= 25.00 ft 1 0.518 - 0.050 56.59 56.59 . 182.40 . '109.22 1.00 1.00 6.59 220.99 132.33 -i-1.116D+1.050E.i4-1 Dsgn. L = 25.00 ft 1 0.502 0.049 . 54.80 54.80 182.40 109.22 1.00 1.00 6.52 220.99 132.33 +1.1160-1050E41 Dsgn. L= 25.00 ft 1 0.596 0.057 65.07 65.07 182.40 109.22 1.00'1.00 -- 7.54 220.99 132.33 +O40.750Lr40.750L.450W+H Dsgn. L = 25.00 ft 1 0.761 0.071 83.12 83.12 182.40 109.22 1.00 1.00 9.46 220.99 132.33 .V'4 •' c.. ,,_" . 4. V. , - 4.- IR .,rI[flj.I1*I 4I1sIIIj7 [tiII Description: BEAM 6 REINFORCEMENT DESIGN, ASSUME 5 1/8 X 27 GLB TO FULL CAPACITY. DESIGN STEEL BEAM TO RESIST LOADS FROM NEW BEAM 4 - - AND BEAM 5 REACTIONS Load Combination - Max Stress Ratios -.. - SummaryofMomentValues Summary of Shear Values Segment Length Span M V Mmax+ '.'Mmax- Ma-Max V Mnx MnxlOmega Cb., Rm V; 'V ax - Vnx,' Vnx/Omega - . 4 +O-+0.75OLr'+0.750L-O.450W*l - V - ' .- - . . . VV V V V V V V V. Dsgn. L= 25.00 ft 1 0.801 . 0.075 . 87.47t , V 87.47-fl - 182.40 - V 109.22 •V 1.00. 1.00. )9.90 220.99- 132.33 i 4040 750L'+O 750S*0 450W'+l-I ' 'ft ) "' . DSgri. L = 25.00 ft 1 0606 0057. - 66.17 " 4. 66.17, :182.40... 109.22,. 1.00 1.00' :': 7.50 220.99 132.33. 4040 750L-+0 750S 0 450W+H , 'Dsgn. L 25.00 It 1 - 0.646 ' , 0.060 V 70.52 1 •V 70.52 F ' 182.40 ' 109.22 1.00100 220.99 - 132V33 +1 087D'+O 750L-+0 750S+0 7875E+H • "- Dsgn. L= 25.00 ft . ' 1 0.633 0.0604 - 69.18' '. ' ' 69.18 '182.40 F 109.22 100 1.00 V4VV7,89. .220.99 '132.33 +1 0870+0 750L+0 750S-0 7875E'*I V - Dsgn. L= 25.00 It 1 V 0.704 0,065 V 76.88 V 7688 182.40, 109.22. 1.00 100 -. ,', 8.65 VV 220.99 '. 132.33' V '+0 60D-+0 60W's'O 60H . .4 Dsgn L= 25.00 It 1 0268 0026 2931 41 2931 18240 10922 100100 348 22099 't 132.33 +0 60D-O 60W-+0 6011 .7 Dsgn. L= 25.00 It V 0.321: - V 3511 V - 35.11 182.40 "109.22 1.00 1.00- 4.07 - 220.99 4' 132.33' 4048370+1 OSOE-+0 6011 '4 I Dsgn .C= 2500ft L 1 0.191 0.019 2084 2084 18240 10922 100 4100 "r4254'+ 22099 .132.33 ,:-0.4837D-1.050E-+0.60H Dsgn. L= 25.00 It 1 0.285 - 0.027 . 31.10 V V 31.10' 182.40 .'169.22 1.00 1.00' 3.55 220.99. V 132.33 MR , , , ft • , . V .VF, 1 Load Combination Span Max:.*-"Deft Location in Span Load Combination ' Max + Deft Location in Span V .'1J+0750Lr'+0750L-0450W4H V 1 V 0.9743. 13.000: V ,V, .,r , .7 0.0000 0.000 V V V V V \ Support notation Far left is #1 - Values in KIPS F Load Combination , Support 1 Support 2 OveralIMAXjmum - .7.310 ',9.903 Overall MINimum '. . , 0.387 . ,, 0.491 , - V4• ', V , , V V ' F V , V • 4.608 6 297 +0+L•*I 1 6.171 8194 4 V V :404Ir-+4-1 ',6.416 . 8.912. , ' .,-'• . -' / , V "' V , . , -+0+S-+j-I 4608 6.297 V , +0-+0,750Lr'+0,750L.i4-1 - .- .7.136 ' 9.681 ' , V ' ' : L •' '" , ., V $ '+lJ.+o 750L+0 750S-.4-1 5780 7720 0'+0.60W*l .. 4.376 6.003 * 'fi -0-() 60W+I-1 4.840 6.592 V 4 -0+1O5OE'+4-1 4.197 15790 .+01050E-*4-1 5019 6804 - -. 40+0 750Lr+0 750L'+O 450W-il-I.6.962 . 9460 .â A 4 '+0+0 750Lr+0 750L-0 450W-il-I 7.310 9.903 4 - '+0*0 750L'+O 750S-+0 450W-i-I-I 5.606 7499 -+040 7501_4750S0 450W-sI-I 5954 ' 7941 40+0 750L-+0 750S*0 7875E+H 5.472 ' 7.340;.', ft 0+0750L'+0750S07875E'+H 6088 t 8.100 +0 60D's'O 60W+0 60H 2533.3.484 - +0 60D-0 60W-+0 60H 2997 4.073 " ft 060D+1050E+060H ' 2.354 3.271 -+060D 1050E-+060H 3.175 4.285 - D Only 4.608 6.297 4. - ,VVF_LrOnly 4 1.808 2.615 V - +.•;'. Vfl '"4'''4 - - - L Only 1.563 • . 1.897 .tu SOnly W Only _-0 387 -0491 - I' -- 11,0W 0.387 - ( 0.491 -0587 -0724 F ' V. '- ,-1.50E . - . ' 0.587- - ' 0.724 - ' . V 4. ' '•49V . fi , ,. - • HOnly , 4 j r ! - 4 V . -. • - - - '4 '- ' 6.4 - V I 4) i) j&-• -. -Co 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 JOB — SHEET NO. ______________________ OF__________________ CALCULATED BY DATE CHECKED BY DATE SCALE 2375 (.76 1 23 5 678 2775678 1 237567812375688 12315678 1 2315578 1 23 /4r ( /xz7'c ,ucWi /Lct1 (f4V rs Pflflfll im 957 57 D3 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 JOB SHEET NO. .1 OF - - CALCULATED BY-I' DATE I - CHECKED BY__________________________ DATE - SCALE 2 3 . S & 7 8 7 2 3 6 6 7 8 1 2 3 4 S C 7 5 1 23 S C 7 8 1 2 3 4 5 & 7 8 1 2 3 4 S 6 5 8 1 . 3 5 5 8 7 6 1 2 3 - ., D PRODUCT 207 S. - L ai ILic. # KW-06002938 •.'- w'-- - STRUCTURAL ENGINEERS - Description: VERTICAL LOADS TO MOMENT FRAME 3 •, . - . . . - . . IRA- Beam Elastic Modulus 29,000.0 ksi SDan #i Span Length = . 12.0 ft. Area = 10.0 inA2 Moment of Inertia = 100.0 jA4 Service loads entered. Load Factors will be applied for calculations - Uniform Load 0 = 0.020 ksf, Tributary Width = 22.0 ft (TOWER WALLS Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft, (SCREEN WALLS Uniform Load: D =0.0250, L = 0.040 ksf, Tributary Width = 9.580 ft, (ANTENNA FLOOR Uniform Load: D = 0.0160, L = 0.040 ksf, Tributary Width = 6.250 ft, (EQUIPMENT FLOOR........ .'. . . Point Load: D = 1.930, L = 0.1090, E = -0.3170k 8.750 ft. (WOOD BEAM SUPPORTING EQUIPMENT - Point Load: 0 = 1.930, L = 0.1090, E = -0.3170k 9.750 ft. (WOOD BEAM SUPPORTING EQUIPMENT: Point Load: D =4.270, Lr = 2.660, L = 0.7770, W = 1.171 E = 0.6840k 0.0 ft, (BEAM 3 (LATERAL LOADS IN E-W DIR ... . Point Load: D =4.270, Lr = 2.660, L =0.7770, W -'-1.171, E = -0.6840k 10.50 ft, (BEAM 3 (LATERAL LOADS IN E-W DIR ..- __________________--___________________ Maximum Bending = 36.785k-if: Maximum Shear = . . . 16.998k Load Combination . . +i-L+H. . Load Combination - , - .-'-040.750Lr-i0.750L+H Location of maximum on span - . 7.080ft Location of maximum on span 12.000 ft Span # where maximum occurs . , . Span #.1 . Span # where maximum occurs - : : . Span # 1 Maximum Defleótion -• . . 5 5 . Max Downward Transient Deflection 0.112.in. 1287 '- Max Upward Transient Deflection 0 014 in 10009 Max Downward Total Deflection 0.336in .-- 428 Max Upward Total Deflection ' . 0.000 ih 0 Load Combination ' Max Stress Ratios . Summary of Moment Values . . - - ,• Summary of Shear Values Segment Length ,Span # . M V Mmax + Mrnax - Ma - Max Mnx MnxlOmega Cb, Rm Va Max,. Vnx VnxlOmega - Overall MAXimum Envelope Dsgn. L = 12.00 ft 1 ... . 36.79 ', .' .'- '- 17.00 4D4 S. ' . . . S ,. - Ds,. L= 12.00 ft -1 - . .24.87 , 24.87 ' . ' -. 11.77 Os4++1 Dsgn. L = 12.00 ft 1 , 36.79 - 36.79 - . . . , 16.41 - 4O+Lr . -. . 5'--. '•• - Dsgn. L = 12.00 ft - - - 5 1 27.49 27.49 - 'S - 14.09 - - +D+541 Dsgn. L= 12.00 ft . 1 -. 24.87 24.87 . , - . . 11.77. +D+0.75OLr-+0,750L+H - - - - ' - . . - • -. . . S Dsgn. L = 12.00 ft - 1 - . , . . 35.58 - ' . - , - ' . 35.58 . -' 17.00 ' . 40. 40+0.750L7505+l-t Dsgn. L = 12.00 ft - . 1. - ' . 33.77 33.77 " . . 15.25 - 4040.60W+FI - Dsgn. L= 12.06 ft 1 24.20 24.20 , 11.15 4040.70E*l S . - . - 'S • S .5• 5 . 5 Dsgn. L= 12.00 ft - ' 1 . - - 23.64 . - 23.64 - - .11.01 D0.750Lr+0.750L4O.450W+H Dsgn.L = 12.00 ft . 1 • S 35.10 . ' 35.10 D0.750L+0.750S+0.450W+H .-' . • • . . S - ., ' t , - Dsgn. L = 12.00 ft - 1 ' . 33.30 - 33.30 '. - - . . - - 14.79 +0*0.750L40.7505+0,5250E-I4-1 Dsgn. L = 12.00 ft , 1 ' . • - 32.91 - , 32.91-, - - ' -, " - ,' 14.68 060D+O.60W.601-1 --. •'- S -' . S - . .. -- -, - 5 , Dsgn. L = 12.00 ft - 1 - - 14.25 - 14.25 ......... - 6.45 40.60D+0.70E+0.6011 Description: VERTICAL LOADS TO MOMENT FRAME 3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega Dsgn. L = 12.00 ft 1 13.71 13.71 6.30 Load Combination Span Max. "- Dell Location in Span Load Combination - Max. "-s' Deft Location in Span 1 0.3357 6.240 0.0000 0.000 V&iI Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.991 16.998 Overall MINimum 0.453 -1.025 10.743 11.767 15.467 16.414 13.736 14.094 10.743 11.767 .00.750Lr-0.750L41 16.530 16.998 *0+0.750L*0.750541 14.286 15.252 11.358 11.152 * 11.061 11.006 *1J*0750Lr+0.750L*0.450W41 16.991 16.537 +0*0.750L+0.7505+0.450W41 14.747 14.791 +0+0.750L+0.750S*0.5250E .4-I 14.524 14.681 .+0.60D*0.60W-.0.60H 7.061 6.445 +0.60D+0.70E-.0.60H 6.763 6.299 DOnly 10.743 f 9 Lr Only 2.993 2.328 L Only 4.723 4.647 . S Only WOnly 1.025 -1.025 - si) P1?O21T E Only 0.453 -1.087 HOnly 7 77 p Load: BLC 1, DEAD - Company Dunn Savoie, Inc Feb 26, 2015 Designer : hgabilan 10:58 AM Job Number: - MOMENT FRAME 3 Checked By:_____ * Basic Load Cases BLC Descriotion Cateaory X Gravity V Gravity Z Gravity Joint Point Distribut... Area (M... Surface (... 1 I DEAD DL -1 5 4 FOOF LIVE t.OAD &RLL i1 3 WIND LOAD WL 1 2 .AJTHQUAKE LO' . *4 r4 _ LIVE LOAD LL I 5 _-2 Load Combinations Descnotion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 8LC Factor BLC Factor BLC Factor 1 ASCE1(AS..Yes DL .J_. - Yes Dk_1 iE 5 ASCEa(A ... Yes DL1WL '. SCE5b(A'Ye \t j 7 ASCE5c(A... Yes 1.12 EL am rQL 9 ASCE 6a (A... Yes 1 WL .45 LL .75 RLL .75 ASCE6c(A... Yes 1.09 EL .53 LL .75 RILL .75 13ASCE7a(A...Yes DL .6 WL .6 — ASE7b(A' s fi fl1 -' - - - - 15 ASCE 8a (A ... Yes DL .48 EL .7 1 416J ASCE8b (A s tJ!L EJ 47- Dead Load .PL 4.. 19 Roof Live Lo.. I IRLLJ1 - - 21 IWindLoad __ __ WL_1______________±__....__ Hot Rolled Steel Section Sets - Label Shape Design List Type Material Design Rules A lin2l lvv [in4l lzz Fin4] J lin4l 1 I BEAM IHSS9X5X61 Tube I Beam I A500 46 1 Typical 1 8.965 1 36.792 I 92.399 86.843J I8i74 9 I 19 5?729I Hot Rolled Steel Design Parameters •• .. - - Label Shaoe LenathF... Lbwlftl Lbzztftl Lcomo too..Lcomo bot... Kvv Kzz Cm-vv Cm-zz Cb v sway z sway - 'Envelope Joint Reactions - - , • '• - Joint X Iki Ic - Y Iki Ic Z Iki Ic MX Ik-ifi Ic MY Ik-ftl Ic MZ fk-ftl lc_ 1 'I Ni max 5.313 6 I 18.176 10 0 1 I 0 I 1 0 1 1 15.259 .ia tmIn *2 26 O1 425968 t -3 I N2 max 2.346 - 14 23.442 I 9 0 I i I 0 I 1 -01- I 11 24.718 5 * mm. 5393 51 6365I 14 o H ..14J 5 I Totals: max 6.897 14 41.338 Iii 0 I 1 MEET,V-6 897. t5it,1 1 97I16 ttk.I £ RISA-3D Version 5.od • [U:\...\ ... ... \Calculations\TOWER\MOMENT FRAME 3\MF3.r3d] - Page 1 - 1 I Ml COLUMN 9.67 I I I I IM2 ICOLUMN 9 67JI L - ..iJ_ M3 I_ BEAM I_12 Company : Dunn Savoie, Inc. Feb 26, 2015 Designer : hyabilan 10:58 AM Job Number: MOMENT FRAME 3 Checked By:____ Envelope Member Section Forces IAr.kr Q- A,iI1k1 I,- ,,hrrk1 I, 7 4Zhaornel 1p Tr,rn,,,Fk.ft1 Ir si., M,-,n.,n I.- IA,,nn I.. 1 Ml 11max 18.176 110 1 2.266 13 0 ii 0 ..i. _0 Iii 15.259 .1 mm 5224 1131 -5313 3 18.104 13 0 1 0 1 0 1 9.782 13 2__max iinin 5__181 _1012.266 13_I_-5_313 6 0 j1 0 j_ 0 j_ -13_123 6 5 3 max 18.032 1012.266 13 0I1 0 1 0 1 5.744 9 .rnin 5__138 .I..I -5_313 ._ Ii I 0 frj 0 ii_ -1__285 14 7 4 max 17.96 10 2.266 13 0 1 0 1 0 1 1 14.261 10 8 ___5ö95 13 -5313 6 "0' j 0 1 -11721 9 5 _max 17.888 1 10 2.266 13 0 I 1 0 1 0 1 26.971 10 i_ mm 5052 t. -5313 0_T1 0_J±.0 W -6649 1. 11 M2 - 1 _max 23.442 9 5.393 5 0 1 1 0 L 0 1 24.718 5 0 -- 0 j _()_ - j 8C ij4. 13 2 Imax 23.37 9 5.393 5 0 1 1 0 1 0 1 11.679 5 140 1QIiii1-1o647 14 15 3 23.298 9 5.393 5 0 1 1 0 1 0 1 .225 13 _max a79i -2346j4 o1 Tci_- I 17 ___ 4 max 23.226 1 9 5.393 1 5 Q - 1 0 1 0 1 1 ___ .695 14 14-234614 0 i - .11-7971171-7 19 5 max 23.154 1 9 5.393 5 0 1 0 1 0 1 6.366 14 Trnin, 21 M3 1 Imax 5.393I5 11.567 10 0 1 0 1 0 - 1 26.971 10 Ii:iiIhiin -2346114 1787 j. 0 ..t j0 .j -6649W 2 max 5.393 I 5 7.523 10 0 1 0 1 0 1 4.267 14 F2Y 24 . io1 o I -Th 3 max 5.393 I 5 3.717 I:125I Ta' 6 0 1 0 1 0 . 1 -5.805 16 -Thm. 26if4 -I356 i 0 Lit ..1977i1 27 4 Imax 5.393 I 5 1 .398 114 0 I 1 I0 1 0 1 1 -1.228 13 46__114 7_-22_04 1Q 29I 5 max 5.393 I 5I-4.191 14 0 I 1 I 0 1 01_1 I 29.296 9 mm -2346__L.-198 T - oi1oi' _Li1I_-6366 14 - Envelope Member Section Stresses tAn,ft,r AlrI;1 I, I.- Qh,F I.- I,. u_,s+Fk,i1 I.. Tsnfl,,1 I,. ,..n*rki1 I,- -Ml -I_1 max 2.07-8 -5707487' 13I0 1 1475 -6T-8 5-6-5 131 6 I II 'I rnjç 597____1131_-1143 6_I_0'_____Ii -8565' 131-14 575 2 max 2.07 1101 .487 131 0 Ii 7.366 6 I 5.491 :[I 0 1 0 1 I rnn 59231-1143 61__1 -5491 131_-7366 .tSL 1 0 L 5 I ___3 max 2.062 _101 .487 1310 1 1 .721 1413.224 9 1 0 .1. 0 1 I mm 588____13__-1143 61_0.__Ii -3224 9__Ii_-721 14 0 IL I 0 7 I L.L max 2.054 l10l .487 1310 I1 .658 1318.004 1010 1 .0 thin .583____131:1143 ioI -659 .61_:i. -8.004 pi'l _ 5 max 2.046 Hol .487 131 0 Ii 3.732 131 15.138 iol 0 1 0 in .578____1131 -ti4 _ IO:fl. -i5.f• 1b.3.732 i1T-o2 j M2 I 1 max 2.681 191 116 _.o__.11 51 0 Ii 9.159 14_13.874 51 0 1 0 mm 728____1141_-504 141_0 ILI -13874 5__1_-9'159 141_0 .1 0 11 -_L2_ max 2.672I 9 I 1.16 5 I 0 - Ii 5.976 141 6.555 15 I 0 1 0 - 1 I I mm 723 141_-504 141_0____TT -6555 51_-5976 141_0 15 - 1.3 max 2.664 9 1 1.16 5 I 0 Ii 4.202 101 .126 131 0 1 0 . I- _. .................I .nila.18: 14__ i4I1.T1i -.126. '_-12o W -_o_. IL - _L4_x 2.656 9..j 1.16 51 0 Ii 1 9.228 91 .39 141 0 1 0 I_ fflifl .7i3.H4I-.504 141_0 .1 -39 __0 j:: I 19 1 I 5 max 2.648 9 I 1.16 5 I 0I1 16.443 9 I 3.573 141_0 1. 0 .1 II mio.'..708.I14I_-.504 14I. _0_______Ii -3.573 14I-16.443 21 M3 I 1 max .602 1 5 1 1.843 11010 Ii 3.886 13115.762 1010 1 0 .1 22 I I mm 262 1141 285 131 01 -15762' ibI_-38861 i3I _0 1 0_____• Ii RISA-3D Version 5.0d [U:\. . .\...\. . .\...\Calculations\TOWER\MOMENT FRAME 3\MF3.r3d] Page 2 \ Company : Dunn Savoie, Inc.' -' : . - '..• Fe26,2015 • - Designer : hgabilan . . - 10:58 AM 3 Job Number: .. '. MOMENT FRAME 3 - Checked By:_____ 4 -4 Envelope Member Section Stresses (Continued) Member Sec AxiaIfki1 Ic v Sheari... Ic z Shearf. Ic v-Toofksij Ic v-Botlksil Ic z-TopFki1 Ic z-BotFksil Ic '. 23 2 Imax .602 15 1 1.198 10 0 1 7.074 9 2.494 14 0 1 0 Ti 262 14 JO34. i 0Vii 49414I'-7074 0J 25 3 max .602 5 .592 6 0 1 11.557 11 -3.393 16 -. 0 1 .0 1 262. 216 i 39 14f5t ii 27 I 4 max .602 .51 .063 14 0 1 12.881 10 .718 13 t.0 '. 1 - 0 1 8 VF YTh Thth -2 iAflI!94 b I'i i391mag M Wo'iJ woJ 29 1 5 Imax 602 5 -.668 14 0 Ii 3.72 141 17.121 .9' .0 1 0 -' 1 30 1 J262 141 3 O85' 1& 0P Ii4J Ai 711 -372 - 14 tv - - *V . - .7 -. . -V.- •V -. V . V• 4 . -' , V.., - nvelooe ASD Steel Code Checks . Member Shape Code C.... Locifti Ic Shear ..Loc1ft1 Dir Ic.. Fa Iksil Ft lksil Fb_v-v 1...Fb z-z L.Cb Cny Cmz ASD Eon r. . . - ,_• . : ,, * t- •,• - .. VV, - - . -, -- 4 . .-. . . . ,'- - * - & - 'V - -• & - .7. V _ n . - , ••V '7 V _ • - ,a ,. . . V7. . . & . . . .. - .4 1. • •- ' :,' -•'- . V.,- ,• V,l - . -, * _7•, , , -, & V - V - .) . I._& -t t.- - . . V •, - - V .. V - V - -- V • • ' V - - V " V V - - V '7 'V , & -- V 'V .V . - & •.V V, • V I_i - r I. 7 V •.j -... - V - . - . .. -. - V - ,V, A V VV - .. •V -& - V j V 4 . I - . .- . - e_ p - V :. • . V - ,_ .. . V • V V - -. : - V V - 4V 7V, 4- 1 .4 - - V *' i •' V .t - ' , Vj* V - • V V V ' - Vt 4. V V - . V - •V - , - 7. - - 7 V - •, .- ' . - 9 - . V 7 p 4 ' V V - V -. - - VV V • . • - 14 RISA-3D Version 5.Od [U:\:.\ ... \... \...\CaIcuIations\TOWER\MOMENT FRAME 3\MF3.r3d] V Page V • - - 4 -. . 7-, V .. - •Vk*•7. 4 1 Ml HSS8X8XS .573 9.67 10 .062 0. v 6 I 24.32 27.6 30.36 '30.36 2.3 .6' .246 H1-2 * Pi SSXX 638 6'3 '79 -03 0Y Jc2432 I1J 1O4-36 3O3 23 8 Ni4i 3 I M3 HSS9X5X6 .585 y19119.571 27.6 30.36 30.36 1VV• .6 '.85 H1-21 Company : Dunn Savoie, Inc. - Feb 26, 2015 Designer : hgabilan . 10:59 AM Job Number: MOMENT FRAME 3 Checked By: Load Combinations Description Solve PD... SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE 1(LR. Yes DL 1.4 I - Yd s` 16L5 ii —n 1110 3 JASCE 3a (L... Yes I DL 1.2 RLL 1.6 WL .5 I - 5 JASCE3c(L... Yes DL 1.2 RLL 1.6 LL .5 ____ 6ASCE 4a(L is Wi 4 ir 7 JASCE 4b (L... Yes DL 1.2 IWL L -1 1 LL .5 RLL .5 I - 4SCE 5a Wl Yè' 9 ASCE5b(L... Yes DL 1.37 EL -1 LL .5- gopwLu- bPA e's 11 ASCE 6b (L... Yes - DL .9 WL -1 - 124ASCE7a(I s 13 ASCE7b(L... Yes DL .73 EL -1' . ~Wlly zw 15 Live Load LL 1 V Alm UP _17 Earthquake... EL ..j. - - 2 1=769 Rw - Envelope Joint Displacements * . - In,nf V Ini I,- V (ni I.- 7 h..i I,. V I.- V D-,tf,-,n I. 7 D.,Inti,n r 1 Ni max 0 10 6 10 0 1 0 1 0 1 0 21 i3 II W0 3 N2 max 0 6 0 Iii 0 1 0 1 0 Ii 0 ii 332 To J! O'L1 5 N3 - max .444 10 -.003 10 , 0 1 0 Ij. 0 1 1.344e-3 ii 01 2 t0 4h40 4735e3 7 N4 lmaxl .44 1 101 -.004 11-1 0 • j 1 0 1 1 1 0 1 1 5.691e-3 -L 8øI i 495 7I- 013hCl2 W32Th-4 96, 151 Se 3L7 CA A0 - 4 9q7y6 1. Z7<4 l ' - at • I. - •. - - : - - • - • - - V. -, • - -: - .. • -•,. - - - * - *._ ,. V - .- • •-• * - • RISA-3D Version 5.od [U:\..\ ... \.\... \CaIcuIations\TOWER\MOMENT FRAME 3\MF3.r3d] . Page 4 Description: VERTICAL LOADS TO MOMENT FRAME 4 - GeneraI Beam Properfles c MR, OWD Elastic Modulus 29,000.0 ksi ,. Span #1 Span Length = 12.0 ft Area 10.0 inA2 . Moment of Inertia, = .100.0 'in A4. 0(0.0121 I.(0.02) + :, .... 0(0.016) L(0.04) - - - -. 0(0.025)t.(0041 . . - . 0(6.642)L.0.764)L(3.)W(4.457)E).1.248) 0(0.063) V. . 0(0.44)- . . . -. . . Sc.I2.Oft . . . -. .:. HSS043J6. . . . . . Service loads entered. Load Factors ill be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020 ksf, Tributary Width = 22.0 (1, (TOWER WALLS . . . ... ;,. . . . . • . Uniform Load: D = 0.0070 ksf, Tributary Width = 9.0 ft, (SCREEN WALL . . . ,.. . Uniform Load: D =0.0250, L = 0.040 ksf, Tributary Width = 1.0 ft. (ANTENNA FLOOR FRAMING . . Uniform Load: D = 0.0160, L = 0.040 ksf, Tributarv.Width = 1.0 ft. (-EQUIPMENT FLOOR Uniform Load: D = 0.0120, Lr = 0.020 klft, Tributary Width = 1.0 ft. (EXISTING ROOF . . . . Point Load: D = 6.642, Lr = 0.7640, L = 3.950, W = -04570, E = -1.246 k 12.0 ft. (BEAM 5 SUPPORT 2 Maximum Bending = 11.961k-ft Maximum Shear : , - ' 3.987 k - .Load Combination . +1.087D+0.750L+0.7505+0.7875E+H- Load Combination +1.0870+0.750L+0.750Ss0.7875E+H Location of maximum on span - . 6.000ft . Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maxinum Deflection . . . Max Downward Transient Deflection , . . 0.013 -in. .11099 Max Upward Transient Deflection . 0.000 in 0 Max Downward Total Deflection - 0.103 in . 1396 . . . Max Upward Total Deflection . 0.000 in ' 0 , . . . .•. . Load Combination Max Stress Ratios . Summary of Moment Values . . . .Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max . Vnx VnxlOmega Overall MAXimum Envelope Dsgn. L= 12.00 ft . 1 - . 11.96 11.96 ' 3.99 r 40*1 • .. . , ' ....- Dgn. L =12.00 ft. 1 10.01 10.01 . . . - 3.34 40+1*1 . Dsgn. L= 12.00 ft 1 11.45 . 11.45 , . - 3.62 -+D+Lr*1 . . . . Dsgn. L = 12.00 ft 1 , 10.3 . 7 . 10.37 . - • - 3.46 Dsgn. L= 12.00 ft 1 - 10.01 10.01 . . 3.34 -'00.750Lr-+0.750L+H Dsgn. L = 12.00 ft - 1 11.36 . . . 11.36 - . . 3.79 4040.750L40.750S41 Dsgn. L = 12.00 ft 1 - ' 11.09 11.09 3.70 - -+o40.60W*1 .;.Dsgn. L = 12.60 ft' i .. . . 10.01 10.01 . . 3.34 . . 'o +15-0.60W-4 DsgnL= 12.00 ft 1 .10.01 ' 10.01 - . 3.34 +11160+1 050E-*l -t Dsgn.L= - 12.00 ft • 1 11.17. . 11.17 - 3.72 -+1.116D-1.050E*I Dsgn.L=.12.00ft 1 '- --' 11.11 11.17' ' 3.72 4040.750Lr-+0.750L+0.450W#1 Dsgn. L= 12.00 ft 1 . . . 11.36 -- 11.36 . . . - 3.79 , -.0-+0.750Lr+0.750L-0 450 W*I Dsgn. L= 12.00 ft 1 11.36 - . 11.36 - - 3.79 4040.750L40.750540.450W-*I - Dsgn. L = 12.00 ft 1 . 11.09 - 11.09 . - 3.70 .5.' ... - S •. (55 -.. Description VERTICAL LOADS TO MOMENT FRAME 4 Load Combination MaxStress Ratios - Summary of Moment Values .- - Summary of Shear Values Segment Length Span# M - V Mmax+ Mmax- Ma - Max . Mnx MnxlOmega Cb Rm 4,• VaMax 'Vnx VnxlOmega - - 50L0.750S-0.450W+4-I Dsgn L= 12.00 ft 1 1109 1109 370 +1 087D-+O 750L+0 750S+O 7875E+4-I Dsgn Lr 1200 ft 1 1196 A196 i. , 399 +1.087D+0.750L+0.7505-0.7875E*l '. . - - '-- - - - ' Dsgn L = 12.00 ft 1 1196 1196 399 .O 60D+0 60WO 60H Dsgn L= 120011 1 600 600 2.00,ji..- 40 60D-0 60W0 60H - '4 Dsgn L= 12.00 fl 1 ..' 600 600 200 -+0 4837D+1 050E+0 60H - '5 Dsgn.L=12.00ft 1 -- 4.84 -- 4.84 1.61 -+0.4837D-1.050E.+0.60H Dsgn. L= 12.0011 1 4.84 4.84. -• r 1.61 - . . . - .. Load Combination Span Max De Location in Span Load Combination r Max + Dell Location in Span .40-+L-+H 1 0.1031 6.060 .' .4 •'0.0000 0.000 . Support notation Far left is #1 - Values in KIPS Load Combination Support Support 2' . .. . J. ' 7 -- •.. ;-- . Overall MAXimum, .3.816 14.408.- - • • ' •,. .' - - Overall MiNimum 0.120' 0457 - 3.336 9.978 3816 14408 - . +D+Cr+1-1 t 3.456 10862 4 1-. r -'-0+541 3.336 9.978 i 4 00750Lr0750L+t-1 3.786 13.964 - - 4040 750L-'-0 750S-*t 3.696 13301 4 4040 60W-*l 3.336 9.704 +D-060W-+H 3336 10252 r 40+1 050E#I .3.336 8.670 - - 401050E41 3336 11286 Ji +040 750Lr-.0 750L+0 450W+l-t 3.786 13.758 0-.0,750Lr40,750L-0,450W4I .- '-- 3.786 14.169 ... . . -. . 5 . . . . -+0.0 750L-.0 750S-.0 450W+l-1 3.696 13.095 40+0 750L-+0 750S-0 450W-'1-I 3.696 13506 1 • - I . 00.750L0.750S0.7875E4l .3.696 12.319 -+040 750L-+0 750S-0 7875E-'4-1 3.696 14282 -+060D+060W-+060H 2002 5.713 --- 40 60D-0 60W+0 60H 2002 i6.261 * 40 60D+1 050E40 60H 2002 4679 _f * -.060D1050E+060H 2Q2 7295 t D Only 336\ 9.978 LrOnly . ( 0.120 •0.884 - . . . . - - - . •. 4 4. L Only \. 0480 i 4.430 SOnly WOnly -0000 \ -0457 4 -1.0w 0000 1 0.457 +1.5OE -O.000:.-1.869 -- • - •- 1 50E -0000 1 1869 H Only .' :---: 5 -i •' . --•. .--- . - •. • - - . (' . -. '5 1 - -, t •, 4 1 1 4 i -4* 4 - '5 1-' •' 4 - I Loads BLC 1 DEAD Dunn Savoie Inc MOMENT FRAME 4 L hgabilan Feb 26 2015 at 1121 AM DEAD LOAD MF4 r3d 1 - Company ner : Dunn Savoie, Inc. Feb 26, 2015 Des ig : hgabilan 11:24 AM - Job Number: MOMENT FRAME 4 Checked By:_____ Basic Load Cases V V 7 I.,inf Dn,nt flctrih,,t Amn IM I ill DEAD I--- DL - -i I 2 5 ROoF_LIVE ItOAD RLL 3 I WIND LOAD WL 1 1 t4U .ARTHQUAKE LO4, -EL4' . I WWI 5 1 LIVE LOAD LL I - 2 2 3 12SCE ASCE3(AS.. Yes DL 1 RLL 1 5 ASCE5a(A ... Yes DL 1 WI .6 SCb s 7 ASCE5c(A ... Yes DL 1.12 L .7 A-IN Ed(A're Li2 4E 1 19 q ASCE 6a (A... Yes DL 1 WL .45 LL .75 RLL .75 11 ASCE6c(A... Yes DL 1.09 EL .53 LL I .75 RLL .75 Rio Mff Mw M w WIN 00 ME me EM ME Mw 13 ASCE7a(A ... Yes DL .6 WL .6 J MM CEj7(A\DEr ME, 15 ASCE8a(A ... Yes DL .48 EL .7 "IluLk-l;;"..17,-,-,~t-:E.~j~fttli-liil ~""-~Pli"",--..4,-#i ~,~%,*;~"io~I -."MAR, F-A M M, "I I M, w 6 10 ft Ld. 17 Dead Load DLI 1 MEN, W9 19 IRoof Live Lo.. I RLL 1 1 21 1 Wind Load WL 1 -1 Hot Rolled Steel Section Sets . Label Shape Design List Type Material Design Rules A [in2U...!yJin4J lzz [!n4] 11 I I. -,- - I ..,. I I r- )CIf1 I O OAl Hot Rolled Steel Design Parameters - _L_l L......_ I _....Lr I L....rl I L....ral I •.._.. I I...., v.. it.,-, r.-.-. rk , e,n,, , cn,,u 1 Ml COLUMN 9.67 I I 1 ZA2 COLUMI'J 9 67Irc / I 24 j_M3 I - BEAM I 12 — envelope Joint Reactions - .Inirit - Iki Ic V Fk1 Ic Z 1k1 Pc MX [k-ftl lc MY Fk-ftl Ic MZ [k-ft] Ic_ iiiI Ii max 4.198 6 1 22.989 101 rfl! EOi 0 -IOL WO .1I 6118.0771a. 21?84] N2 max 2.995 14116.385 9 0 1 0 1 0 1 21.674 5 rnin 815I3 678___I14 _ 17994j4 5 I Totals: max 6.897 14 I 38.692 Ill 0 I 1 I 6I- _ -697'5_kii_619i!I_16 _IiIVt _ RISA-3D Version 50d [U:\.:.\. - .\. .\Calculations\TOWER\MOMENT FRAME 4\MF4.r3d] Page 4 - Load Combinations flpqg-rintinn SnIvPfl SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE1 (AS ... Yes DL1 --1 Company : Dunn Savoie, Inc. Feb 26, 2015 Designer : hgabilan 11:24 AM Job Number: MOMENT FRAME 4 Checked By:_____ Envelope Member Section Forces I.A.-......I...-.. A...-.Ir61 I... .. OI.......rL.1 I... -. I,. .rt. 41 I,. ,_., I.. ,., I.- iJ Ml - I max 22.989 10 3.012 13 0 TT Po 1 0 1 18.077 13 77 2 I 7 022 Ja -4 198 6 0 .jI 0 J. 0 1 -2t 834k 3 I 2 max 22.917 10 3.012 13 0 1 0 1 0 1 10.795 13 5 3 max 22.845 1101 3.012 13 0 1 0 1 0 1 1 4.007 5 1L' 7 4 max 22.773 1101 3.012 13 0 1 0 1 0 1 8.613 6 8 ' mifi 68'3 ]3I198 6 0 1 0 o I 10 9 5 max 22.702 101 3.012 13 0 1 0 1 0 1 18.763 6 thin 685 13I' .4198 --0 j_ 0 A. 0 IL -11 051 .Lt 11 M2 1 Imax 16.385 9 I 4.181 5 0 1 0 1 1 0 1 21.674 5 IL i 7 994 14 13 2 - max 16.313 9 4.181 5 0 I 1 0 1 0 1 11.566 5 1. 0 .1. _0 i -10 753 .1.4 15 3 max 16.241 9 4.181 5 0 1 0 1 0 1 1.971 13 Iimi 352 Ii -2'95 01... 0'.j A. -4o2i 17 4 max 16.169 I 9 4.181 5 0 1 I 0 1 0 1 3.729 14 iithffi 3549 114 299 14 0 ._ti ',b .1 0_Ji -8651 I1 19 _____ 5 max 16.097 I 9 4.181 5 0 1 0 1 0 1 10.97 14 i mm 3505 114.1 -2 995 1.4. 0 j_. 0 A. _Q_ 1 -159 21 M3 - 1 max 1 4.181 I 5 5.834 6 0 1 0 1 0 1 18.763 6 mm -299& 114 -21 13 0' -- 1 0i - 1 0__. j. 11b051 13 23 2 max 4.181 5 4.075 6 0 1 0 1 0 1 5.133 14 T266 0_Ioii O_ i 25 3 Imax 4.181 1 5 2.317 14 0 _I 1 0 1 0 1 -2.738 16 i2gg514224 r o11Oi_:Q_I6961r.1iP 27I 4 max 4.181 I 5 1.261 14 0 I 0 1 0 1 5.095 13 28__I gn -2_995' .1114 -4_083 29 I 5 max 4.181 I 5 .206 14 0 I 1 1 0 1 1 I 18.759 5 _Jrnmn 29..J±i4 _0 1r -10 97. i - Envelope Member Section Stresses Q- ,Iri,.,i1 l. 1.- Qk,r ft.. *,TnnrI,.1 I.- ,_ntFkci Ir 7..Tr.r.Fkdl I.. 7_p.-rk1 Ir 1 I rvii I 1 max 2.62910-T_.648 131 0 1 1255 6110.146 T0 1 0 ii 803 131_903 I_1 10__146 '6 I_0 1t 0 1. 3 _I 2 max 2.621 101.648 .L FOP 6.558 13_12_255 6 _6.059 1310 1 1 0 .1. 798 131_-_903 13_1 FF - 53 max 2.613 101.648 13 1 1.139 14_2.249 5 I 0 1 0 1 mm 793__I 13I._-903 . JS - 1 -2'249 5_I_-1_139 141_0 1 0_r 1 7 I I4 1310 1 2.115 1314.835 6I0 1 0 .1 8_I_I mm I max.2.604__101.648 788_131"_-903 6_I_0 .1. -4_835 6'_I_-2_115 X- 9 5 Imax 2.596110 .648 131 1 I 0 1 6.203 13! 10.531 6 0 1 0 1 11 4 M2 I 1 -,m 16 Imax 1.874 I 9 I 783___113__-903J _.899 5 I 0 0____I 1 10.1 105lI_ö3 141 12.165 5 I flo _0 I 1 T' 0 Ii 1 i 421___1141_-644 141_0 1 12165 101 141_0 .t. 0 ii 13 2 Imax 1.865 I 9 I .899 5 I 0 I_1 6.036 141 6.492 5 I 0 1 0 1 I _I 416 1141 -644k 14 0 Ii -6492 .-6O36 i1 0 1 0 ' ii] 15 1 3 max 1.857 I9 I .899 5 0 Ii 2.26 6 1.106 1310 1 0...._ 1 I 161 !fl 411 1141-644 14 b !i-1106j 226i o Iö' IiJ j_4 max 1.84919! .899 .. 0 .11 4.856512.093 1 01 .. I L•.o I-i O'9 5• 14._0 .•• 19 I I 5 max 1.841 1 9 I .899 5 1 0 Il 10.529 5 I 6.157 141 0 .1. 0 . 1 201 I mui 401 141 -644 14_Q_..±i -6157 14 -10529 51 0 - .1. 0 111 21 I M3 I 1 max .466 15 I .929 6 0 11 6.458 113110.965 6 I 0 1 0 1 I 22 I I.. mmn -334 1141 -034 1 0 1 -10965 6-6458 i 0 1. RISA-3D Version 5.Od [U:\...\...\.. .\. . .\CaIcuIations\TOWERMOMENT FRAME 4\MF4.r3d] Page 5 I . Company Dunn Savoie, Inc: Feb 26, 2015 Designer : hgabilan 11:24 AM Job Number: MOMENT FRAME 4 - Checked By:_____ - F Envelope Member Section Stresses (Continued) - •• -, Member Sec Axiallksil Ic v Shearl... Ic z Shearl... Ic v-loDFksil Ic v-Botlksil Ic z-Toofksil Ic z-Botlksil Ic '- 23 I 2 max .466 5 .649 6 - 0 1 5.885 5 3 14 0 1 0 ______ hin 334 14 202i 13 0 3M 1 5 885 5 O 25 I 3 max .466 5 1 .369 14 0 1 4.068 11 -1.6 161 0 1 0 t34 41i1 6 4684 1 h 27 4 max .466 5 .201 141 0 1 5.841 6 2.978 13 0 1 0 1 6 29 5 max .466 1 5 .033 141 0 1 1 6.411 14 10.963 5 0 1 0 1 3O 334If4 931k 50C 1O 963 5 -6411 14 W01 Envelope ASD Steel Code Checks • : .. . Member Shane Code C... Locifti Ic Shear ... LocFftl Dir Ic Fa lksil Ft lksil Fb v-v 1..Fb z-z F ... Cb' Cmv Cmz ASD Ean - • - - - • .. 'I • - - ... ..-. .. . -•• -. .\ -.- - - - __-, .- .. -.• - . - .. - I . •- .• .- - .. . - . - . .., • • - - - • - - L. •. e ;• - 1 - S - • J - . -5- • '.1. - I . • . - .. - • -if I - - .. . . . . . • -. .1 I - L klk - - S RISA-3D Version 5.od • [U:\...\.\:..\...\CaIcuIations\TOWER\MOMENT FRAME 4\MF4.r3d] . Page 6 - • t 1 Ml HSS8X8X5 .478 0 16 .049 0 2432T6r36 30.36 12.3 .6 1ë H1-21 rT M2 4HSS8X8X5 455 5 04 t01 1jI 243226 3036 I121 - M3 HSS9X5X6 .378 121 5 .051 12 19.571 27.6 30.36 30.36 [2.3 .6 I .85 HI-2 Company : Dunn Savoie, Inc. - Feb 26, 2015 Designer : hgabilan .: 11:25 AM Job Number: MOMENT FRAME 4 Checked Load Combinations Description SoIvePD... SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC'Factor BLC Factor BLC Factor BLC Factor 1ASCE1(LR ... Yes DL 1.4 11 1 2ASCE2 (LR Y J. DL1 2 iII4i 6 4I M9 4 .MM wk MA NO "1990 3 ASCE3a(L... Yes I DL 1.2 IRLLI 1.6 WLI .5 AScE 3b(L' DL 412 LI WL .g4 5-- 5 ASCE3c(L... Yes DL 1.2 RLL 1.6 LL 1 .5 I 6CE4a(L éi 7 IASCE4b(L... Yes DL 1 1.2 WL -1 LL .5 RLLT .5 41416 Wull 151 9 IASCE5b(L... Yes DL 1.37 EL -i LL .5 SCE6a(Le Y ii ASCE6b(L ... Yes l D WL i_ - - - - - - - - - AWWCK yè' 13 ASCE7b(L... Yes I DL .73 1 EL -1 15 1 Live Load . LL 1 . ML 1Z.jEarthquake... ELI i T . 4 8idd II1 1 -LI ____ ____ - Envelope Joint Disp!acemenfs Joint X Fini Ic V Fini Ic Z Fini Ic X Rotation .. Ic Y Rotation ... Ic Z Rotation F.. Ic if Nlmax 0 10J 0 10 0 1 0 1 1 0 1 0 7 31 N2 max 0 6 0 11 0 1 0 1 0 1 0 11 ____ ! ____MEARKROTH IS. 5 N3 max .467 10 -.005 Lw 0 1 ____ 0 1 0 _1_ 1.969e-3 ii. Thin 46 !L -013 4014*4 l'0 !1 3r4843 tJ 7 1 N4 Imax .464 10 -.002 1111 0 1 1 1 0 L.L1 0 1_ 3.494è-3 _L R I IN i9Lg13 101 . .- . ... . 4oh-2fl' X . CIA -- c7 Z. 7A Ck RISA-30 Version 5.od [U:\ ... \...\...\... \Calculations\TOWER\MOMENT FRAME 4\MF4.r3d] ,, Page 7 . - DUNN SAVOIE INC. JOB Verizon - Marron Road. STRUCTURAL ENGINEERING SHEET NO.- L 902 S. CLEVELAND ST. CALCULATED BY HG. DATE 2/15 OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (760) 966-6356 SCALE' FAX: (760) 966-6360 . SUMMARY OF RISA ANALLYSIS . . MOMENT FRAME 3 • UNFACTORED REACTIONS DL , LL X(k) Y(k) Z(k-ft) ,- X(k) Y(k) Z(k-ft) Ni 1.905 11.269 -6.693 Ni 0.878 4.71 -2.833 . N2 -1.905 15.526 5.25 N2 -0.878 5.141 2.672 . RLL . . WL X(k)- Y(k) Z(k-ft) X(k) Y(k) Z(k-ft) . . Ni 0.184 2.956 -0.793 Ni -5.681 -2.565 32.125 . * N2 -0.184' 2.484 0.36 N2 -5.814 4.907 32.446 EQ X(k) Y(k) Z(k-ft) Ni -0.735 -0.066 4.288 . N2 -0.914 1.334 4.838 MOMENT AND SHEAR AT BASE (LRFD). GOVERNING LOAD COMBINATION FOR ANCHOR DESIGN, LC: 1.21) + i.OWL + .SLL + .5RLL SUPPORT 2 . . P= 27.338 k V = -8.631 k M= 40.242 k-ft MOMENT FRAME 4 . .• . .: UNFACTORED REACTIONS DL. - . . .5 .LL X(k) Y(k) Z(k-ft) X(k) Y(k) Z(k-ft) S Ni 0.741 15.57 -2.348 Ni 0.101 5.126 -0.32 N2 -0.741 10.453 2.3 N2 -0.101 4.431 0.314 S RLL - 5 . S WL X(k) Y(k) Z(k-ft) X(k) Y(k) Z(k-ft) S ' Ni 0.025 2.447 -0.087 Ni -5.762 -3.866 32.474 - S N2 -0.025 0.885 0.072 N2 -5.733 3.866 32.288 EQ X(k) Y(k) Z(k-ft) ,Ni -0.827 --0.554 4.664- N2 -0.822 1.8 4.638 -. S MOMENT AND SHEAR ATBASE(LRFD) GOVERNING LOAD COMBINATION FOR ANCHOR DESIGN LC: 1.2D - i.OWL + .51-1- + .5RLL SUPPORT 1 P = 26.336 k V= 6.714 k . M= -35.498k-ft Dunn Savoie Inc. JOB Structural Engineering 908 S.S. Cleveland St., Oceanside, Ca 92054 SHEET NO._Ui O Ph: (760) 966-6355 Fax: (760)966-6360 CALCULATED BY. ___________________ DATE E-mail: dsi@surfdsi.com CHECKED BY DATE SCALE 2 3 4 5 5 5 $ I 2 3 1 5 8 7 8 I 2 33 5 8 7 8 I 2 3 4 5 6 7 e I 2 3.4-S 5 7 4 i 7 1 a S 474 D PRODUCT /00 RIo:= gabIIanespARRuNi.Ec5 - Steel to Plate ' .1 ENER1c, INC. 1983-2O1Bul:6.15:1.19Yer.6.15.1.19 Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE1 Code References Calculations per AlSC Design Guide #1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set ASCE 7-10 General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 50.0 ksi Concrete Support f = 2.50 ksi 0 c : ASD Safety Factor. 2.50 Assumed Bearing Area Full Bearing Allowable Bearing Fp per J8 2.550 ksi Column & Plate Column Properties Steel Section: HSS8x8x5l16 Depth 8 in Area 8.76 inA2 Width 8 in lxx 85.6 in A 4, Flange Thickness 0.291 in lyy 85.6 inA4 Web Thickness in Plate Dimensions Support Dimensions N : Length 20.0 in Width along X' 24.0 in B: Width 20.0 in Length along Z' 48.0 in Thickness 1.0 in Column assumed welded to base plate. Applied Loads P-V V-Z M-X 0: Dead Load 15.526 k -1.905 k 5.250 k-ft L: Live 5.141 k -0.8780k 2.672 k4t Lr:Roof Live 2.484k -0.1840k 0.360 k4t S: Snow k k k-ft W: Wind ................4.907k -5.814k 32.446 k-ft E : Earthquake .............1.334 k -0.9140 k 4.838 k-ft H : Lateral Earth k k k-ft = Gravity load, +" sign is downward. +" Moments create higher soil pressure at +Z edge. - - Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 1 Max of Tension or Pullout Capacity 15.0 k Shear Capacity 15.0 k Edge distance: bolt to plate 2.0 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE 1 GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment 7.055 k-in Plate Design Summary fb: Max. Bending Stress 28.219 ksi Design Method Allowable. Strength Design Fb : Allowable: 29.940 ksi Governing Load Combination -s040.750Lr+0.750Ls0.450W+H Governing Load Case Type Axial + Moment, L/2 < Eccentricity, Tension on B Bending Stress Ratio 0.943 Design Plate Size 1.8" x 1 -8" xV Bending Stress OK Pa : Axial Load . 23.453k fu: Max. Plate Bearing Stress .... 1.020 ksi Ma: Moment 22.125 k-ft F Allowable: 1 020 ksi I- . min( 0.851csqrt(A2/A1), 1.7 fc)0mega Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 1.495 Allowable Bolt Tension 15.000 Tension Stress Ratio 0.100 Load Comb.: +D+H Loading Pa : Axial Load Ma: Moment........ Eccentricity ........................ Al Plate Area ......... A2 : Support Area ..................... sqrt( A2/A1) Distance for Moment Calculation ............ ........ Axial Load + Moment, Ecc. > U6 and Ecc. <U2 Bearing Stresses 15.526 k Fp Allowable 1.020 ksi 5.250 k-ft ía : Max. Bearing Pressure 0.078 ksi 4.058. in Stress Ratio .................. 0.076 400.000 in'2. Plate Bending Stresses 576:000 in'2 Mmaxl = Fu • mA2 / 2 1.338 k-in 1.200 Mmax2 = Fu * nA2 /2 0.364 k-in Mmax 1.338 k-in tb : Actual 5.351 ksi 6.200 in Fb : Allowable 29.940 ksi 6.800 in Stress Ratio 0.179 Load Comb.: +D+L+H Loading Pa: Axial Load Ma: Moment........ Eccentricity ........................ Al Plate Area ......... A2 : Support Area ..................... sqrt(A2/A1) Distance for Moment Calculation ........ ........ Axial Load + Moment, Ecc. > U6 and Ecc. <U2 Bearing Stresses 20.667 k Fp : Allowable ............................... 7.922 k-ft ía : Max. Bearing Pressure 4.600 in Stress Ratio ................... 400.000 inA2 Plate Bending Stresses 576.000 inA2 Mmaxl = Fu * mA2 /2 ................ 1.200 Mmax2rFu *nA2/2 Mmax.......................................... fb:Actual ................................ 6.200 in Fb : Allowable ................................ 6.800 in Stress Ratio ................... 1.020 ksi 0.103 ksi 0.101 1.781k-in 0.485 k-in 1.781k-in 7.123 ksi 29.940 ksi 0.238 Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE 1 Load Comb.: +D+Lr+H Axial Load + Moment, Ecc. > L/6 and Ecc. < U2 Loading Bearing Stresses Pa Axial Load 18.010 k F : Allowable ............................... Ma: Moment 5.610 k-ft ía : Max. Bearing Pressure Eccentricity 3.738 in Stress Ratio .................... Al : Plate Area 400.000 in12 Plate Bending Stresses A2: Support Area .....................576.000 inA2 Mmaxl = Fu * m'2 /2 ................ sqrt( A2IA1 ) 1.200 Mmax2 = Fu * nA2 /2 .................. Mmax.......................................... Distance for Moment Calculation fb : Actual ................................ W 6.200 in Fb : Allowable ................................ I,. 6.800 in Stress Ratio .................... 1.020 ksi 0.090 ksi 0.088 1.552 k-in 0.423 kn 1.552 k-in 6.208 ksi 29.940 ksi 0.207 Axial Load + Moment, Ecc. > U6 and Ecc. < U2 Bearing Stresses 15.526 k Fp Allowable 1.020 ksi 5.250 k-ft ía : Max. Bearing Pressure 0.078ksi 4.058 in Stress Ratio 0.076 400.000 in"2 Plate Bending Stresses 576.000 in"2 Mmaxl = Fu * m112 / 2 1.338 k-in 1.200 Mmax2 = Fu * n112 /2 0.364 k-in Mmax 1.338 k-in lb : Actual 5.351 ksi 6.200 in Fb : Allowable 29.940 ksi 6.800 in Stress Ratio 0.179 Load Comb.: +D+S+H Loading Pa :Axial Load Ma: Moment ........ Eccentricity ........................ Al: Plate Area ......... A2: Support Area ..................... sqrt(A2/A1) Distance for Moment Calculation m. Load Comb. +D+0.75OLr+0.750L+H Loading Pa : Axial Load Ma: Moment........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sqrt(A2JA1) Distance for Moment Calculation ............ ........ Bearing Stresses 21.245 k Fp : Allowable ............................... 7.524 k-ft ía : Max. Bearing Pressure 4.250 in Stress Ratio .................... 400.000 in A2 Plate Bending Stresses 576.000 inA2 Mmaxl = Fu • m*2 /2 ................. 1.200 Mmax2 Fu*nA2/2 ......... Mmax.......................................... fb:Actual ................................ 6.200 in Fb : Allowable ................................ 6.800 in Stress Ratio .................... Axial Load + Moment, Ecc. > U6 and Ecc. <U2 1.020 ksi 0.106 ksi 0.104 1.831 k-in 0.498 k-in 1.831 k-in 7.323 ksi 29.940 ksi 0.245 - -- • - . - . -. 4 ,_.4' . •.L 1D3 1 f_I L • • . . . - . - - _ -. • - - . Load Comb +D+O 750L+O 750S+H Axial Load + Moment, Ecc > L16 and Ecc <L12 Loading Bearing Stresses Pa Axial Load - 19.382 k Fp Allowable 1 020 ksi - -, Ma: Moment - 7.254k-ft fa: Max. BeanngPressUrel - .4. 0.097ksi- Eccentncity 4.491 in Stress Ratio . 0095 At : Plate Area 400.000 in12 • Plate Bending Stresses ' -- '- • •. . - A2 Support Area 576.000 in12 Mmaxl = Fu m42 /2 .1 .670 k in A2/A1 ) 1 200 Mmax2 = Fu n42 /2 - 4- 0.455 kin Mmax .- 1 670 k in DitaTnce for Momet Calculation - • fb : Actual ................................'•• 6.68b ksi . . . . 6.200 in .. .. Fb:Allowable ................................. ,. - . , - 29.940 ksi n 6.800 in Stress Ratio 0.223 I I - . .- - p - ' -.'•. - •". . - Load Comb +D+O 60W+H - Axial Load + Moment, Ecc > U2 4 Loading 1 Calculate plate moment from bolt tension . Pa Axial Load 18470 k Tension per Bolt ,. 3.718 k Ma Moment 24718 k ft . Tension Allowable - 15.000 k I Eccentricity 16059 in Stress Ratio 0.248 Al Plate Area 400 000 in'42 A2 Support Area 576 000 in42 Dist from Bolt to Col Edge . 4.200 in . sqrt( A2JA1 ) -1.200 Effective Bolt Width for Bending I 16800 in Plate Moment from Bolt Tension 1.859 k in Calculate plate moment from bearing .- m 6200 in Bearing Stresses A Bearing Length 2.540 in Fp Allowable - 1 1.020 ksi Mpl Plate Moment 0.578 k-in fa: Max. Beanng Pressure (setequaltoFp) . 1 ••• I Stress Ratio 1 000" Plate Bending Stresses 4 - Mmax 6934 kin fb Actual . .., .4. . ¶' 27.737 ksi ,... ,.--. ...1. -. ¼ .'-- - '-• •. - - .. - Fb: Allowable ...................................... . . . 29.940 ksi ;-• - Stress Ratio 0.926 'Load Comb.: +D-0.60W+H Axial Load + Moment, Ecc. > U2 "i- Loading Calculate plate moment from bolt tension Pa Axial Load 12.582 k Tension per Bolt .1.463 k Ma Moment - 14.218 k ft Tension Allowable "-i 15000k l Eccentricity 13.560 in Stress Ratio 0098 Al Plate Area 400.000 in 42 A2 Support Area 576.000 in42 Dist from Bolt to Col Edge 4.200 in -. s rt(A2IA1 ' - q 120O - EffecfveBotWidth for Bending . 16.800.in - :- • Plate Moment from Bolt Tension ' 0.731 kin Calculate plate moment from bearing M ' .. 6200 0 F Bearing Stresses A Bearing Length .. l 1.520 in Fp Allowable 1.020 ksi Mpl Plate Moment 0.368 kin 't fa Max Bearing Pressure (set equal to Fp) Stress Ratio 1 000 -t I Ii Plate Bending Stresses 4 Mmax 4414km - I 1.. lb Actual ' * 17657 ksi b t Fb Allowable .1 29940 ksi .4 Stress Ratio 0.590 'I - - - .- .. - I - - - 4•• i-.-.. I '4 -, - 8 -I., 4- I.. • • - 4- 14- •- - )teel Base' Plate tT: Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE1 Load Comb.: +D+0.70E+H Axial Load + Moment, Ecc. > LJ6 and Ecc. < U2 Loading Bearing Stresses Pa : Axial Load 16.460 k Fp : Allowable . 1.020 ksi Ma: Moment 8.637 k-ft ía : Max. Bearing Pressure 0.082 ksi Eccentricity 6.297 in Stress Ratio 0.081 Al :Plate Area 400.000 in'2 Plate Bending Stresses A2: Support Area 576.000 inA2 Mmaxl = Fu * mA2 /2 1.418 k-in sqrt( A21A1) 1.200 Mmax2 = Fu • n'2/2 0.386 k-in Mmax 1.418 k4 Distance for Moment Calculation ft : Actual 5.673 ksi m' 6.200 in, Fb : Allowable 29.940 ksi 6.800 in Stress Ratio 0.189 Load Comb.: +D-0.70E+H Axial Load + Moment, Ecc. < L16 Loading Bearing Stresses Pa : Axial Load 14.592 k Fp : Allowable 1.020 ksi Ma: Moment 1.863 k-ft ía : Max. Bearing Pressure 0.053 ksi Eccentricity 1.532 in Stress Ratio 0.052 Al : Plate Area 400.000 inA2 Plate Bending Stresses A2 : Support Area 576.000 inA2 Mmaxl = Fu * m"2 /2 0.957 k-in sqrt( A2/A1) 1.200 Mmax2 = Fu * nA2 /2 0.291 k-in Mmax 0.957 k-in Distance for Moment Calculation ft : Actual 3.827 ksi m 6.200 in Fb : Allowable 29.940 ksi 6.800 in Stress Ratio 0.128 Load Comb.: +D+0.750Lr+0.750L+0.450W+H Loading Pa: Axial Load 23.453 k Ma: Moment 22.125 k-ft Eccentricity 11.320 in Al : Plate Area S 400.000 inA2 A2 : Support Area 576.000 inA2 sqrt( A2/Al ) 1.200 Calculate plate moment from bearing 6.200 in A: Bearing Length 2.592 in Mpl: Plate Moment 0.588 k-in Axial Load + Moment, Ecc.> U2 Calculate olate moment from bolt tension Tension per Bolt 1.495 k Tension: Allowable 15.000k Stress Ratio 0.100 Dist. from Bolt to Col. Edge 4.200 in Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 0.747 k-in Bearina Stresses Fp: Allowable ................................ 1.020 ksi - fa: Max. Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax ..........................................7.055 k-in ft : Actual 28.219 ksi Fb : Allowable 29.940 ksi Stress Ratio 0.943 :- IliH 'f0IJ0I0}41I; Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE1 Load Comb.: +D+0.750Lr+0.750L-0.450W+H Axial Load + Moment Ecc. > U6 and Ecc. < L12 Loading Bearing Stresses Pa : Axial Load 19.037 k Fp: Allowable 1.020 ksi Ma: Moment 7.077 k-ft fa : Max. Bearing Pressure .0.095 ksi - Eccentricity 4.461 in Stress Ratio 0.093 Al : Plate Area 400.000 inA2 Plate Bending Stresses A2 : Support Area 576.000 inA2 Mmaxl = Fu * mA2 /2 1.640 k-in sqrt( A21A1 ) 1.200 Mmax2 = Fu * nA2 /2 0.447 k-in Mmax 1.640 k-in Distance for Moment Calculation . lb : Actual 6.562 ksi 6.200 in Fb : Allowable ................................ 29.940 ksi 6.800 in Stress Ratio 0.219 Load Comb.: +D+0.750L+0.750S+0.450W+H Axial Load + Momen4 Ecc. > U2 Loading Calculate plate moment from bolt tension... Pa : Axial Load 21.590 k Tension per Bolt......................... 1.870 k Ma: Moment 21.855 k-ft Tension: Allowable 15.000k Eccentricity 12.147 in Stress Ratio 0.125 Al : Plate Area 400.000 in A2, A2: Support Area 576.000 in A2- Dist. from Bolt to Col. Edge 4.200 in sqrt( A2/A1 ) 1.200 Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 0.935 k-in Calculate plate moment from bearing ... m 6.200 in Bearing Stresses A: Bearing Length 2.483 in Fp : Allowable 1.020 ksi Mpl : Plate Moment 0.567 k-in fa : Max. Bearing Pressure (set equal to Fp) Stress Ratio ...................... 1.000 Plate Bending Stresses Mmax ..........................................6.804 k-in lb : Actual 27.216 ksi Fb : Allowable 29.940 ksi Stress Ratio 0.909 Load Comb.: +D+0.750L+0.750S-0.450w+H Axial Load + Moment Ecc. > U6 and Ecc. < U2 Loading Bearing Stresses Pa : Axial Load 17.174 k Fp : Allowable .................................. 1.020 ksi Ma: Moment 7.347 k-ft fa : Max. Bearing Pressure 0.086 ksi Eccentricity 5.133 in Stress Ratio 0.084 Al : Plate Area 400.000 in12 Plate Bending Stresses A2: Support Area 576.000 in12 7 Mmaxl = Fu * mA2 /2 1.480 k-in sqrt( A21A1 ) 1.200 Mmax2 = Fu • nA 2/2 0.403 k-in - Mmax 1.480 k-in Distance for Moment Calculation fb: Actual 5.919 ksi 6.200 in Fb : Allowable 29.940 ksi n 6.800 in Stress Ratio 0.198 Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE1 Load Comb.: +D+0.750L+0.750S+0.5250E+H Loading Pa : Axial Load Ma: Moment ........ Eccentricity ........................ Al :Plate Area ......... A2: Support Area ..................... srt( A21A1) Distance for Moment Calculation ........ ........ /00 AxialLoad + Moment, Ecc. > L/6 and Ecc. <U2 1.020 ksi 0.100 ksi 0.098 1.730 k-in 0.471 k-in 1.730 k-in 6.922 ksi 29.940 ksi 0.231 Bearing Stresses 20.082 k Fp : Allowable .............................. 9.794 k-ft fa : Max. Bearing Pressure 5.852 in Stress Ratio .................... 400.000 inA2 Plate Bending Stresses 576.000 in12 Mmaxl = Fu * m12 /2 ................. 1.200 Mmax2 = Fu * n A 2/2 Mmax.......................................... fb:Actual ................................ 6.200 in Fb : Allowable ................................ 6.800 in Stress Ratio .................... Load Comb.: +D+0.750L+0.750S-0.5250E+H Axial Load + Moment, Ecc. < U6 Loading . Bearing Stresses Pa: Axial Load 18.681 k Fp : Allowable 1.020 ksi Ma: Moment 4.714 k-ft fa : Max. Bearing Pressure 0.089 ksi Eccentricity 3.028 in Stress Ratio 0.087 Al : Plate Area 400.000 inA2 Plate Bending Stresses A2 : Support Area 576.000 inA2 Mmaxl = Fu * mA2 /2 1.545 k-in sqrt( A2IA1) 1.200 Mmax2 = Fu * nA 2/2 0.427 k-in Mmax 1.545 k-in Distance for Moment Calculation tb : Actual 6.178 ksi m 6.200 in Fb : Allowable 29.940 ksi 6.800 in Stress Ratio 0.206 Load Comb.: +0.60D+0.60W+0.60H . Axial Load + Moment, Ecc.> U2 Loading ent Calculate plate mom from bolt tension Pa : Axial Load 12.260 k Tension per Bolt 4.548 k Ma: Moment 22.618 k-ft Tension: Allowable 15.000k Eccentricity 22.138 in Stress Ratio 0.303 Al :Plate Area 400.000 in'2 A2 : Support Area 576.000 inA2 Dist. from Bolt to Col. Edge 4.200 in s rt' A2/A1 ' q 1 . 200 Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 2.274 k-in Calculate plate moment from bearing. . m 6.200 in Bearing Stresses "A: Bearing Length 2.094 in Fp : Allowable 1.020 ksi Mpl: Plate Moment 0.490 k-in fa : Max. Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax ...........................................5.875 k-in fb : Actual 23.500 ksi Fb : Allowable 29.940 ksi Stress Ratio 0.785 Steel Base Plate, .. -. .. . -...i. _Licensee i. '1JJI Description: BASE PLATE DESIGN, CRITICAL LOAD FROM MOMENT FRAME 3/NODE 1 oaa Comb.: +0.60LJ-0.60W+0.60H Axial Load + Moment, Ecc.> U2 Loading Calculate plate moment from bolt tension. Pa : Axial Load 6.371 k Tension per Bolt 3.849 k Ma: Moment 16.318 k-ft Tension: Allowable 15.000k Eccentricity 30.733 in Stress Ratio 0.257 Al : Plate Area 400.000 inA2 A2 : Support Area 576.000 inA2 Dist. from Bolt to Col. Edge 4.200 in sqrt( A2/A1 ) 1.200 Effective Bolt Width for Bending 16.800 in Plate Moment from Bolt Tension 1.925 k-in Calculate elate moment from bearing. m' 6.200 in Bearing Stresses A: Bearing Length 1.379 in Fp : Allowable 1.020 ksi Mpl : Plate Moment 0.337 k-in ía: Max. Bearing Pressure (set eriun! to Fn) Stress Ratio 1.000 Plate Bending Stresses Mmax ...........................................4.038 k-in tb : Actual 16.152 ksi Fb : Allowable 29.940 ksi Stress Ratio 0.539 Axial Load + Moment, Ecc. > U6 and Ecc. < U2 - Load Comb.: +0.60D+0.70E+0.60H Loading Pa: Axial Load Ma Moment ........ Eccentricity ........................ Al : Plate Area ......... A2 : Support Area ..................... sqrt( A2/A1) Distance for Moment Calculation ............ ........ Bearing Stresses 10.249 k Fp : Allowable ............................... 6.537 k-ft ía: Max. Bearing Pressure 7.653 in Stress Ratio ................... 400.000 inA2 Plate Bending Stresses 576.000 in-12 Mmaxl = Fu * mA 212 ................. 1.200 Mmax2 = Fu * n A 2/2 . . Mmax.......................................... fb:Actual ................................ 6.200 in Fb : Allowable ............................... 6.800 in Stress Ratio ................... 1.020 ksi 0.051 ksi 0.050 0.883 k-in 0.240 k-in 0.883 k-in 3.533 ksi 29.940 ksi 0.118 Load Comb.: +0.60D-0.70E+0.60H Loading Pa : Axial Load Ma: Moment ........ Eccentricity ........................ Al Plate Area ............ A2: Support Area .................... sqrt(A2/A1) Distance for Moment Calculation ............ ........ Bearing Stresses 8.382 k Fp : Allowable ............................... 0.237 k-ft ía: Max. Bearing Pressure 0.339 in Stress Ratio .................... 400.000 inA2 Plate Bending Stresses 576.000 inA2 Mmaxl = Fu * mA2 / 2 ...................... 1.200 Mmax2 = Fu * n A 2/2 Mmax................................. lb Actual ............................... 6.200 in Fb : Allowable ................................ 6.800 in Stress Ratio .................... Load + Moment, Ecc. < U6 1.020 ksi 0.023 ksi 0.023 0.435 k-in 0.148 k-in- 0.435 k-in 1.741 ksi 29.940 ksi 0.058 WfJ www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.5.0 Page: 1 Project: Verizon - Man-on Road Sub-Project I Pos. No.: Date: 212612015 Specifier's comments: Moment frame anchorage design I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry (in.) & Loading [ib, In.ib] Hex Head ASTM F 1554 GR. 361 he, = 12.000 in. ASTM F 1554 Design method ACl 318-08/ ClP e, = 0.000 in. (no stand-oft); t = 1.000 in. 15 x l x t = 20.000 in. x 20.000 in. x 1.000 in.; (Recommended plate thickness: not calculated) Square HSS (AlSC); (L x W x T) = 8.000 in. x 8.000 in. x 0.313 in. cracked concrete, 2500, f' = 2500 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Huh AG, FL-9494 schaan Hilti is a registered Trademark of Hilti AG, Schaun - . www.hilti.us Profis Anchor 2.5.0 Company: Page: 2 Specifier: Project: Venzon - Marron Road Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/26/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lbj Utilization Loading Proof Load Capacity PN 1h 1%) Status Tension Concrete Breakout Strength 15871 23971 67 / - - OK Shear Concrete edge failure in direction x 8631 24235 , -/36 OK Loading ON Illy CUtilization [%J Status Combined tension and shear loads 0.662 0.356 5/3 69 OK 3 Warnings - Please consider all details and hints/warnings given in the detailed report! Fastening meets. the design criteria! - 4 Remarks; Your Cooperation Duties: 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 thecalculations 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 articular, 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 culpable breach of duty by you. • - Input data and results must be checked for agreement with the existing conditions and for ptausibilityt PROFIS Anchor ( c 2003-2009 Hilti AG, FL-9494 Schaxn Hilti is a registered Trademark of Hilti AG. Schaan - 12'-O 14-0 - I - • - ------------- ombin! 9otug ER&N1è32O15iBulld é15Ther% 151 If -III I Will-I-X101 1:9 10 1911115711111 N1101 III Zf--1 1:4 gvjw Ig Zia; -r - -- - - -• - : - - - - Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 - Load Combinations Used: ASCE 7-10 -.-. .. . -• - - - Material Properties Analysis/Design Settings . tc: Concrete 28 day strength . 2.50 ksi Calculate footing weight as dead load? ' Yes - fy Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No . Ec Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on d) - - Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 - :Phi Values - Flexure: 0.9 Mm. Overturning Safety Factor - 1.50: 1 . - - Shear: 0.75 Mm. Sliding Safety Factor . - 1.50: 1 Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight Yes - Footing base depth below soil surface 2.0 ft Soil Passive Increases based on footing Depth .... (Uses entry for 'Footing base depth below soil surface orfrc AUowlepressure increase per foot ksf - •- Coefficient of Soil/Concrete Friction , 0.250 ,Increases when base of footing is below based on footing Width... It - - . • - Allowable pressure increase per foot when maximum length or width is greater than - ksf - ft.. - - Maximum Allowed Bearing Pressure - - - 10 ksf • - . (A'value of zero implies no limit) - . - -.. ' . Adjusted Allowable Soil Bearing - 1.790 ksf (Allowable Soil Bearing for footing . adjusted weight and. depth & width increases as specified by user.). -- .• - - Distance Left of Column #1 = 1.0 ft Pedestal dimensions... -, Col #1 Col #2 - As . - As -Between Columns = 12.0 ft Sri Dim- = - 12 12 in Bars left of Col #1 Count Size# Actual Req'd -- Distance Right of Column #2 = • 1.0 ft • - - Height - -. . Bottom Bars 5.0- 5 1.550 .1.296 in12 - - Total Footing Length = 14.0 It Top L Bars n 5.0 Bars B 5 1.550 0.0 in'2 - - Footing Width = 2.50 It . Bottom Bars 5.0 5 • 1.550 - 1.296 in12 Footing lhicknes5 = 24.0 in - Top Bars - .0 5 - 1.550 1.296inA2 - - Rebar Center to Concrete Edge @ lop = 3 in Bars Right of Col #2 Bottom Bars 5.0 - 5 1.550 1.2 - 96 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars - 5.0 '5 • 1.550 1.296inA2 - - - - Applied @ Left Column D Lr - L - S W E - - - H - Axial Load Downward, - = 11.269 2.956- 4.710 -2.565 -0.0660 - - k - - - Moment (CW) = -6.693 -0.7930 -2.833 - 32.125 4.288 . k-ft - Shear (+X) = . 1.905 . 0.1840 . 0.8780 -5.681 -0.7350 k - - -: - Applied @ Right Column - - - - . - - - - Axial Load Downward = - 15.526 2.484 - 5.141 4907 14 k Moment (+CW) . = .. 5.250 0.360 2.672 - 32:446 4.838 ' k-ft - Shear (+X)= -- -1.905 -0.1840 -0.8780 5.814 -0.9140 k - Overburden , - = - . - -- * 6 • - I. - 6 - . - $ .,• 4. p Description: GRADE BEAM DESIGN, CRITICAL GRADE BEAM WITH MOMENT FRAME 3 LOADS Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.9673 Soil Bearing 2.303 ksf 2.381 ksf +D.0.750Lr-t0.750L+0.450W+H PASS 2.191 Overturning 71.162 k-ft 155.907 k-ft +0.60D+0.60W+0.60H. PASS 5.426 Sliding -1:154k 6.264 k f060D40.70E40.60H PASS 16.317 Uplift . 1.539k 25.111 k '+0.60D+0.60W40.60H PASS 0.3286 1 -way Shear - Col #1 24.643 psi 75.0 psi +1.20Dt0.50Lr-t0.50L+W+160H PASS 0.2950 1-way Shear - Col #2 22.124 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03966 2-way Punching - Col #1 5.950 psi 150.0 psi +1.20D+0.50Lr+0.50Li-W+1.60H PASS 0.03032 2-way Punching - Col #2 4.547 psi 150.0 psi +1.20D40.50Lr+1.60L+1.60H PASS 0.000739 Flexure - Left of Col #1 - Top -0.1045 kft 141.387 k-ft +1.20D+0.50Lr40.50L+W+1.60H PASS 0.002280 Flexure - Left of Col #1 - Bottom 0.3223 k-ft 141.387 k-ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.5504 Flexure - Between Cols - Top -77.826 k-fl 141.387 k-ft +1 .20D40.50Lr+0.50L+W+1 .60H PASS 0.09621 Flexure - Between Cols - Bottom 13.603k-ft 141.387 k-fl 40.90D+W0.90H PASS 0.0 Flexure - Right of Col #2 - Top 0.0 k-ft 141.387 k-ft +1.366D+0.50L+0.20S-1.0E+1.60H PASS 0.006077 Flexure - Right of Col #2 - Bottom 0.8592k-ft 141.387 k-ft +1.20D+0.50Lrt0.50L+W+1.60H Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing, from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +0+1-I 36.95 k 0.652 ft 0.76 ksf 1.35 ksf 1.79 ksf 0.754 +04.+H 46.80 k 0.567 ft 1.01 ksf 1.66 ksf 1.79 ksf 0.928 42.39 k 0.492 ft 0.96 ksf 1.47 ksf 1.79 ksf 0.819 -i-tJ+S+H 36.95 k 0.652 ft 0.76 ksf 1.35 ksf 1.79 ksf 0.754 +D+0.750Lr40.750L+H 48.41 k 0.485 ft 1.10 ksf 1.67 ksf 1.79 ksf 0.933 -040.750L-f0.750S+H 44.33 k 0.585 ft 0.95 ksf 1.58 ksf 1.79 ksf 0.884 +0i.60W+H 38.35 k 2.344 ft 0.00 ksf 2.19 ksf 2.38 ksf 0.921 +D-060W+H 35.54 k -1.173 ft 1.52 ksf 0.51 ksf 2.38 ksf 0.640 +04070E+H 37.83 k 0.900 ft 0.66 ksf 1.50 ksf 2.38 ksf 0.629 i-D-0.70E+H 36.06 k 0.392 ft 0.86 ksf 1.20 ksf 2.38 ksf 0.505 +D40750Lr+0750L+0450W+H 49.47 k 1.472 ft 0.52 ksf 2.30 ksf 2.38 ksf 0.967 -s-D40750Lr40750L-0450W+H 47.36 k -0.547 ft 1.67 ksf 1.04 ksf 2.38 ksf 0.701 +D+0.750L-0.750S-+0.450W+)-1 45.39 k 1.658 ft 0.38 ksf 2.22 ksf 2.38 ksf 0.931 +D+0750L.+0750S-0450W+H 43.28 k -0.541 ft 1.52 ksf 0.95 ksf 2.38 ksf 0.640 +040750L40750S+05250E+4-I 45.00 k 0.742 ft 0.88 ksf 1.69 ksf 2.38 ksf 0.711 -s-D+0750L+0750S-05250E+H 43.67 k 0.422 ft 1.02 ksf 1.47 ksf 2.38 ksf 0.619 060D+0.60W-'-0.60H 23.57 k 3.405 ft 0.00 ksf 1.75 ksf 2.38 ksf 0.733 f0600-0.60W40.60H 20.76 k -2.473 ft 1.22 ksf 0.00 ksf 2.38 ksf 0.513 s060D40.70E+0.60H 23.05 k 1.059 ft 0.36 ksf 0.96 ksf 2.38 ksf 0.402 tO 60D-O.70E+0.60H 21.28 k 0.211 ft 0.55 ksf 0.66 ksf 2.38 ksf 0.278 1e liTT. Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio 10.50 293.22 27.917 9.06 243.58 - - 26.885 +D+L+H 15.09 369.19 24.462 13.49 314.54 23.320 +D+Lr+fl 11.66 329.19 28.223 9.79 285.65 29.184 +D+S+H 10.50 293.22 27.917 9.06 243.58 26.885 +D-*0.750Lr.+0750L+H 14.82 377.18 25.458 12.93 328.35 25.400 +D-i0750L-+0750S+H 13.94 350.20 25.113 12.38 296.80 23.972 +D+0.60W+H 18.86 377.21 20.001 74.79 253.34 3.387 +040.70E+H 12.86 311.74 24.246 16.05 246.82 15.379 +D+0750Lr40750L40450W+H 21.08 440.17 20.878 62.22 335.67 5.395 +D+0.750LtO750S+0.450W+H 20.21 413.19 20.443 61.68 304.12 4.931 +DtO.750L+0.750S+0.5250E+H 15.71 364.09 23.174 17.62 299.23 16.980 tO.60DtO.60W.t0.60H 14.66 259.92 17.733 71.16 155.91 2.191 tO.60D-0.70EtO.60H 8.66 194.46 22.464 12.42 149.39 12.023 lldSblñ 'T Load Combination... Sliding Force Resisting Force Sliding SafetyRatlo +D+H 0.00 k 9.74 k 999 Description: GRADE BEAM DESIGN, CRITICAL GRADE BEAM WITH MOMENT FRAME 3 LOADS Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+H 0.00 k 12.20k . - 999 +O+Lr+I-1 0.00 k 11.10k 999 +D+S+H - 0.00 k .. 9.74 k .999 +040.750Lr40.750L+H 0.00 k 12.60 k 999 +040.750L+0.750S*I . . 0.00k 11.58k . 999 +D40.60W+H 0.08 k 10.09 k 126.41 - +040.70E+H . -1.15 k- 9.96k 8.627 . -+O-+0.750Lr40.750Lf0.450W*1 . 0.06 k . 12.87k -214.984 -s-D-t0.750L-s-0.750S-f0.450W+H 0.06 k . 11.85k , . 197.941 +D4O.750L4O.750S+O.5250E*I -0.87 k 11.75k -' 13.572 .60D+0.60Wt0.60H 0.08 k . 6.39k 80.113 - 40.60D-+0.70E+0.60H -1.15 k . 6.26k 5.426 tlngFIexure Jpaxlmuim Values for Load Cmbjnat1on MEMO Distance Tension Governed Load Combination... . Mu from left Side As Reqd . by. - Actual As Phi*Mn Mu! PhiMn -+0.60D+0.70E-+0.60H . 0.000 . 0.000 0 0.000 0 0.000 0.000 0.000 -s-1.20D-s.5OLr+1.60L+1.60H 0.002 0.035 , Bottom. 1.296 Min lemo% 1.550 141.387 0.000 +1.20D-+0.50Lr-i-1.60L+1.60H 0.007 0.070 Bottom 1.296 Min lemo% .1.550 141.387 0.000 +1.20D+0.50Lr+1.60L+1.60H - 0.015 . 0.105. Bottom 1.296 Min lemo% 1.550 . 141.387 0.000 +1.20D.50Lr+1.60L+1.60H . 0.026 0.140 Bottom 1.296 Min Temo% 1.550 141.387 0.000 -s-1.20D-+0.50Lr+1.60L+1.60H 0.041 0.175 Bottom 1.296 Min Temo% 1.550 141.387 . 0.000 -e-1.20D-s0.5OLr+1.60L+1.60H 0.059 0.210 Bottom 1.296 Min lemo% 1.550 - 141.387 - 0.000 +1.20D+.5OLr-'-1.60L+1.60H - 0.080 0.245 Bottom 1.296 Min Temo% 1.550 141.387 0.001 i-1.20D+0.5OLr-e-1.60L+1.60H - 0.105 0.280 Bottom 1.296 Min Temo% 1.550 141.387 0.001 +1.20D-.50Lr+1.60L+1.60H . 0.133 0.315 Bottom 1.296 Min Temo% 1.550 . 141.387 - 0.001 - +1.20D+0.50Lr+1.60L+1.60H' - 0.164 0.350 Bottom 1.296 Min Temo% 1.550 141.387 0.001 - -s-1.20D-+0.50Lr+1.60L+1.60H 0.199 0.385- Bottom 1.296 Min lemo% .1.550 141.387 - 0.001 - +1.20D+0.50Lr-s-1.60L+1.60H - 0.237 0.420, Bottom 1.296 Min lemo% 1.550 141.387. 0.002 -.-1.20D+0.5OLr-.-1.60L+1.60H - 0.278 0.455 Bottom 1.296 Min lemo% -' 1.550 141.387 0.002 +1.20D+0.50Lri-1 .60L+1.60H 0.322 0490' Bottom 1.296 Min Temo % 1.550, 141.387 0.002 +1.20D-f0.50Lr+1.60L+1.60H . 0.363 0.525 Bottom 1.296 - Min Temo% . 1.550 141:387 - 0.003 +1.20D-s4.50Lr+1.60L+1.60H 0.381 0.560 Bottom 1.296 Min Temo% - 1.550 141.387 0.003 +1.20D-S0.50Lr+1.60L+1.60H - 0.374 0.595, Bottom 1.296 Min Temo% 1.550 141.387 . 0.003 +1.20D0.50Lr+1.60L+1.60H . 0.344 0.630 Bottom 1.296 Min Temo % 1.550 141.387 0.002 +1 .20D-+O.50Lr-fO.SOL+W+1 .60H - -0.394 , 0.665- Too 1.296 Min Temo % 1.550 141.387 0.003 +1.20D+0.50Lr-+0.50L+W+1.60H . -0.509 .0.700 Too - 1.296 Min Temo% 1.550 - 141.387 - 0.004 +1.20D-+050Lr4050L-i-W+160H -0.643 0.735 Toe. 1.296 Min TemD % 1.550 141.387 0.005 +1.20D+0.50Lr+0.50L+W-i-1.60H -0.797 0.770 Too 1.296 Min Temo % 1.550 , . 141.387 0.006 +1.20D+0.50Lr-'-0.50L+W+1.60H -0.969 0.805 - Too 1.296 Min Temo % 1.550 4 141.387 0.007 +1.20D+0.5OLr+0.50L+W+160H -1.161 0.840 TOD 1.296 Min Temo% 1.550 141.387 0.008 -s-1.20D-+0.5OLr-+0.50L+W+160H - -1.372 0.875 -- Too 1.296 Min Temp% - 1.550 - 141.387 0.010 +1.20D-+0.50Lr40.50L+W-s-1.60H . -1.601 0.910 Too - ' 1.296 Min Temo % 1.550 . 141.387 0.011 +1.20D-i0.50Lr*0.50L+W-i-1.60H .- . --1.850 . 0.945 - Too 1.296 Min lemo% 1.550, 141.387 0.013 +1.20D+0.5OLr-'4.50L+W+160H -2.117 0.980 Too 1.296 Min lemo% -1.550 . 141.387 0.015 -+0.90D+W-'0.90H - 16.827 1.015 - Bottom 1.296 Min Temo % . 1.550 141.387 0.119 - +0.90D+W-t0.90H 16.663 1.050 Bottom 1.296 Min lemo% 1.550 - 141.387 0.118 +0.90D+W+0.90H 16.488 1.085 Bottom 1.296 Min Temo% 1.550 141.387_.- 0.117 -+0.90D+W-t0.90H 16.303 1.120 Bottom 1.296 Min Temo% 1.550 141.387 0.115 - - . - +0.90D-.-W+0.90H - 16.108 1.155 Bottom 1.296 Min Temo% 1.550 . 141.387 0.114 - -i-090D+W40.90H - 15.903 1.190 Bottom' 1.296 Min Temo% 1.550 ' - 141.387 0.112 - - - - -+0.90D-*-W+0.90H , 15.687 1.225 Bottom 1.296 Min Temo% . 1.550 , 141.387 0.111 -t0.90D+W-+0,90H 15.462 1.260 Bottom .1.296 Min Temo% 1.550 141.387 0.109 0.90D+W+0.90H - 15.227 1.295 Bottom - 1.296 Min -Temo% 1.550 .141.387 - 0.108 -t0.90D+W-+0.90H - - 14.981' 1.330 Bottom 1.296 Min Temo % - 1.550 141.387 0.106 -f0.90D+W0.90H 14.726 1.365 Bottom 1.296 Min Temo % 1.550'. 141.387 0.104 -+O.90D+W-i-('J.90H - ' 14.460 1.400 Bottom 1.296 Min Temo % 1.550 141.387 0.102 -i-0.90D+W+0.90H - , 14.184 1.435 Bottom' - 1.296 Min Temo % '1.550 141.387 0.100 - -f0.90D+W40.901-1 - '13.899 1.470 Bottom - 1.296 Mmn Temo % - 1.550 141.387 0.098 - +1.20D-s-0.50Lr+1.60L+1.60H - -13.683 1.505 Too 1.296 Min lemo% 1.550 141.387 0.097 +1.20D-+0.50Lr+1.60L+1.60H - -14.325 1.540 Too 1.296 Min Temo% 1.550 141.387 141.387, . 0.101 +1.20D.5OLr+160L+160H - -14.963 . 1.575 Too 1.296 - Min lemo% 1.550 0.106 . +1.20D-.-0.50Lr-s-1.60L+1.60H - -15.597 1.610 Too - -1.296 Min Temo% 1.550 141.387 0.110 +1.20D-s0.5OLr+1.60L+160H - .. - -16.228 - 1.645 Too - 1.296 Min Temo% - 1.550 141.387 0.115 +1.20D-+0.50Lr+1.60L+1.60H - -16.855 1.680 - Too 1.296 Min Temo% 1.550 -, 141.387 0.119 Description: GRADE BEAM DESIGN, CRITICAL GRADE BEAM WITH MOMENT FRAME 3 LOADS --.--- Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi*Mn Mu! PhiMn +120D+05OLri-160L+1.60H -17.479 1.715 Too 1.296 Min Temo % 1.550 141.387 0.124 +1.20D+0.5OLr+1.60L+1.60H -18.099 1.750 Too 1.296 Min Temo % 1.550 141.387 0.128 +120D+050Lr+160L+1.60H -18.715 1.785 Too 1.296 Min Temo % 1.550 141.387 0.132 +120D-5OLr+160L+1.60H . -19.328 1.820 Too 1.296 Min Temo% 1.550 141.387 0.137 +120D+5OLr+1.60L+1.60H -19.938 1.855 Too 1.296 Min Temo% 1.550 141.387 0.141 +1.20D'+0.50Lr+1 .60L+1 .60H -20.544 1.890 Too 1.296 Min Temo % 1.550 141.387 0.145 +1.20D'0.50Lr+1.60L+1.60H -21.146 1.925 Too 1.296 Min Temo % 1.550 141.387 0.150 +1.20D.5OLr+1.60L+1.60H -21.745 1.960 Too 1.296 Min Temo% 1.550 141.387 0.154 +1.20D+0.50Lr+1.60L+1.60H -22.340 1.995 Too 1.296 Min Temo % 1.550 141.387 0.158 +1.20D+0.50Lr+1.60L+1.60H -22.932 2.030 Too 1.296 Min Temo % 1.550 141.387 0.162 +1.20D+0.5OLr+1.60L+1.60H -23.520 2.065 Too 1.296 Min Temo % 1.550 141.387 0.166 +1.20D+0.50Lr-'-1 .60L+1.60H -24.104 2.100 Too 1.296 Min Temo % 1.550 141.387 0.170 +1.20D+().5OLr+1.60L+1.60H -24.685 2.135 Too 1.296 Min Temo % 1.550 141.387 0.175 +1.20Di0.50Lr+1.60L+1.60H -25.262 2.170 Too 1.296 Min Temo % 1.550 141.387 0.179 +1.20D+0.50Lr+1.60L+1.60H -25.835 2.205 Too 1.296 Min Temo% 1.550 141.387 0.183 +1.20D40.50Lr+1.60L+1.60H -26.405 2.240 Too 1.296 Min Temo % 1.550 141.387 0.187 +1.20D+0.50Lr+1.60L+1.60H -26.972 2.275 Too 1.296 Min Temo % 1.550 141.387 0.191 +1.20D+0.50Lr+1.60L+1.60H -27.534 2.310 Too 1.296 Min Temo % 1.550 141.387 0.195 +1.20D-+0.5OLr+1.60L+1.60H -28.093 2.345 Too 1.296 Min Temo % 1.550 141.387 0.199 +1.20D+0.50Lr+1.60L+1.60H -28.648 2.380 Too 1.296 Min Temo % 1.550 141.387 0.203 +1.20D+0.50Lr+1.60L+1.60H -29.200 2.415 Too 1.296 Min Temo % 1.550 141.387 0.207 +1.20D+0.50Lr+1.60L+1.60H -29.748 2.450 Too 1.296 Min Temo % 1.550 141.387 0.210 +1.20Di0.50Lr+1.60L+1.60H -30.292 2.485 Too 1.296 Min Temo % 1.550 141.387 0.214 +1.20D-+0.50Lr+1.60L+1.60H -30.833 2.520 Too 1.296 Min Temo % 1.550 141.387 0.218 +1.20Dt0.50Lr+1.60L+1.60H -31.370 2.555 Too 1.296 Min Temo % 1.550 141.387 0.222 +1.20D+0.50Lr+1.60L+1.60H -31.903 2.590 Too 1.296 Min Temo % 1.550 141.387 0.226 +1.20D4050Lr+1 £OL+1.60H -32.433 2.625 Too 1.296 Min Temo % 1.550 141.387 0.229 +1.20D40.50Lr+1.60L+1.60H -32.959 2.660 Too 1.296 Min Temo % 1.550 141.387 0.233 +1.20D.5OLr+1.60L+1.60H -33.481 2.695 Too 1.296 Min Temo% 1.550 141.387 0.237 +1 .20D+O.50Lr+1.60L+1.60H -33.999 2.730 Too 1.296 Min Temo % 1.550 141.387 0.240 +1.20D+0.50Lr+1.60L+1.60H -34.514 2.765 Too 1.296 Min Temo % 1.550 141.387 0.244 +1.20D-,435OLr+160L+1.60H -35.025 2.800 Too 1.296 Min Temo % 1.550 141.387 0.248 +1.20D4050Lr+160L1-160H -35.532 2.835 Too 1.296 Min Temo % 1.550 141.387 0.251 +1.20D-+0.50Lr+1.60L+1.60H -36.036 2.870 Too 1.296 Min Temo % 1.550 141.387 0.255 +1.200t0.50Lr+160L+160H -36.535 2.905 Too 1.296 Min Temo % 1.550 141.387 0.258 +1.20D-'-0.50Lr+1.60L+1.60H -37.032 2.940 Too 1.296 Min Temo % 1.550 141.387 0.262 +1.20D-+0.50Lr+1.60L+1.60H -37.524 2.975 Too 1.296 Min Temo % 1.550 141.387 0.265 +1.20D0.50Lr+1.60L+1.60H -38.012 3.010 Too 1.296 Min Temo % 1.550 141.387 0.269 +1.20D+050Lr+160L-'-160H -38.497 3.045 Too 1.296 Min Temo % 1.550 141.387 0.272 +1.20D050Lr+160L+160H -38.978 3.080 Too 1.296 Min Temo% 1.550 141.387 0.276 +1.20D+050Lr+160L+160H -39.455 3.115 Too 1.296 Min Temo % 1.550 141.387 0.279 +1.20D+0.50Lri-1.60L+1.60H -39.929 3.150 Too 1.296 Min Temo % 1.550 141.387 0.282 +1.20D+0.50Lr+1.60L+1.60H -40.398 3.165 Too 1.296 Min Temo % 1.550 141.387 0.286 +1.20Dt0.50Lr+1 .60L+1.60H -40.864 3.220 Too 1.296 Min Temo % 1.550 141.387 0.289 +1.20D40.50Lr+1.60L+1.60H 41.326 3.255 Too 1.296 Min Temo % 1.550 141.387 0.292 +1.20D-s0.50Lr+1.60L+1.60H 41.785 3.290 Too 1.296 Min Temo % 1.550 141.387 0.296 i-1.20D+05OLr+1.60L+1.60H 42.239 3.325 Too 1.296 Min Temo % 1.550 141.387 0.299 +1.20D-i-50Lr+160L+160H 42.690 3.360 Too 1.296 Min Temo% 1.550 141.387 0.302 +1.20D40.50Lr+1.60L+1.60H -43.137 3.395 Too 1.296 Min Temo % 1.550 141.387 0.305 +1.20D-i0.50Lr-i-1 .60L+1.60H 43.580 3.430 Too 1.296 Min Temo % 1.550 141.387 0.306 +1.20D+.5OLr+160L+1.60H 44.019 3.465 Too 1.296 Min Temo% 1.550 141.387 0.311 +1.20D-.050Lr+160L+160H 44.454 3.500 Too 1.296 Min Temo % 1.550 141.387 0.31 +1.20D40.50Lr+1.60L-t.1.60H -44.885 3.535 Too 1.296 Min Temo % 1.550 141.387 0.317 +1.20D+050Lr+160L+160H 45.313 3.570 Too 1.296 Min Temo % 1.550 141.387 0.32C +1.200-'0.50Lr+1.60L+1.60H 45.737 3.605 Too 1.296 Min Temo% 1.550 141.387 0.32 +1.20D+0.50Lr-'-1.60L+1.60H 46.157 3.640 Too 1.296 Min Temo % 1.550 141.387 0.32€ +1.20D40.50Lr+1.60L+1.60H 46.573 3.675 Too 1.296 Min Temo % 1.550 141.387 0.32c +1.20D+0.50Lr+160L+160H 46.985 3.710 Too 1.296 Min Temo % 1.550 141.387 0.332 +1.20D+050Lr+160L+160H 47.393 3.745 Too 1.296 Min Temo % 1.550 141.387 0.335 +1.20D-p050Lr+160L+160H 47.797 3.780 Too 1.296 Min Temo % 1.550 141.387 0.33€ +1.20D+05OLr+160L+160H 48.198 3.815 Too 1.296 Min Temo% .1.550 141.387 0.341 +1.20D-'0.50Lr*160L+160H -48.594 3.850 Too 1.296 Min Temo % 1.550 141.387 0.34 +1.20Ds0.5QLr-..160L+160H -48.987 3.885 Too 1.296 Min Temo% 1.550 141.387 0.34€ +1.20D+0.50Lr+160L+160H 49.376 3.920 Too 1.296 Min Temo % 1.550 141.387 0.34c '/3 -- 1iF14 Description : GRADE BEAM DESIGN, CRITICAL GIADE BEAM WITH MOMENT FRAME 3 LOADS . FootIng Flexure Maximum Values for Load Combination Distance Tension Governed - Load Combination... Mu from left Side As Reqd . by Actual As . Phi*Mn Mu I PhiMn +1.20D+c.5OLr+1.60L+1.60H 49.761 3.955 Too 1.296 Min Temo% 1.550 ' 141.387 0.352 +1.20D+.5OLr+1.60L+1.60H -50.142 3.990 Too 1.296 Min Two % ,. 1.550 141.387 0.355 +1.200+0.5QLr+1.60L+1.60H -50.519 4.025 Too 1.296 Min Temo% 1.550 - 141.387 0.357 -s-1.20D+0.50Lr+1.60L+1.60H -50.892 4.060 Too 1.296 Min Temo% 1.550 141.387 0.360 +1.20D+0.5OLr+1.60L+1.601-1 -51.261 - 4.095 Too 1.296 Min lemo% - 1.550 141.387 0363 +1.20D-+0.50Lr+1 .60Li-1.60H -51.626 4.130 Too 1.296 -Min Temo % 1.550 141.387w 0.365 +1.20D-s0.50Lr+1.60L+1.60H -51.987 4.165 Too 1.296 Min Temo% 1.550 . 141.387 .' 0.368 +1.20D-+0.5OLr+1.60L+1.60H -52.345 4.200 Too 1.296'Min Temo% 1.550 . 141.387 0.370 -s-1.20D-s-.50Lr-s-1.60L+1.60H . -52.698 4.235 Too 1.296 Min Temo% 1.550 . 141.387 0.373 -i-1.20D-i-0.50Lr+1.60L+1.60H -53.047 4.270 Too 1.296 Min Temo% 1.550 141.387 0.375 +1.20D-'-0.50Lr+1.60L+1.60H -53.393 4.305 Too 1.296 Min Temo% 1.550 141.387 0.378 +1.20D.5OLr+1.60L+1.60H -53.734 4.340 Too 1.296 Min Temo% 1.550 . 141.387 0.380 +1.20D+0.5OLr+1.60L+1.60H . -54.071 4.375 Too 1.296 Min Temo% 1.550 141.387 0.382 -t-1.20D-i-0.50Lr+1.60L+1.60H -54.405 4.410 Too 1.296 Min Temo% - 1.550 141.387 0.385 +1.20D+0.50Lr+1 .60L+1 .60H -54.734 4.445 Too 1.296 Min Temo % 1.550 141.387 0.387 +1.20D.5OLr+1.60L+1.60H -55.060 4.480 Too 1.296 Min Temo% - 1.550 141.387 0.389 +1.20D-+0.5OLr+1.60L+1.60H - -55.381 4.515 Too 1.296 Min Temo% 1.550 141.387 0.392 +1.20D-+0.50Lr+1.60L+1.60H -55.698 4.550 Too 1.296 Min Temo% 1.550.. 141.387 0.394 -0.20D-'-0.50Lr+1.60L+1.60H -56.012 4.585 Too 1.296 Min Temo% 1.550 141.387 0.396 +1.20D-i0.50Lri-1.60L+1.60H - -56.321 4.620 Too 1.296 Min Temo % 1.550 141.387 0.398 +1.20D.5OLr+1.60L+1.60H -56.626 4.655 Too - . 1.296 Min Temo% 1.550 141.387 '0.401 +1.20D-i-0.5OLr-s-1.60L+1.60H -56.928 4.690 Too 1.296 Min Temo% 1.550 . . 141.387 0.403 +1.20D+0.5OLr-s-1.60L+1.60H -57.225 4.725 Too 1.296 Min Temo% 1.550 . 141.387 0.405 +1.20D40.50Lr+1'.60L+1.60H -57.518 4.760 Too 1.296 Min Temo% 1.550 141.387 0.407 •. +1.20D-+0.5OLr-s-1.60L+1.60H : -57.807 4.795 Too . 1.296 Min Temo% - 1.550 141.387 0.409 +1.20D+0.5OLr+1.60L+1.60H - -58.092 4.830 Too . 1.296 Min Temo% 1.550 141.387 - 0.411 +1.20D+0.50Lr+1.60L+1.60H -58.373 4.865 Too 1.296 Min Temo% 1.550 141.387 0.413 - +1.20D-i-0.5OLr+1.60L+1.60H , -58.650 4.900 Too 1.296 Min Temo% 1.550 141.387 0.415 +1.20D40.50Lr-'-1.60L+1.60H . - -58.923 4.935 Too 1.296 . Min Temo% ,, 1.550 141.387 0.417 +1.20D-+4.5OLr+1.60L+1.60H .. - -59.191 4.970 Too 1.296 Min lemo% 1.550 141.387 - 0.419 +1.20D+0.50Lr+1.60L+1.60H -59.456 5.005 Too 1.296 Min Temo % 1.550 141.387 0.421 +1.20D-+0.50Lr-'-1.60L-'-1.60H -59.717 5.040 Too 1.296 Min Temo% -1.550 7 141.387 0.422' +1.20D-+05OLr+160L-i-160H . -59.973 5.075 Too 1.296 Min Terno% 1.550 .141.387 0.424 +1.20D-+0.5OLr+1.60L+1.60H - -60.225 5.110 Too , 1.296 Min Temo% 1.550 141.387 0.426 +1.20D+05OLr+160L-+-160H -60.474 5.145 Too 1.296 Min Temo% .1.550 - 141.387 0.428 +1.20D'+.5OLr+1.60L+1.60H -60.718. 5.180 Too 1.296 Min Temo% 1.550 141.387 0.429 +12OD-+0.50Lr+1.60L+1.60H -60.958 5.215 - Too 1.296 Min lemo%. 1.550 141.387 0.431 +1.20D40.50Lr-s-1.60L+1.60H -61.193 5.250 Too 1.296 Min Temo% 1.550 141.387 0.433 +1.200-.-0.5OLr-i-1.60L+1.60H -61.425 . 5.285 Too 1.296 Min Temo% 1.550. 141.387 0.434 +1.200-f0.50Lr+1.60L+1.60H -61.653 5.320 Too - 1.296 Min Temo% 1.550- 141.387 0.436 +1.20D+0.50Lr+1.60L+1.60H -61.876 5.355 'Too 1.296 Min Temo% . 1.550 141.387 0.438 - +1.20D-+0.50Lr+1.60L+1.60H - -62.095 5.390 Too 1.296 Min Temo%. 1.550, 141.387 . 0.439 +1.20D.5OLr+1.60L+1.60H -62.310 5.425. Too 1.296 Min Temo% 1.550. .141.387 0.441 -s-1.20D-i-0.5OLr+1.60L+1.60H . -62.521 5.460 Too 1.296 Min Temo% 1.550 141.387 0.442 +1.20D-f0.50Lr+1.60L-s-1.60H -62.728 5.495 Too 1.296 Min Temo% 1.550. 141.387 0.444 +1.20D-+O.50Lr-'-1.60L+1.60H -62.931 5.530 Too 1.296 Min Temo % . 1.550 141.387 0.445 +1.20D-.5OLr+1.60L+1.60H - -63.129 5.565 Too 1.296 Min Temo% 1.550 141.387 0.446 +1.20D40.50Lr-s-1.60L-.-1.60H - -63.323 - 5.600 Too 1.296 Mm Temo % 1.550 141 .387 . 0.448 +1.20D-+O.50Lr+1.60L+1.60H ' -63.513 - 5.635 Too 1.296 - Min Temo % 1.550. 141.387 0.449 +1.200-s-0.50Lr-.-1.60L+1.60H -63.699 - 5.670 Too 1.296 Min Temo % - 1.550, 141.387 0.451 - +1.20D+0.50Lr+1.60L+1.60H -63.881 5.705 Too 1.296 Min Temo % 1.550 ,. 141.387 0.452 +1.20D-0.50Lr+1.60L+1.60H -. - -64.058 5.740 Too 1.296 Min Temo% 1.550 141.387 0.453 +1.20D-'-0.50Lr+1.60L+1.60H -64.231 5.775 Too 1.296 Min Temo % -1.550 141.387 0.454 +1.20D-+4.5OLr+1.60L+1.60H , -. - -64.400 5.810 Too 1.296 - Min Temo% 1.550, - 141.387 . 0.455 +1.20D-s-.5OLr+160L+160H - - -64.565 5.845 - Too - 1.296 Min Temo% 1.550 141.387 - 0.457 +1.200+0.50Lr+160L+160H - -64.725 - 5.880 - Too 1.296 - Mm Temo % -• 1.550 141.387 0.458 - - +1.20D.5QLr+1.60L+160H -64.881 5.915 Too - 1.296 Min Temo% - -1.550 - 141.387 -- 0.459 +1.20D-+0.50Lr+1.60L-s-1.60H -65.033 5.950 Too . - 1.296 - Min Temo % - 1.550 - 141.387 0.460 +1.20D+0.5OLr+1.60L+1.60R -65.181 5.985 Too - 1.296 Min lemo% 1.550 - 141.387 0.461 +1.20D+0.5OLr-s-1.60L+1.60R -65.324 6.020 Too • 1.296 - Min Temo% - 1.550- 141.387' 0.462 -'-1.20D+0.5OLr+160L+160H - -65.464 6.055 -Too -1.296 - Min Temo% 1.550 141.387 0.463 -- -s-1.20D-'-0.50Lr+1.60L+160H - -65.599 6.090 Too - - 1.296 Min Temo % 1.550 141.387 0.464, +120D-+-0.50Lr-s-1.60L+1.60H - -65.729 6.125 Too - 1.296 Min Temo% 1.550 141.387 0.465 -t-1.200-s-0.50Lr+1.60L+1.60H - -65.855 6.160.. Too 1.296 - Min Temo%,- - 1.550 141.387 0.466 - - * 4. - V •.'• - . Description: GRADE BEAM DESIGN, CRITICAL GRADE BEAM WITH MOMENT FRAME 3 LOADS , Footi ng Fleure-. Maximum Values fo r d Comb on Distance Tension Governed I ." . - Load Combination... Mu from left Side As Reqd by Actual As . Phi*Mn Mu I PhiMn +1.20D-'-0.50Lr+1.60L+1.60H -65.978 6.195 Too 1.296 Min Temo% 1.550 141.387 0.467 +1.20D40.50Lr+1.60L+1.60H - ' . . -66.095 6.230 Too 1.296 Min Temo% .. 1.550 141.387 0.467 +1.20D-+0.50Lr+1.60L+1.60H . . -66.209 6.265 Too 1.296 Min Temo %- 1.550 . 141.387 0.468 +120D+50Lr+160L+160H . , -66.318 6.300 Too 1.296 Min lemo% 1.550 141.387 - 0.469 +1.20D+0.5OLr+1.60L+1.60H -66.423 . 6.335 Too 1.296 Min Temo % 1.550 , -. 141.387 0.470 +120D4050Lr+1.60L+1.60H - - -66.523 6.370 Too . 1.296 Min Temo % ' 1.550 "', 141.387 0.471 +1.20D+0.50Lr+1.60L+1.60H . -66.619 6.405 Too - 1.296 Min Temo% . 1.550 - 141.387 0.471 +120D+50Lr+160L+160H - - 66.711 6.440 Too 1.296 Min Temo % 1.550 i 141.387 0.472 +1.20D+0.5OLr+1.60L+1.60H -66.799 6.475 Too 1.296 Min Temo % 1.550 141.387 0.472 +1.20D450Lr+1.60L+1.60H -66.882 6.510 Too 1.296 Min lemo% 1.550 . 141.387 0.473 +1.20D-s.5OLr+1.60L+1.60H -66.961 6.545 Too 1.296 Min Temo % 1.550 141.387 0.474 +1.20D-s05OLr+1.60L+1.60H . -67.035 6.580 .. Too 1.296 Min Temo%. 1.550 141:387 0.474 +1.20D40.50Lri-1.60L+1.60H -67.105 6.615 Too 1.296 Min Temo% 1.550 ' -141.387 .. 0.475 , +120D-i050Lr+160L+1.60H -67.171 6.650 TOO' .1.296 Min Temo% - 1.550 - 141.387 - 0.475 +1.20D-+0.50Lr-'-1.60L+1.60H -67232 6.685. Too 1.296 Min Temo % 1.550 '. 141.387 0.476 +1.20D+0.50Lr+1.60L+1.60H -67.289 6.720 Too 1.296 'Min Temo% . 1.550 141.387 0.476 +1.20D+0.5OLr+1.60L+1.60H -67.342 6.755. Too 1.296 MinTemo% '1.550 141.387 - .0.476 +1.20D+0.5OLr+1.60L+1.60H , -67.390 6.790 . Too 1.296 Min Temo% 1.550' 141387' - 0.477 +120D-*050Lr+1.60L+1.60H , -67.434 6.825 Too. 1.296 Min Temo % '. 1.550, ' 141.387 - 0.477 +1.20D40.50Lr+1.60L+1.60H -67.473 6.860 - Too 1.296 Min Temo% 1.550- 141.387 0.477 -i-120D-s-35OLr+1.60L-s-1.60H ' -67.508 6.895 Toot 1.296 Min Temo% 1.550 141.387 0.477 +1,20D+0.5OLr+1.60L+1.60H -67.539 .6.930 Too 1.296 Min Temo% .1.550 - 141.387 0.478 -1-1.20D40.50Lr-'-1.60L+1.60H -67.565 6.965' Too - 1.296 . Min Temo% 0.550 141.387 0.478 , V +1.20D+0.5OLr+1.60L+1.60H . -67.587 7.000 Too 1.296 Mm Temo %' 1.550 - 141.387 0.478 +120D-'-05OLr-+50L+W+160H -67.627 7.035 - Too 1.296 Min Temo % .1.550 , 141.387 '- 0.478 +1.20D-+0.50Lr-+0.50L+W+1.60H -67.921 7.070 Too - 1.296 Min Temo% -, 1.550 141.387 ' - 0.480 +1.20D-+0.5OLr-s-0.50L+W+1.60H -68.211 - 7.105 Too. - 1.296 Min Temo% - - 1.550 , - 141.387 - 0.482 +1.20D+0.5OLr+0.50L+W+1.60H - -68.497 7.140 Too- - 1.296 '. Min Temo% . . 1.550 - 141.387 0.484' - i-1.200-t0.50Lr-i0.50L+W+160H . -68.780 7.175 Too- 1.296 Min Temo% -1.550 141.387 0.486 - +1.20D40.50Lr40.50L+W+1.60H- -69.059 7.210 Too 1.296 Min Temo% 1.550 . 141.387 0.488 - +1.20D+0.50Lr+0.50L+W+1.60H - -69.333 7.245 Too. 1.296 Min Temo% 1.550: 141.387 0.490' +1.20D-+05QLr-+050L+W+160H -69.604 7.280 Too 1.296 - MinTemo% 1.550-' - 141.387. 0.492 - V +1.20D-'-0.50Lr-t0.50L+W+160H. - - -69.871 7.315 - Too 1.296 Min -Temo% - 1.550 . 141.387 0.494 - * +1.20D+0.50Lr+0.50L+W+1.60H -70.135 7.350 - Too , 1.296 Min Temo% 1.550, . 141.387 0.496 - -i-1.20D+0.50Lr-+0.50L+W+160H - -70.394 , 7.385 Too- 1.296 Min Temo% 1.550 141.387 - -' 0.498 - +1.20D-+43.5OLr-050L+W+160H -70.649 7.420 Too 1.296 Min Temo% 1.550 - 141.387 0.500 1.20D40.50Lr-+0.50L+W+1.60H -70.901 - 7.455 Too . 1.296 Min Temo% 1.550' 141.387 0.501 -. +1.20D-s-0.50Lr-+0.50L+W+1.60H - -71.148 - 7.490 • Top 1.296 Min Temo % 1.550 '' 141.387. 0.503 +1.20D+0.50Lr0.50L+W+160H -71.391 7.525 - Too 1.296 Min Temo% 1.550 141.387 0.505 • +1.20D-i-0,50Lr-s-0.50L+W+1.60H - -71.630 7.560 . Too - 1.296 Min Temo % 1.550 - 141.387 0.507 +1.20D-+0.50Lr-+0.50L+Wi-1.60H - -71.865 7.595 Too 1.296 ' Min Temo % - 1.550 141.387 0.508 i-1.20Di0,50Lr+0.50L+W+1.60H -72.096 7.630 Too 1.296 Min Temo% 1.550' 141.387 - 0.510. +1.2OD,5OLr+(J.5OL+W+16OH , -72.323 7.665 Too 1.296 Min Temo% 1.550 141.387 0.512 +1.20D,5OLr-+0.50L+W+160H' . - -72.546 7.700 Too - -1.296 Min Temo% . 1.550 - 141.387 0.513- +1.20D+05OLr-'-050L+W+160H . -72.764 - 7.735 Too - 1.296 - Min Temo% 1.550. 141.387 4515- +1.20D5OLr-+50L+W+160H • -72.978 7.770 Too 1.296 Min lemo% .1.550 141.387 0.516 * - +1.20D-'-0.50Lr+0.50L+W+1.60H -73.188 7.805 Too 1.296 Min Temo% 1.550 ' 141.387. 0.518 - - +1.20D+(J5OLr-i-050L+W+160H - - -73.394 7.840 Too 1.296 MinTemo% - - 1.550 141 .387 0.519 - +1.20D-t0.5OLr+0.50L+W+1.60H ' -73.595 - 7.875 Too 1.296 - Min Temo% 1.550 141.387 -0.521 +1.20D+0.50Lr-50L+W+160H - -73.792 7.910 Too 1.296 Min Temo% 1.550 141.387 0.522 +1.20D+0,5OLr+1.50L+W+160H -73.985 7.945 Too 1.296 Min Temo% - 1.550 141.387 -'0.523 - :+1.20D-4-0.5oLr'-0.50L+w+1.60H -74.173 - 7.980 Too - 1.296 Min Temo% - 1.550 141.387 0.525 -- - ' +1.20D.5OLr-,-.50L+W+160H - - -74.357 8.015 Too 1.296 Min Temo% - 1.550 .. 141.387 - 0.526 -• +1.20D-'-0.50Lr+0.50L+W+1.60H -74.537. 8.050 Too 1.296 Min Temo% - 1.550 141.387 0.527 +1.20D-+-(J5OLr+(J50L+W+160H -74.712 8.085 Too 1.296 Min Temo % 1.550 141.387 0.528 +1.20Di-050Lrs-050L+W-i-160H -74.882 8.120 Too 1.296 Min Temo % 1.550'.141.387 0.530 - +120D+.5OLr-s-0.50L+W+160H -75.048 8.155 Too 1.296 Min Temo % --1.550 141.387 - 0.531 +1.20D-.43.5OLr.50L+W+160H -75.210 8.190 Too - 1.296 - Min Temo% 1.550 141.387 - 0.532 +1.20D.50Lr450L+W+1.60H -75.367 8.225 Too - 1.296 - Min Temo % 1.550 141.387 . 0.533 - +1,20D+0,50Lr-t0,50L+W+1,60H , -75.519 8.260 Too 1.296 Min Temo % 1.550 - 141.387 - 0.534 +1.2OD+j,5OLr-s-5OL+W+16OH -75.667 8.295 Too .1.296 Mm Temo% 1.550 141.387 0.535 +1,20D-+0.50Lr-f050L+W+160H 775.810 8.330 Too 1.296 Min Temo % 1.550 141.387 ' 0.536 +1.20D+0.5OLr+050L-.-W+160H -75.948 - 8.365 Too 1.296 Min Temo% 1.550 141.387 0.537 +1.20D-'-0.5OLr-+-050L+W+160H ' -76.082 8.400 Too - 1.296 - Min Temo % 1.550 141.387 0.538 - i(ç jib I1T i'0I.10I0}4II; Licensee : 1IJlIY..VLS]I STRUCTURAL ENGINEERS: Description: UKAUt MAM UI(N U(i I R.AL DIAD btAM WI I H MOMENT FRAME 3 LOADS _v-- --- Footing Elexure .Maximum Values fo! Load Combination Distance Tension Governed Load Combination... Mu from left Side As Reqd by Actual As Phi*Mn Mu I PhiMn +120D-s050Lr4050L+W+160H -76.211 8.435 Too 1.296 Min Temo % 1.550 141.387 0.539 +1.20D+0.50Lr+0.50L+W+1.60R -76.335 8.470 Too 1.296 Min Temo % 1.550 141.387 0.540 +120D+()50Lr+50L+W+160H -76.455 8.505 Too 1.296 Min Temo % 1.550 141.387 0.541 +1.20D+()50Lr+50L+W+160H . -76.570 8.540 Too 1.296 Min lemo% 1.550 141.387 0.542 +1.20D+0.5OLr+0.50L+W+1.60H -76.680 8.575 Too 1.296 Min Temo % 1.550 141.387 0.542 1.20D+0.50Lr+0.50L+W+1.60H -76.785 8.610 Too 1.296 Min Temo % 1.550 141.387 0.543 +1.20D+0.5OLr+050L+W+160H -76.885 8.645 Too 1.296 Min Temo% 1.550 141.387 0.544 +1.20D-l-0.50Lr40.50L+W+1.60H -76.980 8.680 Top 1.296 Min Temo % 1.550 141.387 0.544 +1.20D+0.5OLr+050L+W+160H -77.070 8.715 Too 1.296 Min Temo % 1.550 141.387 0.545 +1.20D+0.5OLr+050L+W+160H -77.156 8.750 Too 1.296 Min Temo % 1.550 141.387 0.546 +1.20D-0.5OLr+.50L+W+160H -77.236 8.785 Too 1.296 Min Temo % 1.550 141.387 0.546 +1.20D-,.5OLrs0.50L-i-W+160H -77.311 8.820 Too 1296 Min Temo % 1.550 141.387 0.547 +1.20D40.50Lr+0.50L+W+1.60H -77.382 8.855 Too 1.296 Min Temo % 1.550 141.387 0.547 +1.20D40.50Lr+0.50L+W+160H -77.447 8.890 Too 1.296 Min Temo % 1.550 141.387 0.548 +1.20D40.50Lr+0.50L+W+1.60H -77.507 8.925 Too 1.296 Min Temo % 1.550 141.387 0.548 i-1.20D+0.50Lr*0.50L+W+160H -77.562 8.960 Too 1.296 Min Temo % 1.550 141.387 0.549 +1.20D+05OLr+050L+W+160H -77.612 8.995 Too 1.296 Min Temo % 1.550 141.387 0.549 i-1.20D+0.5OLr+.50L+W+160H -77.657 9.030 Too 1.296 Min Temo % 1.550 141.387 0.549 +1.20D+.5OLr+050L+W+160H -77.697 9.065 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D.5OLr+0.50L+W+160H -77.731 9.100 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D-+0.50Lr40.50L+W+160H -77.760 9.135 Too 1.296 Min Temo % 1.550 141.387 0.550 +120D+05OLr+50L+W+160H -77.784 9.170 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D40.50Lr+050L+W+160H -77.803 9.205 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D+0.5OLr.i050L+W-,-160H -77.816 9.240 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.200+05OLr+050L-s-W+160H -77.824 9.275 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D+050Lr+050L+W*160H -77.826 9.310 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.2004050Lr+050L+W+160H -77.824 9.345 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D+0.50Lr+0.50L+W+1.60H -77.815 9.380 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D+0.50Lr+0.50L+W+1.60H -77.802 9.415 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D*0.50Lr-+0.50L+W+1.60H -77.782 9.450 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20Dt050Lr+050L+W+160H -77.758 9.485 Too 1.296 Min Temo % 1.550 141.387 0.550 +1.20D+0.50Lr40.50L+W+1.60H -77.728 9.520 Too 1.296 Min Temo % 1.550 141.387 0.550 +120D+050Lr050L.s-W+160H -77.692 9.555 Too 1.296 Min Temo % 1.550 141.387 0.549 +120D-i45OLr+050L+W+160H -77.650 9.590 Too 1.296 Min Temo % 1.550 141.387 0.549 +120D-'050Lr+050L+W+160H -77.604 9.625 Too 1.296 Min Temo % 1.550 141.387 0.549 +120D+)5OLr+050L+W+160H -77.551 9.660 Too 1.296 Min Temo% 1.550 141.387 0.548 +120D+050Lr4050L+W+160H -77.493 9.695 Too 1.296 Min Temo % 1.550 141.387 0.548 +1.20D+05OLr+050L+W+160R -77.429 9.730 Too 1.296 Min Temo % 1.550 141.387 0.548 +1.20D+05OLr-50L+W+160H -77.359 9.765 Too 1.296 Min Temo % 1.550 141.387 0.547 +120D+050Lr-s050L+W+160H -77.284 9.800 Too 1.296 Min Temo % 1.550 141.387 0.547 +120D+050Lr+050L+W+160H -77.203 9.835 Too 1.296 Min Temo % 1.550 141.387 0.546 +1.20Df0.50Lr4050L+W+150H -77.116 9.870 Too 1.296 Min Temo % 1.550 141.387 0.545 +1.20D+0.50Lri0.50L+W+1.60H -77.023 9.905 Too 1.296 Min Temo % 1.550 141.387 0.545 -'-1.20D+0.50Lr+0.50L+W+1.60H -76.924 9.940 Too 1.296 Min Temo % 1.550 141.387 0.544 +1.20D+050Lr.s050L+W-.-150H -76.820 9.975 Too 1.296 Min Temo % 1.550 141.387 0.543 +120D-050Lr+050Li-W+160H -76.710 10.010 Too 1.296 Min Temo % 1.550 141.387 0.543 +120D-+050Lr-'-050L+W+160H -76.593 10.045 Too 1.296 Min Temo % 1.550 141.387 0.542 +1.20D-+05OLr+050L+W+160H -76.471 10.080 Too 1.296 Min Temo % 1.550 14138T 0.541 +120D-+5OLr+050L+W+160H -76.343 10.115 Too 1.296 Min Temo % 1.550 141.387 0.540 +1.20D-0.5OLr+050L+W+160H -76.209 10.150 Too 1.296 Min Temo % 1.550 141.387 0.539 +120D+050Lr-i050L+W+160H -76.069 10.185 Too 1.296 Min Temo % 1.550 141.387 0.538 +1.20D+0.50Lr-+0.50L+W+1.60H -75.922 10.220 Too 1.296 Min Temo % 1.550 141.387 0.537 +120D+050Lr-'-050L+W+160H -75.770 10.255 Too 1.296 Min Temo % 1.550 141.387 0.536 +120D+05OLr+050L+W+160H -75.612 10.290 Too 1.296 Min Temo % 1.550 141.387 0.535 +120D-()50Lr-t50L+W+16H -75.447 10.325 Too 1.296 Min Temo % 1.550 141.387 0.534 +1200+05OLr+050L+W+160H -75.277 10.360 Too 1.296 Min Temo % 1.550 141.387 0.532 +120D+050Lr-'050L+W+160H -75.100 10.395 Too 1.296 Min Témo % 1.550 141.387 0.531 +120D-05OLr+050L+W+160H -74.917 10.430 Too 1.296 Min Temo % 1.550 141.387 0.530 +120D+050Lr+050L+W+160H -74.727 10.465 Too 1.296 Min Temo % 1.550 141.387 0.529 +120D'+050Lr-F050L+W+160H -74.532 10.500 Too 1.296 Min Temo % 1.550 141.387 0.527 +120D+050Lr-t050L+W+160H -74.330 10.535 Too 1.296 Min Temo % 1.550 141.387 0.526 -'-120D+05OLr-.050L+W+160H -74.122 10.570 Too 1.296 Min Temo % 1.550 141.387 0.524 +120D+05OLr-i050L+W-*.160H -73.907 10.605 Too 1.296 Min Temo % 1.550 141.387 0.523 +120D+050Lr+050L+W+160H -73.687 10.640 Too 1.296 Min Temo % 1.550 141.387 0.521 117 I -' .. '';. L ENERCAIIC INC 1983-2015Bulld6lsllgVnrRlciiq Description: GRADE BEAM DESIGN, CRITICAL GI3ADE BEAM WITH MOMENT FRAME 3 LOADS - ----,-.,--.- -----...,- Footing Flexure - Maximum .Vaiues.forLoad Combination Distance Tension Governed Load Combination... Mu from left Side As Reqd by Actual As Phi*Mn Mu I PhiMn +1.20Dt0.50Lr+0.50L+W+1.60H -73.459 10.675 Too 1.296 Min Temo % 1.550 141.387 0.520 +1.20D40.50Lr+0.50L+W+1.60H -73.226 10.710 TOD 1.296 Min Temo % 1.550 141.387 0.518 +1.20D-5OLr-50L+W+160H -72.986 10.745 TOD 1.296 Min Temo % 1.550 141.387 0.516 +1.20D+05OLr50L+W+160H -72.739 10.780 Too 1.296 Min Temo% 1.550 141.387 0.514 +1.20D4050Lr4050L+W+160H -72.486 10.815 Too 1.296 Min Temo % 1.550 141.387 0.513 +1.20D-t0.50Lr40.50L+W+160H -72.226 10.850 Too 1.296 Min Temo % 1.550 141.387 0.511 +1.20D.5OLr+0.50L+W+160H -71.960 10.885 Too 1.296 Min Two % 1.550 141.387 0.509 +1.20Dt0.50Lr+0.50L+W+1.60H -71.688 10.920 Too 1.296 Min Temo % 1.550 141.387 0.507 i-1.20D+0.5QLr-tQ.50L+W-s-160H -71.408 10.955 Too 1.296 Min Temo % 1.550 141.387 0.505 +1.20D-t0.50Lr+0.50L+W.s-160H -71.123 10.990 Too 1.296 Min Temo % 1.550 141.387 0.503 +1.20D+0.50Lr+0.50L+W+160H -70.830 11.025 Too 1.296 Min Temo % 1.550 141.387 0.501 +1.20D5OLr+050L+W+160H -70.531 11.060 Too 1.296 Min Two % 1.550 141.387 0.499 +120D+05OLr+050L+W.s-160H -70.225 11.095 Too 1.296 Min Temo% 1.550 141.387 0.497 +120D-+050Lr4050L+W+160H -69.912 11.130 Too 1.296 Min Temo % 1.550 141.387 0.494 +120D-'050Lr4050L+W+160H -69.593 11.165 TOD 1.296 Min Temo % 1.550 141.387 0.492 -i-1.20D-i0.50Lr.+050L+W+160H -69.267 11.200 Too 1.296 Min Temo % 1.550 141.387 0.490 +1.20D+0.50Lr+0.50L+W+1.60H -68.934 11.235 Too 1.296 Min Temo % 1.550 141.387 0.488 i-1.20D-+050Lrs050L+W+160H -68.594 11.270 Too 1.296 Min Temo% 1.550 141.387 0.485 +1.20D+.5OLr-+0.50L+W+160H -68.247 11.305 Too 1.296 Min Terno % 1.550 141.387 0.483 -s-120D-i-050Lr-+050L+W+160H -67.894 11.340 Too 1.296 Min Temo % 1.550 141.387 0.480 +1.20D40.50Lr40.50L+W+160H -67.533 11.375 Too 1.296 Min Temo % 1.550 141.387 0.478 +1.20D-s.0.50Lr+0.50L+W-s-160H -67.166 11.410 Too 1.296 Min Temo % 1.550 141.387 0.475 +1.20D-'-0.50Lr+050L+W+160H -66.792 11.445 Too 1.296 Min Temo % 1.550 141.387 0.472 +1.20D-'-().50Lr+050L+W+160H -66.410 11.480 Too 1.296 Min Temo % 1.550 141.387 0.470 +1.20D+0.50Lr+0.50L+W+1.60H -66.022 11.515 Too 1.296 Min Temo % 1.550 141.387 0.467 +1.20D-'0.50Lr4050L+W+160H -65.627 11.550 Too 1.296 Min Temo % 1.550 141.387 0.464 i-1.20D1050Lr-+050L+W+160H -65.224 11.585 Too 1.296 Min Temo % 1.550 141.387 0.461 -'-1.20D-f0.50Lr-s0.50L-'-W+1.60H -64.815 11.620 Too 1.296 Min Temo % 1.550 141.387 0.458 +1.20D-fO.50Lr+0.50L+W-.-1.60H -64.398 11.655 Too 1.296 Min Temo % 1.550 141.387 0.455 +1.20D4050Lr-+050Li-W+160H -63.974 11.690 Too 1.296 Min Temo % 1.550 141.387 0.452 +1.20D+05OLr50L+W+160H -63.543 11.725 Too 1.296 Min Temo% 1.550 141.387 0.449 +1.20D+05OLr*050L+W.i-160H -63.105 11.760 Too 1.296 Min Temo % 1.550 141.387 0.446 +120D+05OLr+050L+Wi-160H -62.660 11.795 Too 1.296 Min Temo % 1.550 141.387 0.4.43 +1.20D+050Lr4050L+W+160H -62.207 11.830 Too 1.296 Min Temo % 1.550 141.387 0.440 +120D+050Lr-f050L+W+160H -61.747 11.865 Too 1.296 Min Temo % 1.550 141.387 0.437 +1.20D40.50Lr+0.50L+W+1.60H -61.280 11.900 Too 1.296 Min Temo % 1.550 141.387 0.433 +1.20D40.50Lr.50L+W+1.60H , -60.805 11.935 Too 1.296 Min Temo% 1.550 141.387 0.430 +1.20D+0.50Lr-+050L+W+160H -60.324 11.970. Too 1.296 Mm Temo % 1.550 141.387 0.427 +1.20D-'O.50Lr-+050L+W+160H -59.834 12.005 Too 1.296 Min Temo% 1.550 141.387 0.423 +120Ds050Lr+050Li-W+160H -59.338 12.040 TOD 1.296 Min Temo % 1.550 141.387 0.420 +1.20D-05OLri050L+W+16H -58.834 12.075 Too 1.296 Min Temo % 1.550 141.387 0.416 +120D+050Lr-+050L+W+160H -58.322 12.110 Too 1.296 Min Temo % 1.550 141.387 0.412 +1.20D+050Lr4050L+W+160H -57.803 12.145 Too 1.296 Min Temo % 1.550 141.387 0.409 +120D+050Lr4050L+W+160H -57.277 12.180 Too 1.296 Min Temo % 1.550 141.387 0.405 +1.20D-i-0.5OLr+050L.s-W+160H -56.742 12.215 Too 1.296 Min Temo% 1.550 141.387 0.401 +1.20DtO.50Lr+0.50L+W+1.60H -56.201 12.250 Too 1.296 Min Temo % 1.550 141.387 0.397 +120D-s050Lr+050L+W+160H -55.652 12.285 Too 1.296 Min Temo % 1.550 141.387 0.394 +120D-+05OLr-s050L+W+160H -55.095 12.320 Too 1.296 Min Temo % 1.550 1411387 0.390 +120D-t05OLr-+050L+W+160R -54.530 12.355 Too 1.296 Min Temo% 1.550 141.387 0.386 +120D+050Lr-+050L+W+160H -53.958 12.390 Too 1.296 Min Temo % 1.550 141.387 0.382 +120D-+050Lr+050L+W+160H -53.378 12.425 Too 1.296 Min Temo % 1.550 141.387 0.378 1-120D-i.050Lr+050L+W+160H -52.791 12.460 Too 1.296 Min Temo % 1.550 141.387 0.373 +1.20D+050Lrf050L+W-i-160H -52.196 12.495 Too 1.296 Min Temo% 1.550 141.387 0.369 +1.20D+050Lr+050L+W+160H -51.605 12.530 Too 1.296 Min Temo % 1.550 141.387 0.365 -s-1.20D-'050Lr+050L+W+160H -51.040 12.565 Too 1.296 Min Temo % 1.550 141.387 0.361 +1.20D+()50Lr4050L+W+160H -50.500 12.600 Too 1.296 Min Temo % 1.550 141.387 0.357 +120D-+05OLr+050L+W+160H 49.986 12.635 Too 1.296 Min Temo % 1.550 141.387 0.354 +120D+5OLr+050L+W+160H -49.498 12.670 Too 1.296 Min Temo % 1.550 141.387 0.350 +1.20D+05OLr-+050L+W-i-160H -49.035 12.705 Too 1.296 Min Temo % 1.550 141.387 0.347 +1.20D-s35OLr-s050L+W+160H 48.598 12.740 Too 1.296 Min Temo % 1.550 141.387 0.344 +1.20D+050Lr+050L+W+160H -48.186 12.775 Too 1.296 Min Temo % 1.550 141.387 0.341 +120D*050Lr.f050L+W+160H -47.800 12.810 Too 1.296 Min Temo % 1.550 141.387 0.338 +1.20D-s.050Lr.+050L+W+160H 47.439 12.845 Too 1.296 Min Temo % 1.550 141.387 0.336 +120D+05OLr-050Li-W+160H 47.104 12.880 Too 1.296 Min Temo % 1.550 141.387 0.333 Description: GRADE BEAM DESIGN, CRITICAL GRADE BEAM WITH MOMENT FRAME 3 LOADS rFootlng FlexureMaxlmum Values for Load CombInat1oi1 Distance Tension Governed Load Combination... Mu from left Side AsReqd ' by Actual As Phi*Mn Mu I PhiMn +1.20D40.50Lr-+0.50L-'-W+1.60H -46.794 12.915 Too 1.296 Min Temo % 1.550 141.387 0.331 -i-1.20D+0.50Lr-t0.50L+W+1.60H 46.510 12.950 Too 1.296 Min Temo% - -1.550 141.387 0.329 +1.20D+0.50Lr-+0.50L-'-W+1.60H • -46.251 12.985 Too 1.296 Min Temo% 1.550 141.387 - 0.327 - .+1.20D+0.5OLr-s-1.60L+1.60H - . -1.063 13.020 Too 1.296 Min Temo%' - 1.550 141.387 0.008 40.90D+W-f0.90H . ' 0.939 . 13.055 Bottom 1.296 Min Temo% 1.550 141.387 '0.007 sO.900+W-+O.90H 1.021 13.090 Bottom 1.296 Min Temo% -1.550 - 141.387 0.007 40.90D+W+0.90H 1.087 13.125 Bottom 1.296 Min lemo% - 1.550 141.387 0.008 s090D+Wt0.90H 1.137 13.160 Bottom 1.296 Min Temo% . 1.550 141.387 0.008 4090D+W-+0.90H 1.171 • 13.195 Bottom 1.296 Min Temo% 1.550 ' 141.387 . 0.008 +0.90D+W-.O.90H 1.189 13.230 Bottom . 1.296 Min Temo% 1.550 -141.387 0.008 +090D+W*0.90H . 1.191 13.265 Bottom 1.296 Min Temo% .1.550 141.387 . 0.008 +1.20D+.5OLr+.50L+W+1.60H 1.196 ' 13.300 Bottom '1.296 Min Temo% - 1.550 ' 141.387 0.008 +1.20DJ.5OLrtO.50L+W+1.60H - 1.202 - 13.335 Bottom 1.296 Min Temo% .1.550 141.387 0.009 i-1.20D-+0,50Lr-+0,50L+W+1.60H . 1.184 13.370 Bottom 1.296 Min Temo % 1.550 141.387 0.008 1.20Dt0.50Lr0.50L+W+1.60H 1.140 13.405 Bottom 1.296 MinTemo% i.550 141.387 0.008 +1.20D-s.50Lr-s-.50L+W+1.60H . 1.071 13.440 Bottom 1.296 Min Temo% ' 1.550- ' 141.387 -.0.008 - -s-1.20D+0.5OLr+0.50L+W-s-1.60H 0.977 13.475 Bottom 1.296 Min Temo% 1.550 141.387 0.007 +1.20D-+0.50Lrs0.50L+W+1.60H . 0.859 13.510 Bottom 1.296 Min Temo% .1.550 . 141.387 - 0.006 +1.20D+0.5OLr+0.50L+W+1.60H 0.742 13.545 Bottom 1.296 Min Temo% , 1.550 - 141.387 0.005 +1.20D+0.50Lr-'0.50L+W+1.60H - - 0.632 13.580 Bottom 1.296 Min Temo% -. 1.550 141.387 0.004 - +1.20D+O.5OLr-'O.50L+W+1.60H 0.532 . 13.615 Bottom . 1.296 Min Temo% 1.550 141.387 0.004 +1.20D-+0.50Lrs0.50L+W+1.60H - 0.440 13.650 Bottom 1.296 Min Temo % 1.550 141.387 0.003 +1.20D+.5OLr+0.50L+W+1.60H - 0.357 13.685 Bottom 1.296 Min Temo% 1.550 • 141387 0.003 +1.20D40.50Lr40.50L+W+1.60H - .0.282 13.720 Bottom - 1.296 Min Temo% - 1.550- 141.387 0.002 +1.20D+0.5OLr+0.50L+W+1.60H 0.216 13.755 Bottom 1.296 Min Temo% 1.550- 17 141.387 0.002 +1.20D+0.50Lr+0.50L+W-s-1.60H 0.159 . . 13.790 Bottom 1.296 Min lemo% 1.550 141.387 0.001 - - +1.20D-sO.50LriO.50L+W-'-1.60H, , - .0.111 13.825 Bottom 1.296 Min Temo% 1.550 , 141.387 0.001 . +1.200-s-0.50Lr-+O.50L-i-W+1.60H - 0.071 13.860 Bottom 1.296 Min Temo% - 1.550 141.387 . 0.001 +1.20D-+O.50Lr9O.50L+W+1.60H 0.040 13.895 Bottom 1.296 Min Temo % - 1.550, - 141.387 0.000 +1.20D-'-0.50Lr4O.50L+W+1.60H 0.018 - 13.930 Bottom 1.296 Min Temo% 1.550 - . 141.387 0.000 1-1,200-f0.50Lr+0.50L+W+1,60H 0.004 13.965 Bottom 1.296 Min Temo% . - 1.550 141.387 . 0.000 -f0.90D+W-+O 90H ' - 0.000 14.000 Bottom 1.296 Min Temo % 1.550 141.387 0.000 Load Combination... • Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn - vu @ Col #1 vu @ Col #2 +1.40D+1 .60H 75.00 psi. - 15.29 psi 16.55 psi 150.00 psi 4.36 psi 2.89 psi -s-1.40D+1.60H . 75.00 psi - 15.29 psi 16.55 psi 150.00 psi 4.36psi 2.89 psi +1.20D40.50Lr+1.60L+1.60H - - 75.00 psi 20.86 psi • 22.12 psi 150.00 psi 5.91 psi - 4.55 psi +1.20D-'-0.50Lr+1.60L+1.60H . 75.00 psi 20.86 psi 22.12 psi , 150.00 psi 5.91 psi • 4.55 psi 120D1 .60L-'-0.50S+1.60H 75.00 psi. . 19.72 psi 20.96 psi - 150.00 psi 5.58 psi 4.15 psi +1.20D-+-1.60L+0.50S+1.60H - - - 75.00 psi 19.72 psi 20.96 psi - 150.00 psi - 5.58psi 4.15 psi * - -s-1.20D+1.60Lr-+0.50L+1.60H 75.00 psi -, 18.83 psi 20.04 psi 150.00 psi 5.37 psi 4.29 psi -s-1.20D+1.60Lr-s'0.50L+1.60H - 75.00 psi - 18.83 psi , 20.04 psi 150.00 psi - - 5.37psi 4.29 psi +1.20D+1.60Lr.50W+1.60H - 75.00 psi 20.95 psi 14.73 psi 150.00 psi - 5.46psi 2.03 psi +1.20D+1.6OLr+0.50W+160H 75.00 psi 20.95 psi - 14.73 psi 150.00 psi 5.46p5i 2.03 psi - - - +1.20D+0.50L-'-1.60S+1.60H 75.00 psi 15.17 psi 16.30 psi 150.00 psi 4.31 psi -- -3.00 psi +1.20D+.50L+1.60S+1.60H - 75.00 pi - 15.17 psi 16.30 psi 150,00 psi 4.31 psi 3.00 psi +1.20D-'-1.60S-+0.50W+1.60H 75.00 psi 17.29 psi 11.00 psi 150.00 psi - - 4.40psi - 0.75 psi - +1.20D+1.60S-i-0.50W+1.60H . 75.00 psi - 17.29 psi 11.00 psi 150.00 psi -4.40 psi - 0.75 psi +1.20Dt0.50Lr-+050L+W+160H 75.00 psi 24.64 psi 11.03 psi 150.00 psi 5.95p5i 0.07 psi - - +1.20Di-0.5OLr-+0.50L+W+1.60H - 75.00 psi 24.64 psi - 11.03 psi - 150.00 psi . 5.95 psi 0.07 psi +1.20D+0.50L-i-0.50S-s-W+1.60H - 75.00 psi 23.38 psi - 9.74 psi 150.00 psi 5.58 psi 0.50 psi +1.20D+O.50L-'-0,50S+W-s-1.60H 75.00 psi 23.38 psi' 9.74 psi 150.00 psi 5.58 psi - 0.50 psi +1.366D-+0.50L+0.20S+E+1.60H ' 75.00 psi - 18.14 psi 18.19 psi 150.00 psi - - 5.04p5i -. 2.93 psi - . . +1.366D-..50L-+0.20S.1.oE+1.60H 75.00 psi 15.83 psi 18.35 psi 150.00 psi 4.62p5i 3.75 psi - -'-O.900+W+0.90H - -' - 75.00 psi 15.39 psi 2.36 psi, 150.00 psi 3.45p5i 1.97 psi 490D+Wt0.90H • .75.00 psi 15.39 psi 2.36 psi .., 150.00 psi 3.45p5i . 1.97 psi • - - 40.7338D+E40.90H 75.00 psi - 9.17 psi 8.60 psi 150.00 psi 2.50p5i 1.10 psi -+07338D-1.OE-'-0.90H V ' 75.00 psi - 6.86 psi 8.75 psi • - 150.00 psi - 2.08 psi 1.93 psi Dunn Savoie Inc. JOB_V,\0) MkP01() -2kiO Structural Engineering _____________________ 908 S. Cleveland St., Oceanside, Ca 92054 SHEET NO._______________________ OF___________________ Ph: (760) 966:6355 Fax: (760) 966-6360 217 CALCULATED BY___________________ DATE / Email: dsi@surfdsi.com CHECKED BY__________________________ DATE SCALE 23 4 5678 1 23 4 5 618 1 2375618 1 25 5618 1 23 4 56 0 8 A 23750781 2, 7.7 5818 I 23 0 PRODUCT.2O7 i • : - - ' - _t. '• • .t . '-. .-, . ,• . . -. -. . - - - '.. . - '"t - -. .. -- - H . - . t - . 4 4 _ 7 1 - - . . . •: 4' ' 'r - ,: ' - .,.'. . I-.. . 14 c -' , . vi 4 .4 4 ,1 4 ..4L 4 Design Values Load Chart for FRP Materials .4 2 '•• .. •• * 4. -.1 ALLOWABLE STRENGTH TABLE 'FOR FRP SHAPES: Tubes, Channels, Angles Property DirectiOii . Value,. 'Units Tensile Strength Lengthwise Crosswise . 6,600 1,500 " . . Pounds per square inch (psi) Compressive • Strength Lengthwise • Crosswise 6;600 psi 3,300. . . .- . Flexural Strength Lengthwise Crosswise , A 6,600 , rZQQ . , - '• psi '.4.. ' ' - Flexural Modulus Lengthwise Crosswise . . 1160000 -800,000 psi ,: '' •' 4, Shear Strength -. . .' . Lengthwise Crosswise-. . . 1,400 500 . . •. psi , .. Modulus of Elasticity " Lengthwise Ciosswise 2,800000 . psi . _. •. fr; 1/2" Bolt Bearing Lengthwise Crosswise . . 6,000 '3 600 . . 4, , psi ' ... • 1/2" Bolt Shea , Allowable .. . '780. ' . ' lb •-'-: 1/2"BoltTension . Allbwab]61 300 '. : lbs ' Table Notes; . . ' ' •..: - ,.'• r'- . 1). 'Values based on 1525, sefiës --The1m.óset Polyester Class 1 'ER.(Slatê Grey) :21 A:Safety,Factor of -5 .0 'has,'bee .üsd to'de'temine Allowable Loads. .. . . 1' ALLOWABLE STRENGTH'TAB-LE1FORFRTFLAT.SHEETS':. Property . ' Direction ValUe. ' ' UnitS' Tensile Strength -' Lengthwise Crosswise' -. 4,000 2,500 . •' "' Pounds per square inh (pi) Strength ' . ' Co'rnpressive'- , Lñgthwie . ' Crosswise'-. 4,800 . ' . psi Flex- Ural Strength Lengthwise ' Crosswise' . 7,000 , 3,000 psi Flexural Modulus _____________ Lengthwise Crosswise.. . 2,000,000 1,-100;000. psi . . Modulus of Elasticity . . Lengthwise Crosswise • . 2,800,000 . '' psi . . • . Table Notes: . . .4..- 1) Values .bàsed on '1625 'series - Thermosét' Vinl 'Ester Class I FR (Beige) . . ) A Safety Factor 'of 5.0 has been used to determine Allowable Loads. I . j... a I... r . , 4.4, •t -a . •-' H ' • .4 1, . .5 .-• -, ' . S . r 2 : .4 1 . . 4'r' H • 4 7 2 ' 4- - 7 4 4 7 _4 - . - . ' . '•.,, .4, '. " .: . .4 4•.a• Hi-Tech Composite Structures Supplement for LARR #25520 - * '. • . '•;. ":' - - - - '- •.'. Page'l- ofl -, • -- - - 4, •'"IJ - . - 4. . a 4 _'* • - 4 •- 4 -' .7- . •- , H • .- •, • - - - 4 -- -- 4 ' .4 4 • _ - 4 - 4, -. - -'. - 4 - ' - • • - • 41 - * ':,44 • , 4,4 4 .4 ' - - . - - .!4 -. ' 4 •• ,H - - - 12-1 8.iri Mas w/#5 @ 16.in o/c Solid Grout c•• #5@12.in @Toe Designer select 2-0 #5@12-in all horiz. reinf. @Heel 2" 1'-O"T --y------_T A 1-4" 37 DL= 54., LL= O.#, Ecc= O.in V 31. Pp= 229.06# pp- 1399.lpsf A Calculations per ACI 318-11, ACI 530-11, lBC 2012, Soil Data Allow Soil Bearing = 1,500.0 psf CBC 2013, ASCE 7-10 Equivalent Fluid Pressure Method Heel Active Pressure = 32.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 100.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Cohesion value = 100.0 psf Soil height to ignore for passive pressure = 12.00 in * Lateral Load Applied to Stem J Adjacent Footing Load Lateral Load = 31.6 plf Adjacent Footing Load 0.0 lbs Height to Top = 12.67 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 rStem Construction Top Stem Stem OK- Design Height Above Ftg ft = 0.00 Wall Material Above H = Masonry Thickness in = 8.00 - Rebar Size = # 5 Rebar Spacing in 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.789 Total Force @ Section lbs = 360.7 Moment .... Actual ft-l= 2,514.8 Moment.....Allowable ft-I = 3,446.5 - Shear.....Actual psi = 8.0 Shear.....Allowable 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 Fs psi = 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick, in = 7.60 Masonry Block Type = 3 Masonry Design Method = LRFD Description : Enclosure wall design Criteria Retained Height = 1.00 ft Wall height above soil = 11.67 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.90 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 94.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 54.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overturning = 1.98 01< Sliding = 2.04 OK Total Bearing Load = 2,485 lbs resultant ecc. = 14.29 in Soil Pressure @ Toe = 1,399 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = . 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,679 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.6 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 345.7 lbs less Passive Force = 229.1 lbs less Cohesion Force 989 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs 01< Load Factors Dead Load 1.200 Live Load 1:600 Earth, H . 1.600 Wind,W 1.000 Seismic, E 1.000 /2-3 Description : Enclosure wall design - -- Footing Dimensions & Strengths I Footing Design Results I Toe Width = 2.04 ft Toe Heel Heel Width = - 2.71 Factored PressUre = 1,679 0 psf Total Footing Width = 4.75 Mu': Upward = 3,244 0 ft-lb Footing Thickness = 16.00 in Mu': Downward = 1,273 907 ft-lb Key Width = 0.00 in Mu: Design = 1,971 907 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 8.57 4.69 psi Key Distance from Toe = 0.00 f Allow 1-Way Shear. = 75.00 75.00 psi Toe Reinforcing = # 5 @ 12.00 in fc = 2,500 osi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Lensity = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % Cover @ Top 2.00 , 0.0018 Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING . RESISTING Force Distance Moment' Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 87.1 0.78 67.8 Soil Over Heel = 224.5 3.73 837.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -81.7 0.78 -63.5 Surcharge Over Heel = Surcharge Over Toe = -59.8 1.17 -69.8 Adjacent Footing Load = Adjacent Footing Load = - Axial Dead Load on Stem 54.0 2.37 128.2 Added Lateral Load = 400.1 7.67 3,068.2 * Axial Live Load on Stem = Load @ Stem Above Soil Total = 345.7 O.T.M. = 3,002.7 Resisting/Overturning Ratio = 1.98 Vertical Loads used for Soil Pressure = . 2,484.6 lbs Soil Over Toe = 1.02 Surcharge Over Toe = 191.9 1.02 195.9 Stem Weight(s) = 1,064.3 .2.37 2,527.3 Earth @ Stem Transitions = Footing Weight = 949.9 2.37 2,255.6 Key Weight = Vert. Component = Total 2,484.6 lbs R.M. 5,944.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. VVV:c*VVV V': V V V1, 'V •VV . 41V nV 4V 1 - •,' .4V , •i• VV• 4 V 4 V4 ,. ,V.• V 4 Vt - •. V VV - . .- . * '1 i ____ENERCALCIN 1983.2th'V5 BUI 6i5 1191 r6'5 i& I UT ty4y IT ITI?2!k 1IIiI iC-7T114 -I1r. .4. r*. .,.. Description Generator enclosure masonry lintel deign. (9'opening) -max _________________________ V *V • Calculations per ACI 530-11, IBC 2012 CBC 2013 ASCE 7-10 1 Load Combinations Used ASCE 7-10 4 General information 1 - .4 fm 1,500.0 psi Clear Span 9.0 ft Rebar Size 5 Fs , 24,000.0 psi Beam Depth 1.330 ft # Bars ElF , 14. aEm = fm 750.0.,J1 Thickness 12 in Top Clear n. 60 in Wall WI Mult 10 End Fixity Pin Pin Btm Clear. 60 in Block Type Normal Wt 4 Equiv. Solid Thick 11 60 in # Bar Sets 1 Lateral Wind Load 2660 psf Wall Weight 1330 psP Bar Spacing, 1,3.50 in 'Lateral Wall Weight Seismic Factor 03320 E 1,125.0 ksi p. Calculate vertical beam weight ? No fl 25.778. 4 'V 1 * "34 jk PtI ad + Left Edge Right Edge , r 4 IN I C 11 • V,i V V V t V 10 - Vl#5bat-4 iVVP V 1: VV \V Ni -3 'V -' 'c ' I 4 '-f • • 4: 4VV •V •, - . 9fi Span Length Vi 444 44, PointLoads -'I-'- V,:V::\1 8 V V V Distance V V •VV V V Dead Load L: Floor Live Lr: Roof Live - S: Snow, ' W: Wind E: Earthguak e tY. . ft .' - . - V V V . .. .- 4_- #2 ft . 0020 V -. - 4-4 V - .0 #3 k #4, - ft 4 4. k Uniform Loads 1 I V Start - End V Dead Load L: Floor Live Lr: Roof Live S:Snow V W:Wind, E:EarthQuake,V., • #1 ' - 9.0 ft.. - 0.0620 V V . V k/ft #2 'V ft 9.0 ft 0.0370 - k/ft V #3 - -. ft ft.- S - 4 - . k/ft . #4 ft .. ,•- . V k/ft V• V DESIGN SUMMARY Maximum Stress Ratios... Vertical Lateral combined - Maximum Moment Actual Allowable k-ft ' - fb/Fb - V 0.1048- •009873 0.1439:1.00 V Vertical Loads .- 1.119k-ft -. 10.682k-ft -V V V fv/Fv V .. 0.09899 003957 V 0.1066 for Load Combination: :1.00 +1.116040.70E41 - 4 V . V• V V V Lateral Loads ,' 04161k ft 4.214 .4. for Load Combination +1 116D-'O 70E-s4-i F, I r Maximum Shear Actual' Allowable - Vertical Loads 431.3 psi 43.571 psi for Load Combination +1 087040 750L-'O 750S-+0 5250E-'-H Minimum Mn 1.31* Fcr * S = 5.347 k ft ' Lateral Loads 1.533 psi 38 730 psi V for Load Combination +11160+0 70E-'4-1 - 4 ,,. V! V - •,V, V 7_* •V V V •4' Vp. 4V4 VV4.V.• 10 1 r - Description : Generator enclosure masonry lintel design. (9' max opening) Vertical Strength Lateral Strength . (Checking lateral bending for span) As 0.620 inA2 As 0.310inA2 rho 0.005355 rho 0.002568 np 0.1380 np 0.06621 k ((np)A2+2np)A.5np 0.4052 k : (npA2+2np)A.5np 0.3037 = 1 - k13 0.8649 j = 1 - k/3 0.8988 M:mas=Fb k j b d"2/2 11.368 k-ft M:mas=Fb k j b dA2I2 7.006 k-ft M:Stl = Fs As j d 10.682 k-ft M:StI = Es As j d 4.214 k-ft Detailed Load Combination Results Load Combination . Vertical Lateral Mmax Mallow fv : Vert Ev: Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +041 1.00 10.68 3.85 43.57 0.00 4.21 0.00 38.73 1.00 10.68 4.02 43.57 0.00 4.21 0.00 38.73 1.00 10.68 3.85 43.57 0.00 4.21 0.00 38.73 +0+5-s-H 1.00 10.68 3.85 43.57 0.00 4.21 0.00 38.73 +0-s0 750Lr-'-O 750L+H 1.00 10.68 3.98 43.57 0.00 4.21 0.00 38.73 -s-D-s0.750L-+0750S+H 5 1.00 10.68 3.98 43.57 0.00 4.21 0.00 38.73 +D+0.60W+H 1.00 10.68 3.85 43.57 0.21 4.21 0.79 38.73 +0-0.60W-s-H 1.00 10.68 3.85 43.57 0.21 4.21 0.79 38.73 +1.116D-s0.70E+H 1.12 10.68 4.30 43.57 0.42. 4.21 1.53 38.73 -'-1.1160-0.70E-'+-1 1.12 10.68 . 4.30 43.57 0.42 4.21 - 1.53 38.73 -i-D-i-0.750Lr-s0.750L-s0.450W-s-H 1.00 10.68 3.98 43.57 0.16 4.21 0.59 38.73 +D0.750Lr-+0.750L-0.450W*1 1.00 10.68 3.98 43.57 0.16 4.21 0.59 38.73 -+Of0.750L40.750S-s0.450W-s-H 1.00 10.68 3.98 43.57 0.16 4.21 0.59 38.73 -O0.750L-s0.750S-0.450W-ffl 1.00 10.68 3.98 43.57 . 0.16 4.21 0.59 38.73 +1.0870-s-0.750L+0.750S-.0.5250E-s+l 1.09 10.68 4.31 43.57 0.31 4.21 1.15 38.73 +1.087D-+0.750L-s0.750S-0.5250E-t-H 1.09 10.68 4.31 43.57 0.31 4.21 1.15 38.73 -s0.60D40.60W-s0.60H 0.60 10.68 2.31 43.57 0.21 4.21 0.79 38.73 -s-0.600-0.60W-+060H 0.60 10.68 2.31 43.57 0.21 4.21 0.79 38.73 -0.4837D-s0.70E-+0.60H 0.48 10.68 1.86 43.57 0.42 4.21 1.53 38.73 -s0.48370-0.70E-.0.60H -0.48 10.68 1.86 43.57 0.42 4.21 1.53 38.73 124 12-7 STRUTURL ENGINEERING SHEET NO. - CALCULATED BY HG fl5 OCEANSIDE, CA. 9205.4 CHECKED BY DATE I 966-r3255 SCALE FAX: (760) 966-153150 ELEMENT ANCHORAGE per 2012 lnternatiónál Building Code and ASCE 7-1,0 ELEMENT CRITERIA Baterry Rack • - EQUIPMENT WEIGHT . . W, = 2860 lbs DIMENSIONS: LENGTH , . ' L = 33 in - WIDTH (anchorspacing) W 24 'in HEIGHT - . H = 37.66' .in EQUIPMENT ELEVATION z = 16.1 . ft ROOF ELEVATION ,. , ' h = 38.6 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY D SPECTRAL ACCELERATION, SHORT PERIOD S0 = -; 0.831 V IMPORTANCE FACTOR . l, V' 1.25 . ,COMPONENT AMPLIFICATION FACTOR' V a0 = 1.0 . COMPONENT RESPONSE MODIF. FACTOR R0 = . 2.5 V. V Design Seismic Load per 2012.. International Building Code and ASCE.7-10 Design Lateral Farce: (13.3-1). ' . (LRFD) (ASD) F - 0.4a SDS + 2'h" = 0.305 Wp = 0.218 Wp' (lRil,) ' ' P _ - V - 'Lower Limit: (1333) V ' F0 0.3*Sos lpwp 0.312 Wp' = 0.223 Wp UDDer Limit: (13.3-2) V . , F= 1.6*Sos lpw0 1.662 Wp = .1.187 Wp Therefore, F0 = 0,312 Wp (LRFD) V = 892 lbs •. V. F= 0.223 Wp (ASD) = 637 lbs ELEMENT ANCHORAGE ASD •V V V V V OVERTURNING: OM= F.HI2 •1000 lb-ft V RM = (0.60.14SDs)*Wp.w/2 = V 1383 lb-ft -V NET M = OM-RM V = . <0 lb-ft V Therefore T.. V - = 0 lbs per side SHEAR: No. of bolts = V = F0 / No, of bolts = ' 223 lbs USE: 3/4 Diameter, Lag Screws w/ 4" Embedment into 4x Blocking V . V S . . Ii.• DUNN GAVOIE INC. JOB . Verizon - Marron Road I j STRUCTURAL ENGINEERING SHEET NO. 90E3 S. CLEVELAND ST. CALCULATED BY HG DATE 2/15 I OCEANSIDE, CA. g2054. CHECKED BY DATE J ,,J RI-I: ('760) 966-6355 SCALE -. FAX: (760) 968-6360 ELEMENT ANCHORAGE per 2012 lnternatiänal Building Code and ASCE,7-10 ELEMENT CRITERIA Radio Rack (RR) And Equipment Rack (DR) EQUIPMENT WEIGHT •. W,, = 1200 lbs DIMENSIONS: LENGTH L = 29 in WIDTH (anchor spacing). W = 13.5 - in HEIGHT . H = 84 in EQUIPMENT ELEVATION z = 16.1 ft I ROOF ELEVATION . h = ,38.6 .......ft SEISMIC CRITERIA . . . . SEISMIC DESIGN CATEGORY . D SPECTRAL ACCELERATION: SHORT PERIOD 0.831 . . IMPORTANCE FACTOR . . . I, = 1.25 COMPONENT AMPLIFICATION FACTOR a,, =. 1.0 COMPONENT RESPONSE MODIF. FACTOR R,, = 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: (13.3-1) 5 . S (LRFD)S F = O.4a,,S0 (1 +2(z/h))w = 0.305 Wp =','0.218 Wp (R.ii) p . 5 ,. • S. Lower Limit: (13.3-3) . . F,,= 0.3*SDs Ipwp 0.312 Wp ,= 0.223 Wp UDDer Limit: (13.3-2) ,. • S F,,= 1.6*sDs 1p wp . 1.662 Wp 1.187 Wp Therefore, . F,,= 0.312 Wp (LRFD) = 374 lbs . F, = .0.223 Wp - (ASD) = 267 lbs ELEMENT ANCHORAGE ASD OVERTURNING: OM = F,,.K/2 , . = 935 lb-ft RM = (0.60.14SDs)*Wp.wI2 326 lb-ft • ,, NET M OM-RM 608 lb-ft Therefore T 540 lbs . per side SHEAR: S No? of bolts 4 •. = • F I No. of bolts = 94 lbs - USE: • . 3/4 Diameter Lag Screws w/ 4" Embedment into 4x Blocking i INC 1 - —" -" DUNN SAvoi INC. JOB STRUCTURAL CtII3INEERINI3 SHEET NO. 908 S. CLEVELAND Sr. CALCULATED BY OCEANSIDE, CA. 92054 CHECKED BY PH: (780) 966-8355 SCALE FAX: (760) 966-6260 Verizon - Marron Road ' HG DATE DATE 2/15 ELEMENT ANCHORAGE per 2012 International Building Code and ASCE 7-10 ELEMENT CRITERIA Toll Rack - EQUIPMENT WEIGHT W, = 500 lbs DIMENSIONS: LENGTH L = 24 in WIDTH (anchor spacing) W = 12.5 in HEIGHT H = 57 in EQUIPMENT ELEVATION . z = 16.1 ft ROOF ELEVATION •h = 38:6 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY. = D SPECTRAL ACCELERATION, SHORT PERIOD SDS = 0.831 IMPORTANCEFACTOR I, = 1.25 COMPONENT AMPLIFICATION FACTOR a = 1.0 COMPONENT RESPONSE MOD IF. FACTOR R, = 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: (13.3-1) (LRFD) (ASD) = F = 0.4a s0 (1 + 2(z/h)) w p 0.305 Wp 0.218 Wp (Rii) - Lower Limit: (13.3-3) F= 0.3*sDs lp wp = . 0.312 Wp =. 0.223 Wp Upper Limit: (13.3-2) F= 1.6S0 Iw 1.662 Wp 1.187 Wp Therefore, F,= 0.312 Wp (LRFD) = 155 lbs . Fp = 0.223 Wp (ASD) = 111 lbs ELEMENT ANCHORAGE ASD OVERTURNING- OM = F.HI2 . = 264 lb-ft RM = (0.60.14SDs)*Wp.wI2 = 126 lb-ft -. . NET M = OM-RM = 138 lb-ft Therefore T = 132 lbs per side. SHEAR: . No. of bolts = 4 . . V= F I No. of bolts = 39 lbs' USE: . .3/4 ' Diameter Lag Screws w/ 4" Embedment into 4x Blocking 9ECGN Ecu,rME1v1 1-1AXIt-W-1 rcc 9cH - THA) Vs.ç T-'i 4141 d Ai 5cfE'W iNro ' v3 ,1oi)JT1L?< C4 is CrJP' 17cL- I) f) z' Cd .'- () i 1 - '.0 c• . . . i-f i-/i-/7 j 1J,7 A. cot Lo x gi SO 'C4cV tJr,4(-fl jr Fh '•' so' I oz i c os DUNN SAME INC STRUCTURAL ENGINEERS PCi 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (.760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEETNO.______________________ OF__________________ CALCULATED BY cC DATE I CHECKED 8? DATE SCALE 2 34 SI 7 II .3 .12.t. 7 3 3 £ S B I 3 .•' c to I731$•,:ol7'Uao F 337345,, 7 33 t'IA, Pt,ifT \O8O \s 2'V1- -1'/ A''6 C?S w/ &-ec I '/2 415 igoo'b h' ib > °2i ioC - 007(, F — + > a 1o7 1QtPv).. . .. Lj PbF CAL-C- I DUNN S^VC31E INC. JOB Verizon - Marron Road I STRUCTURAL EN13INEERSNL3 SHEET NO. 9085. CLEVELAND ST. CALCULATED BY HG DATE 2/15 OCEANSIDE, CA. 92054 CHECKED BY DATE j J PH (760) 968-6355 SCALE - FAX: (760) 965-6360 ELEMENT ANCHORAGE per 2012. lnterhätiohal Building Code and ASCE 7-10 ELEMENT CRITERIA "Genrac" SD030 Generator EQUIPMENT WEIGHT . W,, = 349 lbs DIMENSIONS: LENGTH L = 87 in WIDTH (anchor spacing) W = 30 in HEIGHT -H = . 99 in EQUIPMENT. ELEVATION ' z 0.0 . ft ROOF ELEVATION .,. . . h = 0.0 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY . = D SPECTRAL ACCELERATION, SHORT PERIOD SOS 0.831 IMPORTANCE FACTOR I = 1.25 COMPONENT AMPLIFICATION FACTOR a,, = 1.0 COMPONENT RESPONSE MODIF. FACTOR R9 = . 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: (13.3-1) (LRFD) (ASD) FP = 0.4a,,s0, (1+ 2(z/h)) w • . = 0.312 Wp = 0.223 Wp (R,,ii) Lower Limit: (13.3-3) F,, O3*S0sl w,, = 0.312 Wp = 0.223 Wp Upper Limit: (13.3-2) F,,= 1 6*SDslpwp = 1.662 Wp = 1187 Wp Therefore, F,,= 0.312 Wp (LRFD) = 1071 lbs F= 0.223 Wp (ASD) = 765 lbs ELEMENT ANCHORAGE LRFD OVERTURNING: .. . . OM= F,,.H/2 4418 lb-ft RM = (0.90.2SDs)*Wp,w/2 3154' lb-ft . NET M = OM-RM - = 1263 lb-ft .. Therefore T . = 505 lbs per side SHEAR: . No. of bolts = 4 V = F,, I No. of bolts = 268 lbs ,. USE: 1/2" SS HILTI KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4' EMBED . . . •. - - - - - :. .. 4 4 www.hilti.us ; •' .. '• Profis Anchor 2.5.0 Cémpany: Dunn Savoie, Inc. Pae: 4 Specifier: HIS . - Project: - Verizon-Marron Road •, - Address: 908 S. Cleveland Street .• ' Sub-Project I Pos. No.: • ,. Emergency Generator_ ............- , Phone I Fax: . • 760 966 6355 1 760 966 6360 Date: 2/12/2015 -, E-Mail: . - hgabilan@surfdsi.com . .•. .•. . * - 4..: .-- . • , . * • . . . -' -.• _-, ;,., I ' Specifiers comments Emergency Generator loads 1 1 4 I Input data • • . . •• .. : . Anchor type and diameter:. *.. Kwik Bolt TZ - SS 316.112(3 114). . Effective embedment depth: . h61= 3.250 in., h = 3.625 in. . . . Material: .- '. -; - AIS! 316 . • - - . •- . . .:• . . .4 - .. .4. , ' Evaluation Service Report - ESR 1917 * Issued I Valid 5/1/2013 I 5/1/2015 - . . -I •. . ..- .. Proof: - . Design rnethodACl318/AC193 44,, • Stand-off installation e, = 0.000 in (no stand-off); I = 0.250 in - Anchor plate l x I, x t = 95 000 in x 38000 in x 0250 in (Recommended plate thickness not calculated) Profile:no profile Base material:cracked concrete 2500 1c'.= 2500 psi h = 12.000 in Reinforcement: '-- - tension: condition A; shear: condition A; no supplemental splitting reinforcement present . • - . - . .- • edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E,orF) ' yes (0.3.3.5) . . - - . - 4. . • .' *, - .. ' ., -, Geometry [in] & Loading [lb in .1b] - . - . - . ,- -' . . _ . . -. . . . . . - • . . ...... -. - '.4. * . - * I - •-- . -. - . _- . ., .. .- -- C . - z, .- . . - • . . -.. I 'C •t 4 .. -- - . ., . - . •• 4 . *4 •. .i • 4 - -.- ' - -- -4 • . 4 . - - a - I 4 01 .f 4-, - . O ___.-ç'"4" . •' ,_. . ', -:' * • •-- * ..• •. . . 4. .- - . .- 4 -- 'a * , 4 £ .4 -.. . . - - - . -'. :.-' . -- . -. a • •- -. - : - input data and results must be checked for agreement with the existing conditions and for piausibilityi PROFiS Anchor ( c ) 2003.2009 HiS AG, FL-9494 Schaan Hliti is a registered Trademark of Hilti AG, Schaan S 13.3 OL71 NJ www.hilti.us - . S Profis Anchor 2.5.0 Company: Dunn Savàie, Inc. • -. Page: 2 Specifier: HG Project: Venzon-Marron Road Address: 908 S. Cleveland Street Sub-Project I Pos. No.: Emergency Generator Phone I Fax: 760 966 6355 760 9666360 , Date: . 2/12/2015 E-Mail: hgabilan©surfdsi.com . S 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization , S Loading Proof Load Capacity / v [%) Status - - • Tension; Concrete Breakout Strength 486 - 3143 16/- OK' Shear ., Concrete edge failure in direction y+ 1071 10580 - 4111 OK Loading .ON • Itv Utilization pN,v [%] Status Combined tension and shear loads 0.155 0.101 5/3 7 _OK 3 Warnings ' I. .• • Please consider all details and hints/warnings given in the detailed report! .': ' Fastening meets the design criteria! -, 4 Remarks; Your Cooperation Duties. .. Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the pnn6iples, formulas S 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 putin 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 culpable breach of duty by you. .5- -I-' - . .,-- - - -. • . . - V Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Schaan Hilti is registered Trademark of Hilt! AG. Schaan '- - .4 - I ' • .- ...-.-- .4- Description 'Genrac' SD030 Generator Concrete Pad - . .. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 710 Load Combinations Used: ASCE 7,10 - Material Properties . Soil Design Values . fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy Rebar Yield - = 60.0 ksi Increase Bearing By Footing Weight - Yes Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 100.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = .'0.20 p Values Flexure , = 0.90 -' Shear .. 0.750,Increases Analysis Settings • - . based on foótinq Depth •. Footing base depth be ow soil surface = . . -0.670 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of dept = ksf 'Min Allow % Temp Reinf. = 0.00180 when footing base is below = . ft. Min. Overturning Safety Factor 1.50: 1 Mm. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension • . - Add Ftg Wt for Soil Pressure • Yes Allowable pressure increase per foot of dep = - ksf Use ftg wt for stability, moments & shears yes. when maximum length or width is greater= ft Add Pedestal Wt for Soil Pressure No . . •;• 4 Use Pedestal wt for stability, mom & shear No FAR Width parallel to X-X Axis = 5.0 ft . . Length parallel to Z-Z Axis = 9.0 ft • .. — , _____________ • Footing Thicknes = 12.0 in :. -': . Pedestal dimensions - px parallel to X X Axis - in . 4' '4 pz: parallel toZ-ZAxis = in . .11 W Height = in _______CL Rebar Centerline to Edge of Concrete. '. '-' . •' •• at Bottom of footing = 3.0 in — sw".. - (fl 1. 50 Bars parallel to X-X Axis . - • - • . . .. . • Numberof Bars -. 9.0 - .. . - Reinforcing Bar Size. = . • # 5 . 4 . ' . . • . .-. * . - • Bars parallel to Z-Z Axis • .- . • . . .• • . . Number of Bars = ' 5.0 __________________________ • Reinforcing Bar Siz = # 5 • I I., ZS1o.4rn.g4o I Bandwidth Distribution Check (ACI 15.4.4.2) . . . Direction Requiring Closer Separationig X X Axis # Bars required within zone 71.4% # Bars required on each side of zone 28.6% D Lr L S W E H P Column Load = 3.439 k OB Overburden ksf Mxx Mu = 4.418 kft Vx = 1.071 k Vz = k Description Genrac SD030 Generator Concrete Pad Mm. Ratio Item Applied Capacity PITT•] Governing Load Combination PASS 0.2181 Soil Bearing 0.3272 ksf 1.50 ksf +D-0.70E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.978 Overturning - Z-Z 3.842 k-ft 15.284 k-ft 40.60D+0.70E*0.60H PASS 1.90 Sliding - X-X 0.7497 k 1.425 k +0.60Ds0.70E40.60H PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05239 Z Flexure (+X) 0.6311k-ft 12.046 k-ft +1.366D40.50L+0.20S+E+1 .60H PASS 0.05239 Z Flexure (-X) 0.6311k-ft 12.046 k-ft +1.366D+0.50L+0.20S-1.0E+1.60H PASS 0.08993 X Flexure (+Z) 1.083 k-ft 12.046 k-ft +1.40D+1 .60H PASS 0.08993 X Flexure (-Z) 1.083 k-ft 12.046 k-ft +1.40D+1.60H PASS 0.02312 1-way Shear (+X) 1.734 psi 75.0 psi +1.40D+1.60H PASS 0.02312 1-way Shear (-X) 1.734 psi 75.0 psi +1.40D+1.60H PASS 0.04953 1-way Shear (+Z) 3.715 psi 75.0 psi +1.400+1.60H PASS 0.04953 1-way Shear (-Z) 3.715 psi 75.0 psi +1.40D+1.60H PASS 0.09769 2-way Punching 14.653 psi 150.0 psi +1.400+1.60H Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. +D+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X.+D+L+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +D+L.r+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +D+S-s-H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X, +O+0.750Lr-i0.750L+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a . 0.151 X-X. +D-f0.750L40.750S+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +0+0.60W+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +Dt0.70E-s+l 1.50 n/a 0.0 0.2264 0:2264 n/a n/a 0.151 X-X. +D-0.70E 1.50 n/a 0.0 0.2264 0.2264 n/a n/a . 0.151 X-X. +040.750Lr40.750L40.450W+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +040.750L40.750S-f0.450W-t-f-1 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X, +D+0.750L40.750S40.5250E+H 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +D+0.750L0.750S-0.5250E 1.50 n/a 0.0 0.2264 0.2264 n/a n/a 0.151 X-X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1359 0.1359 n/a n/a 0.091 X-X. 40.600+0.70E.0.60H 1.50 n/a 0.0 0.1359 0.1359 n/a n/a 0.091 'X-X. +0.600-0.70E 1.50 n/a 0.0 0.1359 0.1359 n/a n/a 0.091 Z-Z. +D+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z. +D+541 . / 1.50 0.0 n/a . n/a n/a 0.2264 0.2264 0.151 Z-Z. +D+0.750Lr-'O.750L+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z. +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z.*DO.60W+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z. +D-s0.70E+H 1.50 4.525 n/a n/a n/a 0.1257 0.3272 0.218 Z-Z. +D-0.70E 1.50 4.525 n/a n/a n/a 0.3272 0.1257 0.218 Z-Z. +D+0.750Lr-0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z. +040.750L40.750S+0.450W-'+l 1.50 0.0 n/a n/a n/a 0.2264 0.2264 0.151 Z-Z.+D40.750L40.750S+0.5250E+H 1.50 3.394 n/a n/a n/a 0.1509 0.3020 0.201 Z-Z. +Dt0.750L40.750S-0.5250E 1.50 -3.394 n/a n/a n/a 0.3020 0.1509 0.201 Z-Z, *0.60D40.60W-s0.60H 1.50 0.0 n/a n/a n/a 0.1359 0.1359 0.091 Z-Z, 10.60D*0.70E-f0.60H 1.50 7.542 n/a n/a n/a 0.03510 0.2366 . 0.158 Z;Z. O.6.0,D-0.7OE.. 1.50 -7.542 n/a n/a n/a 0.2366 0.03510 0.158 Overt1StabIlity Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +0+1-I None 0.0 k-ft Infinity OK X-X. +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X. +0+S+H None 0.0 k-ft Infinity . OK ,-.* - .. .- .•_5 I.. V... :-. .. .. - Description : Genrac SD030 Generator Concrete Pad Rotation Axis & . - Load Combination... . Overturning Moment - Resisting Moment .. - Stability Ratio Status X-X. +D-'0.750Lr-+0.750L+H - None - 0.0 k-fl . Infinity -. OK X-X, +040.750L+0.750S+H .• - - None 0.0 k-ft - . Infinity OK X-X. +D-s0.60W-s-H . . None . 0.0k-ft - Infinity OK - X-X. -'-D-+0.70E-s-H - . - None 0.0 k-ft -, Infinity. -. OK X-X. -D-+0.750Lr+0.750L-+0.450W+H - None 0.0 k-ft .- Infinity OK X-X. +O-+0.750L-+0.750&+0.450W+H . None 0.0 k-ft - Infinity - OK X-X. +D+0.750L-0.750S-+0.5250E+H . . . None . 0.0 k-ft - . Infinity . 0K X-X. +0.600+0.60W+0.60H . . . - None . 0.0 k-ft . Infinity OK X-X. +0.60D+0.70E-+0.60H -- None 0.0 k-ft .. Infinity ' OK Z-Z. +D+fI * . . - None 0.0 k-ft Infinity OK Z-Z,-+D+L+H .. . None. 0.0 k-ft : -. Infinity OK Z-Z. +D-Lr*1 None - . 0.0 k-ft .. - Infinity OK Z-Z.i-D+S+H -, . . None . 0.0k-fl ,. . . Infinity - - OK - Z-Z. +D-+0.750Lr+0.750L+H - None . . 0.0 k-ft Infinity . OK Z-Z. +D-'-0.750L+0.750S+H - . None . 0.0k-ft - Infinity. OK. Z-Z. +0-s0 60W-s-H ., . - None,. 0.0k-fl - . . Infinity OK -. Z-Z.+D-+0.70E+H 3.842k-ft .. 25.473k-ft. . . 6.629 OK Z-Z. +0-0.750Lr40.750L-t0.450W+H . . . None. - 0.0 k-ft-. ,. Infinity OK Z-Z. +O-s-0.750L-s-0.750S-+0.450W+H None- . -; 0.0k-ft : - Infinity OK . ,. Z-Z. +0+0750L+0750S40.5250E4fI '. 2.882 k-ft .- .25.473 k-ft .. .- 8.839 OK Z Z -+0 60D-s0 60W-so 60H None 00 k ft Infinity OK 3.842k ft 15.284 kfi 3.978 OK All units Force Application Axis -, Load Combination... - -. Sliding Force . -. Resisting Force Sliding SafetyRatio Status - - - X X -'-0+1-I 00 k 2240 k No Slidina OK X X +0-s-Li-H 00 k 2 240 k No Slidina OK S - - X-X. +D~1j-s-H . - - 0.0 k . 2.240 k No Slidina - OK X-X.+0+S+H . Y -. . 0.0k 2.240k NSId OK V X-X. +D-s0.750Lr-+0.750L+H - - - 0.0 k - 2.240 k .. No Slidino OK - X-X.+D+0.75OLtO.750S+H -. . : .- 0.0k - - . ' 2.240k 1 No Slidina -- . .0K •'- . - ' . X-X. -'-0-+0.60W+H .- 0.0k . - 2.240k.. No Slidina OK - - - - - IX-X. +0-+0.70E+H - - . -. - -. - 0.7497 k - - - 2.240 k . - . - 2.988 . OK - - - - - xx, -D-0.750Lr+0.750L-+0.450W-'+I -. V . - 0.0 k -. - - 2.240 k. - Slidina .'No OK .- X-X. +0-+0.750L-+0.750S-+0.450W-+f1 -- -. . 0.0 k . - - 2.240 k . No Slidina OK - - - X-X+040.750L40.750S40.5250E+H - - -. - . 0.5623k - 2.240k - . - 3.983 . - 0K ., X-X. -'0.60D-+0.60W-+0.60H -• - . - - . . . 0.0k -- - - - 1.425k - -- No Slidina OK - X-X. -+0.60D-+0.70E-+0.60H . . : -, 0.7497 k -. 1.425 k - 1.90 - OK-. Z-Z. +0+H - V - . - 0.0 k ' 2.150 k .. No Slidina OK Z-Z. -s-0+L-s-H - - - - - -- 0.0 k . -. 2.150 k - - No Slidina - - OK ce - V Z-Z. -s-0+Lr+H - - - . .- . - 0.0k - . 2.150k ,.. No Slidina - OK . Z-Z. +0+S+H - V - . .. .. - 0.0 k - -. - 2.150 k . - No Slidina - OK - - Z-Z. +D-+0.750Lr-+0.750L+H * - - 0.0 k - -- 2.150k -. No Slidina - OK V Z-Z. -s-D-'0.750L-+0.750S-s-H -- 0.0 k - 2.150k - No Slidina - . OK - - - Z-Z. -0-+0.750L-t0.750S-+0.450W+H . - .0.0 k 2.150k - - -No Slidina . . V - Z-Z. ~0+0.750L~0.750S~0.5250E~H - - 0.0k .- - - 2.150k - No Slidina . OK - - Z-Z. -+0.600+0.60W-+0.60H . V 0.0 k - 1.335 k - No Slidiña OK Z-Z. +0.600+0.70E-+0.60H - 0.0 k - .. - - 1.335 k - No Slidina - . - OK - 4 - - - Z-Z. -'-D-s0.60W+H - . . . 0.0 k - - - 2.150k - . No Slidina . -OK - - - . Z-Z. -'-D-+0.70E+H ' - - 0.0k - 2.150k No Slidina - OK Z-Z. -s-D-+0.750Lr-s0.750L+0.450W-s-H . 0.0k 2.150k, No Slidina - OK FIexure Axis & Load Combination - -- Mu, Which Tension @ As Req'd Gvrti. As Actual As Phi*Mfl - Status - -. - - -.• - •- - - - . k-ft - Side? Bot or Top? inA2 inA2 in12 - - - - k-ft - - - -. - X-X,+1.400+1.60H - - . 1.083 +Z - Bottom - 0.2592 MinTemo% 0.310 - - 12.046 . - . - OK X-X.+1.400+1.60H - 1.083 -Z Bottom 0.2592k Min Temo% - 0.310 - - 12.046 - -OK - X-X. +1.400+1.60H - - - 1.083 - +Z Bottom .. 0.2592 -Min Temo % - 0.310 - 12.046 - -- . - OK - X-X. +1400+160H . -. -1.083 -- -Z Bottom - 0.2592 Min Temo% 0.310 - 12.046 0K - - - - - X-X,+1.3660-s0.50L-s-O.20S+E+1.60H' -1.057 +Z Bottom - - 0.2592 .MinTemD% . 0.310 -, 12.046 OK X-X. +1.3660-s0.50L+0.20S-s-E-s-1.60H 1.057 -Z- Bottom 0.2592. Min Temo% .0.310 - -, 12.046 .0K, - X-X.+1.3660-+0.50L-+0.20S-1.OE+1.60 1.057 +Z Bottom 0.2592 Mm lemo % - - 0.310 / 12.046 - - - . - OK -- I f . -.-.• - - - .1 - - r - -- - - -• . . - Vag Description : Genrac" SD030 Generator Concrete Pad . - .. . . . '. Flexure Axis & Load Combination Mu Which. Tension @ As Reqd Gym. As Actual As :• P 1j*Mn ? Status k-ft Side? Bot or Top? in'2 in'2 ,nA2 . k-ft • . X-X. -i-1.366D-450L40.20S-1.0E+1.60 1.057 -z Bottom', 0.2592 Min Temo % 0.310 12.046 OK - X-X..40.7338DE40.90H :. -. 0.5678 +Z - Bottom . 0.2592 Min Temo% .0.310, . ,12.046 OK ' X-X. +0.7338D+E-'-0.90H 0.5678 -Z . Bottom - - 0.2592 Min Temo % -. -. 0.310 - 12.046 - OK X-X. +07338D-1.OE~0.90H - 0.5678 +Z Bottom 0.2592 Mm Temo % 0.310' - . 12.046 - - OK - X-X. 40.7338D-1.OE-f0.90H - 0.5678 -Z Bottom - 0.2592 Min Temo % 0.310 - , 12.046 - OK Z-Z.+1.40D+1.60H ' •. 0.3343 -x Bottom 0.2592 - Min Temo% - 0.310, 12.046 ' •- OK Z-Z, +1.40D+1.60H 0.3343 +X - Bottom • 0.2592 Min Temo% , 0.310 - 12.046 .0K. Z-Z, -i-140D+1.60H - . 0.3343 -X Bottom 0.2592 Min Temo % . 0.310 ,. '•, 12.046 . . OK - Z-Z:-.-1.40D+1.60H . 0.3343 +X Bottom 0.2592 Min lemo% - 0.310 . .12.046 • OK' -, Z-Z,+1.366D40.50L+O.20S-+E+1.60H. 0.02142 .-X Bottom . 0.2592 Min lemo% - %0.310 12.046 OK Z-Z.+1.366D40.50L+0.20S+E+1.60H - 0.6311 . +X Bottom - 0.2592 Min Temo% 0.310 12.046 , - OK - Z-Z.+1.366D-+O.50LO.20S-1.0E+1.60 0.6311- -X Bottom - 0.2592 Min Temo% 0.310 - '12.046 • OK Z-Z.+1.366D'O.50L+0.20S-1.OE+1.60.' 0.02142 +X Bottom . 0.2592 Min lemo% '-' 0.310 - .12.046 OK Z-Z.-f0.73380+E40.90H '. 0.1296 -X - Too - •. . 0.2592 Min Temo% 1,0.310 . - 12.046 -- OK Z-Z.-+O.7338Di-EtO.90H. - 0.4801 - +X. Bottom - 0.2592. Min Temo% , •. 0.310 - 12.046 -- - OK - '- -. Z-Z. -+07338D-1.OE+0.90H 0.4801 - •X Bottom 0.2592 Min Temo % ' 0.310 . . 12.046 .......OK Z-Z. +0.7338D-1.OE+O.90H . - 0.1296 i-X - Too . 0.2592 Mm Temo % . 0.310 ' ,12.046 - , . -' "OK - WTV 11-01, -Load Combination...' Vu @ -X . Vu @ +X - Vu @ -Z Vu @ +Z Vu:Max - Phi Vn . Vu! Phi*Vn '• Status +1.40D-+-1.60H - •' - 1.734 osi 1.734 osi - 3.715 osi . 3.715 osi . 3.715 osi . - - 75 osi 0.04953 OK - -' - -' +1.40D+1.60H ........1.734os1 - r 1.734 osi 3.715 osi -. 3.715 osi 3.715os1- 75 osi 0.04953 .0K - +1.366D40.50L-+0.20S-l-E+1 .60H 1.692 osi 1.692 osi . 3.625 osi 3.625 osi 3.625 osi - - 75 osi 0.04834 OK' ., - +1.366D-i-0.50L+0.20S-1.OE-s-1 .60H - 1.692 osi 1.692 osi 3.625 DSi 3.625 osi - 3.625 DSI -. ' 75 DSI - - 0.04834 OK - 40.73380+E40.9011 - 0.9087 OSI 0.9087 OSI '1947 osi 1.947 OSi 1.947 osi • OSj - 0.02596 OK -+07338D-1.OE'0.90H - - 0.9087 osi 0.9087 Osi 1.947 osi 1.947 osi 1.947 osi - 75 osi 0.02596 OK Ir All units k - - T - Load Combination... ' Vu - • Phi*Vn - . Vu! Phi*Vn . -. .-. - Status -- i-i 40D+1 60H 14.653 Os' 150osi 009769 L OK +1.40D1.60H . -- ' - 14.653 osi- - 150osi 0.09769- ,'. , OK i-1.3660+0.50L-s0.20S+E-s-1.60H - ' - 14.3 osi - - -- 150osi '. •- 0.09533 - - - OK-. ,- - +1.366040.50L+O.20S-1.OE+160H, . ' - 14.304 osi - . - -. - 150osi ' -. .0.09536' - -' ' • ', OK - . ' - '-+-0.7338D+E-s-0.90H . - 7.681 osi • - - . 150osi - 0.0512 • - -, OK -s-0.7338D-1.OE-s0.90H - . . - • 7.685 osi - - •150osi -. - 0.05124 '- . OK- - 1 i . - . -t • '. ' ' , : "p ' '•' - - ' - •' .-'. - * TORO GEOTEcHMCAL ENGINEERING .. [....1 INTERNATIONAL - GEOTECHNICAL INVESTIGATION - for ¼ ' VERIZON EQUIPMENT ENCLOSURE '- '. ' . t . - MARRON ROAD . 1846 MARRON ROAD CARLSBAD CALIFORNIA 1' •' .•'". ..P .4 .- . .7. 4 r - --. . . - - t-I .', _-.• I '' ' * - '9 , 4 - .4 - 4 - ..44 4-ti - I . '4.. ., .,- 4. - . '4 '' '' .4' 2" 4 4 •. ''p..; 4. . - * • 44. . ' 2 - .• • , 4 .• - ',- '4 , .'• . - . , ' . - .. . - - .4 4. - + .4 , - - '4 2 - -.:.. -i.. . '•.. -. ' t. • '-*- . - - • - P. .4 'Pt '2 •,.t 2 _., - 2 -' 4- 7 •-':'-. 4:r' :" "- - '' •_ . •:: '- '4. '.4, , * 4 Pt" - - • ,,,, '4 '4, .4 1 -ti-p • -- - .. 4• 4. .4 7I , . . - 4. - .2 ' 4 - . . , -4 '4* 4 ... 44 , . - - 2 ,4Pt'., . - -'4 .. $ , . .4 . , .4 . . 44 . ' - - - '4 . 4 ' 4 44 44...........442 .4 44 . •' ' - ' '' ' , A 7. 4 7.4 4-'4 4 - , ' •2 .4, '4 • . Prepared For , 77 .. .4 . - : •. - - '. . . :' - . ,• - ', ,. '' - . .• - '' & SUAREZ 4.BOOTH 4 P 02 BOX 4651 1 - 4.1 4 , p p 4- .; - . - - • "CARLSBAD,CA9201-8 _'•4''_4••_ , ' - - 4 - ' 2 . . .4 . . - ' . * ' '4 '' . • " 4 ' . ' ...-' - . I. , - 4 '4.4. - -•• . -• - . . 2 22 • '- 'p4 4. ' - -.. - • .'4_, .. - .44 .. 2 , .4 2 .4 - 4 ,, , •2 - , .4 •.- ,: 2 * 'Pt . Ti - . -, -' '4 . .'4'44 47 ' .4 -, ' • ' '' -: . . 1.4 .4 1• -' - -4,.. / 7. 4. 22 - •244, • a- ,' - 2 . •. , 9 p4 • '224 ,j , , .'. 2 . ) 4- '4 Prepared By 7 44 -' TORO INTERNATIONAL - 6 INDIGO L , IRVINE, CA 92618 , (949) 5591582 22 P .4 February 18, 2015 .2 - . ' - . - ' 2 - •l ' - 2 4 4 '.,•, 4. A'. '-.4--, 4-'. - - 2 , ,,, P , . .2 -. ' ' ••' - - '4 * 4,. & , - . •4.2 _' I '4' • ' •2 . .1' •, , - 6 INDIGO ' 4.'; '4 ,.. ' ' IRVINE, , CA .492618 •.. '. . TEL. (949) 559-1582 ,. i'.' 'FAX. (949)'559-1683 . :. .. - - • -. 4 0 TORO GEOTEHNICAL ENGINEERING INTERNATIONAL - ' February 18, 2015 jl Project No. 13-109.53 -•1 Booth & Suarez - P 0 Box 4651 Carlsbad, California 92018 * Attention Mr. Robert Suarez -: Subject: Geqtechnical Investigation for Proposed Verizon Equipment Enclosur, Marron Road Site, 1846 Marron Road, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed Vêrizon Equipment Enclosure, Marron Road Site, located at 1846 Marron Road, Carlsbad; California. This report presents our findings, conclusions and recommendations for construction of the proposed Verizon Equipment Enclosure - I - - -. • I It is our oinioh from a geotechnical viewpoint that the subject site is suitable fo constructin of the proposed Verizon Equipment Enclosure provided our geotechrncal recommendations presented in this repbrt are implemented. -• -- 1 If you have any questions, please let us know We appreciate this opportunity to be of service -• •I , • . • • -. • I :.-. Sincerely' • : • - • TORO INTERNATIONAL -. ?OFESS104 • - I i7- - EXP. 3/31/15 Principal 1$>1 7E- HantoroWalujono, 6E ,2164 6 INDIGO • IRVINE, CA 92618 • TEL (949) 5591582 • FAX (94 9) 559-1583, TABLE OF CONTENTS 1.0 INTRODUCTION ...................................................................................................................1 V 1.1 General...........................................................................................................................1 1.2 Proposed Development. ...... ........................................................................................ 1 1.3 Site Description ..................... ............................................................... . ...................... 1 1.4 Scope of Work ...........................................................................................................3 20 FIELD EXPLORATION AND LABORATORY TESTING 4 2.1 Field Exploration .........................................................................................................4 V 2.2 Laboratory Testing.......................................................................................................4 V V .. 3.0 SITE CONDITIONS ............... ................................................... ............................ .. ................. 6 3.1 Geology ............................................................................................................ 3.2 Groundwater ...............................................................................................................6 3.3 General Subsurface Conditions ....................................................................................6 4.0 SEISMICITY.... .................................... ................... ...................................................... ....... 7 V ' 4.1 - General...................................................................................................................... V V 4.2 Ground Motion , ....7 V - 4.3 Seismic Design ....................... ........ ......... .................... .. ............................................... 8 4.4 Liquefaction Potential...............................................................................' ..................8 .5.0 CONCLUSIONS AND RECOMMENDATIONS ...............................................................9 V V • 5.1' General ............. . ................ .... ... ................................... ...................................................9 V • 5.2 Overexcavations/Removals ........................................................................................9 V V V Grading and Earthwork ............................... ............. . ............................. ....................... 9 Foundation Design Parameters ................... ....... ......................................................10 ' V • 'V • -. 5.5 ' Cement Type ............. . ..................... . ................. .......... .............................. .................... 11 V - • 5.6 ' Geotechnical Observation and 'Testing ................................................................. - - -6.0 LIMITATIONS ................... .............................. . .................... . ............................................... 12 7.0 REFERENCES ...................................................................................................................... ..13 ' V - 0 - - - TORO V V ' INTERNATIONAL - - - a . .• - V 1 V VV Marron Road February, 18, 2015 - - . Page:1 V . . 1.0 INTRODUCTION 4% 4V4 1.1 General This report presents the results of geotechnical investigation performed by Toro International (TI). - for proposed Verizon Equipment Enclosure at Marron Road Site, located at 1846 Marron Road,., Carlsbad, California. A Site Location Map is presented in Figure 1: showing the approximate location of the project site. V The 'purpose of-the geotechnical investigation, is to provide geotechnical recommendations for construction of the Verizon Equipment Enclosure and its associated site preparation V VOur geotechnical in'vestigatio was, conducted based on plans issued for 100% Zoning Drawing V ' Revision 2 (Sheets T-i, A-0 through A-6 and C-i) prepared by Booth & Suarez and dated October 14, 20,14.1 V V' ' ' .• .V. , V ' V - ' .1.2 V Proposed Development V. , .• V •V V V V , Our understanding of the proposed construction is based on the above-mentioned plans: The area of the proposed equipment concrete slab-on-grade will be about 200 sft. The thickness of the slab will ' V be 6 inches The estimated load from the equipment will be about 40 kips . V V- •' . -. ' ' 4.3 Site Description ' V • . . . . .' - The proposed site for the Vêrizon facility will be located within a retail complex, located at 1846• V Marron Road,, Carlsbad, California: The proposed site is currently used as walkway area of a, Verizon stoke within the retail complex. The proposed site is bounded to the north by the retail V building, to the east by South Vista Way and to the other sides by portions of the landscape area. V • The proposed site as well as the overall site is a relatively flat area., V V V V • V V - - - V V ,V V , •' V . - V - . •VS ' V V 'V V • ...V •V • V 'V V , • V ____ TORO INTERNATIONAL V • • V * V V • V V •_ . . V V s_V $V 4 -V V V . •- - • VV - 'V V 0 , -- •4 'V '- .: • V V •- V - 'V • V V •"V 4 ' . ,;--.' ;t- - '•' ¼ - " Page 2, till ILL WVW~ 19, VOW VVI I At lot Mi& OR I 'V --- --- U Mir c I PRO - - -. ..-. . . Pagé:5 - s BMW' E 21916e Soso Dmm OMONG - \__-__ _----'. Th8 L r===z N> flWSPT 07' 2S £ - 7 .-. / COSTOC 00 27.30 a r- I .. I / - - OWTCTOO WOW 4 - X 0 OF CWTM SDE - -. _.--- - I - I H' 'oa /BULOM PARm a . 87441.T N 7332T' o 09.00 N 772215' 0 EKKW sunbNc ~400AW L. 137.7W EXWMG ~Soow \.\ • -._.'N'-- --Li 42Y4103 .. 040090 . 09 - — / - — -\ 44.29' 44 F £ - . . L.51.7F a2,.vts' 7. 675&42 * I \ 94 7 * \7 .7 SITE PLAN :. . - . ¶ w.*ar.n. . .. .7 1 . a ••:+ •, 1 ._ . . - I :. - . -. . 7 . -. . • -. - LEGEND TORO INTERNATIONAL F B-I: Approximate Location of Boring No. B-1 . Geo:echnicaIEni,,eeriiw . .' BORING LOCATION MAP MARRON ROAD -- •. - 4 •. PROJECT NO; 13-109.53 FIGURE 1 a •'" ' - -. s-- . 4 -..-. .-. -. - 1 . . . ¶ 4 •- -I,, - - 14 - 4 .4 - r • •9 - - .• Marron Road February 18,2015 -. ... .• .. . Page:6 - 3,- 3.0 SITE CONDITIONS . .3. .' - * ' 3.1 Geology, ' .1 .. The subject site is located approximately 18 feet above mean sea level. The site is located within the Pleistocene Marine and Marine Terrace Deposits (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 3.5 feet below the ground surface due to refusal encountered at that depth: F . •' '' . . . • .9 3.3 General Subsurface Conditions . . . . In general, the site for the proosed 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 15.9 to 17.6 percent - • - - - with an average of about 16.7 percent. The predominant consistency of the encountered subsurface - * soils is dense. - , 3 • .• , . . t- . - 4 3. -. .. • 4 . .' '- - . . - . ft - _I'_• . •I • • S . 4 • - 3. , • -' -• 'ft 9. -, ,.*'• - r. - . •*-• 4 . .9 44 • _ - - I ' ••. . t_ 0' - • - 4- ' 9' . . TORO * -, INTERNATIONAL - • - - 9 - • • ' - - - - 3. - - ( S * . - - •- 4 Marron Road February 18 2015 - - - Page:-7 . 4.0 SEISMICITY. . - 4.1 General * - t . - 4 - •* . 4t Seismicity is a general term relating to the abrupt release of accumulated strain energy, in the rock'S 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 seisniically active Southern California 4.21. 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 Newport-Inglewood (Offshore) Fault, which is approximately 8 9 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 thefollowing "Sumtharypf Fault Parameters" as shown in Table . • - • - •. .. •• . -- TABLE 1 SUMMARY OF FAULT PARAMETERS Fault Name ', •. . - Approximate 'Distane (km) Source Type .(A,B,C) . . . Maximum Magnitude . (Mw) Slip Ráte . i.(mmlyr) ..- - Fault Type (SS,DS,BT) .Newport-Inglewood (Offshore) . 89 B - 6.9 1.50 SS - Rose Canyon - 9.6 B. -6.9 1.50 SS Coronado Bank' • . ..- 35.6 . B 7.4 •. --1.00 SS. Elsinore-Temecula . 36.9 B - . 6.8 5.00 SS - Elsinore-Julian . . 37.5 A • '- . 7.1 . .5.00 SS Elsinore-Glèn Ivy '. • - * 51.8 . 'B . 6.8 .. 5.00... SS Palos Verdes ' - - 57.0 -B . . 7.1 - 3.00 - SS - Earthquake Valley - 70.3 . B -' - 6.5 2.00 .. SS - V. + 4 ¼ Matron Road - . -• - February 18,2015 - _ -- - ' Page. 9 V* V. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General - V •• V •V -, I V Based on the -results of our geotechnical investigation, -it is our opinion- from- a géotechnical •. -, viewpdint 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. V 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 recoii-imendations of other members of the design team or • - V the governing agencies, if applicable - :. - - - ,V. • - - - - 5.2 Overexcavations/Removals The upper 12 to 18 inches of subsurface soils may be disturbed and/or contains roots &nd organic V ,Therefore, we recommend that all deleterious materials are discarded off site and the upper 18 inches of the subsurface mâterialse removed and replaced with compacted fills Onsité soils may V 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 V - 'accördance'-withthe recommendations stated in Section 5.3 below. • V -- - V. V * r. -- •.•.. • V 5 3 Grading and Earthwork General. All earthwork nd grading for, site development should be accomplished in accordance - -- V V ' with the attached Standard Guidelinesfor Grading Projects (Appendix C), Appendix J of CBC, and - V requirements of the regulatory agency. All. special site preparation recommendations presented in V the following paragraphs will supersede those in the attached Standard Guidelines for Grading Proj ects V - V - • • : . V - V - - * 4 • V ,V • 4. V V Site Preparation. - Vegetation, organic soil, roots and other dnsuitable hiaerial shOuld be removed - V * • V - from the building areas. PriOr to the placement of fill, the existing ground should be sarified to a - • - depth of .6 inches, and recompacted Prior 'to pouring conrete, 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 V *.V• - • • V V. V - -V - .. - V - '- • TORO V V V •, - V V -, - V INTERNATIONAL V , V - • • -V - * - I 'V • . - -. . - • V - - V • V ' --V - ' V ' -. V • -- - - - V. - - VV * - V V • VV V - V V•' - _V - .- -V . . V -, V, •' - •: V• - V V 4' - - V ,, V •"VV V V V -V - - - V4 Marron Road 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 bejetted 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 psf provided the minimum footing depth is 12 inches and the minimum footing width is 12 inches The design lateral equivalent fluid pressure is 325 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 if both 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 INTERNATIONAL . . - V_ S .5 . V. - - •VS I . .- V ,, V •V,t •. . V V V* + Marron Road - Feb~uary 18, 2015 Page 11 + . - , - S • . V 5.5 Cement Type V.. . V • • V - 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 Geötechnical Observation,and Testing It is recommended that geotecimical observations and testings be performed by-the geotechnicál V consultant at the following stages: During all grading oeratibñs, including fill placement and soil removals, if any Upon completion of footing bottom excavation and prior to pouring of concrete, if any V V + V -. • •+ Upon completion of subgrade preparation and prior to pouring of concrete for slab V During backfilling of utility trenches + . .• + V V + -' V When any unusual conditions are encountered --r • V + - • . . . .5 - . The geotechnical engineering firm providing geotechnical observation/testing shall assume the V V '• responsibility, of Geotechnical Engineer of Record. • - + V V • V V I + •. + + + V 5 4 -• .-.+ V V •V .- ,, -. V - . . 4 •V - V •• •, * 4 _V ••VVV • •_ -- - V : V - V.. V • -. V V$ - V • • . + - V V V V V V .:V - -.- • . V V V V + V - V• - TORO . V S + V INTERNATIONAL - V - + - V + -+ ': V - V +• V + 7. V + + V • • V V • V I V • V V V /V - •V ,5V - • V • •V This report is intended for the use of Booth & Suarez and its client Verizon for the proposed Verizon Equipment Enclosure at Marron Road Site, located at 1846 Marron 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. If this 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 of Toro 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 LI INTERNATIONAL 4- -r / - . .. .,•.. .: .--' . - 5 SF -p p F I 5, 5 4* p S. • 40 -: .. 4 APPENDIX A —Field Exploration — S • 4 5 - S.. a:. - I 1SF. Sub'surface cônditins were explored by drilling one boring to a maximum depth of approximately s 3.5 feet below theexisting grade due to refusal encountered at this depth. The drilled borehole was • located in the field by tape measurements from known landmarks. Its location as shown is thêrëfore within the accuracy of such measurements 1 1 44 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 diatheter sampler having a hammer weight and drop Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory is 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 I F F - 5 •1 •- -* : -5 - * Note The actual subsurface conditions at the exact location may be different from the subsurface -: conditions shown inthe Boring Logs. The purpose Of performing the borehole is for evaluating the subsurface inaterials in order to develop geotechriicalparameters for the proposed development. In .- • addition, the type of drill rig, the diameter of the borehole, etc employed during geotechnical S exploration are diff63rent 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 of time 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 • F 5 . - . - _ S •. s • * F- F * F - -. *. •1'' 5 - _ S • .' . S • - • . 5.- * * - p - '- • * • - ... Depth, ft 0 CJ1 0 - 10 ICJl CD_cO(D 3 - Elev,ft, - F,..) ) -. 5 - (D CD 3OCCD . -, . •' .-:------ Graphic 3 CD -C D Log CD -, . . - Sample No. - Drive Sample V. - • .- • -- .. , Blows/ft - S , -'V •-..: - -. DryDenpcf • .- -. . - - 9' - Mousture,% I_I, O V - • S w U:S.C.S. . Z - 0... mmooc,) - 5' " Q 0 cl CD> • ., r) Q, - _, —2 9.—c C) c- CD cn ro I•I (1) - - -. -I . C) • • - • -- I z - - .00 4Z., CD I 0) 0. CD 0 Z CD - S _____ ______ I•II.lIlIIlIIIIIIIIIIIIIIIIII-II C . o - - • M C) I- z C) I- m z 0. z M M z -0 -, -.,• 4 - r Boring No: Sample No -- Sample Depth Percent Passing - Soil Type Na. 200 Sieve B-i. S-2 3 34.6 SC - . 4 buuu 4000 I- (n ,9 3000 Co. U) U W I- Lu U) 2000, Cl) U 1000 0 1000 2000 3000 4000 - 5000 NORMAL STRESS (psf) ' U Peak Relaxed 17 U Boring No. Sample Depth Friction Angle Cohesion - Condition (ft) (degrees) (psf) B-I - U 31 100 Peak - . . 30 100 Relaxed U 'U U U • •U • TORO INTERNATIONAL - U DIRECT SHEAR TEST * U ASTM 03080 - Project Name: Marron Road U U U - lProject No.: 13-109.53 U . Figure: B-: U U I • - . + . • U U U U . - - U I . '•- - - 741r1fl 6 RECORD ID OFFICE USE ONLY 7. SAN DIEGO REGIONAL HHMBP#____________ HAZARDOUS MATERIALS QUESTIONNAIRE BP DATED -Q, / Business Name Business Contact Telephone # VERIZON WIRELESS (') MYRNA ALLENE 949-286J442 Proiec744r, Zip Code '?.UO& A Mailing Address City State Zip Code I P1 51 0 U5 15505 SAND CANYON AVENUE IRVINE, CA 92618 Project Contact Telephone # MYRNA ALLENDE 949-286-7442 The following questions represent the facility's activities, NOT the specific project descri p t i o n . - PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not req u i r e d f o r p r o l e c t s w i t h i n t h e C i t y o f S a n Diego): Indicate by circling the item, whether your business will use, process, or store any o f t h e f o l l o w i n g h a z a r d o u s m a t e r i a l s . I f a n y o f t h e i t e m s a r e c i r c l e d , applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. aI/ !ba ) Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 4. Ot erHealthzards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives iestions is yes, applicant must contact the County of San Di all (858) 505-6700 prior to the issuance of a building permit. If the answer to any Diego, CA 92123. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) I' 0 Is your business listed on the reverse side of this form? (check all that apply). 0 3 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 0 Will your business store or handle Hazardous Substances in quantities greater than or e q u a l t o 5 5 g a l l o n s , 5 0 0 pounds and/or 200 cubic feet? 0 12' Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 ' Will your business use an existing or install an underground storage tank? 0 Er Will your business store or handle Regulated Substances (CalARP)? 0 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 12' Will your business store petroleum in tanks or containers at your facility with a total facility stora g e c a p a c i t y e q u a l t o or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (A P C D ) : I f t h e a n s w e r t o Qu.stinn icz Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, S a n D i e g o , C A 9 2 1 3 1 - 1 6 4 9 o r t e l e p h o n 8 J 5 8 - : of a building or demolition permit. If the answer to questions #4 or #5 is yes, applicant must al s o s u b m i t a n l a s b e s t o s n o t f e t i T p r J o . working days prior to commencing demolition or renovation. (Some residential projects may be exempt from te notificationreqlirerne more information.) El CalARP Exempt Date Initials El CalARP Required Date Initials 0 CalARP Complete Date Initials ate.to_aoM of the or to the i$uance APCD at least 10 tact the AFCD for YES NO MAY4 0 J2' Has a survey been performed to determine the presence of Asbestos Containing Materials? 8 2015 0 0 Will the subject facility or construction activities include operations or equipment that emit o r r e c a p a b l e o f e m i t t i n g a n a i r c o n t a m i n a n t ? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipr ient requpg. l9Qpr.& the rove e side of this from. Contact APCD if you have any questions). - 0 0 (ANSWER ONLY IF QUESTION 1 I YES) Will the subject facility be located within 1,000 f e Oi'P letrø 2)? (Search the California School Directory at http://www.cde.ca.qov/re/sd/ for public and private ic). 0 .J2' Will there be renovation that involves handling of any friable asbestos materials, or disturbin g a n y m a t e rial that contains non-.friable,asbestos? 0 2'' 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 declare under penalty of perjury that to the best of my knowledge and are true and correct. MYRNA ALLENDE Name of Owner or Authorized Agent Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:______________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY_ - RELEASED FOR OCCUPANCY 0* APCD COUNTY-I-IMD APCD COUNTY-HMO APCD W , REnEViEDt *A amp in tirx onl xempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. f4M-9 i County of San Diego - DEH - Hazardous Materialsls Division