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Home My WebLink About13-14626 CITY OF ZEPHYRHILLS 5335-8TH STREET (si3)�so-oo20 146 ' BUILDING PERMIT ��a Permit Number: 14626 Address: 7333 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL_. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: COMMERCIAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 34-25-21-0000-00300-0020 Improv. Cost: 980,000.00 Date Issued: 10/14/2013 Name: MERCHANTS STATION LLC Total Fees: 6,885.84 Address: 11501 NORTHLAKE DR Amount Paid: 6,885.84 CINCINNATI, OH 45249-1669 Date Paid: 10/14/2013 Phone: Work Desc: REMODEL FOR HOBBY LOBBY ,7 0. 5 5. COOL-WAY PLUMBING FEE 397.20 MECHANICAL FEE 278.04 MCNATT PLUMBING COMPANY INC FIRE PLAN REVIEW FEES 2,913.84 BAYSHORE ELECTRIC INC t �� K � �� , ...L1�V_J `Z, �d �3 e� � � � 2 � I ILI FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTR�C LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c)when extra inspection trips are necessary due to any one of d�e following reasons: a) wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site f) plans not at job site g)work not accessible. NOTICE: In addi�ion to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain fnancing, consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application. All work shall be performed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. CONTRAC SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER ----.� � ei3-�eo.00zo '��=�y��+°' City of Zephyrhilis Fermit ADpliCation FaX�s�aaeo-ooz� t BuUding pepa�mem Date Rxelved _ � � � � � � � � Phono Contact tor Permlttlo 9 7 9 8 7 8 3 5 2 9 ercha�ts Station iLC � � �� Ownern Nsma _ � Owner Phona Numbe� Owner's Addmu � Owner Phone wtumber � Fee Slmple Tltleholder Nemu � � Ownar Phano Numbsr Fae Simplo Tflieho�der Addre�� JOS ADDRESS d+ • � r , � �� LOT k SU86IVIStOk —1 p,�CEIIDit � WORKPROPOSEO e IOBTAINEDFROMFqOpERTVTA%NOTICE) NEW CONSTR ApplALT �� $1GIJ Q O DEMpLISH INSTALL REPAIR PROPOSEO USE O SFR Q COMM � OTHER TYPE OF CONSTRUCTlON Q BLOCK Q FRAME � S7HEL Q ] DESCRIPTION OF WORK '`' " '' 'i � r�^._ . � ] t � BUILDtNG SIZE � I �F�TAGE� ------ —..J NEIGHT �� QBUILOkJG S VALUATION OF TOTAL CONSTRUC710N OELECTRICAL $ AMPSERVICE � �� Q PROGRESS ENERGY [� W R.E.C. ��)�� —�J O PIUMBING S �},�,��J S �� j �MECHRNICAL b VALUATIONOF WIECHANICAI INSTALUiTION \ ��z1 ��`S Q ROOFING Q SPECiAITY �� OTHER � FINISHEp F�OOR ELEVATIONS (�_� FLOOD IONE AREA `___J QYES NO BUILDER � C ANY FfoDDv Obb�y S'+"WCS Z , SIGNATUqE REGISTERED Y/ FEE CURREA Y/N Addna■ �i(S Q � . ��_cGC, � y 79 ) e�crRicr,w � 31GNATURE �Q COMPANY REGISTERED Y/N FEE CURRE� Y!N Addross _,_� Ucense M� PLUMBER 81GNA'lURE COlAPANY REGISTEqEO Y/N �!cuaw n Y N �I�f9f! � � License N�-- MECHANfC/lL � COMPANY SIGNATURE REGISTEqED V/N cu�� :n Y N Addross � � __ Ucen�e il �--'— OTHER SIGNATURE �01APANY re�cisr�o Y f N F� c�a=,�:n Y/N Addns� �'1 Illtllillll1111111 ! lIIIIIIIIIIIIIIIII11111111lIljl�lllliillllllillllll RESIDENTtpI, q(tach(2)Pbt Plans;(2)sels of 8uydpfp P4�:1119et of Energy Formn;R•O-W pem��(pr new cormruc4on. MiMmum lan(70)working days aher submittal date. Requirod onsite,Constructron Plem.Stortnwater pluns wl S It F r nce aa te11eC COMMERCIAL Atladi 3Fo�o�es 6 1 dumpsfer,gqe WoAc Pertnit/or eupclp�sior�l�ar�p��s ! ) mda�e sels of BuldMp pleny plus a LAe Selaty P�e:(1)sst of Eneryy Forms.R-O-W PertnN for new consuuctfon. Mirunwm ten(10}wpking day�aryer wbmplaf��. q�q�onaiM.ConabucGOn Plens.Stamwater plens w/Sill Fsnca instyMed. SanNary Fecllltles 6 1 tlumpafer.Siie Wodc pemHt for eil new proJects.All commerciai requirements musl meet campBance SIGN PERMIT Atfach(y)y�a of Enpineeretl Plans. ""PROPERTY SURVEY raquired(a ali NE W cons�ruqip�, Dlractlans: FUI ou1 aOP�tion COmplgtg(y. Owner d CoMrac[or sipn badc o!applha�qn,nofanzed 1f ov�r;2S00,�fypUp�of Comrmne�m��t la nqulrad. (NC upQndsa ov�r 57500) � A9en�(1or the conireclor)or Paner p�Altomey((or tha oNmer)wW�tl be someone witn notanzetl letter hom owner authorizing seme OVER THE COUNTER PERMITTtNG (fron!of Applicalron Only) Reroots if shingles gewers �¢M�U P9ratles A!C Fences(PIOUSurvey/FOOtaga) brivsways-Not over Counter d on pudic roadways.needs ROW 813-780-0020 City of Zephyrhilis Permit Appiication Fax-813-7'80-0021 Building Department ��c-".� G Date Received � Phone Contactfor Permitt(n ��/ � '/�' ' Owner's Name s-yti/ � Owner Phone Number Owner's Address � �C�jt7/��y Owner Phone Number � / �Fee Simple Titleholder Name � Owner Phone Number Fee Simple Titleholder Address � JOBADDRESS � �/Qf/. � � L�/�//` LOT# C� SUBDIVISION PARCELID# p�r�J��i l'/OQ��i � l,O,,j{� (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTR ADD/ALT � SIGN � � DEMOLISH INSTALL e REPAIR PROPOSED USE � SFR � COMM � OTHER � TYPE OF CONSTRUCTION �� BLOCK Q FRAME � STEEL Q �-� DESCRIPTION OF WORK � BUILDING SIZE SQ FOOTAGE� HEIGHT � QBUILDING $ VALUATION OF TOTAL CONSTRUCTION DELECTRICAL $ AMP SERVICE � PROGRESS ENERGY Q W.R.E.C. .�LUMBING $� , ) 9i �MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION QGAS Q ROOFING Q SPECIALTY � OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA �YES NO BUILDER COMPANY � SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# I � ELECTRICIAN COMPANY � SIGNATURE REGISTERED Y/ N FEE CURREA Y/N Address License# � PLUMBER i; (/ � / ��'�rL� COMPANY � �y j7`I�I4JL/I� � SIGNATURE � �t � � � REGISTERED N FEE CURRE� Y/N ,+- c Address G��lL- � � License#`��/_��j/J�� MECHANICAL COMPANY � SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# �- � OTHER COMPANY � SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N Address License# � Illllllllllllllllllllllllllllltlltllllllillllllllllllllllllllllllll RESIDENTIAL Attach(2)Piot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&t dumpster;Site Work Pertnit for subdivisionsAarge projects COMMERCIAL Attach(3)complete sets of Building Ptans plus a Life Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster Site Work Pertnit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. "**PROPERTY SURVEY required for all NEW construction. Directtons:• Fill out application completely Owner 8 Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (AIC upgrades over 57500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIoUSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the cantractor(s) sign portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as the contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings, or expansion of existing buildings,as specified in Pasco County Ordinance nurnber 89-07 and 90-07, as amended. The undersigned also understands, that such fees,as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County WaterlSewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more,I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law--Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner'prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or iinstallation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are ncrt limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmeintally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland F�reas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health 8� Rehabilitative ServiceslEnvironmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan� addressing a "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one(1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, welis, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,c:ancel,alter,or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official From thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work.authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension. If work ceases for ninety(94)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER O AN ATTORNEY EFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT(F.S.117.03y � [� � �, / � �J � l %- OWNER OR AGENT �' (�(�J / 'L� ��'��7 CONTRACTOR (; / j r �� Subscribed and swor to aGaffirmed) e ore me tY�js Subscr'bed and s o to(or affirmed)bef re me this /c' s b "7 /QL//9 7 1311iJii! Who is ar wr1� r has/have produced Who is/afe o a y kno n to me or has/have Q� ( �0,+0 \ ..- ".4• �ntification. � as i icaU�dQ......'RF �iv�, , r�� •.+OMua�ry��'i'F C�� /' . � ,,J�eM a�yS�p�F•CQ�i� ¢'9 � , "�A i J �*��e ,?�A� , `��- �� _ Notary Public C� ��! c.(_ J �� Not��u4lic .. Comr�Z � ��r ��n• �Z• �� fn• � EEu�rjNo. • Commission No. ��: ~ :,�� :� 851310 o q�� r0 : .� Name Nlntedo� • � T�1��dlFnn �-�.. , � �� , Name of Notary typed,pnnted or stamped �� am_ �� ti i,�� .� ��aura�. ��,•;" ijr��., lnsura�u�,•��.. /�/,�8��lE�ep�'�t4`\�,\ ,,'��Pll�iTai 4�t y�� .��eo.00ao G�y or zeph�Femral �g�.r�pplbcetl�on yra�a.reoat� ow R.e.twa � �__ � � �•�, �� he�.cw.aw►wn„wr� 47 878 _ 352! rc ants tat on "' � own«4 Nrn� o�r��..s.. ONnNI�AddeMS �w�Mt M�a�r Mr11b� �__'_� ��pM TIMNaIOnl1� O�wwr►bam MwaNr � Fa�M�M iMMR�Md�r Ai/rNS � J0�11DDIIfif �� • � � • � � � � LOT� �� PMC[L q� -- l�MIOMNIO!ll�tyT�iro�ICq woacrnoro�so e ►�woor�r�e �oo�.r � s� Q O oE►iousH INSTAII REPA/t �U9! Q 8FR Q C01AM Q OYFIER �1'r[Of{�S11tUC110N Q BLOCK [] FpAME � 87lF� D ('--�--� �ESCI�Pi10N Of rYQR� < < t � �INt,0�i4� i_�!H fOdflr9E� �� t , • VKWTIOX OF 70TAL�SilqlCi�pN ��'� _ ""+w sEav� 0 weoo�as�aor � w.�c (�r�ur�� ; ._, �� a0, vk.u�na+oF n�c�rcK a�sr�t,uro�, C7� Q noo�o p srecuur p o„� � FINIBiED FLOOR E1.EVAT�ONS � '�T:•� F�000 ZOlIE ANBA [�YiS NO � � 1��.. �o�►b�. S�sa�rs _ ex�un�� YtN �°�.°` ,� uan..r��7'9 I � -T °°�"" � � N Rtqw�EA / w°i"' �c«r.r�_ � � �y � siosa�ttn�e �, ouu�A Ae�.n - —� L+ona�11� � � �. cairnwr d/—LcJ.4�V � — '�s°'�+e�e° e , �"' yy � ~� uonw�r�C D s�'Sry�� on�e ��y _ aiau'n�e a�,m � cu � — +�er.�.� ib°'a r t � �� i � i �� i�� ii �� i �� i I�OEMIUIL AY��rMn nw;m«.a�Wl�ny p�wi.:[n•�a en�r Foiar:R aw wna�ror e.woonre,nen, MYr�un 1r�(to)weiY^!d��qr�IIW Ares. RprbpyN�.OoniMUqion Plm�.t�oenn�lv Plrm�M S�� ,nos n r.,� COMr[RpIY. Alp�d�p��op�sMtdMild PIw Mi�nteMM�NM�� MOiien�M�101�idMr'MrM�lY1dIM. �bP�(�?atef[�w�rFaniu.RP1MPW�NtbtewapWn,Wpn, B�IMMy iat�s 11�I/�II�R W WoAt PMIIIY lor�OMIM.COM61ICN11'YIM.11oIMIMOUf PI�11�1M S1t/«IOS�0. sroM�a6r AI�a►.w a Enan.«.e ry.n.. a'�+•M mw�waw wai+.m.ns wa mw�aa�p�O. �"PIlOP6llV9UlNEYMaYY�O}Ora �y�t�py�, OfA00o1M: �CIA�C/r011c0�i��Y- �a�lN�O,�i NNIw�"afL�dcd�V�Iq�4 tawlao �wMn�nt N tpulr�0. NIC u�qw w�r�sr00) •• A�ntpo►a,.oaio,qpr)aPwiaraAlt�y(�.a.owrrqwqraaaoin�arwannote+tredbMwasna�swr�al�Y,ysan. OVER 7NE COINIiFR PiMlllTMlO (fiaN dAppineon ONyi RrooA K MWqI� 8�s SaMa UPO��IYC F�nat�Plar�v�ylson�go) �M�awr Caude Nen pRk qwM�rw aMd�R01N Florida Energy Efficiency Code For Building Construction EnergyGauge Summit0 Fla/Com-2010, Effective Date: March 15, 2012--Form 506-2010 Prescriptive Compliance for Renovations, Occupancy Change, etc. PROJECT SUMMARY Short Desc: ZEPFL DescripNon: ZEPHYRHILLS,FL HOBBY L Owner: HOBBY LOBBY Addressl: 7333 GALL BOULEVARD City: ZEPHYRHILLS Address2: Enter Address here State: FL Zip: 33542 Type: Retail Class: Renovation to existing building Jurisdiction: ZEPHYRHII.LS,PASCO COiINTY,FL(611600) Conditioned Area: 46024 SF Conditioned&UnConditioned Area: 47320 SF No of Stories: 1 Area entered from Plans 43564 SF Permit No: 0 Max Tonnage ]0.7 If different,write in: EnergyGauge Summit�Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:Marc;h 15,2012 8/7/2013 Page 1 of]0 Compliance Summary Component Design Criteria Result RENOVATED ENVELOPE PRESCRIPTIVE PASSES LIGHTING POWER 73,488.0 76,191.3 PASSES LIGHTING CONTROLS PASSES EXTERNAL LIGHTING None Entered HVAC SYSTEM PASSES PLANT None Entered WATER HEATING SYSTEMS Not Checked PIPING SYSTEMS PASSES Met all required compliance from Check List? Yes/No/NA IMPORTANT MESSAGE Info 5009-- -- --An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit�Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:Marc.h 15,2012 8/7/2013 Page 2 of l0 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code ? Prepared By THOMAS E.STALCUP Building Official: .'°� �� _�%'�f � Date: Date• _� I certify that this buiiding is in compliance with the FLorida Energy Efficiency Code Owner Agent: HOBBY LOBBY Date: If Required by Florida law, I hereby certify(*)that the system design is in compliance with the Florida Energy Efficiency Code Architect: WILLIAM DOUGLAS FNRLE� Reg No• AA:91919 Electrical Designer: THOMAS E.STALCUP Reg No: 66998 Lighting Designer• THOMAS E.STALCUP Reg No: 66998 Mechanical Designer: THOMAS E.STALCUP Reg No 66998 Plumbing Designer• THOMAS E.STALCUP Reg No: (") Signature is required where Florida Law requires design to be performed by registered design professionals. EnergyGauge Summit0 FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/20]3 Page 3 of 10 Project:ZEPFL Title:ZEPHYRHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL_TAMPA_I1�TTERNATIONAL_AP.tm3) Prescriptive Envelope Compliance Item Zone Description Design Criteria Meet Req. Glass SALES Percent glass Max ailowed .000 50.000 Yes Skylights SALES Percent Skylight Max allowed .000 5.000 Yes Glass VEST Percent glass Max allowed .000 50.000 Yes Skylights VEST Percent Skylight Max allowed .000 5.000 Yes Glass OFFIC� Percent glass Max allowed .000 50 000 Yes Skylights OFFICE Percent Skylight Max allowed .000 5.000 Yes Glass FRAME Percent glass Max allowed .000 50.000 Yes Skylights FRAME Percent Skylight Maac allowed .000 5 000 Yes Glass RESTR Percent glass Max allowed .000 50.000 Yes Skylights RESTR Percent Skylight Max allowed .000 5.000 Yes Glass ELEC Percent glass Max allowed .000 50.000 Yes Skylights ELEC Percent Skylight Max allowed .000 5.000 Yes Glass MEZZ Percent glass Max allowed .000 50.000 Yes Skylights MEZZ Percent Skylight Max allowed .000 5.000 Yes Glass STAGE Percent glass Max allowed .000 50.000 Yes Skylights STAGE Percent Skvlight Mas allowed .00� 5.000 Yes Meets Shell Envelope Requirements—PASSES External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No.of Units (VV) (V� _ (Sqft or ft) � None EnergyGauge Summit0 FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/2013 Page 4 of l0 Project:ZEPFL Title:ZEPHI'RHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL TAMPA INTERIVATIONAL AP.tm3) Lighting Power Compliance Space Ashrae Description Area Height No.of Design Effective Allowance ID (sq.ft) (ft) Spaces (W) (V1� (V1� 101 25,001 Sales Area 39,597 24.0 1 62938 62938 67,315 VEST 12 Lobby(General)- ],139 11.0 I 1596 1596 1,481 Reception and Waiting INST 14 Classroom/Lecture Hall 361 10.0 1 9l2 912 505 CASH 17 Office-Enclosed 256 ]0.0 1 570 570 282 MANAG ]7 Office-Enclosed 225 10 0 1 684 684 248 FRAME 25,001 Sales Area 784 8.0 1 2052 2052 1,333 LOiJNGE 9 Food Service-Bar/Lounge 289 8A 1 684 684 347 WOMEN 6 Toilet and Washroom ]96 8.0 1 404 404 176 MENS 6 Toilet and Washroom 196 8.0 1 456 456 176 ELEC 1 Electrical Mechanical ],296 12.0 1 1254 1254 1,944 Equipment Room-General MEZZ 3 Storage&Warehouse- 1,156 12.0 1 684 684 925 Bulky Active Storage STAGE 3 Storage&Warehouse- 529 24.0 1 228 228 423 Bulky Active Storage RECEIV 3 Storage&Warehouse- 1,296 24.0 1 1026 1026 1,037 Bu1ky Active Storage Design : 73488(VV) � PASSES Effective: 73488(VV) Allowance: 76191.29(W) Passing requires Design to be at most 100% of Criteria EnergyGauge Summit0 Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:Marc:h 15,2012 8/7/2013 Page 5 of]0 Project:ZEPFL Title:ZEPHYRHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL TAMPA INTER�'ATIONAL AP.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance 101 25,001 Sales Area 39,597 8 4 PASSES VEST l2 Lobby(General)-Reception and 1,139 1 1 PASSES Waiting INST 14 Classroom/Lecture Hall 36l 1 1 PASSES CASH 17 Office-Enclosed 256 1 1 PASSES MANAG 17 Office-Enclosed 225 1 1 PASSES FRAME 25,001 Sales Area 784 1 1 PASSES LOLJNGE 9 Food Serv�ce-Bar/Lounge 289 1 1 PASSES WOMEN 6 Toilet and Washroom 196 2 1 PASSES MENS 6 Toilet and Washroom 196 1 1 PASSES ELEC I Electrical Mechanical Equipment 1,296 1 ] PASSES Room-General MEZZ 3 Storage&Warehouse-Bulky 1,156 1 1 PASSES Active Storage STAGE 3 Storage&Warehouse-Bulky 529 ] 1 PASSES Active Storage RECEIV 3 Storage&Warehouse-Bulky 1,296 1 1 PASSES Active Storage PASSES EnergyGauge Summit�FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/2013 Page 6 of 10 Project:ZEPFL Title:ZEPI-IYRHILLS,FL HOBBY LOBBY T,ype:Retail (WEA File:FL TAMPA INTERNATIONAL AP.tm3) System Report Compliance UH-3-6 MEZZANINE UNIT HEATERS Unit Heater or Warm Air No.of Units Duct Furnaces ] Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance Heating System Electric Furnace 1.00 1 00 PASSES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume UH-1,2 STAGING AND RECEIVING LJNIT Unit Heater or Warm Air No.of Units HEATERS Duct Furnaces 2 Component Category Capacity Design Eff Desiga IPLV Comp- Eff Criteria lPLV Criteria liance Heating System Electric Furnace 1.00 1.00 PASSES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume RTU-2-13 SALES FLOOR RTU UNITS Constant Volume Packaged No.of Units System 12 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance Cooling System Air Conditioners Air Cooled 12.20 11.20 12A0 11.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Electric Fumace 1.00 1.00 PASSES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 5.40 PASSES System(Sup) Air Distribution ADS System(Ret) 5 40 PASSES System(Ret) RTU-1 VESTIBULE AND INSTRUCTIONAL Constant Volume Packaged No.of Units AREA RTU LTNIT System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance EnergyGauge Summit�FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/20]3 Page 7 of]0 Cooling System Air Conditioners Air Cooled 12.20 11.20 12.00 11 40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heatmg System Electnc Furnace 1.00 1.00 PASSES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 5 40 PASSES System(Sup) Air Distribution ADS System(Ret) 5.40 PASSES System(Ret) RTU-14 FRAME ROOM RTU Constant Volume Packaged '.Vo.of Units System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance Cooling System Air Conditioners Air Cooled 12.80 12.23 8.0(1 PASSES <65000 Btulh Cooling Capacity Heating System Electric Furnace 1.00 1.00 PASSES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 5.40 PASSES System(Sup) Air Distribution ADS System(Ret) 5 40 PASSES System(Ret) RTU-15 RESTROOM RTU Constant Volume Packaged No.of Units System 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance Cooling System Air Conditioners Air Cooled 13.00 12.23 8.00 PASSES <65000 Btu/h Cooling Capacity Heating System Electric Furnace 1.00 1.00 PA5SES Air Handling Air Handler(Supply)- 0.80 0.82 PASSES System-Supply Constant Volume Air Distribution ADS System(Sup) 5 40 PASSES System(Sup) Air Distribution ADS System(Ret) 5.40 PASSES System(Ret) MS-1,2 OFFICE HVAC Room Units(Airconditioners No.of Units &Heat pumps) 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance EnergyGauge Summit0 FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/2013 Page 8 of 10 Cooling System Room Airconditioners with ]0.20 9 70 PASSES Louvered Slides Heating System Electric Fumace 1.00 1 00 PASSES Air Handling Au Handler(Supp]y)- 0.80 0.82 PASSES System-Supply Constant Volume � PASSES � Plant Compliance Description Installed Size Design Min Design Min Category Comp No Eff Ef}' IPLV IPLV liance �— None Project:ZEPFL Title:ZEPHYRHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL_TAMPA_INTERNATIONAL AP.tm3) Water Heater Compliance Design Min Design Max Comp Description Type Category Eff Eff Loss Loss liance Water Heater 1 Electric water heater <=12[kW) 92.00 0.92 PASSES Water Heater 2 Electric water heater Unknown 92.00 Not Checked Not Checked Project:ZEPFL Titte:ZEPHYRHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL TAMPA INTERNATIONAL AP.tm3) Piping System Compliance Category Pipe Dia ls Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick[in] Thick[in] (F] .SF.F] Domestic and Service Hot Water 0.25 False 105.00 0.28 1.00 0.50 PASSES Systems PASSES EnergyGauge Summit�FlalCom-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/20l 3 Page 9 of]0 Project:ZEPFL Title:ZEPHYRHILLS,FL HOBBY LOBBY Type:Retail (WEA File:FL_TAMPA_INTERNATIONAL_AP.tm3) Other Required Compliance Category Section Requirement(write N/A in box if not applicable) Check Report 506.4.2 Input Report Print-Out from EnergyGauge F1aCom attac:hed ❑ Operations Manua] 303.3 1, Operations manual provided to owner ❑ 503.2.9.3, 505 7.4.2 Windows&Doors 5023.2 Glazed swinging entrance&revolving doors:max. 1 0 c:fin/ft2;all ❑ other products:0.3 cfm/ftZ Joints/Cracks 502.3.3 To be caulked,gasketed,weather-stripped or otherwise sealed ❑ Dropped Ceiling Cavity 5023 Vented:seal&insulated ceiling.Unvented seal&insula.te roof& ❑ side walls HVAC Efficiency 503.2.3 Minimum efficiencies:Tables 503.23(1)-(8) ❑ HVAC Controls 503.2.4 Zone controls prevent reheat(exceptions);separate therrnostatic ❑ control per zone; Ventilation 503.2.5 Outdoor air supply&exhaust ducts shall have dampers that ❑ automatically shut when systems or spaces served are not in use. Exhaust air energy recovery required for coohng systems (Exceptions). ADS 503.2.7.5 Duct sizing and Design have been performed ❑ HVAC Ducts 503.2.7 Air ducts,fittings,mechanical equipment&plenum chatnbers sha11 ❑ be mechanically attached,sealed,insulated&installed per Table 503.2.7.2.Fan power limitations. Balancing 503.2.9.1 HVAC distribution system(s)tested&balanced.Report in ❑ construction documents. Piping lnsulation 503.2.8 HAC and service hot watec In accordance with Table 503.2.8. ❑ Water Heaters 504 Performance requirements in accordance with Table 504.2.Heat ❑ trap required. Swimming Pools 504 7 Vapor-retardant or liquid cover or other means proven to reduce ❑ heat loss on heated pools;Time switch(exceptions);readlily accessible on/off switch. Motors 505.7.5 Motor efficiency criteria have been met ❑ Lighting Controls 505.2,502.3 Automatic control required for interior lighting in buildings>5,000 ❑ s.f.;Space control,Exterior photo sensor;Tandom wirin€;with 1 or 3 linear fluorescent]amps>30W EnergyGauge Summit�Fla/Com-2010.Section 506.4 Compliant Software.Effective Date:March 15,2012 8/7/2013 Page]0 of l 0 ' � ,� > ' P.O. Box 2076 I ,j r�„'L� Rogers,Arkansas 72756 K��t Phone: 479.636.3545 architecture +engineering DATE: November 22, 2013 JOB #: R2013.0407.03/SO.reimb TO: City of Zephyrhills RE: Plan Revision Three Submittal Attn: Jackie Boges/William Burgess Hobby Lobby Conversion 5335 8'h Street 7333 Gall Boulevard Zephyrhills, FL 33542 Zephyrhills, FL 33541 813-780-0020 We are sending you the following information on the above referenced project for your use. Please call if you have any questions. Thank you. COPIES DESCRIPTION 3 Signed and crimped sets of revised plans, sheets as follows: CVR, A8.0, El.0, E1.1, E2.0, E2.1, E4.0, E6.0 and E7.0 3 Plan Revision Three Texts If enclosures are not as noted, please notify us immediately. Signed, Der ague, Permit Coordinator pb2 architecture + engineering derek.daque@pb2ae.com direct 479.878.3524 xc File Shipping via: UPS Second Day Delivery 710 West Roselawn Drive Rogers, Arkansas 72756 architecture Phone: 479.636.3545 +engineering HOBBY LOBBY OCTOBER Ol, 2013 ZEPHYRHILLS, FLORIDA PLA.N REVISION #1 JOB # 2013-0407 This Plan Revision is an integral part of the Contract Documents and shall be treated as such. SCOPE: This Plan Revision is to revise the previously issued documents of Zephyrhills, Florida, Hobby Lobby, to reflect the following changes: SCOPE: Client Directed Changes Mezzanine Coordination Page 1 of 3 HOBBY LOBBY OCTOBER O l, 2C I; ZEPHYRHILLS, FLORIDA PLAN REVISION #1 JOB #2013-0407 ARCHITECTURAL Sheet CVR: Item #1� Added note reflecting the revised sheets to sheet Sheet Ll.0 Item #1 Detail 1, Updated plan to reflect revised location door to Frame Room Srieet Fl.0 Item #1. Detail 1, Updated plan to reflect revised location door to Frame Room SheetA 1.0 Item #1• Detail 1, Updated plan to reflect revised location door to Frame Room SheetA 1.2 Item #1• Detail 3, Updated plan to reflect revised location door to Frame Room Sheet AS 0 Item #1: Detail 6, Revised glazing to be Impact Resistant Item #2: Detail 7, Revised glazing to be Impact Resistant Sheet A5.1 Item #1. Detail 3, Revised giazing to be Impact Resistant Item #2: Detail 4, Revised glazing to be Impact Resistant item #3: Detail S, Revised glazing to be Impact Resistant Item #4• Detail 6, Revised glazing to be Impact Resistant Item #5: Detail 7, Revised glazing to be Impact Resistant Item #6� Detail 10, Revised glazing to be Impact Resistant Sheet A8.0 Item #1: Detail 2, Revised glazing to be Impact Resistant Item #2• DOOR LEGEND, Revised frames to be Dark Bronze Finish Sheet A8.1 Item #1: Paint Schedule, Removed 'Cleo' from Schedule. STRUCTURAL Sheet S 1.0 Item #1. Revised gridlines 1.1 thru 3.6 based on proposed mezzanine column layout. Item #2: Adjust foundation sizes on plan and in schedule based on provided mezzanine reactions to show 2'-0" wide combined footing in lieu of the 3'-0" wide footing. Sheet 52.0 Item #1: Revised gridlines 1.l thru 3.6 based on proposed mezzanine column layout Item #2: Adjust mezzanine framing layout based on proposed mezzanine framing layout. ELECTRICAL Sheet E2.1 Item#1: Detail 3, Revised plan to reflect updated Frame Room layout. Page 2 of 3 , HO�BY LOBBY OCTOBER Ol, 2013 ZEPHYRHILLS, FLORIDA PLP�N REVISION #1 JOB #2013-0407 SPECIFICATIONS Section 00010-Table of Contents Item #1: Delete Section 10155 -Toilet Compartments Item #2• Add New Section 10172- High Density Polymer Toilet Compartments Section 10155 -Toilet Compartments Item #1: Delete Entire Section Section 10172- High Density Polymer Toilet Compartments Item #1. Add New Section Page 3 of 3 2809 Ajax Avenue Suite 100 Rogers, Arkansas 72758 architecture Phone: 479.636.3545 +engineering HOBBY LOBBY NOVEMBER 21 ST, 2013 ZEPHYRHILLS, FLORIDA PLAN REVISION #3 JOB # 2013-0407 This Plan Revision is an integral part of the Contract Documents and shall be treated as such. SCOPE: This Plan Revision is to revise the previously issued documents of Zephyrhills, Florida, Hobby Lobby, to reflect the following changes: SCOPE: Page 1 of 3 HOBBY LOBBY NOVEMBER 21ST, 2013 ZEPHYRHILLS, FLORIDA PLAN REVISION #3 JOB #2013-0407 ARCHITECTURAL Sheet CVR: Item #1. Added note reflecting the revised sheets Sheet A8.0 item #1: Door Legend: Added Dimensions to Door Type `G' ELECTRICAL Sheet E1.0: Item #1. Detail 1, Added detail callouts for light fixture mounting in Receiving/Staging. Item #2. Light Fixture Schedule, Revised fixture type C & D per HL. Item #3: Keynotes, Revised Note J detail designation Sheet E1.1: Item #1: Detail 3, Revised frame room strip light layout per HL. Item #2: Detail 7, Added detaii per HL directive/proto update. Item #3. Detail 8, Added detail per HL directive/proto update. Item #4• Keynotes, Revised Note J detail designation. Sheet E2.0: Item #1. Detail 1, Revised RTU 3, 6, 9 8�12 convenience receptacle keynote designation. Item #2: Detail 1, Added circuitry designation for RTU 12 receptacle. Item #3: Detail 1, Revised J-box designation for temperature sensor in frame room. item #4: Keynotes, Revised note 2 conduit size. Item #5: Keynotes, Add notes 8 8� 1 1 Sheet E2.1: Item #1: Keynotes, Revised notes 1 & S . Item #2: Keynotes, Added note 7. Item #3: Keynotes, Deleted notes 8 & 1 1. Item #4. Detail 1, Added J-box and receptacle location in Manager's Office. item #S: Detail 3, Added j-box's in Employee Lounge. Item #6: Detail 5, Added TNBB location and Demarc designation Sheet E4.0: Item #1: Detail 8, Added receptacle mounting height. Item #2• Detail 9, Revised detail per HL directive. Item #3: Detail 10, Detail deleted. Item #4: Detail 13, Replaced for clarification. Item #5: Detail 14, Added box j-box designations Sheet E6.0: Item #1: Detail 1, Revised detail per HL directive Page 2 of 3 HOBBY LOBBY NOVEIv1BER 21 ST, 2013 ZEPHYRHILLS, FLORIDA PLAN REVISION #3 J��B #2013-0407 Item #2: Detail 2, Revised detail per HL directive. Item #3: General Notes, Added per HL directive. Item #4: Key Notes, Added per HL directive. Item #5: Symbols Legend, Added per HL directive. Sheet E7.0: Item #1: Detail 1, Added box note clarifying responsibility. Item #2• Detail 2, Revised detail for clarification on TNBB wiring. Page 3 of 3 eis-�eo•oozo City of Zephyrhills Permit Application Fax•813-780-0021 ��_ Bui�ing Oepnrlment Dale Rscaivad _ - t � ' , ' ' ' , Phon�Contact tor Perm'tt,np, 9 7 9 7�,Tz ._ 3 5 2 9 � erc ants Station LLC f?wn�r'a Nam� Ownsr Phona Number Ownar'a Address / Owner Phons Numbe� � Fea Slmple Titlaholdar Nama � Ownsr Phon�Numbar � Fae S�mpla TItlsAotder Addross � ---, �, . . � C� J08 A�DRESS � LOTN SUBDIYlS10N PARCEL tblf � �OBTAl11E0 FROM PNOPERTY TA7[NOTIGE� WORK PROPQSED e NEW CONSTN 8 AODlALT � SIGN Q Q OEMOLISH INSTALL REPAIR PROPO8EDUSE Q SfR O COMM �� OTHER � TYPE OF CONSTRUCTION Q BIOCK O FRAME Q STEEL Q �-� Z ._ r,,.,.:, � � DESCRIPTION OF WpRK `� 9UIlDtNG SIZE Sp FOOTAf3E� HEtGHT �� OBUILDMG S , . VALUATION OF TOTAL CONSTRUCTION OELECTRICAI �� AMP SERVICE Q PROGRESS ENERGY � W.R.E.C. / �PIUMBING S 1 �� v C� �4 I Sl.a�l OMECHANICAI S VALUATION OF MECHANICAL INSTAILATION `i� � ��l-►-�c�C..Z.,Z /�11� 5�� QGAS Q ROOFING Q SPECIALTY � OTHER � /� � ��,�_5 S J _ n,�� C�-C.! (i�. 1��r_Y FINISHED FIOOR ELEVATIONS � FLO00 20NE AREA �YES NO �.w.1 ��CIrS ` <-1/� � j,// � ( (7�� BUI�DER t 1� C�1�+qNY � �p by S�^U/r!, �„ SIGNATURE �•� qEGISTERE� Y/ FEE C RE� Y I N afaroas 7Td7 S/�.J �/�/?�+S_Ol'l� ��censeu �� _,.,, r- � ELECTRICIAN R �COMPANY SIGNATURE T�,J REGISTEREO Y! N FEE CURR£A Y 1 N Ad�as Litense p I � PlUMBER .{�4, � MGANY � SIGNA'NRE ��7� REG157EREp Y/N +!4 CURR!'� Y±N ........_................ ��u Liwnse M �� MECHANICAL I COMIPANY � SIGNATURE r��isrEneo YI N �r+.cu�.�tn Y N Addnss llcense tt � � OTHER � COMPANY � StGNATURE qEG�siERED Y I N Fr:cu++c;c.� Y/N '�� L{cense M � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111 REStOENTIAL Attach(2)Pbt Pfens;(2)sefs ot BWlding Pl�rn;(t)eet o/Ensrgy Forme;R-O-W Permrf tor naw conscrve6on, Mirwmum len(10)working days afler submittal da1e. Requirod ansite,Constrticlron Pleru,Stormwater Plans w/S�it Fence.ns1a11eC SenMary FacqNiss 6 1 Oumpster,SNS Wak Permit br eubdNisbneAargs prqects CONMERCFAL Altach(3)complela sels ot 8uibwq Plans plus a li(e Sataty Pape:(1)set of E�py Forms.R-0�W Parmit br new conslruction. Mktimum Isn(10)workinp daya aNar aubmittal da1e. Requked onaiM.Conabuction Plans.Stamwatar Pkns w/SAt Far+ce installsd. SanMary faciUqea 3 1 dumpstec SIIe Wrnk Partnit for aq new proJects.All commerc�al requ'aemeNS must meet compHance� SiGN PERM17 Attach(2)asla o(Enpmaered Plans. ""PROPERTY SURVEY rpuired(or aN NEW consWCbon. Diroctlona:. fNl oW app6calbn completely Owner E Contractor sipn back of appRcalion,notanzed It ov�r;2500,�NoUC�ot Commmc�m�nt Ia nqWr�d. (A!C upyndss ov�r 57500) " Agent{fa ihe contrector)or Powar of Atlomey(fa the owner)vqWd be someone with notarized letter hnm owner authorizing seme OVER THE COUN7ER PERMITTWG (Fronl ol ApplicaUon OMy) Reioo(s if sh�ngles Sewers Sernce Upgrades NC Fences(PbuSurvey/FOOtagot �rFVSways•NOt over Counier il on public roadways..needs ROW NOTtCE OF DEEQ RESTRECTIONS: The urxtersigned understands that this permit may tse subject to"deed"resirictlons" which may be mare restrictivs than County regulaUOns. The undersignetf BSSUmes re5ponsibility for Canpliance with any applicabEe deed�estrictio�s. UNIICENSED CON'fRAGTORS ANfl CONTRACTOR RESPON8tBtLiTiES. !f the owner has ttured a tt�nntractar or conlractprs to undertake wark,tfiey may be requxed to tae hcensaQ in accordance with state 8rtd itrcal r8gulatirms. tt ttse contractar is not Iicensed as reqwred by law, both the owner a�d contraclor may be cited for a misdemeannr vioiation under state law !i ihe pwner or intended canttactor are unCeriain as to what itcensing rsqu�rements may appiy For the inlended wo�fc,tliey are advised to coniact the Pasco County BuIlding Inspectian Drvision—licensing Section at 727-8a7- 6009. Furihermore, if the om�er hes hired a c�niractor or cwntractors, he is advised to have the amiractor{s) ssgn portians of the"cantr�tm 8fock"of lhis applicatron for which tfiey w�i be respo�sibie_ if you,as the owner;;ign as the contract�,that may be en indication that he is trot properiy i�Censed and is not entltled ta permilting privileges in Pasco County T'RANSPqRTATlqN IMPAC7lUTELtTtES tMPACT AhlQ RES013RGE RECOVEl2Y FEEB: The undersigned urtderstattds that 7ranspartation irt�sact Fees and Recourse Recavery Fees may apply to the conswdion ot new buiidMgs,chenge ot use in existing buikJings.or expansion af exiatlng buikJ�,es specified in Pasco County Oidinanca number 89-07 and 90-07,8s ame�tded. The undersigned also unOer8t8nds.that S�h fees,as�y De due,wiil be identii�d at the lime of pertnitiing, ft is turfher understood thet Trensportatlon Impact Fees and Resource Recavery Fees musi be paid prior to receiving a"ceRificate of occupancy"or flnal power tefee�se. if the project does not Envolve a certificate of�r.upency or final power reis�e,the fees must he pald priat to pemdt issuance. Furtt�errt►ore.N Pasco Cotmty WeterfSewer krqaact fees are due,they rnusi be paid prior to permit iasuance irt acxardance with appticx�b{e Pasco Ca.�nry ordinarnces. CONSTRUCTION UEN EAW(Chapter 713,flarida Statutes,as amended}: !f valustion af work is$2,SOO.00t or more,i certify that i, the appticard, have baen pravided wiih a capy of the "Fiorida Construciion Lien Law—Flomeowner's Protection Guide"prepared by the Florida Department af Agricuiture and Consumer Affa�s. If the appla�nt is someane other thaa the"owner",i certity that!have abtained a Copy af Ihe above descrtbed documenl artd promise in gnod fafth W detiver ft to the`Owner"prior to a�mx�ncamen[. GON'E'RACT4R'S/OWkER'8 AFFiOAYFT: i ceKify that a!!Mie infamaUon in this application is accurate and tFiat aIE wark will be ckane in comp4amce with�!appiicabie taws regulaling canstrudion,zoning and iar►d developrr►+ent. ApplicaUon is hereby made io obtsin e pemrit to da work er�d inatBHetian es atdicated. 1 Certity thei rtio wortc or installat on has cortura�nced pria la issuance oi a permit and that aN wak wi8 be peAormed to maet stendards of al1 Isws re�laUng c.anstruction, County and City cades, mning reguiatkms, and land c�veiopment regulaimns in ttie}unsdiction i also �rtify thai I understand that the regulati�s of other gavemment agenaes may appty to the intendsd work.a��d that it is my resporrsibility to identKy what a�s I must take to be in compiiance. Stx�agenc}es&�ciude but are not lim tect to - Department ot�nvironmental Protection-Cyp�ess Bayheads,Wetiand Areas and Envranmentslr�SensiUve l.ands,WaterlWastewater Treatment • Sautltwest Fiaida Water Management District-We{!s, Cypress Bayheads WeUand Areaa, Aftaring watercourses. - Army Corps af Engineers-SeawaUs,Doclss,Navigabte Wateiways. - DepaRment af Fleatth & Refiabllitative ServicaelEnvironmental Health Unit-Wetls. Wasiewater Treetment, SeptiC Tanks. - US Envrconmantai Protection Agerrcy-AsDestos abatement. - Federal Aviaf'tn�Authoriry-Runweys. 1 understand tl�at the ta�a+�ng restric�ons apply to the use o(Sa: - Use oi fill is�t allowed in Flood 2one`V"urtless expressly pemtitted. - It the fil. matetial is to 6e used irt Flood Zone "A", it is understood that a drainage plan address.ng a "campensating vok�me"wii be submitted at time of permitting whir�is prepared by a professions� eng neer licensed by the Stat�of Florida. - !f the td! material is to be used in Flood Zane"A" in connsction with a peRnitted budd•ng using stem wall constructian,l csrtlfy that fi!!wili be uaed pnry to fit the area within the atem wall. - If flIl rt�teria! is to be used in arey area I cert.fy thai use of aueh fll wiU not adversely affec.t adjaceRt propeRies. Ifi use o4 fiN is found to adversely eftaC ad�acent properties,the owner may be cited f�or v olai ng the condiiions of tfie building permlt issued under the attached permit appGcat:on for lots tess ihan one{1) aa�e which are elevated by ftn,an engineered drainage ptan is required. If 1 am the At3EMT FOR THE OYYNER,E prom}se in gaod`aith to nforrn the owner of the penrrittEng conditrony set forth in this aKdavit prior to cammenang constniction 1 undarstand thai a separate permd may be required for electncal wrork ptumbing, signs,wells, pools,eir conditionirig,ges,or Wher rr�sta'ations not spec�'icelly ncluded in ihe app�cat`on, A permit issued ahal!be consln�ed to be a license to proceed wdh ihe work and not as autharity.o v�oiate canc� s+ler,ar� set asi�any provisians qf the technieal codes,nor shall issuance of a perrnit prevent the 8ui,dmg Oftic al frort�thereafter rerr�iring a correction of errors in pians,conskruetion or vidatans of any c,orJes. Every�rtnit issusd shaU bec:ome fnval+d uniess the wo�fc autharized 6y such p�mit is cpmrrrenced wfthin six monihs ot perm�t issuance,or if wotk asYtrorzed by die permit is suspended or abanctoned f�a pettod et s x{$}rnonths after ihe tims t�e work�s commenced. Ari extensfars may be requested,in wridng,trom fhe Bulld'mg Offieea!�or a period not to exceed nfnety(90)days and wi4 demonstrate justifiaWe cause for the exiensron. !f waic ceases far ninety(90)wnsecutive days.the ob is co�deted abandaa�ed. WARNI T R: YOU PAILURE 70 REC�tO A NOTtCE OF COMMENCEMENT MAY RESULY IN Yt3UR PAYING E FO IMPR EN TO YOUR PKOP�RTY. IF YOU INTEhID TO GBTAIN FlNNJGIt�,CONSULT Y N 8 C �Y . � FLORIDA J , {f.S.11 } � � / QINNER OR � � ' CONTRACTUR „�,�,��; ' ��fwd ar�d w�{� me�hM f, {a alfirmed>bsfore me ttirc �rr�j-.rf___rtrY " .'^" tY r � f:,i..�� ` VJ�a ielare pen__,o .nsNy-��larawrr o�frte w haMiave pmdu�ed Wtw��.�.��,p�:.on:Fy-norm o haslNeve Produced ...._.__�,,..._..._.7�c�os lton as WentNkatlon. - � / r/p�t ' ��lt�t511ftttt/�� / mf y `� ( t `�\��1.,� t}Q�/(�''�f.q��``/,,i�� a.. .- !'--'�---}`"',-.._.._---�-` _, Notary Pudl�c - - - Fbtary Public,.��G,Q�Pt� '�.,'il'j/i Commis8ion Nu C�Z' t C(v�`',' -------- � �� Q'�'/ •.�y )•% : � , '� .-�G� t � � ,«,i^Awe � � �� - _ ,' #1100"�.592 . � Nama o!NOtary tyPed,printa oe camoad �� r�ame w vo nt e� nismoed = ;. �Xp p3f3t1t15 : � % � ,.,�,,...._�.. _.,. � , � J�� p �`G ..o�.. t '=5 , � q '' U8 .. '� �Z` s - ,�_; � � ,, rE. ••.- .'�l,P�, t �..� ¢ '��, Ca� CJ ��` . ''`'+'�t,r :,�Zt1`'` s»-�eo�oozo Cit�r of Zephyrt�ilis Pertnit Application F�-�+�'�� o�e Re�a Pnone caM�a ror — Owners M�nk CNn►er PhorK M��nb�r awna�s 1ldalr�ss Or�w Ppene�Nm6ar Fee 6imple TYldwltlar Name Gwner PhoHe Nunber Fu SinipM 7111d�alder Add►ess JO�ApON�.SS �T� � 3U9dV1810N PARCE�(Dk (aadM�w�oM rllo�atTr rn+t M0710E) WORK PROPOSED B NEW CON57R� ADD/ALT � SIfiN Q Q DEMOI.ISH INSTALL REPAIR �ROPOSED UBE [� SFR Q CQbM Q O�h1ER TYpEOFCOW51111lC710W Q BLOCK Q FRAMB Q ST6EL Q CESCRIP7ICN OF YYORIC BUII.DNd6 SIZE ' SQ FOOTARiE� MB16NT � OBUILOING S VALUATION OF TOTAL�STRUCTIQN : QEL6CTRICAL S AMP SERVICE Q PIt06RE8S ENBRGY Q W,R,E.C. QPLUMBING S � OMEGFIANICAL S VALUATION OF MECWWICAL INSTALLATION OGAS Q ROOFING [] SPECIAITY Q OTNER PINI3HED FLOOR EL�IIATIONS �� FLOODZONEAREIA QYES Np BUIL,OER C41�ANY SKiNATUFtE �a�tW Y!N FEECUaRB� Y!N ' Addeass l�anoe• �cnacuw cowpiwr Ba hore Electrfc, Inc. SKiNAlilliE �a'r�n N F�t1lRR9� N �u 804 Rvot Street Da ona Bch F1. uc.r,.ex EC QQ01334 � P�Aa�x c�oMPA�rr SK,SNA'RMtE Ret3�sr�n Y/N REL�asme. Y I N Address Llarre f MEGIANICAL COIAPIINY -- �AnNlE ap�st�p Y/N F�CtJ�E� Y/N Add►esS �� O1MER pp�p/yiry ��an� REdBTEREO Y/ N ►�cur�rte� Y!N AtWro� LioRlroe� IIIII � IIIIIIIII � A111t1111A � 1111111t11111111111111111A11111111111111 RESIDEN't1AL Attach(�Plot PMns;(�!ah ot Buildinp PNns;(1)aat ot Eneepy Fom»;R•O-W P�rmlt br neW oonstn�tion, #A'irlimun�en(td)weM91q dsys.lt«.�mlaM eMbe, Requrw ondEe�conw,wtiore Pans,S�oan+vracer pla�vw sut F.nae wwtidlea, Sa�110�ry F�CiMks&1 dunlp�tN;Si�e Wbrk Permlt Ib►�hrYe P1D�� COMMERGAL A�b1Ch(�canplsb ads of B4iklGlp PMns pWs s LJk SaM1'P�pe�(1)te!Oi Erlltgy Fortns R-0�11V P�R11it/or new so�n�tlon, Mtnimum 1en(1�)worldn9 deys erta►.ue�N�l date, Requirad orwl�e,ConaGUCtlon Pl�ns,slortnw�ter Plers vr�8u1 Fae�oe kataNea, SenRery FedNtles 61 dumpahr.SI�M Wbrk Psrmk Tor all nrw piojecM,AN oortMnerdsl roquirenmMs must meet eempp�nee SION PL°RIwT AtaCh(�sels of Enp�ertd Pkrs. """PRQPERIY SURVEY nquired ror sll NEw eontnW;on. DMeotlonc F�I out�pvrioetbn con+akteN Ownar 3 Op1b'Iidor alpn back of appfioMio�.nafarF�ed If owr tII6l0�a Notior W CamrcecemnK is nqulnd. (A/C upprades owr t7l�p) •• Agent(br Me mntnaWr�or Powsr of Alromey(IOrthe owiw�wadd be aomsona w'th Iwtorixed Islt�v irom owner autAor�ing ame O'VER 71lE C4t1�17��lRMI'TII�O (FmM ef AppNc�tion OMy) Reroofs If;hingle9 Sewns Sefvioe llpgrades NC Fanoes{RIOH3urveY�Foatag�) Orfrewaya-Not over CouMer i(on pi�6Mc roeefx�tyg,.needs R01N NOTICE OF COMM�N�EMENT IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Pcrmit No. ^ 2013176718 Property Ideniification No. THE iJNDERSIGNED hcreby gives notice that improvernents will be made to certain real property,and in accordance with Sect�on 713.13 of the Florida Statutes,the foltowing information is provided in the NOTICE OF COMMENCEMEN'T. 1 Description of property(legal description:) a) Street Address: r 2. General description of improvements ' 3 Owner Information / a) Nameancladdress: Nah�� L,� S�-or J' ,��,r "]7p7 SL� yy�r� J� �j,L, �Li 73�75 b) Name and address of fee simp e titlehotdc (if other than owner) c) Interest in property � 4. Contractor Information a) Name and address: o � ., 77U7 �� G!�7�3�7�j b) Telephone No.: � Fax No.(Opt.) 5. Surety Information a) Name and address: A///1 b) Amount of Bond: c) Telephone No.: Fax No.(Opt.) 6. Lender a) Name and address:�/�i� 7. Identity of person within the State of Florida designat�d by owner upon whom notices or other documents may be served; a) Name and address: b) Telephone No.: Fax No.(Opt.) 8. In addation to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes: a) Name and address: b) Telephone No.: Fax No.(Opt.) 9. Expiration date of Notice of Commencement(the expiration date is one year from the date of recording unless a different date�s specified): WARNING TO OWNER:ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF'THE NOTICE OF COMMENCEMENT ARE CONSTDERED IMPROPER PAYMENTS UNDER CFIAPTER 713,PART 1,SECTION 713.13, FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED A.1VD POSTED ON THE JOB SITE BEFORE THE FTRST INSPECTION,IF YOU INTEND T�OBTAIN FINANCING,CONSULT YOUR LENDER OR AN ATTQRNEY$EFORE COMMENCING WORK OR RECORDING YOU NOTICE OF COMMENCEMENT. STATE OF FLORIDA COUNTY OF PASCO Signa wner or Owncr's Authorized O�cer/DirectorlNarmer/Manager �.Jr4✓►tJE� . �!V'F 1�' Print Neme The foregoing instrument was acknowlaig before me this a of �2p��by (��'�� (� �p��j� � � (rype of authoriry,e.g.offic�,trvstee,attorney in fact)for (name o party on beha f of whom insWment was executed). 1 Personally Known OR Produced Identification_ Notary Signature�,Q,�r�_ �� Type of Idendfication Produced Name(print) ��f�- � , (��6�� ^ Verification pursuant to Section 92.525,Florida Statutes.Under penahies of pequry,I declare that I have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. Foan��rroc.maxoo� ��" '�b%a_�R�e s C'RC1WF1 1 � SipuNrcofN�turalPeraonSignin�Above � i SEAI j , '•.A w Notary Pubhc � ; -•�a�``' State of Oktahoma i ;Commissicn#O6UQ340& Expires 03131/!4 i Rcpl:1556384 Ree: 18.50 D5: 0.00 IT: 0.00 10/14/13 E. Munguia, Dpty Clerk �RULA S 0'NEIL,Ph D PRSCO CLERK & COMPTROLLER 100R4BK3 ��4 P�o��4� OR BK �� PG 3��5 2 of 2 EXN18iT A B�PPM6 C�t�sr L.�psi Dsscription Comrrod�oe u the Nathest�of 1be Sowhwl 1/4 of 5cetioa�34.Tow�dup 25 Soulh, Ranae 2l Eaet.Pdca Couewy.Fbnda,Wwee don`Ihe NoKfi tine of sud Sowhon U4 North B9'Se'33"Wen,l93 17 feet b t4e Waq�ht.o�wa�,liae otU.S. dd Ilne SarA 01'09'30'"F.ut,25.00 Lxl lo dw South ��`30l.INma alamg Iha�m oa►tinue don�drc Wap . �'Of^�Y Nne of Prctty pond Rosd, 038 feet.tlieios Na91!E'S 1'�f-�ny liae ot U.S?�yMvay 301.SowA Ot'09'30"F�t, Er1,i0 00 6eq.d�x SouO�00"'07'�I'We+c4 60➢.07�et far ,Point ofHe�iNnin�tlKnoe NoAb 89'33'Ia"Fap,72.U0 feel,q�onee Soa1h OQ'01'30"Wa�, !2S 09 fae1�thence�vi�dd rir,hl-of-+wy�ne l�beb 89'Sa'4�'W�.20l.00 fae1,O�a�x South 0�'QI'�0"Wml,744.17 fal b Wr Notld n�ht-0f-way ofMEb1CAL ARTS COURT, t�a�oe alo�4id�as NoM t9•St�4o^wea,�i�.a r�,,a�ne��,;,�ora a..�m nk��n wi16�n�le of20'00'00",ndlu�of li2.Q0 Gat ot of61.53 fest sad�otd bmina NuN� 79 S!'iR'Wqt,6321 fea.8�0o No�lh 69'Sa'40"We�106.72 feet,to d�e b�g of a curn to tbe ri�p1 wit4 m pIo ot 70'06'32".wQ+u�of 70 00 fat.ati of d5.6S ke ad d�wd barius rle�d,3�•ss•29"'weat,eouQ 6eec a�e no,tb ao�m•a'F.a�a,s.a91l�a■poa„ 46t 001lM SoiM of We 5oru�ri�tof-wry of Ptetey pbM Ro�d,1h�{�y��e riyr-of-+ray Ime oflNEDICAI.ARTS C�Ot1RT.Soufh�4'39'3S't+aat 303.U0 feet.tlwrce Nae�00�07•4Z• PaW.43R33�.Uisce Sooeh�9"SA'3!'F�ut,!al.10 feet,tlenc�Sow6 t0°18•53"Eo� I22 4!hq.�eooe So�Ab C9'38'39'Byf�393.10 fee4lhmiae Saalh 00'QT42"Wpl,)99l feet, o�6eaee Sout6 f9'SE'�0"E�M.200.00 het,lhmoe Natl�00'OTr2"fa�i,6a.83&�.W�h�n� ��TOWM�/ �lEW�Ibe NoAlsR 1/4 of dm Soerhe�t IN oto�d S�etian 34,nnd oC We Pubfk Resoeda ofPauo Cornty,plodd�C��'°L�scmded m PIN Book 29,P�e 6g, TDCiETNE1i Wt7}!RBTFM'tON EASEl�' Coa�a�ee sl tho Nonheax oocna of tlic Soml�t l!�of Seedon 34.To.n1�i�2S�.Reye 21 Etu.Psrro GbuMY�flandti tAenee ��6�I'�mth hne of srd Saaf�e�at 1/4,Na�fh!9°53'35"Wep,1S3 t 7 tret w the Wepmly �-��.s.w�.,.y wi.cr�,�„`.:a r�s��e oiro9�o-am,zs.00 rae t,0➢2.00 �Y li�e o/helty p�pp��ad tins Na�sfb 8�`SS7S'wm, faa.lhen�e Sath OD�OTII"We�t,1300.77 fbat 10 d�e Natb So�ry ofSPAIJISH TRAtLS VII�r,E.a neoo�dei io Plr Boot 13.p�S9 uiA 60.of tAe PubBe R�cod.of P�oo Coanty,F1a;dti�od tl�e SaAh Wie of du NaA�Ir2 e!Ihe So�haat!/4 of aa(d Seuioa 34 d�C�.�oe�.w am Nad,a9'seVO wac 260.0o rae fo..Pa�of 9eg,�ne:u�rce °°odrwe IYaAA!9'Sa'10"Weµ255.03 faet to�e&q bne of die Wat 185.00 fod of�he H�00'10'32"��wa�I/4 ot�6s Southeqt I/4 oldd Satlon 3i.u�aa Na�g ow Wrc OOb7'42'Waq,66J.�b Ihe�Somh A9'S6'Ii^�234.4i kct.B�dioe SouN Raa�d Book 3011.{+aye 126.WWie Raoord��P�a�c�o(Sa�d 6a�aae�rxardad�n ORicial CaoMY.Plasda) TOGE17i8R WfTFi DRAINA(IE 8A$F�lENT A ps�of hmd bdn�15.00 fee�wide and i}'in8 7 SO feet e�s de of tbe ANb��.ComoK+re at the Northeeu ITh�►wnd�r w tl�s pp�Is te�n��y b(ank.j Jacqueline Boges From: Derek Dague [Derek.Dague@PB2AE.COM] Sent: Friday, September 20, 2013 3:10 PM To: Jacqueline Boges Subject: RE: ADDITION TO PREVIOUS EMAIL Thanks very much, I appreciate the help! I will forward the information to Hobby Lobby. derek dague �permit coordinator pb2 architecture+engineering 2809 ajax avenue suite 100�rogers arkansas 72758 d:479.878.3524�o:479.636.3545� f:479.636.1209 derek.daaue@pb2ae.com please consider the envfronment before prinHng this emafl 50th anniversary 1963-2013 7his e-mail(including any attachments)is covered by the Electronic Communications Privacy Act 18 U.S.C.2510-2521 It is confidential and may be legally privileged.If you are not ihe intended recipient,you are hereby notified that any retention,dissemination,distribution or copying of this communication is strictly prohibited.Piease reply to the sender that you have received this message in error,and then delete it From: Jacqueline Boges [mailto:jbogesCa>ci.zephyrhills.fl.us] Sent: Friday, September 20, 2013 2:01 PM To: Derek Dague Subject: ADDITION TO PREVIOUS EMAIL STILL NEED SUBS FOR JOB HAVE HOBBY LOBBY AS GC FOR CONTRACTOR. If subs are not registered with us see attachment will show requirements for subs to register. Thank you Jackie Boges (ext 3513) What Greater love can a man give...... i Jacqueline Boges From: Jacqueline Boges Sent: Friday, September 20, 2013 2:57 PM To: 'DEREK.DAGUE@PB2AE.COM' Subject: FEE SHEET HOBBY LOBBY Attachments: hobby lobby 7325 gall blvd.xls DEREK, SEE FEE SHEET FOR HOBBY LOBBY Jackie Boges (ext 3513) What Greater love can a man give...... � � ' c-� �.- - �?�-� -� � Jacqueline Boges From: Jacqueline Boges Sent: Friday, September 20, 2013 3:01 PM To: 'DEREK.DAGUE@P62AE.COM' Subject: ADDITION TO PREVIOUS EMAIL Attachments: contractor certificat.docx STILL NEED SUBS FOR JOB HAVE HOBBY LOBBY AS GC FOR CONTRACTOR. If subs are not registered with us see attachment will show requirements for subs to register. Thank you Jackie Boges (ext 3513) What Greater love can a man give...... i Jacqueline Boges From: Todd Albaugh [todd@millerconstructionmanagement.com] Sent: Monday, July 01, 2013 9:56 AM To: Jacqueline Boges Subject: RE: HOBBY LOBBY Good morning Jacqueline, I was at the site of the old Sweetbay Store at Merchants Square on Gall Boulevard. When I first looked at the site I only saw the one meter in back of the large vacated Grocery space, I thought it fed the large grocery store space and the small liquor store space on the left.The Owner asked me to add a separate water service for the small liquor store space. I noticed this weekend that there is another water meter on the left side of the liquor store (approximately 30 feet away). Can you tell me if each of the addresses below have separate water services already or if they are fed from the same service in the back. • 7321 Gall Boulevard (1,200 square foot vacated Liquor store)�� S�.G�V1�P . • 7325 Gall Boulevard (46,000 square foot vacated Grocery sto )�l� /� ! �� -� S , Should you need any additional information, please do not hesitate to contact me. � � Thanks, � � Todd Albaugh Vice President Miller Construction Management, Inc. 502 N. Massachusetts Ave. Lakeland, FL 33801 (863)688-3060 -Tel (863)682-1242- Fax www.millerconstructionmanaqement.com toddCa�millerconstructionmanaqement.com CGC-062694 � �AI,t4„^ER From: Jacqueline Boges [mailto:jbo4esCa�ci.zephvrhills.fl.us] Sent: Tuesday, June 25, 2013 8:42 AM To: Todd Albaugh Subject: HOBBY LOBBY Todd, There will be no impact fee charged because the usage is not changing, it is staying retail. The cost will only be off the valuation and the%' meter cost will be $348.09 . You may need to contact the water department to let them know that you want to separate the service. Their contact number is 813-780-0015 let them know that I sent you over to them for the information. Thanks let me know if you need anything else. i 73?,sGall Blvd 1,200 sq ft-Hobby Lobby UQ /'��yj� G� i�'.�`,� SQ. FEET PRICE MAIN OR LIVING: $ 101.90 OTHER AREA UNDER ROOF: - $ 88.00 OTHER: - $ - VALUATION $ 980,000.00 FEE SHEET $ 2,648.00 ADDRESS DRIVEWAY BUILDING: $ 2,700.96 ELECTRICAL: $ 595.80 PLUMBING: $ 397.20 MECHANICAL: $ 278.04 SUB-TOTAL $ 3,972.00 TOTAL S 3,972.00 SEWER: WATER: IRRIGATION: $ - TOTAL: S - n/a WATER METER: has existing meter IRRIGATION METER $ - n/a FIRE DEPARTMENT FEES PLANS TOTAL: INSPECTION TOTAL: PERMIT TOTAL TOTAL: b - PUBLIC SAFETY IMPACT FEES POLICE FIRE 5% $ - TOTAL: E - n/a SUB-TOTAL $ 3,972.00 PARK IMPACT FEES n/a SIF'S: 100.0% $ - 10% $ - TOTAL: E - nla TIF'S: n/a 99% $ - 1% $ - TOTAL: $ 3,972.00 ZEPHYRHlLLS FIRE DEPkRTI�f�NT 6907 Dairy Road, Zephyrhills, FL 33542 FIRE SERVICE USER FEES Occupancy No.: Plan No.: Contractor: Business Name: , ti Billing Address: Business Address: Business Phone No.: Billing Phone No.: Business Fax No.: Billing Fax No.: Contact: Contact: PLAN REVIEW FEES �� INSPECTION FEES PERMIT FEE FALSE ALARM FEE �Site Plan N!C Annual N/C Sprinkler $50 1s1 Alarm N/C Mufti.Family/Commerciai .06 sf 1st Re-inspection N/C Standpipes $50 2nd Alarm N/C �'� (Mirnmum Charge$25.00 2nd Re-inspection $100 Fire Pump $50 3rd Alarm N/C � Plan Revisions DBL 3rd Re-inspection $250 Hoods $50 4th Alarm a100 4th Re-Inspection $500 Fire Alarm $50 5th Alarm a150 SPRINKLER SYSTEMS (Business Gosed until LP Gas $50 6tFa Alarm $200 0-25 Heads $50 violations coRected) Natural Gas $50 NON CAMPLIANCE $150 26 plus Heads $100 SPRINKLER SYSTEMS Fuel Tanks- �r�a�k $50 STANDPIPE SYSTEM Hydro Undergrounds $45 Sparklers 5100 � Per Riser $50 Hydrostatic Test $65 per system Fire Works $500 FIRE PUMP Acceptance Test $45 per system Camp Fire $25 � Per Pump $100 Hydrant Flow $75 Controlled Bum 5100 FIRE ALARM SYSTEM Hood/Duct $50 0-25 Devices $50 FIRE ALARM SYSTEM Place of Assembly $50 Mnual 26 plus Devices $100 System Acceptance $50 Fire Protection $25 SUPPRESSION SYSTEMS Recall Acceptance $50 F�ammab�e Appl'uatan $50 Mnual Wet $50 OTHER Waste Tire Storage $50 nnrn,ai Dry $50 Fire WalUSmoke Wa11 $15 pe.wau Generator<KW �100 CO2 $50 LP Gas $25 per lank Generator>30 KW 150 Other $50 Natural Gas $25 per system Bio-Hazard Waste 5100 Mnual KITCHEN EXHAUST Fumigation Tenting $50 � Hood/Ducts $50 Tent 10'x10'or greater $15 per tent Torch PoUApplied $50 OTHER Fire Pump $45 Haz.Materials $1OO Mnual BLP Installatlon per tank $50 Fire Suppression $30 Fuel Tank Installation $50 System Acceptance (Per Tank) �50 Exhaust HoodlDuct $30 �Natural Gas Installation $50 Re-inspection DBL (Per System) (other than annual) � Spray Booth $50 � Inspection scheduled DBL 8 and cancelled less than 24 hours Construction Insp. N/C � �� ( 3 ,�i�l Emergency Vehicle A� $50 FALSE ALARM PLANS TOTAL� INS�ECTION TOTAL� PERMIT TOTAL� TOTAL� GRAND TOTAL � Comments: � �l?�''�'er /P.�s e+' �'l��j�- v� G� Date: � a( �.�� Inspector: �st--�,,,,--. nm Hobby Lobby SQ. FEET PRICE MAIN OR LIVING: $ 101.90 OTHER AREA UNDER ROOF: - $ 88.00 OTHER: - $ - VALUATION $ 980,000.00 FEE SHEET $ 2,645.00 ADDRESS DRIVEWAY BUILDING: $ 2,697.90 ELECTRICAL: $ 595.13 PLUMBING: $ 396.75 MECHANICAL: $ 277.73 SUB-TOTAL $ 3,967.50 TOTAL ; 3,967.50 SEWER: WATER: IRRIGATION: $ - roTn�: a - WATER METER: IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL. INSPECTION TOTAL: PERMIT TOTAL Tor,a�: a - PUBLIC SAFETY IMPACT FEES POLICE FIRE 5% $ - TOTAL: ; - SUB-TOTAL $ 3,967.50 PARK IMPACT FEES SIF'S: 100.0% $ - 1.0% $ - TOTAL: S - TIF'S: 99% $ - 1% $ - TOTAL: $ 3,967.50 710 West Roselawn Drive Rogers, Arkansas 72756 Phone: 479.636.3545 architecture +engineering DATE: August 12, 2013 JOB #: R2013.0407.03/50.reimb TO: City of Zephyrhills RE: Out to Permit Submittal Attn: Jackie Boges/William Burgess Hobby Lobby Conversion 5335 8th Street 7333 Gail Boulevard Zephyrhills, FL 33542 Zephyrhilis, FL 33541 813-780-0020 We are sending you the following information on the above referenced project for your use. Please call if you have any questions. Thank you. COPIES DESCRIPTION 3 Signed and crimped sets of plans, sheets as follows: CVR, Gl.l, F1.0, Ll.0 SP1.0, Dl.0, A 1.0, A 1.1, A 1.2, A2.0, A3.0, A4.0, A5.0, A5.1, A6.0, Ab.1, A7.0, A8.0, A8.1, 50.0, S 1.0, S2.0, S2.1, P 1.0, P 1.1, P2.0, M 1.0, M 1.1, M 1.2, M2.0, M3.0, E 1.0, E 1.1, E2.0, E2.1, E3.0, E4.0, E5.0, E5.1, E6.0 and E7.0 1 Florida Energy Efficiency Code for Building Construction 1 City of Zephyrhills Permit Application 1 Structural Calculations PLEASE CONTACT ME AT THE NUMBER OR EMAIL BELOW FOR ANY OUTSTANDING ITEMS AfJD FEES DUE If enclosures are not as noted, please notify us immediately. �i� Derek Dague, Permit Coordinator pb2 architecture + engineering derek.daque apb2ae.com direct 479.878.3524 xc File Shipping via: UPS Next Day Delivery � � City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: � Date Received: � � '3 -3 Site: �J?�� l ��J Permit Type: AL�� d Ol�� Approved w/no comments:�[�] Approved w/the below comments: ❑ Denied w/the below comments: ❑ � This commen shee hall be kept with the permit and/or plans. ,, �_ly�l Kalvin witzer- ans Examiner Date Contractor andlor Homeowner (Required when comments are present) l �� _ METTEMEYER ENUINEER:NG LLC STRUCTURAL CALCULATIONS Hobby Lobby ��3 Gall Boulevard � 3��Zephyrhills, FL Mettemeyer Engineering LLC Job Number 13-279 2101 W CHESTERFIELD BLVD SUITE B-105 SPRINGFIELD, MO 65807 TEL (417) 890-8002 FAX (417) 890-8003 www.mett-engr com I ' • ' � . �: . . ��ETTEMEYER CALC U LATI ENGINEERING LLC ONS :---� � _ � 2010 Florida Building Code www.mett-engr.com PROJECT INFORMATION: Project Name: �.�„ / �ti �, - 7 a ^�,,,ry, ;Ee T L Project Number: �.3 -Z 7 Client Name: P � Z Project Location: _ Z e��.�;�F S f �L Soils Report by: �//,� Report No.: /�,f�/{ Engineer: t ~ � Date: ��vlv 30, ZU►Z TYPE OF CONSTRUCTION: - Vertical Load Bearing Members - Floor Framing ❑ Wood studs ❑ Wood joists ❑ Steel studs ❑ Pre-engineered wood trusses ❑ Concrete walls ❑ Pre-engineered wood joists ❑ Concrete beams and columns ❑ Steel bar joists � CMU walls ❑ Light gage steel joists ❑ Steel beams and columns ❑ Concrete beams ❑ Other ❑ Other - Main Lateral Load Resisting System - Roof Framing ❑ Wood shear walls ❑ Wood stick framing ❑ Steel stud shear walls ❑ Pre-engineered wood trusses ❑ Concrete shear walls ❑ Pre-engineered wood joists � CMU shear walls � Steel bar joists X-Bracing Light gage steel trusses ❑ Chevron-Bracing ❑ Concrete beams ❑ Steel moment frames ❑ Other ❑ Concrete moment frames — ❑ Other - Floor Diaphragm - Roof Diaphragm ❑ Wood sheathing ❑ Wood sheathing ❑ Wood sheathing w/Gyp-crete " thick � Metal deck ❑ Metal deck ❑ Composite metal deck ❑ Composite metal deck ❑ Concrete slab on form der,k, " thick ❑ Concrete slab on form deck, " thick ❑ Other ❑ Other — INGENUITY DESIGN STRENGTH Page 1 of 4 ��ETTEMEYER CALCULATIONS ENGINEERING LL� �---� � . � 2014 Florida Building Code www.mett-engr.com LOADS: - Dead Roof = �7 psf Typical roof dead load B�^�-t-�S�'- ��' Floor = psf Typical floor dead load Other = psf - Live Roof = �. � psf Typical roof live load (Minimum: IBC--Section 1607.12) Floor = psf Typical floor live load (Minimum: IBC--Table 1607.1) Other = psf - Snow P9 = �` � psf Ground snow load (ASCE 7-10— Figure 7-1) Ter = � Terrain Category (ASCE 7-10 —Section 26.7.3) ❑ Fully exposed � Partially exposed Exposure of Roof {ASCE 7-10 —Table 7-2, Definitions) ❑ Sheltered Ce = � Exposure factor (ASCE 7-10—Table 7-2) Ct = �•C� Thermal factor (ASCE 7-10—Tabte 7-3) �s = f• �"� Importance factor (ASCE 7-10—T�ble 1.5-2) Flat roof load: Pf = 0.7 x Ce x C�x IS x P9 = �`' psf> 20pSf Flat roof snow load RoS = '� ' Rain on snow (ASCE 7-10 —Section 7.10) Sloped roof load: S = Roof slope or pitch CS = ��.% Roof slope factor (ASCE 7-10 — Fiyure 7-2) PS = CS x P, _ �� psf Sloped roof snovv load INGENUITY DESIGN STRENGTH Page 2 of 4 �LETTEMEYER CALCULATIONS ENGINEERING L�� _--,� � _ � 201� Florida Building Code www.mett-engr.com LOADS (continued): -Wind V(3) = l yC� mph Basic Wind Speed (ASCE 7-10-Figure 26.5-1A-C,Section 26.5.1) MRH = �}` � 3`' ft Mean roof height (ASCE 7-10-Section 26.2) � = j`. � Ht & Exposure factor(ASCE 7-10 -Table 28.6�-1) Main Windforce Loadings: (ASCE 7-10-Section 28.4.1 8 Fig. 28.6-1) Zone A = 3 3, 3 x �, _ �,i, 3 psf (Lateral - End Zone, Wall) Zone B = --�I6� i x �, _ -lh,r psf (Lateral - End Zone, Raof) Zone C = zc:� ,� x �, = 2_0, 6 psf (Lateral - Interior Zone, Wall) Zone D = i-6 x �, _ --- `1 6 psf (Lateral - Interior Zone, Roof) Zone E _ -� '�,`�', �,� x �, _ ��'.�; psf (Vertical-End Zone, Windward, Roof) Zone F = -Z s .5 x �, _ � % t � psf (Vertical - End Zone, LFeward, Roof) Zone G = -��•%`� x �, = 4:�;.�� psf (Vertical - Interior Zone, Windward, Roof) Zone H = -/6. '--1 x �, _ ° `�. `=� psf (Vertical - Interior Zone, Leeward, Roof) Zone EoH = � �� `�,., x �, _ .r�,;�. =�. sf p (Vertical - End Zone, Windward, Overhang) Zone GoH = " ��'• ` x �, _ -- E.�� psf (Vertical- End Zone, Windward, Overhang) Components and Cladding Loadings: (ASCE 7-10-Section 30.5 & Figure 30.5-1) EAROOF = JOC') ft2 Effective wind area for ROOF components Zone 1 = ,�.�;, - �_.::, x �, _ • � m psf (Interior) Zone 2 = ��,�F, �° 3&,z. x �, _ �� fi, -°<�;.�. pSf (Edge) Zone 3 = 's � � �' �. X �,_ �, � psf (Corner) EAWALL = /triC e �"�°� � ,� "'y` ft2 Effective wind area for WALL components _._ _._-d6i--- _,L z - Zone 4 = °��.r; ,° 3�•�c �, _ �� , , - " psf (Interior) ..'� � � � � '"`. - .� R , Zone 5 = �:�-.�, , - . �c 7� = psf (Corner) � Overhang = --- x �, _ -�' psf Corner/End Dimension: (ASCE 7-10 - Figure 28.4-1, Note 9) a = Lesser of: 0.1 x Least Horiz. Dimension = 0.1 x " _ "�� °`ft, and 0.4 x Mean Roof Height = 0.4 x - � _ ' � ft but not < either: 3 ft or 0.04 x Least Horiz. Dim.= 0.04 x • � ° _ •� �ft , .'�. C & C Corner Zone = a = ,> °- . �_ ft MWFRS Comer Zone = 2 x a = 2 x = � `e� ft INGENUITY DESIGN STRENGTH Page 3 of 4 '�ETTEMEYER CALCULATIONS ENGINEERING�L� �--� � � � 201Q Florida Building Code . www.mett-engr com LOADS (continued): - Seismic Seismic Use Group (ASCE 7-10—Table 1.5-1) ❑ I —Argricultural, Temporary, Minor Storage Buildings �11 —Ordinary buildings ❑ III — High occupancy buildings ❑ IV— Emergency response facilities, hospitals, police stations �e = %, c� Importance factor (ASCE 7-10 —Table 1.5-2) Maximum Considered Earthquake (MCE) Ground Motion Ss = "..,�``��.,� 0.2 second Spectral Acceleration (ASCE 7-10 — Figure 22-1-6) S� _ !7- �� `'� '` 1.0 second Spectral Acceleration (ASCE 7-10 — Figure 22-1-6) Site Class (Typically from soils report, if available or ASCE 7-10 —Table 20.3-'I) ❑ A— Hard rock � D— Stiff soil profile ��" ' 'r� =�� : ❑ B — Rock ❑ E— Soft soil profile ❑ C—Very dense soil and soft rock ❑ E — See table for definition ❑ F—See table for definition Site Coefficients Fa = /. 5 `�' Coef. based on SS and Site Class (ASCE 7-10 —Table 11.4-1) F� _ -�. '�� Coef. based on S, and Site Class (ASCE 7-10—Table 11.4-2) Maximum Considered Earthquake (MCE)for Site Class SMS = Fa X Ss = /�C�� MCE for short period (ASCE 7�-10— Eq. 11.4-1) SM1 - F� x S, _ �.� �, �" MCE for 1-second period (ASCE 7•-10— Eq. 11.4-2) Design Spectral Acceleration Sos = 2/3 x SMS = �= Design for short period (ASCE 7••10 — Eq. 11.4-3) SD1 = 2�3 X SM1 - ��' �"LL�� Design for 1-second period (ASCE 7•-10— Eq. 11.4-4) Seismic Design Category Based on Sos = � (Table 11.6-1) The more severe design category Based on So, _ (Table 11.6-2) governs (F being the mc�st severe). �„� ��.;. ,� ,� � • , ` ��" Basic Seismic-Force-Resisting System = � . : �'- (ASCE 7-10 —Section 12.2-1) Response Modification Coefficient, R = (ASCE 7-10 —Table 12.2-1) System over-strength factor, S2o = z �z- Deflection Amplification Factor, Cd = % ��' INGENUITY DESIGN STRENGTH Page 4 of 4 lles�gn Maps Summary Report http://geohazards.usgs.gov/designmaps/us/summary.php?template=m.. ��S Design Maps Summary Report User-Specified Input Report Title Hobby �obby - Zephyrhills, FL Tue)uly 30, 2013 16�35:50 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 28.23925°N, 82.18379°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �� 'ar'� 3mi �Q� 500Um 9S es 301 �'�``�R�chlenQ ' _ �. � '� - - - 471 ± ..�,�� ° > .<-�1N�st�y Chap'I - -�.- , , � , '.,t ��l=1�1�t�11�)� - s, - E_ v�� . , . '��. � ; �„ ,. ,. .�. .. N_Q: R.T - , � a � -� "�";� . . �� "`' � A� M � Fi ! C �� _:��... � S�Cryatat Sprinas 'F�:s��=%�� ' �r.�r�' `.,._r 'Q . e ?� , .: R1�pQU@6t , � � i �2Yi3 � �-" - �Ma�t�lrat USGS-Provided Output SS = 0.068 g S� = 0.108 9 Sps = 0.072 g Sl = 0.034 g SMl - 0'082 g Soi - 0.055 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Respons� Spectrum o.iz o.ce 0 10 D.DT 0.06 pi D.OS pi 0.DS io �- Vl 0 06 � D.Dl 0.04 0 03 � 0 02 0 03 D.Ol 0 00 D.00 0 20 0 40 0.60 4 BO 1 OD 1 �0 1 40 1 60 1 BO 2.00 0.�0 _� � � 0.UO 0.ZO 0 t0 D.60 0 80 1 00 1 20 1 10 1 60 1 80 2.00 Period,T(sec) Period, 7(sec� ARhough this information is a product of the U.5 Geological Survey,we provide no warranty,expressed or implied,<3s to the accuracy of the data contained therei�.This tool is not a substitute for technical subject-matter knowledge. 1 of 2 7/30/2013 11:35 AM STRUCNRAL DESIGN 130 120 115 1 9 115 138 158 128 , N�,..� o lises �' M.iton �� . Wkn � , � . t �� J iqpt � ��, NNbm y`� �� (�4''1�Y �� , '�lrwrwe ? lMlf - F � 140 � � �' �, t� 148 S58 �- �� `� - s� m�e � w�r^� ' `' ` �• t ''�' � 4; 3 50 .k,� � �,+w:� 140 �'� ^� ,� _._. �� , -�-� � �I , � � � .� � - � 160 No:e:: 1S0 � � \' ' 1. Values are na�inai desi�n 3-second gust ^'� ��. wind speeds in �iles per hour (�/s) at 33 1]0 ft (18w) above gr�wnd for Exposure C cat- p � j `s°r�'' - l,�, . : Z. linear interpolstion between contaurs 160 1 �"' ` is per�ittc�d. • 3, Islands and coastal aress outside the I �' last contour shall use the last wind speed � contour oF the cosstal area. 170 a. I � a4. Mouetainous terrain, ;oraes, ocesn -� - - — prwontories, and special wind retions sheli Ee exarined for �nuswl wind condi- � 180 tions. S. Wind speeds correspond to approxiwtely 1$g a 7X probability of exceedance in 50 yea�s �'°' {Mnual Exceedance Probability = 0.60143, MRi = 700 years). o . d� o FIGURE 1609A ULTIMATE DESIGN WIND SPEEDS,Va�t FOR RISK CATEGORY II BUlLDINGS AND OTHER STRUCTURES 16.14 2010 FLORIDA BUILDING CODE—BUILDING .. � ,,�d' ' ��1�'� ....._• Y,.... � . , ._., M1 .� t��-�?�`�' , .� ��,� � ;'e'"a'.: „ . � ..._,. ..�. ..�.,u " 'M� � �� _ � : 't�"''� � ..'} ,�'�� .� r"'" � _.. �s �,;+,- . � �., � � -4 �a�`°,.� . � ' 'M�"" � h .. � � Si� ;� � �� _ �"'. � � � ` � �� „ �� ;�.. � � R j y .. ... '4�Y � �� ,. � � �� : ��r:.` " ' . . , ��' •`rt - � .. � . ".'r.i", .. � �`� � " k"'� �� _ � � �� _ � . _ ;� . ' . l .)'- r� . `,s�l, '� _ , � � � � •11 • 11 ETTEMEYER Project Number: ENGINEERING LLC Project Name: . � - • www.mett-engr.com Date• Sheet of p-SSc.�✓+��D f►'E�Zyi6r� pe� Ld'HDS �,6 — 3.S� 3.1� 2,5� �. q, l. 7, /.3 t7�= �l�'-�'hC/a= ��%2)(5ops�) = �l$�'� l�� L L - � �8'-c�°� ��` 9`�� Z-��'�� ° �� ° �,�� -1, f D� �- ( Q'��°�� '� ��`� ��'� _ ._ �� = �A—�,�r e ! � _ �� - r��°l,f `�" `� �'�/Z5,�°F_1 -A 6 d Y 7 f�S �ut = �9z�s�)<z�=�'' � �°-e'�)C4=a��) = /a, �9� �� e = tz�tu��-�;o��s"/iz'�) +(ra a4�tX l'-�'�) � f: l3 �'�t ( 192G1 /�� )- E�9 — 1� I pC..= (q i��/p °oq`9�'�� s��^1 � �� r'�.� � l_ : �% ��rr�°�`'r R#r�`�'.1�t°��s�'�' -° <s�"�C ��a" iIUL - `�Z�sfi'�(��.� �`"8°"}��v��_ /S, 6y� l� IN�� - (q 2_p��`�C 2� '-e'° d �'-�s°�Cs��,,� � ,�� s �� ; z��o+ �a�7)�2�2�'�� I N �:�`� '�'�!o'�) � �5�G �.�.�s � '� � � /. � ( y/9 5 5�� :--- - - .- �Y =- �z�'�``� �''`�y°��'�°'�-� ��$,�LI,.�7�=C2 �80��, .. �. IZ� ( y 1°i S5 ) ETTEMEYER Project Number: ENGINEERING LLC Project Name: . � - • wwwmett-engr.com Date: Sheet of �,q -° l,3 o� � ��► �o�-)( �°'��'%z)C s�,�� s �o ��s ;� LL = 08'-0�� )( �4°�'%a.�'(��p!'•"-� = f2o9Y j�s ,,�.� /��"�? � aL - ( zq��2/2)(27 p5�) - yo�Pe-� �2ao� �� e �Z��9��y/z ��s�)° Z 9 g p,l� Stesl Beam Fde=P:�20131'1�279(PF�2�Ii�fUSGuci4nalysis113779ht�fl,6c6 - : _... :��I�._�� ._'. 19&3;?Ot3;Buik:fi=13.�.31,Ver6:13,5.31 �.�i. � Description Existing Mezzanine Landing 12�c14 CODE REFERENCES Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method Allowable Strength Design Fy•Steel Yield 36 0 ksi Beam Bracing• Completely Unbraced E.Modulus. 2'9,000.0 ksi Bending Axis� Major Axis Bending Load Combination ASCE 7-05 � - - - - D(1.22)L(2 32) ; D005 L01 i I �, ;��:��r .. :��,�e �.�.. �_�. ��. � � i Span=5.0 ft I W12x14 ! AppIICd L08dS __ _ Service loads entered. Load Factors will be applied for calculations. I Beam self weiqht calculated and added to loads Load(s)for Span Number 1 Point Load. D=1.220, L=2.320 k(a�5.0 ft Uniform Load D=0.050, L=010 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY �_ � � ( Maximum Bending Stress Ratio = 0.718: 1 Maximum Shear Stress Ratio= 0.127 : 1 ' �I Section used for this span W12x14 Section used for this span W12x14 I Ma Applied 19.752 k-ft Va:Applied 4.361 k � Mn/Omega Allowable 27 495 k-ft Vn/Omega•Ailowable 34.272 k Load Combination +D+L+H Load Combination +p+�+}� I Location of maximum on span O.00Oft Location of maximum on span 0.000 ft ' Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' Maximum Deflection � iMax Downward L+Lr+S Deflection 0 070 in Ratio= 1,714 il Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 j Max Downward Total Deflection 0.107 in Ratio= 1117 I Max Upward Total Deflection 0 000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations 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 D Only Dsgn.L= 5.00 ft 1 0251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 +D+��+i Dsgn.L= 5.00 ft 1 0.718 0.127 -19.75 19.75 45.92 27.50 1.00 1.00 4.36 51 41 34.27 +D+Lr+H Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.OG 1.54 51 41 34.27 +D+S+H Dsgn.L= 5.00 ft 1 0.251 �.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 +D+0.750LriU.750L++i Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 +DiU.750L+9.750S+H Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 +p+W+{i Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 +D+0.70E+H Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 +D+0.750Lr�0.750L�0.750W+H Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 +D+0.750L�.750Si0.750W+H Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 aD�U.750Lr�0.750L+0.5250E+H Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 .St@�.'� �@f�lY1 Fde=P:t2013113279(PB2)H��FLIStruc AnalysisN3275hI.,,teplryihiRsH.ec6 �.��. ► �NIERGALG,INC.1883„ 13,,. ,'fd;6.,13.5:3i,:�/er.¢.a3.5,31 Description� Existing Meaanine Landing 12x14 Load Combination Max Stress Ratias 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 +Di0.750Li0.750S+0.5250E+H Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 +O.60D+W+H Dsgn.L= 5.00 ft 1 0.151 0.027 �.14 4.14 45.92 27.50 1.00 1.00 0.92 51 41 34.27 +0.60D�OJOE+H Dsgn.L= 5.00 ft 1 0.151 0.027 -0 14 4 14 45.92 27.50 1.00 1.00 0.92 51 41 34.27 _Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+�Defl Location in Span �*� 1 0.1074 5.000 0.0000 0.000 _ Vertical Reactions•Unfactored SuppoA notation Far left is#1 Values in KIPS Load Combination SuppoA 1 SuppoR 2 Overall MAXimum 4.361 — D Only �.g41 L Only p,g20 �*� 4.361 St$'@I�8r1'1 f�e=Rt�oa�t132is�e�� _yrt."n� �nuc�n�ys�,srt�2i��;t-ie�rfia�n.ecs EN,,', C�.IN�.1983r20,t3�,8u�d�:i3.3�31;v�r:61�,5.31 �.��. � _ DesCription: Existing Mezzanine Edge 8eam C8x11.5 CODE l�EFERENCES Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method• Allowable Strength Design Fy•Steel Yield. 36.0 ksi Beam Bracing• Completely Unbraced E.Modulus. :?9,000.0 ksi Bending Axis Major Axis Bending Load Combination�4SCE 7-05 �i D(0 26) L(0.525) D(0.26) L(0.525) � I ' D 0.125 L 0.25 _..__--___ ___._ _ .....__ �. _-- --- -..,,,_��_ - _ .. .,..____��. __ ____ _ _ ,, , --- -- - -- -- =d-: �.. .rv�,.�F;�: :.��-y r � .�_ , � ' '" �e<� :��- :� i Span = 11.50 ft I, C8x11.5 � _Appll2d L08dS _ _ __ Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load. D=01250, L=0.250 k/ft, Tributary Width=1.0 ft Point Load• D=0.260, L=0.5250 k(�0.750 ft,(Ladder) Point Load. D=0.260, L=0.5250 k(�3.0 ft,(Ladder) _DESIGN SUMMARY � _ � � I Maximum Bending Stress Ratio = 0.800 1 Maximum Shear Stress Ratio= 0.155 : 1 � Section used for this span C8x11.5 Section used for this span CSx11.5 l Ma:Applied 7.946 k-ft Va•Applied 3.536 k Mn/Omega�Aliowable 9.933 k-ft VNOmega.Allowable 22.764 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.060ft Location of maximum on span 0.000 ft � Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' I Maximum Deflection � Max Downward L+Lr+S Deflection 0.133 in Ratio= 1,035 , Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.205 in Ratio= 675 I Max Upward Total Deflection 0.000 in Ratio= 0 <180 ! Maximum Forces&Stresses for Load Combinations 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 VnxlOmega D Only Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 +flii+H Dsgn.L= 11.50 ft 1 0.800 0.155 7.95 7.95 16.59 9.93 1 12 1.00� 3.54 38.02 2276 +D+Lr+H Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 +D+S+H Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 +D�0.750Lr+0750L+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 +D�0.750L+0.750S+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 +p+W+�-� Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 +D+0.70E+H Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 +D�+4.750Lr�U.750L�0.750W+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 +D+0.750L+0.750S+0.750W+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 +D�0.750Lr+0.750L�0.5250E+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 F�7e=P:12013�13 (P��li�hyhwlls F1.1$true 113�$79 hl: Steel Bea�n ^^� �� ,._. � CALC..IM:.19�3-3(1�3.�4: ;5,,31;Yer.6. 3.5:31 �.��. � Description� Existing Meaanine Edge Beam C8x11.5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Ma�c Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D�0.750L+0.750Si0.5250E+H Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 �O.60D+W+H Dsgn.L= 11.50 ft 1 0.167 0.032 1.66 1.66 16.59 9.93 1 12 1.00 0.73 38.02 22.76 a0.60D�J0E+H Dsgn.L= 11.50 ft 1 0.167 0.032 1.66 1.66 16.59 9.93 1 12 1.00 0.73 38.02 22.76 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Loqtion in Span �+� 1 0.2046 5.635 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.536 2.478 - D Only 1.220 0.870 L Only 2.316 1.609 D+L 3.536 2.478 Title: Job# Dsgnr: Date: 3:10PM, 5 AUG 13 Description: Scope: Rev 580001 UserKW-0605764,ve�s.e.o,�-��-zoos General Footin Anal�/SIS � �@SI Il Page 1 (c)1983-2003 ENERCALC Engineering Software g J 9 Description E.9-1.1 General Information Code Ref:ACI 31&02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,500.0 psf Dimensions... Short Term Increase 1.000 Width along X-X Axis 9.000 ft Seismic Zone 0 Length along Y-Y Axis 6.000 ft Live&Short Term Combined Footing Thickness 12.00 in Col Dim.Along X-X A�cis 70.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 12.00 in FY 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 293.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 33.908 k .ecc along X-X Axis 18.000 in Live Load 6.047 k ...ecc along Y-Y Axis 13.490 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top 8 bot) Dead Load k_ft k_f� Live Load k_ft k_fi� Short Term k_n k_f� Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 9 OOft x 6 OOft Footing, 12 Oin Thick, w/Column Support 70.00 x 12.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,978.0 1,978.0 psf Max Mu 1.955 k-ft per ft Allowable 2,500.0 2,500.0 psf Required Steel Area 0.259 in2 per ft "X'Ecc,of Resultant 11.619 in 11.619 in "Y'Ecc,of Resultant 8.708 in 8.708 in Shear Stresses.. Vu Vn'Phi 1-Way 14.973 93.113 psi X-X Min.Stability Ratio No Overtuming 1.500.1 2-Way 24.018 147 103 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI G2 ACI C-3 Vn"Phi Two-Way Shear 24.02 psi 18.01 psi 12.47 psi 147.10 psi One-Way Shears. Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 5.10 psi 3.83 psi 1.83 psi 93.11 psi Vu @ Top 14.97 psi 11.23 psi 8.21 psi 93.11 psi Vu @ Bottom 10.49 psi 7.87 psi 4.65 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Reo'd Mu @ Left 0.90 k-ft 0.67 k-ft 0.29 k-ft 13.8 psi 0.26 in2 per ft Mu @ Right 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Top 1.94 k-ft 1 46 k-ft 1 O6 k-ft 29.9 psi 0.26 in2 per ft Mu @ Bottom 1.95 k-ft 1 47 k-ft 0.81 k-ft 30.1 psi 0.26 in2 per ft Title: Job# Dsgnr: Date: 3:10PM, 5 AUG 13 Description : Scope: Rev 580001 User•KW-0605764,Ver 5.8.0,1-Dec-2003 Generai Footin Anal SIS & �@SI Il Page 2 (c)1983-2003 ENERCALC Engineering Soflware g y g Description E.9-1.1 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 406.35 1,886.16 1,978.04 314 48 psf DL+LL+ST 406.35 1,886.16 1,978.04 314 48 psf Factored Load Soil Pressures ACI Eq.C-1 580.80 2,695.91 2,827.22 449 48 psf ACI Eq.C-2 435.60 2,021.93 2,120.42 337 11 psf ACI Eq.C-3 329.99 1,531 71 1,606.32 255.38 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1 700 ACI C-3 Short Term Factor 1.300 ....seismic=ST•: 1 100 Used in ACI C-2&C-3 Cornb'm+ed �o, #in FdA=P:t20135't3219(P62j�?ephYrf�l� I�ic ""'.73�. .-`` �.ec6 .�. . ,' .,. �� ENERCALC,.INE..9@3;'lU13�Bgildl'h��:531;�13.5.31,_. �.��. � Description� Combined Footing Grid Line 1.3 Code References Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 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 Min.Overtuming Safety Factor 1 1 Shear 0.75 Min.Sliding Safety Factor 1 1 Soil Information Allowable Soil Bearing 2.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Slidin�Resistance 250 pcf Increases based on footing Depth . (Uses entry for'Footing base depth below soil surtace"for force) Allowable pressure increase per foot kSf when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zeio implies no limit) Adjusted Allowable Soil Bearin 2.50 ksf (Allowable Soil Bearing adjus�ed for footing weipht and depth&width increases as speafied by user) _Dimensions 8�Reinforcing Distance Left of Column#1 = 1.833 ft Pedestal dimensions. Col#1 Col#2 As As Between Columns = 10.750 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 1.50 ft Height = i� Bottom Bars 4.i� 5 1.240 1 166 in"2 Total Footing Length = 14.083 ft Top Bars 4.0 5 1.240 0.0 in^2 Bars Btwn Cols Footing Width = 3.0 ft Bottom Bars 4.0 5 1.240 0.0 in^2 Footing Thicknes: = 18.0 in Top Bars 4.0 5 1.240 1 166 in^2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 4.0 5 1.240 1.166 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 4.0 5 1.240 1 166 in^2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 5.240 12.40 k Moment(+CW) = k-ft Shear(+X) _ k Applied @ Right Column Axial Load Downward = 4.840 12.10 k Moment(�CW) = k-ft Shear(+X) _ k Overburden = 0.550 _ a.te� q � q�, 4-#5 �1-#5 io � 4-#5 �'-�o' �o�-s^ ��_s^ �a,_�. � . �.��. � ting �e=�:�zo,�,3-zrs(�en��s..�ilsai,�.a�nays�„3�z�9M�pn;�asn.ecs Combined F�r ENERCALC I�C._1983?013;Bpild;6.a3.5:3t,Ver6_13.5.31 Description Combined Footing Grid Line 1.3 DESIGN SUMMARY �. . � Ratio Item Applied Capacity Goveming Load Combination PASS 0.4774 Soil Bearing 1 194 ksf 2.50 ksf +D�0.750Lr+().750L+0.5250E+H PASS No OTM Overtuming 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 5.781 k No Sliding PASS No Uplift Uplifl 0.0 k 0.0 k No Uplifi PASS 0.3024 1-way Shear-Col#1 24.847 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.3073 1-way Shear-Col#2 25.247 psi 82.158 psi +1.20D+1.60L.r+0.50L PASS 0.07178 2-way Punching-Col#1 11 795 psi 164.317 psi +1.20D+1.60L.r+0.50L PASS 0.07079 2-way Punching-Col#2 11.632 psi 164.317 psi +1.20D+1.60L.r+0.50L PASS No Bending Flexure-Left of Col#1 -Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01083 Flexure-Left of Col#1 -Bottom 0.8818 k-ft 81 439 k-ft +�40D PASS 0.5842 Flexure-Between Cols-Top -47.575 k-ft 81.439 k-ft +�.ZOD+�.60L.r+0.50L PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N!A PASS 0.003080 Flexure-Right of Col#2-Top -0.2508 k-ft 81 439 k-ft +0.90D+E+1.60H PASS 0.02231 Flexure-Right of Col#2-Bottom 1,817 k-ft 81.439 k-ft +1.20D+1.60L.r+0.50L Soil Bearing Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Onlv 19.27 k -0.024 ft 0.46 ksf 0.45 ksf 2.50 ksf 0184 �� 19.27 k -0.024 ft 0.46 ksf 0 45 ksf 2.50 ksf 0184 *�*�� 43.77 k 0.046 ft 1.02 ksf 1.06 ksf 2.50 ksf 0 422 *�+S*� 19.27 k -0.024 ft 0.46 ksf 0 45 ksf 2.50 ksf 0184 +D+0.750Lr+0.750L+H 37.64 k 0.037 ft 0.88 ksf 0.90 ksf 2.50 ksf 0.362 +D+0.750L+0.750S+H 19.27 k -0.024 ft 0.46 ksf 0.45 ksf 2.50 ksf 0184 *�+W� 19.27 k -0.024 ft 0.46 ksf 0 45 ksf 2.50 ksf 0184 +D+0.70E+H 35.54 k -0.013 ft 0.85 ksf 0.84 ksf 2.50 ksf 0.338 +D+O 750Lr+0.750L+0 750W+H 37.64 k 0.037 ft 0.88 ksf 0.90 ksf 2,50 ksf 0.362 +D+0.750Lr+0.750L+0.5250E+H 49.84 k 0.028 ft 1 17 ksf 1.19 ksf 2.50 ksf 0 477 +D+0.750L+0.750S+0.750W+H 19.27 k -0.024 ft 0.46 ksf 0.45 ksf 2.50 ksf 0184 +D+0.750L+0.750S+0.5250E+H 31.47 k -0.015 ft 0.75 ksf 0 74 ksf 2.50 ksf 0.300 +0.60D+W+}� 11.56 k -0.024 ft 0.28 ksf 0.27 ksf 2.50 ksf 0111 +0.60D+0.70E+H 27.83 k -0.010 fl 0.66 ksf 0.66 ksf 2.50 ksf 0.265 Overtuming Stability Moments about LeR Edge k-ft Moments about Right Edge k-ft Load Combination... _ Overturning Resisting Ratio Overtuming Resisting Ratio � 0.00 0.00 999.000 0.00 0.00 999.000 D+Lr 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+0.7E 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability -- __ Load Combination... _ Sliding Force Resisting Force Sliding SafetyRatio � 0.00 k 5.78 k ggg D+Lr 0.00 k 13.13 k 99g 0.6D+0.7E 0.00 k g,�2 k ggg Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn 0.6D+0 7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.001 0.047 Bottom 1 166 Min Temo% 1.240 81 439 0.000 +1 40D 0.005 0.094 Bottom 1 166 Min Temo% 1.240 81 439 0.000 +1 40D 0.010 0141 Bottom 1 166 Min Temp% 1240 81 439 0.000 +1.40D 0.018 0.188 Bottom 1 166 Min Tem�% 1.240 81.439 0.000 +1 40D 0.028 0.235 Bottom 1 166 Min Temp% 1.240 81.439 0.000 +1.40D 0.041 0282 Bottom 1 166 Min Tem�°/a 1.240 81 439 0.000 +1 40D 0.055 0.329 Bottom 1 166 Min Temp% 1.240 81.439 0.001 +1 40D 0.072 0.376 Bottom 1.166 Min Tem�°/a 1.240 81.439 0.001 +1.40D 0.091 0.422 Bottom 1 166 Min Temp% 1.240 81439 0.001 +1 40D 0113 0 469 Bottom 1 166 Min Temp% 1.240 81439 0.001 Combined Foc�ting F�e=��o,�,�ris�asz�t��%e�y�r��s��t„�a�ys��,�-rrsni�y,r„�n.�s �.��. � ENERCALG,_II�C.1983-2p13 B�Id•�.13.5:i,Ver.6.13.5.31 Description. Combined Footing Grid Line 1.3 Footing Flexure-Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from IeR Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn +1.40D 0.136 0.516 Bottom 1 166 Min Temp% 1.240 81439 0.002 +1 40D 0.162 0.563 Bottom 1.166 Min Tem�% 1.240 81.439 0.002 +1 40D 0.190 0.610 Bottom 1 166 Min Temo% 1.240 81 439 0.002 +1.40D 0.221 0.657 Bottom 1.166 Min Tem�% 1.240 81.439 0.003 +1 40D 0.253 0 704 Bottom 1 166 Min Temp% 1.240 81439 0.003 +1.40D 0.288 0 751 Bottom 1.166 Min Temo% 1.240 81.439 0.004 +1.40D 0.325 0.798 Bottom 1.166 Min Temo% 1.240 81.439 0.004 +1.40D 0.365 0.845 Boflom 1 166 Min Temp% 1.240 81.439 0.004 +1 40D 0.406 0.892 Bottom 1.166 Min Tem�% 1.240 81439 0.005 +1.40D 0 450 0.939 Bottom 1.166 Min Tem�% 1.240 81.439 0.006 +1 40D 0 496 0.986 Bottom 1.166 Min Tem�% 1.240 81439 0.006 +1.40D 0.545 1.033 Bottom 1.166 Min Temn% 1.240 81439 0.007 +1.40D 0.595 1.080 Bottom 1 166 Min Temp% 1.240 81.439 0.007 +1.40D 0.648 1.127 Bottom 1.166 Min Tem�% 1.240 81.439 0.008 +1.40D 0 703 1 174 Bottom 1 166 Min Temp% 1.240 81.439 0.009 +1 40D 0.760 1.221 Bottom 1 166 Min Tem�% 1.240 81.439 0.009 +1 40D 0.820 1.267 Bottom 1.166 Min Temp% 1.240 81439 0.010 +1.40D 0.882 1.314 Bottom 1 166 Min Temo% 1.240 81.439 0.011 +1 40D 0.943 1.361 Bottom 1 166 Min Temo% 1.240 81439 0.012 +1 40D 0.991 1 408 Bottom 1.166 Min Temq% 1.240 81.439 0.012 +1.40D 1.026 1 455 Bottom 1 166 Min Temp% 1.240 81.439 0.013 +1 40D 1.047 1.502 Bottom 1 166 Min Temo% 1.240 81.439 0.013 +1 40D 1.053 1.549 Bottom 1 166 Min Tem�% 1.240 81439 0.013 +1 40D 1.046 1.596 Bottom 1.166 Min Temo% 1.240 81439 0.013 +1 40D 1.025 1.643 Bottom 1 166 Min Tem�% 1.240 81.439 0.013 +1 40D 0.990 1.690 Bottom 1.166 Min Tem�% 1.240 81439 0.012 +1 40D 0.941 1 737 Bottom 1 166 Min Tem�% 1.240 81439 0.012 +1.40D 0.878 1 784 Bottom 1 166 Min Temo% 1.240 81.439 0.011 +1 40D 0.801 1.831 Bottom 1.166 Min Temo% 1.240 81439 0.010 +1 40D 0 710 1.878 Bottom 1.166 Min Tem�% 1.240 81439 0.009 +1 40D 0.606 1.925 Bottom 1 166 Min Tem�% 1.240 81 439 0.007 +140D 0.487 1.972 Bottom 1 166 Min Tem�% 1.240 81.439 0.006 +1 40D 0.354 2.019 Bottom 1.166 Min Tem�% 1.240 81439 0.004 +1 40D 0.208 2.066 Bottom 1 166 Min Temo% 1.240 81.439 0.003 +1 40D 0.047 2.112 Bottom 1.166 Min Temp% 1.240 81 439 0.001 +1.40D -0.127 2.159 Too 1 166 Min Tema% 1.240 81.439 0.002 +1.40D -0.315 2.206 To� 1 166 Min Temo% 1.240 81439 0.004 +1 40D -0.517 2.253 Too 1.166 Min Temo% 1.240 81.439 0.006 +1 40D -0.733 2.300 Too 1.166 Min Tem�% 1.240 81439 0.009 +1.20D+�.60Lr+0.50L -3.651 2.347 Toa 1 166 Min Temo% 1.240 81439 0.045 +1.20D+1.60Lr+0.50L -4.482 2.394 To� 1 166 Min Tem�% 1.240 81.439 0.055 +1.20D+1.60Lr+0.50L -5.305 2.441 Too 1 166 Min Temp% 1.240 81439 0.065 +1.20D+1.60Lr+0.50L -6.120 2.488 Top 1.166 Min Temo% 1.240 81439 0.075 +1.20D+1.60Lr�0.50L -6.927 2.535 Top 1.166 Min Temo% �I.240 81.439 0.085 +1.20D+1.60Lr+0.50L -7 726 2.582 Too 1.166 Min Temp% 1.240 81.439 0.095 +1.20D+1.60Lri0.50L -8.517 2.629 Toa 1 166 Min Tem�% �i.240 81439 0105 +1.20D+1.60Lr+0.50L -9.300 2.676 Too 1 166 Min Temp% 1.240 81.439 0.114 +1.20D+1.60Lr�0.50L -10.076 2.723 Top 1 166 Min Temp% '1.240 81.439 0.124 +1.2pD+1.60Lr+0.50L -10.843 2.770 Too 1 166 Min Temp°/a '1.240 81439 0.133 +1.20D+1.60Lr�0.50L -11.603 2.817 To� 1 166 Min Temo% '1.240 81.439 0.142 +1.20D+�.60Lr+0.50L -12.355 2.864 To� 1 166 Min Temp% '1.240 81439 0152 +1.20D+1.60Lr+0.50L -13.099 2.910 Too 1 166 Min Temp% 'I.240 81439 0.161 +1.20D+1.60Lr+0.50L -13.835 2.957 Too 1 166 Min Temo% 'I.240 81439 0170 +1.20D+�,60Lr+0.50L -14.563 3.004 Too 1.166 Min Temp% 1.240 81.439 0.179 +1.20D+1.60Lr+0.50L -15.283 3.051 Top 1.166 Min Temo% 1.240 81 439 0188 +1.20D+1.60Lr+0.50L -15.995 3.098 Too 1 166 Min Tem�% 1.240 81439 0196 +1.20D+1.60Lr+0.50L -16 700 3.145 To� 1 166 Min Temo% 1240 81 439 � 0.205 +1.20D+1.60Lr+0.50L -17.396 3.192 To� 1.166 Min Temo% 1.240 81439 0.214 +1.20D+�.60Lr+0.50L -18.085 3.239 Too 1 166 Min Temo% 1.240 81439 0.222 +1.20D+1.60Lr+0.50L -18.766 3.286 Too 1 166 Min Temp% 1.240 81.439 0.230 +1.20D+�,60Lri4.50L -19 439 3.333 Top 1.166 Min Temo% 1.240 81439 0.239 +1.20D+1.60Lr+0.50L -20.103 3.380 Too 1 166 Min Temo°/a 1.240 81.439 0.247 +1.20D+1.60Lr+0.50L -20.760 3 427 Top 1 166 Min Tem�% 1.240 81439 0.255 +1.20D+1.60Lr+0.50L -21 410 3.474 Top 1 166 Min Temp% 1.240 81439 0.263 Combined �oQtin �°p��H��1'��Y��3279hI�sphyrAilisfl.ec6 g fNERGALC,INC.198�2(113,Buikl;6.13.$.31,Ver,:6,13.5.31 �.��. � Description: Combined Footing Grid Line 1.3 Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn +1.20D+1.60Lr+0.50L -22.051 3.521 To� 1.166 Min Temp% 'I.240 81.439 0.271 +1.20D+1.60Lr+0.50L -22.684 3.568 Toq 1.166 Min Temo% 1.240 81.439 0.279 +1.20D+1.60Lr�0.50L -23.309 3.615 To� 1.166 Min Tem�% 'I.240 81.439 0.286 +120D+1.60Lr+0.50L -23.927 3.662 To� 1 166 Min Temo% 'I.240 81 439 0.294 +1.20D+1.60Lr+0.50L -24.536 3.709 Top 1.166 Min Temo% 'I.240 81.439 0.301 +1.20D+1.60Lr+0.50L -25.138 3.755 To� 1 166 Min Temo% 'I.240 81.439 0.309 +1.20D+1.60Lri0.50L -25.731 3.802 To� 1 166 Min Temo% 'I.240 81439 0.316 +1.20D+1.60Lr+0.50L -26.317 3.849 Top 1 166 Min Temo% �I.240 81439 0.323 +1.20D+1.60Lri0.50L -26.895 3.896 Top 1.166 Min Temo% 'I.240 81.439 0.330 +1.20D+1.60Lr�0.50L -27.465 3.943 Top 1.166 Min Temo% 1.240 81.439 0.337 +1.20D+�.60Lr+0.50L -28.027 3.990 Too 1.166 Min Temo% 'I.240 81.439 0.344 +1.20D+�,60Lr+0.50L -28.581 4.037 Top 1 166 Min Temo°/a '1.240 81439 0.351 +1.20D+1.60Lr+0.50L -29.127 4.084 Top 1 166 Min Temo°/a 'I.240 81439 0.358 +1.20D+1.60Lr+0.50L -29.665 4131 Too 1.166 Min Temo% �I.240 81.439 0.364 +120D+1.60Lri0.50L -30.195 4.178 Too 1 166 Min Temo% 'I.240 81439 0.371 +1.20D+�.60Lr+0.50L -30.718 4.225 Too 1 166 Min Temo% �1.240 81439 0.377 +1.20D+�.60Lr+0.50L -31.232 4.272 Too 1 166 Min Temo% �1.240 81439 0.384 +1.20D+1.60Lr+0.50L -31 739 4.319 Toa 1.166 Min Temo°/a �I.240 81439 0.390 +1.20D+1.60Lr�0.50L -32.237 4.366 Too 1 166 Min Temo% 'I.240 81439 0.396 +1.20D+�.60Lr+0.50L -32.728 4.413 Too 1.166 Min Temo% �I.240 81439 0.402 +1.20D+1.60Lr-�0.50L -33.210 4 460 Too 1 166 Min Tem�% �I.240 81.439 0 408 +1.20D+1.60Lr+0.50L -33.685 4.507 Too 1 166 Min Temo% �I.240 81.439 0.414 +1.20D+1.60Lr+0.50L -34152 4.554 Too 1 166 Min Temp% 'I.240 81439 0 419 +1.20D+1.60Lr+0.50L -34.610 4.600 Too 1.166 Min Temp% �I.240 81 439 0.425 +1.20D+1.60Lr+0.50L -35.061 4.647 Too 1 166 Min Temo% 'I.240 81 439 0.431 +1.20D+1.60Lr+0.50L -35.504 4.694 Too 1 166 Min Temo% �I.240 81.439 0 436 +1.20D+1.60Lr+0.50L -35.939 4 741 To� 1 166 Min Temp% 'I.240 81439 0.441 +1.20D+1.60Lr�0.50L -36.366 4.788 Too 1.166 Min Temp% �I.240 81439 0.447 +1.20D+1.60Lr+0.50L -36.785 4.835 Top 1.166 Min Temo% 'I.240 81.439 0.452 +1.20D+�.60Lr+0.50L -37196 4.882 Too 1 166 Min Tem�% �1.240 81439 0.457 +1.20D+1.60Lr+0.50L -37.599 4.929 Top 1.166 Min Tem�% �I.240 81 439 0 462 +1.20D+1.60Lr+0.50L -37.994 4.976 Too 1 166 Min Tem�% 'I.240 81439 0.467 +1.20D+1.60Lr+0.50L -38.381 5.023 Too 1 166 Min Tem�% 'I.240 81 439 0.471 +1.20D+1.60Lr+0.50L -38.761 5.070 Too 1.166 Min Temp% 1.240 81.439 0 476 +1.20D+1.60Lr+0.50L -39132 5.117 Too 1 166 Min Tem�% 'I.240 81 439 0.481 +1.20D+1.60Lr+0.50L -39.495 5.164 Top 1 166 Min Temp% 'I.240 81.439 0 485 +1.20D+1.60Lr+0.50L -39.850 5.211 To� 1 166 Min Temo% 1.240 81.439 0.489 +1.20D+1.60Lr+0.50L �0198 5.258 Top 1.166 Min Temo% 1.240 81 439 0.494 +1.20D+1.60Lr+0.50L �0.537 5.305 Top 1 166 Min Temp% 'I.240 81.439 0.498 +1.20D+1.60Lr+0.50L -40.869 5.352 Top 1 166 Min Temo% 'I.240 81.439 0.502 +1.20D+�,60Lr+0.50L -41 192 5.398 Too 1.166 Min Temo% �1240 81 439 0.506 +1.20D+1.60Lr+0.50L �1.507 5.445 Too 1 166 Min Tem�°/a '1240 81.439 0.510 +1.20D+1.60Lr+0.50L -41.815 5.492 Top 1 166 Min Tem�% 'I.240 81 439 0.513 +1.200+1.60Lr+0.50L -42.114 5.539 Too 1 166 Min Tem�% 'I.240 81 439 0.517 +1.20D+1.60Lr+0.50L -42.406 5.586 Top 1 166 Min Tem�% '1.240 81 439 0.521 +1.20D+1.60Lr+0.50L �12.690 5.633 Too 1 166 Min Temp% '1.240 81.439 0.524 +1.20D+1.60Lri0.50L �2.965 5.680 To� 1.166 Min Temo% 'I.240 81 439 0.528 +1.20D+1.60Lr+0.50L -43.233 5.727 Top 1 166 Min Temp% 'I.240 81 439 0.531 +1.20D+1.60Lr+0.50L �3.492 5 774 Too 1 166 Min Temo% 'I.240 81 439 0.534 +1.20D+�.60Lr+0.50L -43.744 5.821 Too 1.166 Min Temo% 'I.240 81439 0.537 +1.20D+1.60Lr�0.50L -43.988 5.868 Too 1 166 Min Temo% 'I.240 81 439 0.540 +1.20D+1.60Lr�0.50L �4.223 5.915 Top 1 166 Min Tem�% 'I.240 81.439 0.543 +1.20D+1.60Lr+0.50L �4 451 5.962 Too 1 166 Min Tem�% 'I.240 81.439 0.546 +1.20D+1.60Lr+0.50L �4.670 6.009 To� 1 166 Min Temo% '1.240 81.439 0.549 +1.20D+�.60Lr+0.50L �4.882 6.056 To� 1 166 Min Temo% 1.240 81 439 0.551 +1.20D+1.60Lr+0.50L -45.086 6.103 To� 1 166 Min Temp% 'I.240 81 439 0.554 +1.20D+1.60Lr+0.50L �35281 6.150 Too 1 166 Min Temp% '1.240 81 439 0.556 +1.20D+1.60Lri0.50L -45.469 6.197 Too 1.166 Min Temo% 1.240 81.439 0.558 +1.20D+1.60Lr+0.50L -45.649 6.243 Top 1 166 Min Temp% 1240 81439 0.561 +1.20D+�.60Lr+0.50L -05.821 6.290 Top 1.166 Min Temo% 'I.240 81439 0.563 +1.20D+1.60Lr+0.50L �5.984 6.337 Too 1 166 Min Temo°/a 'I 240 81439 0.565 +1.20D+1.60Lr+0.50L -46140 6.384 Too 1.166 Min Temo% 'I.240 81439 0.567 +1.20D+1.60Lr+0.50L �6.288 6 431 To� 1 166 Min Temp% 'I.240 81439 0.568 +1.20D+1.60Lr+0.50L �6.427 6.478 To� 1 166 Min Temp% 'I.240 81439 0.570 Combihed FOOting F�e=P.120131�3-779(PB�HLJ�9ptryrtwllsFL1$Uus�litalysis11�279M�ephyfiiNsfl.eC6 ` ENERCAI.C,INC.d,98�2013,Build:6.13.5.31,Ver;6.13.5.31 �.��. � - DeSCription. Combined Footing Grid Line 1.3 Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn +1.20D+1.60Lr+0.50L -46.559 6.525 Top 1 166 Min Temp% 1.240 81439 0.572 +1.20D+1.60Lr+0.50L -46.682 6.572 To� 1.166 Min Temo% 1.240 81.439 0.573 +1.20D+1.60Lr+0.50L �6.798 6.619 Top 1.166 Min Temp% 1.240 81.439 0.575 +1.20D+1.60Lr+0.50L �6.906 6.666 To� 1 166 Min Temo°/a 1.240 81439 0.576 +1.20D+1.60Lr+0.50L �7.005 6.713 Too 1 166 Min Tem�% 1.240 81.439 0.577 +1.20D+1.60Lr�0.50L -47.097 6.760 Too 1.166 Min Temo% 1.240 81.439 0.578 +1.20D+1.60Lr+0.50L -47180 6.807 Top 1.166 Min Temo% 1.240 81.439 0.579 +1.20D+1.60Lr+0.50L -47.256 6.854 Top 1.166 Min Tem�% 1.240 81439 0.580 +1.20D+�.60Lr+0.50L �7.323 6.901 Too 1 166 Min Temp% 1.240 81.439 0.581 +1.20D+1.60Lr+0.50L �7.383 6.948 Top 1.166 Min Temp% 1.240 81.439 0.582 +1.20D+�.60Lr+0.50L -47 434 6.995 Top 1.166 Min Temo% 1.240 81439 0.582 +1.20D+1.60Lr+0.50L �7 478 7.042 Too 1 166 Min Temp% 1.240 81.439 0.583 +1.20D+�,60Lr+0.50L �7.513 7.088 Top 1.166 Min Tem�% 1.240 81 439 0.583 +1.20D+1.60Lri0.50L -47.541 7135 Too 1 166 Min Temp% 1.240 81.439 0.584 +1.20D+�.60Lr�0.50L �7.560 7.182 To� 1 166 Min Temo% 1.240 81.439 0.584 +1.20D+1.60Lr+0.50L �7.571 7.229 Too 1.166 Min Temo% 1.240 81.439 0.584 +1.20D+1.60Lr-+0.50L -47.575 7.276 Top 1 166 Min Temq°/a 1.240 81 439 0.584 +1.20D+1.60Lr+0.50L �7.570 7.323 To� 1.166 Min Temo% 1.240 81439 0.584 +1.20D+�.60Lr+0.50L �7.557 7.370 Too 1 166 Min Temo% 1.240 81439 0.584 +1.20D+�.60Lr+0.50L �47.536 7 417 Top 1 166 Min Tem�% 1.240 81439 0.584 +1.20D+�.60Lr�0.50L �7.508 7 464 Too 1.166 Min Tem�% 1240 81.439 0.583 +1.20D+1.60Lr+0.50L -47.471 7.511 Too 1 166 Min Tem�% 1.240 81.439 0.583 +1.20D+1.60Lr+0.50L �7.426 7.558 To� 1 166 Min Temo% 1.240 81 439 0.582 +1.20D+1.60Lr+0.50L �7.373 7.605 Top 1 166 Min Temp% 1.240 81439 0.582 +1.20D+1.60Lr+0.50L -47.312 7 652 Too 1 166 Min Temp% 1.240 81439 0.581 +1.20D+1.60Lr�.50L �7.243 7.699 Top 1 166 Min Temo% 1.240 81 439 0.580 +1.20D+1.60Lr+0.50L -47.166 7 746 To� 1.166 Min Tem�% 1.240 81439 0.579 +1.20D+1.60Lr+0.50L -47.080 7 793 Too 1.166 Min Temo% 1.240 81.439 0.578 +1.20D+1.60Lr�.50L -46.987 7.840 Too 1.166 Min Tem�% 1.240 81 439 0.577 +1.20D+1.60Lr�0.50L �6.886 7.886 Too 1 166 Min Temo% 1.240 81439 0.576 +1.20D+1.60Lri0.50L �6.777 7.933 Too 1 166 Min Tem�% 1.240 81439 0.574 +1.20D+1.60Lr+0.50L �6.659 7.980 Too 1 166 Min Temo% 1.240 81.439 0.573 +1.20D+1.60Lr+0.50L �6.534 8.027 Top 1.166 Min Tem�% 1.240 81439 0.571 +1.20D+1.60Lr+0.50L �6.400 8.074 Too 1.166 Min Temp% 1.240 81.439 0.570 +1.20D+1.60Lr+0.50L -46.259 8.121 Too 1 166 Min Tem�% 1.240 81.439 0.568 +1.20D+1.60Lr+0.50L -06.109 8.168 Too 1 166 Min Temo% 1.240 81 439 0.566 +1.20D+1.60Lr+0.50L -05.952 8.215 Too 1.166 Min Temo% 1.240 81.439 0.564 +1.20D+1.60Lr+0.50L -45.786 8.262 To� 1 166 Min Tema% 1.240 81.439 0.562 +1.20D+1.60Lr�0.50L -45.612 8.309 Too 1.166 Min Temo°/a 1.240 81439 0.560 +1.20D+�.60Lr+0.50L -45.430 8.356 Top 1 166 Min Tem�% 1.240 81439 0.558 +1.20D+1.60Lr+0.50L -45.240 8.403 Top 1 166 Min Temp% 1.240 81 439 0.556 +1.20D+1.60Lr+0.50L �5.042 8.450 Too 1.166 Min Temo% 1.240 81.439 0.553 +1.20D+�.60Lr+0.50L -44.836 8.497 Too 1 166 Min Temo% 1.240 81 439 0.551 +1.20D+1.60Lr+0.50L -44.622 8.544 Top 1 166 Min Tem�% 1.240 81.439 0.548 +1.20D+1.60Lri0.50L �4 400 8.591 Top 1.166 Min Temo% 1.240 81.439 0.545 +1.20D+1.60Lr+q.50L �4.169 8.638 To� 1 166 Min Tem�% 1.240 81439 0.542 +1.20D+1.60Lr+0.50L �3.931 8.685 To� 1 166 Min Temp% 1.240 81439 0.539 +1.20D+�.60Lri0.50L -43.685 8.731 Too 1 166 Min Temo% 1.240 81 439 0.536 +1.20D+�.60Lr+0.50L �3.430 8.778 Too 1 166 Min Tem�% 1.240 81 439 0.533 +1.20D+1.60Lr+0.50L �3.167 8.825 To� 1 166 Min Tem�% 1.240 81 439 0.530 +1.20D+1.60Lr+0.50L �2.897 8.872 Too 1 166 Min Tem�% 1.240 81 439 0.527 +1.20D+1.60Lr+0.50L -42.618 8.919 To� 1 166 Min Tem�% 1.240 81439 0.523 +1.20D+1.60Lr+0.50L �2.331 8.966 Too 1 166 Min Temp% 1.240 81439 0.520 +1.20D+�.60Lr+0.50L �2.036 9.013 Too 1 166 Min Temp°/a 1.240 81.439 0.516 +1.20D+1.60Lr+0.50L �1 733 9.060 Too 1 166 Min Temp°/a �I.240 81439 0.512 +1.20D+1.60Lr+0.50L -41 422 9107 Top 1.166 Min Tem�% 1.240 81439 0.509 +1.20D+1.60Lr+0.50L -41.103 9154 Too 1 166 Min Temo% 1.240 81 439 0.505 +1.20D+�.60Lr+0.50L -40 775 9.201 To� 1 166 Min Tem�% 'I.240 81439 0.501 +1.20D+1.60Lr+0.50L -40.440 9.248 To� 1 166 Min Temp% 1.240 81 439 0.497 +1.20D+1.60Lr�0.50L �0.096 9.295 Too 1 166 Min Temo% '1.240 81 439 0.492 +1.20D+1.60Lr+0.50L -39.745 9.342 To� 1 166 Min Temo% �1.240 81.439 0.488 +1.20D+1.60Lr+0.50L -39.385 9.389 Too 1.166 Min Tem�% 'I.240 81 439 0.484 +1.20D+1.60Lr+0.50L -39.017 9 436 Too 1 166 Min Temo% 1'.240 81439 0 479 +1.20D+1.60Lr+0.50L -38.641 9 483 To� 1 166 Min Temp% 1.240 81439 0 474 Ct�mbined Foot�ng File=P:12013tt3�279(P82)HILZephyrlidlgfUSUucM2lySisN�3T9h1_iephyrMllsfl.ec6 ENERCALC,,INC.19�3201� :,ib:8:�$.5.31,Ver6,i$5.31 i.��. � - Description: Combined Footing Grid Line 1.3 Footing Flexure-Maximum Values for Load Combina6on Distance Tension Govemed Load Combination... Mu from IeR Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn +1.20D+�,60Lr+0.50L -38.257 9.529 Too 1 166 Min Temo% 1.240 81 439 0.470 +1.20D+1.60Lr+0.50L -37.865 9.576 To� 1.166 Min Temo% 1.240 81439 0.465 +1.20D+�.60Lr+0.50L -37 465 9.623 To� 1.166 Min Temp% 1.240 81.439 0.460 +1.20D+1.60Lr+0.50L -37.057 9.670 Too 1 166 Min Temo% 1.240 81439 0.455 +1.20D+1.60Lr+0.50L -36.640 9.717 Too 1 166 Min Temn% 1.240 81439 0.450 +1.20D+�,60Lr+0.50L -36.215 9.764 To� 1 166 Min Tem�% 1.240 81 439 0.445 +1.20D+1.60Lr+0.50L -35.783 9.811 To� 1 166 Min Temo% 1.240 81.439 0.439 +1.20D+1.60Lr�0.50L -35.342 9.858 To� 1 166 Min Temo% 1.240 81439 0.434 +1.20D+1.60Lr+0.50L -34.893 9.905 Top 1 166 Min Tem�% 1.240 81439 0.428 +1.20D+1.60Lr+0.50L -34 436 9.952 To� 1.166 Min Temp% 1.240 81.439 0.423 +1.20D+1.60Lr+0.50L -33.971 9.999 Too 1.166 Min Temo% 1.240 81.439 0.417 +1.20D+1.60Lr+0.50L -33.498 10.046 Too 1.166 Min Temo°/a 1.240 81.439 0.411 +1.20D+1.60Lr+0.50L -33.016 10.093 To� 1 166 Min Temp% 1.240 81.439 0 405 +1.20D+1.60Lri0.50L -32.527 10.140 Top 1.166 Min Temp% 1.240 81.439 0.399 +1.20D+1.60Lri0.50L -32.029 10.187 Too 1.166 Min Temo°/a 1.240 81.439 0.393 +1.20D+1.60Lr+0.50L -31.523 10.234 To� 1 166 Min Tem�% 1.240 81.439 0.387 +1.20D+1.60Lr+0.50L -31.009 10.281 To� 1 166 Min Temp% 1.240 81.439 0.381 +1.20D+1.60Lr+0.50L -30.487 10.328 Top 1 166 Min Temp% 1.240 81.439 0.374 +1.20D+1.60Lr+0.50L -29.957 10.374 Top 1.166 Min Temp% 1.240 81 439 0.368 +1.20D+1.60Lr+0.50L -29 419 10.421 Top 1.166 Min Temp% 1.240 81439 0.361 +1.20D+1.60Lr+0.50L -28.872 10.468 Too 1 166 Min Temo% 1.240 81.439 0.355 +1.20D+�.60Lr+0.50L -28.318 10.515 Top 1.166 Min Temp% 1.240 81.439 0.348 +1.20D+1.60Lr+0.50L -27.755 10.562 Top 1.166 Min Temp% 1.240 81 439 0.341 +1.20D+1.60Lr+0.50L -27184 10.609 To� 1 166 Min Temo% 1.240 81.439 0.334 +1.20D+1.60Lri0.50L -26.605 10.656 Too 1 166 Min Temp% 1.240 81.439 0.327 +1.20D+�.60Lr+0.50L -26.018 10.703 Too 1.166 Min Temu°/a 1.240 81439 0.319 +1.20D+�.60Lr+0.50L -25.423 10 750 Top 1.166 Min Temo% 1.240 81439 0.312 +1.20D+�.60Lr+0.50L -24.819 10 797 Too 1 166 Min Temp% 1.240 81439 0.305 +1.20D+1.60Lri0.50L -24.208 10.844 To� 1 166 Min Temp% 1.240 81.439 0.297 +1.20D+�,60Lr+0.50L -23.588 10.891 Top 1.166 Min Temo% 1.240 81.439 0.290 +1.20D+�.60Lr+0.50L -22.960 10.938 Too 1 166 Min Temp% 1.240 81439 0.282 +1.20D+1.60Lr+0.50L -22.324 10.985 To� 1 166 Min Temp% 1.240 81 439 0.274 +1.20D+1.60Lr+0.50L -21.680 11.032 Ton 1 166 Min Temo% 1.240 81.439 0.266 +1.20D+1.60Lr+0.50L -21.027 11.079 Toa 1.166 Min Tem�% 1.240 81439 0.258 +1.20D+�.60Lr+0.50L -20.367 11.126 Too 1 166 Min Temp% 1.240 81.439 0.250 +1.20D+�.60Lr+0.50L -19 698 11.173 To� 1 166 Min Temo% 1.240 81.439 0.242 +1.20D+1.60Lr+0.50L -19.022 11.219 To� 1 166 Min Temp% 1.240 81.439 0.234 +1.20D+1.60Lr+0.50L -18.337 11.266 Top 1.166 Min Temo% 1.240 81439 0.225 +1.20D+�.60Lr+0.50L -17 643 11.313 Toa 1 166 Min Temp% 1.240 81439 0.217 +1.20D+1.60Lr+0.50L -16.942 11.360 Too 1.166 Min Tem�% 1.240 81439 0.208 +1.20D+1.60Lri0.50L -16.233 11 407 To� 1.166 Min Temo°/a 1.240 81439 0.199 +1.20D+1.60Lr+0.50L -15.515 11 454 Too 1 166 Min Temp% 1.240 81 439 0.191 +1.20D+1.60Lr�0.50L -14 789 11.501 Too 1 166 Min Temo% 1.240 81.439 0.182 +1.20D+1.60Lr+0.50L -14.055 11.548 To� 1.166 Min Temo% 1.240 81 439 0.173 +1.20D+1.60Lr+0.50L -13.313 11.595 Too 1 166 Min Tem�% 1.240 81 439 0.163 +1.20D+1.60Lr+0.50L -12.563 11.642 Top 1 166 Min Temo% �I.240 81.439 0.154 +1.20D+1.60Lr+0.50L -11.804 11.689 Top 1.166 Min Temo% '1.240 81.439 0.145 +1.20D+1.60Lr+0.50L -11.038 11 736 To� 1.166 Min Tem�% 1.240 81 439 0.136 +1.20D+1.60Lr+0.50L -10.263 11 783 Top 1 166 Min Temo% 1.240 81439 0.126 +1.20D+1.60Lr+0.50L -9.480 11.830 Too 1 166 Min Tem�% 1.240 81439 0.116 +1.20D+�,60Lr+0.50L -8.689 11.877 To� 1 166 Min Temo% 1.240 81 439 0.107 +1.20D+1.60Lr+0.50L -7.889 11.924 Too 1 166 Min Temp% 1.240 81.439 0.097 +1.20D+1.60Lr+0.50L -7.082 11.971 To� 1 166 Min Temo% '1.240 81.439 0.087 +1.20D+1.60Lr+0.50L -6.266 12.017 Too 1 166 Min Temp% 'd.240 81.439 0.077 +1.20D+�.60Lr+0.50L -5.442 12.064 Too 1 166 Min Temo% 1.240 81 439 0.067 +1.20D+1.60Lra0.50L -4.620 12.111 Top 1 166 Min Temp% 1.240 81.439 0.057 +1.20D+1.60Lr�0.50L -3.841 12.158 Too 1 166 Min Temo% 1.240 81 439 0.047 +1.20D+1.60Lr+0.50L -3.109 12.205 Top 1 166 Min Temo% 1.240 81.439 0.038 +1.20D+1.60Lr+0.50L -2.425 12.252 Too 1 166 Min Temp% 1.240 81 439 0.030 +1.20D+1.60Lr�U.50L -1 788 12.299 Too 1 166 Min Tem�% 1.240 81.439 0.022 +1.20D+1.60Lr+0.50L -1.198 12.346 Top 1 166 Min Temp% 1.240 81.439 0.015 +1.20D+0.50L+0.20S+E -0.999 12.393 Too 1 166 Min Temo% 1.240 81 439 0.012 +1.20D+0.50L+0.20S+E -0.874 12.440 Too 1 166 Min Temp% 1.240 81 439 0.011 +0.90D+E+�,60H -0 769 12.487 To� 1 166 Min Tem�% 1.240 81.439 0.009 Combitl$d �ootin� F�=�:�2o,a�,�z�s�Pe2�+��nyfia��t+su�cru�aiys�s�132�sm�nyrtn�asfl.� ENERCALQ,IN�.1963-111t3,8ui1d:613.,31,Ver:f,f 3.5.31 ��.��. :� ,�: - - DesCription: Combined Footing Grid Line 1.3 Footing Flexure-Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu 1 PhiMn +1.20D+1.60Lr+0.50L 0.690 12.534 Bottom 1 166 Min Temo% 1.240 81.439 0.008 +1.20D+1.60Lr+0.50L 1.043 12.581 Bottom 1.166 Min Temo% 1.240 81439 0.013 +1.20D+1.60Lr+0.50L 1.350 12.628 Bottom 1 166 Min Temp% 1.240 81439 0.017 +1.20D+�.60Lr�0.50L 1.609 12.675 Bottom 1.166 Min Temp% 1.240 81439 0.020 +1.20D+1.60Lr+0.50L 1.821 12.722 Bottom 1 166 Min Temp% 1.240 81 439 0.022 +1.20D+1.60Lr+0.50L 1.985 12.769 Bottom 1.166 Min Tem�% 1.240 81.439 0.024 +1.20D+1.60Lr+0.50L 2.103 12.816 Bottom 1 166 Min Tem�% 1.240 81.439 0.026 +1.20D+�,60Lr+0.50L 2.173 12.862 Bottom 1.166 Min Temo% 1.240 81439 0.027 +1.20D+1.60Lr+0.50L 2.196 12.909 Bottom 1 166 Min Temo% 1.240 81.439 0.027 +1.20D+1.60Lr+0.50L 2.171 12.956 Bottom 1 166 Min Tem�% 1.240 81.439 0.027 +1.20D+1.60Lr+0.50L 2.100 13.003 Bottom 1.166 Min Tem�% 1.240 81.439 0.026 +1.20D+�.gpLr+0.50L 1.981 13.050 Bottom 1.166 Min Temo% 1.240 81 439 0.024 +1.20D+1.60Lr+0.50L 1.817 13.097 Bottom 1 166 Min Temo% 1.240 81.439 0.022 +1.20D+1.60Lr+0.50L 1.648 13.144 Bottom 1 166 Min Tem�% 1.240 81.439 0.020 +1.20D+�,60Lr�0.50L 1.488 13.191 Bottom 1.166 Min Tem�% 1.240 81.439 0.018 +1.20D+1.60Lr+0.50L 1.335 13.238 Bottom 1.166 Min Temp% 1.240 81 439 0.016 +1.20D+1.60Lr+0.50L 1 191 13.285 Bottom 1 166 Min Temo% 1.240 81.439 0.015 +1.20D+1.60Lr+0.50L 1.055 13.332 Bottom 1 166 Min Tem�% 1.240 81.439 0.013 +1.20D+1.60Lr+0.50L 0.928 13.379 Bottom 1 166 Min Temo% 1.240 81.439 0.011 +1.20D+1.60Lr+0.50L 0.808 13.426 Bottom 1.166 Min Temo% 1.240 81439 0.010 +1.20D+1.60Lr+0.50L 0.697 13.473 Bottom 1 166 Min Temp% 1.240 81.439 0.009 +1.20D+1.60Lr+0.50L 0.594 13.520 Bottom 1 166 Min Tem�% 1.240 81 439 0.007 +1.20D+1.60Lr+0.50L 0.499 13.567 Bottom 1.166 Min Tem�% 1.240 81439 0.006 +1.20D+1.60Lr+0.50L 0 412 13.614 Bottom 1 166 Min Temo% 1.240 81.439 0.005 +1.20D+1.60Lr+0.50L 0.334 13.661 Bottom 1 166 Min Tem�% 1.240 81.439 0.004 +1.20D+�,60Lr+0.50L 0.264 13.707 Bottom 1.166 Min Temp% 1.240 81439 0.003 +1.20D+1.60Lr+0.50L 0.202 13.754 Bottom 1.166 Min Temp% 1.240 81439 0.002 +1.20D+1.60Lr+0.50L 0148 13.801 Bottom 1.166 Min Tem�% 1.240 81 439 0.002 +0.90D+E+1.60H -0115 13.848 Top 1 166 Min Temu% 1.240 81 439 0.001 +0.90D+E+1.60H -0.095 13.895 Ton 1 166 Min Temo% 1.240 81.439 0.001 +0.90D+E+�.60H -0.073 13.942 Too 1 166 Min Temo% 1.240 81 439 0.001 i0.90D+E+1.60H -0.050 13.989 Too 1.166 Min Tem�% 1.240 81 439 0.001 +0.90D+E+1.60H -0.026 14.036 Too 1 166 Min Tem�% 1.240 81 439 0.000 +0.90D+E+1.60H 0.000 14.083 0 0.000 0 ��.000 0.000 0.000 One Way Shear _ Punching Shear Load Combination... Phi Vn vu�Col#1 vu�Col#2 Phi Vn wu @ Col#1 vu @ Col#2 +1.40D 82.16 psi 6.89 psi 6.46 psi 164,32 psi 2.75psi 2.78 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 11.83 psi 11 70 psi 164,32 psi 5.31 psi 5.28 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 5.91 psi 5.54 psi 164.32 psi 2.36 psi 2.39 psi +1.20D+1.60Lri0.50L 82.16 psi 24.85 psi 25.25 psi 164.32 Psi 11.79 psi 11.63 psi +1.20D+1.60Lr+0.80W 82.16 psi 24.85 psi 25.25 psi 164.32 psi 11 79psi 11.63 psi +1.20D+0.50L+1.60S 82.16 psi 5.91 psi 5.54 psi 164.32 psi 2.36 psi 2.39 psi +1.20D+1.60S+0.80W 82.16 psi 5.91 psi 5.54 psi 164.32 psi 2.36 psi 2.39 psi +1.20D+0.50Lr�+0.50L+1.60W 82.16 psi 11.83 psi 11 70 psi 164.32 Psi 5.31 psi 5.28 psi +1.20D+0.50L+0.50S+1.60W 82.16 psi 5.91 psi 5.54 psi 164.32 Psi 2.36 psi 2.39 psi +1.20D+0.50L+0.20S+E 82.16 psi 5.76 psi 4.56 psi 164.32 psi 0.73 psi 0 76 psi +0.90D+1.60W+�,60H 82.16 psi 4 43 psi 416 psi 164.32 psi 1.77 psi 1 79 psi +0.90D+E+1.60H 82.16 psi 7.24 psi 3.17 psi 164.32 Psi 014 psi 016 psi ETTEMEYER Project Number: ��2 �q ENGINEERING Li.c Project Name: ��°��`��ILLS �l.G, . � - • www.mett-engr.com Date: Sheet of �� Uuc.��.,��r s�t��: f�'��`�'�i�� k��srs�i��r� �-r��N�rs�i a kG �3d�� .�� o. r.�� =o.�Q$ k � >o.oa � �,f�,��: �.f�� +S�F, �� s4,xQ8 /� � Ia� Qs'� �%a S'r,eess' �ce�,�_�,��. ,� �,% J�{s�' �°d�.ro� ��CJ cti��o�r�� ar� �'°o�. �� 2��,� I� �-�t�.�r3 u-.r�t�'��n f�'r'� � a,;r !�� /p"�f'�� c�t�.t�t�`�CG (�t.� = ��/��c� �°�"�C��''j �� a°� l a �k-C �� -�' <� ,� ,��v� .�l� ��5 �3'�� =11� �akla� `�9�'-�°i �o� � 0.13�' �/F°� P,= c�.�fe'C � ��'< W�� = o,taz ��'-� �2 = Q. �r(G � l� '�,�� Z O1/e S'C I��SC !(��"��j�Le. � �'�'� �n�d 7 �"trf+.�^.��` f��1� ��i'�1�G�� 6`l's �f�!'°4`�� " �. �'=' �f P �� r r;�' . y�,� d� !%;t"1 ro� ��? ts; ��`.-'�?��t�R f�O�f.I ,�`O�? 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Uniform Load: D=01260, Lr=01750 k/ft, Tributary Width=1.0 ft DESIGN SUMNL4RY , Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination � Location of maximum on span Oft Location of maximum on span 0 ft � Span#where maximum occurs 1 Span#where maximum occurs � �, Maximum Deflection , Max Downward L+Lr+S Deflection i� Max Upward L+Lr+S Deflection i� , Max Downward Total Deflection i� 'i Max Upward Total Deflection i� Maximum Forces&Stresses for Load Combinations 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 Overall Maximum Deflections-Unfactored Loads Load Combina6on Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored Support notation.Far left is#1 Values in KIPS Load Combination Support 1 Support 2 — General B�am An 1 s is �°P��2)HltiZephy�hiNs FLiStruc Analysis11�279 h��epliyfiibs fl.ec6 �y' • ENERCALC,INC,a9832013,B�Q;§.a3.5��t,�Ver._6.�35�3� �.��. �� Description� RTU#15 between E&F 18K6 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.833 ft Area= 10 0 in"2 Moment of Ine�rtia = 100.0 in^4 i - �i ', Lr0.208) Lr0.208) � � D 0.136 Lr0.10� I Span = 29.833 ft I', _ Appll@d L08dS _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1360, Lr=0.1020 k/ft, Tributary Width=1.0 fl Point Load Lr=0.2080 k(a�10.083 ft Point Load. Lr=0.2080 k(a�17.0 ft DESIGN SUMMARY I Maximum Bending= 0 k-ft Maximum Shear= 0 k �i Load Combination Load Combination Location of maximum on span Oft Location of maximum on s'an 0 ft Span#where maximum occurs 1 Span#where maximum occurs 1 ' Maximum Deflection I Max Downward L+Lr+S Deflection in Max Upward L+Lr+S Deflection �� ' Max Downward Total Deflection i� , Max Upward Total Deflection �n _ Maximum Forces&Stresses for Load Combinations Load Combina6on 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 Vn�Omega _ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination IMax."+"Defl Location in Span � o.0000 o.000 o.0000 o.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General B�atn Analysis FIe=P:12013113Z19(FB2)HL_ZephythillsFLIS6uCAnalykis113-2T961�epfijrrhiHsfl.ec6 , . •.-E E_ERCALC.INC,1 ' �.��. � .291.�._B.udd:6.43.5:31.,Yer6.13.5.31 Description RTU#14 between E&F 18K6 _ General Beam Properties Elastic Modulus 29,000.0 ksi Span#7 Span Length = 29.833 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � - � Lr0.208) Lr0.208) � � D 0.#44 Lr0.107 ---- Span = 29.833 ft —— -- Appll@d L08d3 _ _ __ Service loads entered.Load Factors will be applied for calculations. 'I Uniform Load� D=0.1440, Lr=0.1070 k/ft, Tributary Width=1.0 ft Point Load: Lr=0.2080 k(cil 10.083 ft Point Load: Lr=0.2080 k(�13.833 ft DESIGN SUMMARY Maximum Bending = 0 k-ft Maximum Shear= p k � Load Combination Load Combination i Location of maximum on span Oft Location of maximum on span p ft ! Span#where maximum occurs 1 Span#where maximum occurs � II , Maximum Deflection i Max Downward L+Lr+S Deflection �n ' Max Upward L+Lr+S Deflection in Max Downward Total Deflection j� li Max Upward Total Deflection �� ' Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary oi Moment Values Summary of Shear Values _ Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination INax."+^Defl Loca6on in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General �eam Analysis FIe=P:1201311&279(P82)HL_ZephyfiilisFl.IS6uCM�lysis113279h�.,tBphyPfullsfl:eC6 �.��. i � " ENERCALC,INC,19832013,BuAd:6,43,531;,yer6.13.5:31 DesCription Allowable 30K10 _ General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 50.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in"4 i D 0.125 Lr0.166 ,I --- - - pan = . — — — � i I - �I __Appll@d L08dS _ _ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1250, Lr=01660 k/ft, Tributary Width=1.0 ft DESlGN SUMMARY , Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination I' , Location of maximum on span Oft Location of manimum on span 0 ft , Span#where maximum occurs 1 Span#where maximum occurs � '�, Maximum Deflection Max Downward L+Lr+S Deflection in � �, Max Upward L+Lr+S Deflection in Max Downward Total Deflection i� � , Max Upward Total Deflection in Maximum Forces&Stresses for Load Combinations 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 _Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination PAax."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Verticai Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General Beam Analysis ��e=P:12013113-279�PB2)H�Zephyrhi115�L1SfiiC Ai�r"si's113-279 hl�9phyihill§fl.ec6 �.��. � ENERCALC;,,�NC.,19632013,,Bw'Id;6.f3.5.31,Ver;6.a 3.5.31 Description RTU#13 30K10 Between D�E _ General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 50 0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 I � I I D(0.416) D(0 416) 'I D(0.136) Lr0.102� + I a � �— . i apan - 5u.0 tt Appll@d L08dS _ _ _ _ _ _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1360, Lr=0.1020 k/ft, Tributary Width=1.0 ft Point Load. D=0.4160 k(�a,28.583 ft Point Load� D=0.4160 k(a)37.0 ft DESIGN SUMMARY IMaximum Bending= 0 k-ft Maximum Shear= p k Load Combination Load Combination � Location of maximum on span Oft Location of maximum on span 0 ft Span#where maximum occurs 1 Span#where maximum occurs � Maximum Deflection Max Downward L+Lr+S Deflection in , Max Upward L+Lr+S Deflection i� I Max Downward Total Deflection in Max Upward Total Deflection in i Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Ma�c Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall Maximum Deflections-Unfactored Loads Load CombinaGon Span Max."-"Defl Location in Span Load Combination Ddax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored SuppoR notation Far lefl is#1 Values in KIPS Load Combination Support 1 Support 2 ,.',. , ` File=P:12013113279(P62)FIC,-7.ephyrlwps FttShuc Nt2lysisU 3279 M_iepFryrtalls 11.ec6 en�eral Beam ,�►na1 s�s ' � ` ' �' ` , ... ENERCACC.INC 1983�tl13,&idd;6.133:3i;ifer6i13.5.31 Description. RTU#11 30K10 Between D@ E General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 50.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 I i � I� D(0 416) D(0 416) D 0.1485 Lr0.11 ' pan = . t I ' Appll@d L08dS _ _ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1485, Lr=0.110 k/ft, Tributary Width=1.0 ft Point Load. D=0.4160 k(�2.750 ft Point Load� D=0.4160 k(�11 166 ft DESIGN SUMMARY ;� Maximum Bending= 0 k-ft Maximum Shear= p k I � Load Combination Load Combination i, Location of maximum on span Ofl Location of maximum on span 0 ft Span#where maximum occurs 1 Span#where maximum occurs � Maximum Deflection I Max Downward L+Lr+S Deflection in I Max Upward L+Lr+S Deflection �� '� Max Downward Total Deflection i� �i I Max Upward Total Deflection i� i Maximum Forces 8�Stresses for Load Combinations 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 Vn�JOmega _ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination ��ax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 V@I'tIC81 R@8CtI011S-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General Beam Anatl�rsis RIe=P:1201311�2T9(PB�HI�eplijtihdlSFLIStiuCAh8lySiS11�279hl�ephyrhiqsfl.EC6 ,�'~�� '~�- ENERGALC,.�NC,i_.,�2013,9uId;6.13.�,31;V ,6,13.5.31 �.��.. :.1.; - - Description: Allowable 30K9 _Generai Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 50.0 ft Area= 10.0 in^2 Moment of Ine�tia = 100.0 in^4 , D 0.104 Lr0.141 I pan = 50.0 t �---- I i I i a lied Loads _ _ PP __ _ _ __ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=01040, Lr=0.1410 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY jMaximum Bending= 0 k-ft Maximum Shear= � Load Combination 0 k , Load Combination Location of maximum on span Oft Location of maximum on span p ft , ii Span#where maximum occurs 1 Span#where maximum occurs 1 Maximum Deflection , Max Downward L+Lr+S Deflection j� �i Max Upward L+Lr+S Deflection i� Max Downward Total Deflection �� , Max Upward Total Deflection in _ Maximum Forces&Stresses for Load Combinations 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 VnxlOmega Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination IVlax."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ �/@I'tIC81 R@8Ct10118-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General �eam An�l, 'sis F�°��C��Hlv7ephyrhi�ls FLIStruc ArielJrsisN�279 hl�y�hiils d.ec6 .. : '.-- -,. . ..y `:_. . ENERCJ�I.C.INC,1963��013,Buiid:6,13:5.31..Ver6.13: . 1 �.��. � DesCription� RTU#12 30K9 Between D@ E(15 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 50.0 ft Area= 10.0 in^2 Moment of Ine�tia = 100.0 in"4 � - � , � I � � I D(0 789) D(0 789) D 0.136 Lr0.101 �� a , pan _ � _Appll@d L02dS__ _ Service loads entered. Load Factors will be applied for calculations, 'I Uniform Load� D=0.1360, Lr=0.1010 k/ft, Tributary Width=1.0 ft Point Load: D=0.7890 k(c�0.0 ft Point Load• D=0.7890 k(�11.0 ft DESIGN SUMMARY ---- -- — --- -- - _ , Maximum Bending= 0 k-ft Maximum Shear- p k � Load Combination � Load Combination Location of maximum on span Oft Location of maximum on span p ft I Span#where maximum occurs 1 Span#where maximum occurs � ' �i Maximum Deflection i ' Max Downward L+Lr+S Deflection in Max Upward L+Lr+S Deflection in Max Downward Total Deflection i� li Max Upward Total Deflection in _Ma�cimum Forces&Stresses for toad Combinations 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 VnxlOmega __Overall Ma�cimum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination INax."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Gener�l Beam Anal�i�is Fae=P:120131137/9(FB�HLJ-ephyr�illsfLlStracAnarysi§U32791iI�pfiyrhiUsfl:ec6 �.��. `.;� E,ER�ALG..IIJ�.1983�13�.._' �6.#3.5.31,Ver:6.13.5.31 DesCription� Allowable 22K9 Generai Beam Properties Elastic Modulus 29,000.0 ksi — Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 D 0.138 Lr0.17 � pan = 38.0 I � I I _ Appll@d L08dS _ ____ Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.1380, Lr=0.170 kfft, Tributary Width=1.0 ft DES/GN SUMMARY ------ — --- - – - -- - , Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination ', Location of maximum on span Oft Location of maximum on span p ft � i Span#where maximum occurs 1 Span#where maximum occurs � ', Maximum Deflection ' ' Max Downward L+Lr+S Deflection i� i Max Upward L+Lr+S Deflection In ! Max Downward Total Deflection j� I Max Upward Total Deflection i� ,I Maximum Forces&Stresses for Load Combinations 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 Vnx/Omega __Overall Maximum Deflections-Unfactored Loads load Combination Span Max.""Defl Location in Span Load Combination Iwax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Valuss in KIPS Load Combination Support 1 Support 2 G@r1P.�`a� �@8117 lUlatyS�S fi7e=P:12013113279(PB21HLJ8phyrhilbFLlShu�Analy_si�11�279h},Zephy�iUsfl.eC6 �.��. .,,.. - ENEF2CAL ,I .1�32013,:84ild:6;1�.5:31,;.,�,'`13.5:31 DesCription RTU#8 22K9 8etween C@ D(10 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 D 0 416 D 0 4 I'' i � ) ( 16) � � � � D 0.1485 Lr0.11 j ° Span = 38.�t -- � I _ Applled L08dS _ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load• D=0.1485, Lr=0110 k/ft, Tributary Width=1.0 ft Point Load. D=0.4160 k(c�3.0 ft Point Load: D=0.4160 k(�11.417 ft DESlGN SUMMARY ^ Maximum Bending= 0 k-ft Maximum Shear= p k Load Combination Load Combination I I Location of maximum on span Oft Location of maximum on span p ft 'i Span#where maximum occurs 1 Span#where maximum occurs � ' ' Maximum Deflection I Max Downward L+Lr+S Deflection in Max Upward L+Lr+S Deflection j� � Max Downward Total Deflection in Max Upward Total Deflection �� '� i _ Maximum Forces&Stresses for Load Combinations 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 VnxlOmega _ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination tvtax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 G+�neral B�am F�e=P:�2o��-zts��2�H��eq,yrm7��;tswc�sa��re�ny�mnsn:ecs �.��8�yS15 ENEF2C,AL�,INC.,1 . , �3.Bu�d:6.13.5.31;Y.::fi,t3.5.31 :..:-._-..� �.i�. � DesCription� RTU#10 22K9 Between C@ D(10 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 , D(0 416) D(0.416) � � � D 0.137 Lr0.102 I II � — -- pan – 80 � ' � I _ Appll@d L08dS_ _ _ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load• D=0.1370, Lr=01020 klft, Tributary Width=1.0 ft PointLoad: D=04160k(�3.Oft Point Load. D=0 4160 k(�11.417 ft DESIGN SUMMARY ' Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination ,� Location of maximum on span Oft Location of maximum on span 0 ft I Span#where maximum occurs 1 Span#where maximum occurs � I Maximum Deflection Max Downward L+Lr+S Deflection j� Max Upward L+Lr+S Deflection j� Max Downward Total Deflection j� Max Upward Total Deflection i� _ Maximum Forces&Stresses for Load Combinations 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 Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Genexal ��am An�l�lsis F�e=P:t2013113�279(P62�HLJephyrlWlsfLtStri�cpnaysis}ib379h�_zephy"fiiHsfl.es6 �.��. � ENERQALC,!__,f983G2p1,3,@uiid;6�13.5.31,Y@rf.13.5.31- - DesCription Allowable 22K7(38'-0"Span) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 I I � D 0.112 Lr0.144 ; �pan = 3ts.0 tt I i � I , I Appll@d L02dS _ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load� D=0.1120, Lr=0.1440 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY j- — -- - — - — Maximum Bending = 0 k-ft Maximum Shear= 0 k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span p ft Span#where maximum occurs 1 Span#where maximum occurs � � Maximum Deflection , I Max Downward L+Lr+S Deflection j� ' Max Upward L+Lr+S Deflection in � Max Downward Total Deflection �� I Max Upward Total Deflection i� Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mn�JOmega Cb Rrc� Va Max Vnx VnxlOmega Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation•Far left is#1 Values in KIPS Load Combination Support 1 Support 2 — ETTEMEYER Project Number: 13_ z7� ENGINEERING LL� Project Name: �- ze�f.;� ��, �� Sj i�1'� E �.{w':r .r e'e . � � • � - www.mett-engr.com Date: Sheet of ? y'" !1 !:.° � >- � , �l � .r �. 1 � .�;•�`t - -- -----�_._ _---_'-------- -- -- -- -- - ----� ' - � �6. Zc�g ��'� V,�u „ �, �� ^�� ,��. ��; . {: ,�. � ,�r o .�,,��- °_ �`�',�,� _% , .�.�:�.J �_-��° ° 4'6,��;� 4- -�{� e i. t1/ ,�-{:�. � ._ "` fy � -�; � i.�f I �_ �-i } , `� "f(k ! ��Y.a �� _ �.� ; ;�,p� �� ' i � r'°�1` r�f�^!.��Y`.' � Y�+T�_'-n.__� ._� �Y•��.�� ' � i L'/�e� ' lt�r3 � .,�_ 6 aj "' f` P .. ' _ ' a � � � . ��' _ �,� �+5 i � � 3c� Ks, �, �1 �'T'� 7�;�,� j �' .d �=� � � �../ .s , C. � re r ; ,_ �r,r I; �'C`r,�/c:�r,• . .� ',��! l� ',?,z' � � i °�` � s%/� g ._- !'�� .,, g �'� ' . .:-f c / , �3' „.�:��,e.� i n� £t,�. �1�tc��c�. '` /��.��° �_ Exis+�r,� I 3/y �x � 3�� i':^, ° �C�% �`4c4 �C �� F,,��-- `i �° E� (�/sa'�� l� � ��P � �. �� t ,� F �� C o.658 _ � ,; - ZQ,�� 7jL Czy,c�oo� C°� x i f�� .rZ ` ,��1.��i`s�Z'�� Z °' .J /� $ t_� y . �,�?� ? ,� Pn • 1 h`� � b•8+ ��,�s) C.1,67 � �'�cY — — _ �, /.5 C Z�.a� �c�+ �� ! �c� C�•�Z �° � .� �a,�5`'._ �1�.C�C'�,•t- • ;� �! , 4 ` r,y 1`� ,, , . ,! Gen�ral Beam Art�i�s�s file=P.12013113279�PB2)Hl�eph�IsFUStrucArialy§isU3279h1_zephyrt��sA+§c6 �.i�. � {_ Y •' ENEREN.G,INC,,1963�13,Buiid��6:13,5.31,Ver.6:.�3�5.�1 DesCription' RTU#9 22K7 Between C@ D(15 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � - — - - I D(0 788) D(0 788) �I � f � D 0.137 Lr0.102 �, , ', pan =�8.6��--_—_ Applled L08dS _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1370, Lr=0.1020 k/ft, Tributary Width=1.0 ft Point Load: D=0.7880 k(�0.0 ft Point Load D=0.7880 k(�11.083 ft DESIGN SUMMARY I, Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span 0 ft Span#where maximum occurs 1 Span#where maximum occurs 1 Maximum Deflection ', Max Downward L+Lr+S Deflection j� I� Max Upward L+Lr+S Deflection in Max Downward Total Deflection in iMax Upward Total Deflection in Maximum Forces 8�Stresses for Load Combinations Load Combination Max SUess 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 Ma�cimum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Verticai Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General �eam Anal. .s�s File=P:12013113279(PB�HL_Z8p7�yfiiIISFL1StruCqrl�ySiSl13219h1_Zephythtllsfl.eC6 �.��. � ' y`' ' ENERGALC,INC.19831013,_Bu�d�,13,5.3f,1(er.6;13.5.34 DesCription: Allowable 22K7(36'-0"Span) General Beam Properties Elastic Modulus 29,000.0 ksi - Span#1 Span Length = 36.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � - I I ', D(0.117) Lr0.169) � � Span = 36.Oft �; i , I I �, Appll@d L08dS _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=01170, Lr=01690 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY ;- ---- -- - - Maximum Bending= 46.332 k-ft Maximum Shear= 5.148 k i I Load Combination +D+Lr+H Load Combination +D+Lr+H � i Location of maximum on span 18.00Oft Location of maximum on span 36.000 ft I �� Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 2.220 in Max Upward L+Lr+S Deflection 0.000 i!1 Max Downward Total Deflection 3.757 in i Max Upward Total Deflection 0.000 in Maximum Forces 8�Stresses for Load Combinations 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= 36.00 ft 1 46.33 46.33 5.15 D Only Dsgn.L= 36.00ft 1 �ggg �895 2�� +D+i+Fi Dsgn.L= 36.00 ft 1 18.95 18.95 2.11 +D+Lr+H Dsgn.L= 36.00 ft 1 46.33 46.33 +p+S+H 5.15 Dsgn.L= 36.00 ft 1 18.95 18.95 2�� +D�U.750Lri0750L+H Dsgn.L= 36.00 ft 1 39 49 39.49 4.39 +D�0.750L�0.750S+H Dsgn.L= 36.00 ft 1 18.95 18.95 2�� +p+W�}{ Dsgn.L= 36.00 ft 1 �g g5 �8 95 2�� +DiU.70E+H Dsgn.L= 36.00 ft 1 18.95 18.95 2�� +D+0.750Lr�0.750L+0.750W+H Dsgn.L= 36.00 ft 1 39 49 39.49 4.39 +D�0.750L+0.750S+0.750W+H Dsgn.l= 36.00ft 1 �895 1895 2,1 +D+0.750Lr�0.750L+0.5250E+H Dsgn.L= 36.00 ft 1 39.49 39.49 4.39 +Da0.750Li0.750S�0.5250E+H Dsgn.L= 36.00 ft 1 18.95 18.95 2�� aU.60D+W+H Dsgn.L= 36.00 ft 1 +O.60D+0.70E+H 11.37 11.37 1.26 Dsgn.L= 36.00 ft 1 11.37 11.37 �ps _Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Locafion in Span Load Combination Max."+"Defl LocaGon in Span D+Lr 1 3.7568 18.180 0.0000 0.000 Gen�ral Bearn VAn:alysis �ae=P:�o��2�sEPa2)H�z.e�,y�;us�wsa�,ca�sti��ni�epr,y,rWusa.ecs ` ' '' ". ENERCALC,INC.19832043,Bu"�1;6,13:5.3i,Yee¢.13.5,31 �.��. � Description Allowable 22K7(36'-0"Span) _ Verticai Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.148 5.148 D Only 2.106 2.106 Lr Only 3.042 3.042 D+Lr 5.148 5.148 „�ETTEMEYER Project Number: _/�=Z7� ENGINEERINGLL� Project Name: � - Zepn�r <<��, �L �'��i t�15'� `i��:.�,��.c;+^�, . � ' • � www.mett-engr.com Date• Sheet of �x;��ir�:� �;;,e i;;��~° z��: r C� P�TU � �J �'"�,t�� = 46. 3Z� �.--f� `IFL.L � �. #�'� Ems�S , M��T = �'�6�F 1-�� 4�. � �'.,/�CT ° /'k�bt.,� =� ��j- �/e�L -- ��' `^'�.� �.�`T-7 ` �i L�� '��T � �f�� tV��/t.. �°` �''t.�: i �GhQr� ° � _� _°� � .R_"r�.� .. �,7,3Lt' `�'%�S , .�o r �L��`c.r"r� '�h r,.�r°�: PY - �y �a - �:��,. • .�� , f"9 ��' „ S` r)t P g G i ,, (`' +�_ ' ',s _ _ .-., i �'� f}i! _ f �.P'. '' ' , � /a_�,. ysFt° i� , E ...�r~� � r� � t A,,t�_�.r,r', - - � `. , F-' ,_ 9 ,” _ .. -- � r , 0.2�„ � � �),`E-! ';r � .as� �`=�rt'°f �� IJ !.__4�5�`f'� -� � _e�.,�t~. �.- i,> �.,. , ,°�.-� a ' ' " � �'�' i ";r, €`�� .�' _ - f ' �. f "rr� _ ,} p� sE ' r '`�i,�m1�,� ._�a ` . ~�% a ._ °�,/'A6 '*sa rl� �l! ,��t �° .� � � E� 'd � % •,' /,r •:•- �_ �. + GJ'✓'d��N �_ r � ` �-_'��j '� r �r\ i f ��'r ` ,`.d' I �i �'P�1 P h < < _'��: � �ye I � {'a�A.��/� `P v7 J,(7 r? i F�� ` �� f s _ i �, �,>.� k-�,i � �� r�` E-,. � .�-;� ,� d < - �..,.. -v � 5 ,� '�'. 'e` � � ` _ . � • � `\"v +�, �. I , . i. �.-.�.=�--d....�_,.��.�_-.�--'_3�- -. - --�."-`-----'---'-.-` -- - - G+�nerai Beam An�i �is F�e=P:12p13113-279(PB2)HILZ�pliythillsfl.tSUu�qnaly$'is11327ghl�ilyfiibsfl:ec6 ' y'°' - ENEF;CALG.INC.998$-20]3,.B,ulds6;13:5L31;V...6.13.5.31_ �.�i. � - Description� RTU#5 22K7 Between B@ C(10 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � i � �, D(0.416) D(0 416) � D(0.1485)Lr0 1'l� � - -- - -- - .-- Span = 36.0 ft Appll@d L08dS __ _ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1485, Lr=0.110 k/ft, Tributary Width=1.0 ft Point Load: D=0 4160 k(�12.083 ft Point Load. D=0 4160 k(�20.50 ft DESfGN SUMMARY Maximum Bending= 0 k-ft Maximum Shear= 0 k � Load Combination Load Combination � Location of maximum on span Oft Location of maximum on span 0 ft Span#where maximum occurs 1 Span#where maximum occurs � ' , Maximum Deflection I Max Downward L+Lr+S Deflection 2.220 in � Max Upward L+Lr+S Deflection 0.000 in I Max Downward Total Deflection 3 757 in I ' Max Upward Total Deflection 0.000 jn --- - - _ _ , Ma�cimum Forces&Stresses for Load Combinations Load CombinaGon Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mn�Omega Cb Rm� Va Max Vnx VnxlOmega _Overall Maximum Deflections-Unfactored Laads Load Combinatlon Span Mau.''Defl Location in Span Load Combination �dax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Gen�eral:Beatn�►rli�t ,s�s File=P:�2013413219�PB2)HL_Z.ephydWlsfLlS6ucArialysish3,279hI�YrhiUsfl.ec6 �.��. � � � • �a� ,' C:INC�.,19832013��iltl;6.�3.5�t�Ver:�,13.5.31 Description� RTU#7 22K7 Between B@ C(10 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36 0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � I D(0 416) D(0 416) I�'� , � D 0.137 Lr0.102 � I �' Span =360ft —� ' Appll@d L08dS_ _ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load• D=01370, Lr=01020 klft, Tributary Width=1.0 ft Point Load. D=0 4160 k(c�12.583 ft Point Load� D=0.4160 k(�21.0 ft DESIGN SUMMARY -- --- -- - --- - - - -- -- Maximum Bending = 0 k-ft Maximum Shear= 0 k Load Combination Load Combination II Location of maximum on span Ofl Location of maximum on span p ft ii Span#where maximum occurs 1 Span#where maximum occurs 1 � ! Maximum Deflection �� I Max Downward L+Lr+S Deflection 2.220 in � Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 3 757 in Max Upward Total Deflection 0 000 in _ Maximum Forces&Stresses for Load Combinations 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 Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored Support notation Far left is#1 Valuss in KIPS Load Combination Support 1 Support 2 ETTEMEYER Project Number: i`3- z75 ENGINEERING�.L� Pr�.lect Name: �-� 4r �;�r�,.�._ . _ • �.�,,2}�.� ��,t^�t�'C'�'�f'e . � www.mett-engr.com Date: Sheet of 1 Y�r ; r, R �o�-��,��`!_ f�P �`7 r'' � Y_�, �� "i�p� ° �6. 33z �-f�— v.��c. = j. 1�1�; �r��. �:��, = 5�8.5S�-F.� d oV! � ��.��J�c-f� � F`v�,. � .. :'`-�'- - �. � � K 6.^:P�.'A .f .." ': P �. " � �` ",,�� c�a,�rt= ° '� `� ��ZZ,�_ `'„�� _ /, �� K i�a5 Fo r 30/to t>'1 s�ho rc.� �v? �F>Y1+.�.t�(` Ph - Fy ,�4 = P�:., � .� � U ��e��r� - (/z�� 1��.� �;� 4 �' �C�;� . % Q �7.1 i� _ ; �� ., ,j i i , °._ `•C;r,• r�c-? ^i,P� • --y"', -p� 2 m ! �'s °�1 (' �a r� � � \ Z. e y� ��:./lfie�(�i ,. ��_. F8 � " 4, l r:a .•t J �.�1� IVI �°.� �� or 7`op G�or�c� ��4ss�ar�.e., Ex.��:ari.._`_! %/ x 1%y x %6 ;" -----.__�_..o__�_..�.�_._��. ._� m,.. P� � rE�� . �=ra � !o � �� l �=- _ �' � � '� .��`�.' ' � = � � ,f� •6� ' � h. �� , f�.��°�� .: ,_ :� , 7i�� `I,y � �^';°�aC_.�E �� _ � 4��s.`�. .�• `j °�/ �..�_ � ��,`' z'_�.� �r FS i a'J C /pSM.`5 �3' . C ��+s fi ,P ` �'Y � 'f,E'' _. ` - � �" T ��4"'.�,�, ' --_M_._�:,� . `�,�4� �,5' �, E�, .�.+� If_,. •'� '�'�a,�.� . . ._ � �4....��. <. • i� _ ° 4 . - � _> i ,t �S S s t t�'.i '� i �"� �-s'�af.lr'� ,:��... . Gen@r1r B.eam Ah�� .Sis F�e=��2ot�,�2�s�PS�jH�zepnya„as�i�sw�a�s�,�z�s�_z�q,y�n�se.acs ° ' �y-=• , EN RGI�I:C,IN�,19832043,;8iieJd:6.�3.5.31,,Ver.6:43.5.31 �.��,: _..' Description. RTU�6 22K7 Between B@ C(15 Ton) General Beam Properties Elastic Modulus 29,000 0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 � Lr0 788) Lr0 788) � D 0.137 Lr0.102 � Span = 36.0 ft -- �I ; , � , �� I � Appli@d L08dS _ __ __ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1370, Lr=0.1020 k/ft, Tributary Width=1.0 ft Point Load Lr=0 7880 k an,14.333 ft Point Load� Lr=0.7880 k an,25.416 ft DESIGN SUMMARY ', Maximum Bending= 0 k-ft Maximum Shear= p k � Load Combination Load Combination Location of maximum on span Oft Location of maximum on span 0 ft Span#where maximum occurs 1 Span#where maximum occurs 1 , Maximum Deflection Max Downward L+Lr+S Deflection 2,22p i� �� Max Upward L+Lr+S Deflection 0.000 in ' Max Downward Total Deflection 3.757 in �I , Max Upward Total Deflection 0.000 j� li Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mn�Omega Cb Rrc� Va Max Vnx VnxlOmega Overall Maximum Defiections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored SuppoA notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 •° Fde=P:120'1311&279(PB�HLJ_epfijhfial�F615i1tiE Analysi511�27JAf�epyryrli�l5 fl.ecfi Gene�ai B�arn;�4n�1�is�s � �.��. `°�... :......,�., ��r :�,iNC,a.._:��3.84�tls6:13;5=�.:.�&a3.5,31 Description Allowable 22K6 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10 0 in^2 Moment of Inertia = 100.0 in^4 - -- , I D 0.104 Lr0.153 'I �i ° 5pan = 36.0 ft I'I i _ Appll@d L08dS _ _ _ __ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load• D=0.1040, Lr=0.1530 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY I�--- -- - — - - - --- -- Maximum Bending= 0 k-ft Maximum Shear= p k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span p {� � Span#where maximum occurs 1 Span#where maximum occurs 1 , Maximum Deflection Max Downward L+Lr+S Deflection 2.220 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 3 757 in Max Upward Total Deflection 0.000 j� Ma�cimum Forces&Stresses for Load Combinations 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 VnxlOmega _ Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Loca6on in Span Load Combination pAax."+"Defl Location in Span 1 0.0000 0.000 0 0000 0.000 Vertical Reactions•Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 General B�am An�iysis Fde=P:12013113719`(�B�HLJ�ph�IsF�(St1u�Ana�ysi`sf1�2791it�ephyrtn'I(sfl.�C6 , r. ,�. �-.•.:�. EN�. -. C INC,1983�. 13;BuiW:61�5,31,Ner:6.Y13;5.�1 �.�� Description: RTU 22K6 Beiween B@ C(15 Ton) _ General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 38.0 ft Area= 10.0 in^2 Moment of Inerlia = 100.0 in^4 � - - I D(0 788) D(0 788) � � D 0.137 Lr0.10 i pan = .0 t - � - -- I Applied L08dS _ Service loads entered.Load Factors will be applied for calculations. Uniform Load D=01370, Lr=0.1020 k/ft, Tributary Width=1.0 ft Point Load. D=0 7880 k(a�10.666 ft Point Load� D=0 7880 k(�a,21.666 ft DESIGN SUMMARY _ , Maximum Bending= 0 k-ft Maximum Shear= p k I Load Combination Load Combination ' Location of maximum on span Oft Location of maximum on span 0 ft I , Span#where maximum occurs 1 Span#where maximum occurs 1 �i Maximum Deflection �i Max Downward L+Lr+S Deflection 2.220 in ' Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 3.757 in Max Upward Total Deflection 0.000 in Maximum Forces&Stresses for Load Combinations Load Combina6on 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 Vnx/Omega Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Pdax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored SuppoR notation Far le(t is#1 Values in KIPS Load Combination Support 1 Support 2 Fde=P:12013113279(PB?J HL�Zephy�is fLlSbuc Ar�afys�I13-279 hP�ihyfii�S fl.ec6 G�n�'r��i�� yS.ls EN�_ .. �INC.19�3F2D43 Build�6135.f{.Ver6.13.,5.3t, �.��. � Description� Allowable 30K11 General Beam Propertiss Elastic Modulus 29,000.0 ksi Span#1 Span Length = 55.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in"4 I � I � D(0.133)Lr0.142) � �` ---- �' pan = . � , _ AppllBd L08dS Service loads entered.Load Factors will be applied for calculations. Uniform Load• D=0.1330, Lr=0.1420 kfft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 103.984 k-ft Maximum Shear= 7.563 k 'I I Load Combination +D+Lr+H Load Combination +p+��+H I �� Location of maximum on span 27.500ft Location of maximum on span 0.000 ft i, � Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 �, Maximum Deflection �i Max Downward L+Lr+S Deflection 10.162 in �� Max Upward L+Lr+S Deflection 0.000 in I� ' Max Downward Total Deflection 19.680 in i , Max Upward Total Deflection 0.000 i� i Maximum Forces&Stresses for Load Combinations 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 Vn�JOmega Overall MAXimum Envelope - Dsgn.L= 55.00 ft 1 103.98 103.98 7.56 D Only Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 +D+L++i Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 +D+Lr+H Dsgn.L= 55.00 ft 1 103.98 103.98 7.56 +D+S+H Dsgn.L= 55.00 ft t 50.29 50.29 3.66 +Di0.750Lr+0.75DL+H Dsgn.L= 55.00 ft 1 90.56 90.56 6.59 +D�0.750L+fl.750S+H Dsgn.L= 55.00 ft 1 50.29 50.29 �+W� 3.66 Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 +D+a.70E+H Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 +D�U.750Lr+0.750L+0.750W+H Dsgn.L= 55.00 ft 1 90.56 90.56 6.59 +D+U750L+0.750Si0.750W+H Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 +D+9.750Lr+0.750L+0.5250E+H Dsgn.L= 55.00 ft 1 90.56 90.56 6.59 +D�0.750L�0.750Si0.5250E+H Dsgn.L= 55.00 ft 1 50.29 50.29 3.66 i0.60D+W+H Dsgn.L= 55.00 ft 1 30.17 30.17 2.�g +0.60D�070E+H Dsgn.L= 55.00 ft 1 30.17 30.17 2.19 _Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+•Defl Location in Span D+Lr 1 19.6802 27.775 0.0000 0.000 . • .,' ,-_ : .• �,,;.,.,. - File-P:t201311�279IP92j ENEftCA1.-�C I_N .1983�.�b��132i�b1_iephyihill3fl:�cfi Gener�l�.ar� An�l s�s .a;6�A3,5,31;�ver.s,1as.3t. �.��. � Description• Allowable 30K11 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.563 7.563 D Only 3.658 3.658 Lr Only 3.905 3.905 D+Lr 7.563 7.563 G :. ., ., �.��. 171 �t'M .�: 31S F7e=P:1�0'13113279{P82�HL�iilulfs ELiSfiiiC MalySTsH��h1,;�fryrFiiUs fl.ec6 �r1@1''�� - �`�' ._ `��. ENERCN.C..�HC:�9832013,�Biiild;693.5,31tVer;5�.3.5.31 �. Description� RTU 30K11 between A&B(10 Ton) _General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 55.0 ft Area= 10.0 in^2 Moment of IneRia = 100.0 in"4 �, - - �� D 0.102 L�r0�137 Lr0 416) - 5pan = 55.0 tt _Appll@d L08d3_ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1020, Lr=0.1370 klft, Tributary Width=1.0 ft Point Load: Lr=0.4160 k(�27.417 ft Point Load� Lr=0 4160 k(c�35.833 ft DESIGN SUMMARY Maximum Bending= 0 k-ft Maximum Shear= 0 k ' , Load Combination Load Combination li i Location of maximum on span Oft Location of maximum on span 0 ft I Span#where maximum occurs 1 Span#where maximum occurs � �i Maximum Deflection i Max Downward L+Lr+S Deflection 10 162 in �, Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 19.680 in Max Upward Total Deflection 0.000 j� Maximum Forces&Stresses for Load Combinations 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 Ma�c Vnx Vn�JOmega Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination t�lax."+^Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Verticai Reactions_Unfactored Support notation Far lefl is#1 Values in KIPS Load Combina6on Support 1 Support 2 +Ge�n�r�1 Beam �►nalysis RIe=P:1Z013113-7/9(P62jHL�fCYrt�ls'�LlStruc ., '�'I��'79M�tephyrh�tlsfl.ec6 ' - ENE„_ �C I�IC.1993,�Y01�,&iR}.�6 a5.37 Ver'B 13.5.31_ .._ .: . � - . . . . _ _ - .. - �.��. � Description. RTU 30K11 between A 8 B(15 Ton Only) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 55.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 ; I I DrO�10 Lr0.137 Lr0.591) � � pan = . _Appli@d L08dS___ __ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=01020, Lr=01370 kfft, Tributary Width=1.0 ft Point Load� Lr=0.5910 k(a�25.0 ft Point Load� Lr=0.5910 k(�36.0 ft _DESIGN SUMMARY __ r Maximum Bending= 0 k-ft Maximum 8hear= p k ' Load Combination Load Combination I ' Location of maximum on span Oft Location of maximum on span 0 ft �I Span#where maximum occurs 1 Span#where maximum occurs 1 Maximum Deflection � � Max Downward L+Lr+S Deflection 10.162 in ' ', Max Upward L+Lr+S Deflection 0 000 in I Max Downward Total Deflection 19.680 in ' Max Upward Total Deflection 0.000 in _Maximum Forces 8�Stresses for Load Combinations 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 VnxlOmega _Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination h+tax."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 _ Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ��ETTEMEYER Project Number: �— _ � �� ENGINEERINGLL� Project Name: n� _ � � Rf�i ,� =' , � . �'.:,Y '�° _ P •,��,r;.,.t, www.mett engr.com Date: Sheet of m'�' ';��,�-i�',�.m ��1� �� _. _ r,-�t,�� ..��°.. �� a __ - -__ �..__ _�_ .��_ MA�� _ +C�?, �g�! 'f°-f� ',�,�,�.� ' 7•��'�"_ �'1Sr ° `�,� r .(. c T 1,`=' t- F� �`"� ° �'�.�� ° �'` _, _ /.a�. y �-f� - l� a.�r�,� �-#'� - � � y� �'a�. ,° f, • {� �, ,� ,�.. ,� ��' "�'�� ' .� __ _ T� o. 793 �k�� " _l �a r �o�-c�'��_i�c�..r�.� P� = Fy ,�� = n«� • � � � � � , �� . � � 4�� (','.'fi�r- F — , F� � '�• i�b{°i..' �R 7 ` �� ;� �3�� . f�c.� 3�� R-orS�� u�� v��'s �: � - , �� e . . . , � u � �- � a , �ti,�.�Ee��`� '' ? '� Ta t ��d' �. c� • `� . ° � =�;� �G>� C`3�'r c� ;�e�� ! � f �'�°y , �.-F Zx �x ��l � � �Yl ° i—L`� �,u �1'/ '�O � �ca, � � �,��, f�� Fy => �o,sJ� /�'J 3a = ZQ `� �( �5� �t�° � � � _7T � C z�,��.� �� 6 / � ',.;� i ,'?� ,. � _ � �_� �si �� ! 6 6�� Pn i�bj _ �a,7��j� }Ci,(7 ' : �AcT r �l�a � ° � 5.�� *,� � ��.4��> f'W.F °-�� .° � � �.�.� � ° �%,� , 4�-�+�<, \�-�'tY�'�e��r 1�; t, '��.�t� 1Ptl�:��;� M `t?��,t »<< x- ��,�o-�� -6.�- �e1n��`�il'`F�e�li�'�'111ysis f�=�:+�o��f��s�ez�H� ,� �n;a��GSb,ca�rrs�ti��isni:ze�a�n.scs .`'" `� `.'�`�° `.."'�^��' ENERCJ,�C,iNC.�98� $.B i :613.5,31,,.V6i: 13.5.31 �.��. � - DesCripti0n RTU#3 30K11 between A 8 B(15 Ton&10 Ton) General Beam Properties Elastic Modulus 29,000.0 ksi - Span#1 Span Length = 55.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 ��I i iLr0.416) Lr0.416) 5g Lr0.591 I� I b �10 Lr0.137 � � pan = . I Appll@d L08dS _ __ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1020, Lr=0.1370 k/ft, Tributary Width=1.0 ft Point Load: Lr=0.5910 k a(�,25.0 ft Point Load. Lr=0.5910 k(�36.0 ft Point Load: Lr=0.4160 k(a�1.750 ft Point Load• Lr=0.4160 k(a�10166 ft DESIGN SUMMARY � Maximum Bending= 105.901 k-ft Maximum Shear= 7.841 k Load Combination +D+Lr+H Load Combination +D+Lr+H � Location of maximum on span 26.950ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 i Maximum Deflection Max Downward L+Lr+S Deflection 12 633 in �' Max Upward L+Lr+S Deflection 0.000 in '� Max Downward Total Deflection 19.933 in Max Upward Total Deflection 0 000 in Maximum Forces&Stresses for Load Combinations 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 Vn�Omega Overall MAXimum Envelope Dsgn.L= 55.00 ft 1 105.90 105.90 �gq D Only Dsgn.L= 55.00 ft 1 38.57 38.57 2 g� +D+L+�i Dsgn.L= 55.00 ft 1 38.57 38.57 2 g� +D+Lr+H Dsgn.L= 55.00 ft 1 105.90 105.90 �gq +D+S+H Dsgn.L= 55.00 fl 1 gg.5� 3$5� 2 8� +D+0.750Lr�0.750L+H Dsgn.L= 55.00 ft 1 89.06 89.06 6.58 +D�U.750L�0.750S+H Dsgn.L= 55.00 ft 1 38.57 38.57 2 g� +p+W�}{ Dsgn.L= 55.00 fl 1 3g.57 38 5� 2 8� +D�0.70E+H Dsgn.L= 55.00 ft 1 38.57 38.57 2 g� +D+0.750Lra0.750L�U.750W+H Dsgn.L= 55.00 ft 1 89.06 89.06 6.58 +Di0.750L+4.750S�0.750W�i Dsgn.L= 55.00 ft 1 38.57 38.57 2.81 +D�U.750Lr+0.750L+0.5250E+H Dsgn.L= 55.00 ft 1 89.06 89.06 6.58 +D+0.750LiU.750S�.5250E+H Dsgn.L= 55.00 ft 1 38.57 38.57 2.81 �O.60D+W+H Dsgn.L= 55.00 ft 1 23.14 23.14 �68 +0.60D+d.70E+H Dsgn.L= 55.00 ft 1 23.14 23_�4 �68 General.�ea � �4ri�l� :si� file=Ps12U13i1�279(P82)HL„ -,' .IIsFL1$fnicAnalysis1137T9h1.',_ ilfs"A:ecE'i �.,�-.,�_, x. . ��v<,. , f ..:. ,.. �►��►-.�r.INC.i� 13;� : f}�;5�f.�f . 13 5 31 �.��. � �'��. •y.. Description: RTU#3 30K11 between A 8 B(15 Ton&10 Ton) Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+•Defl Location in Span D+Lr 1 19.9329 27.500 0.0000 0.000 Vertical Reactions-Unfactored Support notation.Far lefl is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.841 7.318 D Only 2.805 2.805 Lr Only 5.036 4.513 D+Lr 7.841 7.318 Gene�'ai '�i��nn.Al#�Ilysis F�=�: ,�+,��t�s�N�!;�i��. 'n�;�z�sni�nyma�sfl.�s ° _ � =� : ,,, . . :. .. EN�R�ALE,INC.1983�0�3;6uild�,t3.,�.31,er.6:f3:5.31, �.��. � Description. RTU 30K11 between A&B(15 Ton&10 Ton)(Center poubled Joist) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 55.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 I i Lr0.416) Lr0.416) b '10 Lr0.137 ��'788� pan = . '� i ' -- - I Appll@d L02dS _ _ _ Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.1020, Lr=0.1370 klft, Tributary Width=1.0 ft Point Load: Lr=0.5910 k(�25.0 ft Point Load. Lr=0 7880 k an,36.0 ft Point Load: Lr=0.4160 k(�1 750 ft Point Load• Lr=0.4160 k(�10.166 ft DESIGN SUMMARY Maximum Bending= 0 k-ft Maximum Shear= 0 k Load Combination Load Combination I Location of maximum on span Oft Location of maximum on span 0 ft �i Span#where maximum occurs 1 Span#where maximum occurs 1 'I Maximum Deflection Max Downward L+Lr+S Deflection ! 12 633 in Max Upward L+Lr+S Deflection 0.000 in � Max Downward Total Deflection 19.933 in I � Max Upward Total Deflection 0.000 j� � — - - i Maximum Forces 8�Stresses for Load Combinations 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 _ Overail Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+°Defl Locafion in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Valups in KIPS Load Combination Support 1 Support 2 S�t@@l�C�DItl�ih File=PaL20t3�1� �PB2J W�-�IiY�hil15 �sti�c`i►nays�r��, r�:�it�iii�n.ecs � �.�....� :��tr,�.c;ii�c se�2bta ` :s:; ,5.31 ver�:is:�wa� �.��. � � DesCription• Front Entrance Jamb Columns Code References Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 14.50 ft Analysis Method Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns� Fy Steel Yield 46.0 ksi X-X(width)axis. E Elastic Bending Modulus 29,000 0 ksi Fully braced against buckling along X-X Axis Load Combination• ASCE 7-05 Y-Y�depth)axis. Fu ly braced against buckling along Y-Y Axis Appiied Loads Service loads entered Load Factors will be applied for calculations Column self weight included 176.622 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 14.50 ft,Xecc= 5.000 in,Yecc= 2.000 in,D=0.2340 k BENDING LOADS .. Lat.Point Load at 7.250 ft creating Mx-x,W=0.7210 k DESIGN SUMMARY Bending 8 Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2479 1 Maximum SERVICE Load Reactions.. Load Combination +p+�/�/+H Top along X-X 0.006724 k Location of max.above base 7.299 ft Bottom along X-X 0 006724 k At maximum location values are Top along Y-Y 0.3605 k Pa Axial 0.4106 k Bottom along Y-Y 0.3605 k Pn/Omega Allowable 92.826 k Ma-x Applied 2.596 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega Allowable 10.765 k-ft Along Y-Y 0.3534 in et 7.299ft above base Ma-y Applied -0.04908 k-ft for load combination W Only Mn-y I Omega Allowable 10 765 k-ft Along X-X -0.01013 in at 8.466ft above base for load combination D Only PASS Maximum Shear Stress Ratio= 0.01418 .1 Load Combination +p+W+H Location of max.above base 0.0 ft At maximum bcation values are Va A lied Vn/Omega Allowable 25.423 k Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft *�*�-*� 0 011 PASS 14.40 ft 0.000 PASS 0.00 ft +�*�-�*� 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+S+}� 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+0.750Lri0.750L+H 0 011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+0.750L+0 750S+H 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+y�I+F{ 0.248 PASS 7.30 ft 0.014 PASS 0.00 ft +D+0.70E+H 0 011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+O 750Lr+0 750L+0 750W+H 0.188 PASS 7.30 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+0 750W+H 0.188 PASS 7.30 ft 0.011 PASS 0.00 ft +D+O 750Lr+0.750L+0.5250E+H 0 011 PASS 14 40 ft 0.000 PASS 0.00 ft +D+O 750L+0 750S+0.5250E+H 0 011 PASS 14 40 ft 0.000 PASS 0.00 ft +0.60D+W�+-H 0.245 PASS 7.30 ft 0.014 PASS 0.00 ft +0.60D+0.70E+H 0.007 PASS 14.40 ft 0.000 PASS 0.00 ft . F�e=W.12013N3219(PB� [�ephy`ih�Is�LGShuc MafysisN 3=279 I;�fiyfitlis II.ea6 .St@@N �O�UIY�,� C„INC,,1983=,.:43,Bald&13,5�39.;�V.�,��,5.�'� _ E►� �.��. � Description Front Entrance Jamb Columns _Maximum Reactions-Unfactored Note.Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top �Base D Only 0.007 0.007 k k 0 411 k W Only k -0.361 0.361 k k �� 0.007 0.007 k -0.361 0.361 k 0 411 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflecfion Distance Max.Y-Y Deflection �Distance D Only -0.0101 in 8.466 ft 0.000 in 0.000 fl W Only 0.0000 in 0.000 ft 0.353 in 7.299 ft �+H1 -0.0101 in 8.466 ft 0.353 in 7.299 ft Steel Section Properties : HSS4x4x114 Depth = 4.000 in I xx = 7.80 in^4 J = 12.800 in^4 S xx = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in"3 Area = 3.370 in^2 I yy = 7.800 in^4 C = 6.560 in"3 Weight = 12.181 plf S yy = 3.900 in^3 R yy = 1.520 in Y�g = 0.000 in �, Ma�looads I - J� I � � I o Load 1 � I v c o�zS� j li I I � � � I I , I I � . I i 4.00in Loads are total entered value.Anows do not reflect absolute direction. Steel Cmli�mn F'de=P:120f3U3�279(PB�H `. IsK1.lStrucA�lysis113-�h1�2ephytfiiNSfl.eC6 , ..- . ,...,,_ . _: ,.. _ .. A � Rc`��C INC 1��23...�!diIQ,6 43 5 31.4er.6:13.5.31 • �� .��. � DesCription. Front Entrdnce Jamb Columns(Interior Column) _ Code References Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-05 Generai Information Steel Section Name: HSS4x4x7/4 Overall Column Height 14.50 ft Analysis Method. Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns� Fy Steel Yield 46.0 ksi X-X(width)axis' E Elastic Bending Modulus 29,000.0 kSi Fully braced against buckling along X-X Axis Load Combination• ASCE 7-05 Y-Y(depth)axis. Fufly braced against buckling along Y-Y Axis Applied Loads Service loads entered Load Factors will be applied for calculations. Column selfweight included•176.6221bs'Dead Load Factor AXIAL LOADS ,. Axial Load at 14.50 ft,Xecc= 5.000 in,Yecc= 2.000 in,D=0.2340 k BENDING LOADS. Lat.Point Load at 7.250 ft creating Mx-x,W=0.7210 k Lat.Point Load at 3.666 ft creating Mx-x,W=0.9110 k DESIGN SUMMARY Bending 8 Shear Check Results - - PASS Max.Axial+8ending Stress Ratio = 0.4040 1 Maximum SERVICE Load Reactions.. Load Combination +p+W+H Top along X-X 0 006724 k Location of max.above base 7.201 ft Bottom along X-X 0 006724 k At maximum location values are Top along Y-Y 0.5908 k Pa Axial 0.4106 k Bottom along Y-Y 1.041 k Pn!Omega Allowable 92.826 k Ma-x Applied 4.277 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega Allowable 10.765 k-ft Along Y-Y 0 6660 in at 6.909ft above base for load combination W Onl Ma-y Applied -0.04842 k-ft y Mn-y I Omega Allowable 10.765 k-fl Along X-X -0 01013 in at 8.466ft above base for load combination D Only PASS Maximum Shear Stress Ratio= 0.04095 • 1 Load Combination +p+�1/+H Location of max.above base 0.0 ft At maximum location values are Va A lied Vn I Omega Allowable 25.423 k Load Combination Results Maximum Auial+Bendinq Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +p+�+H 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +�*��*� 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +�+5+}{ 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0 011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+0.750L+0 750S+H 0.011 PASS 14 40 ft 0.000 PASS 0.00 ft +p+W+H 0.404 PASS 7.20 ft 0.041 PASS 0.00 ft +D+O 70E+H 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+0.750Lr+0 750Li0 750W+H 0.305 PASS 7.20 ft 0 031 PASS 0.00 ft +D+O 750L+0.750S+0.750W+H 0.305 PASS 7.20 ft 0 031 PASS 0.00 ft +D+O 750Lr�0.750L+0.5250E+H 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +D+O 750L+0.750S+0.5250E+H 0.011 PASS 14.40 ft 0.000 PASS 0.00 ft +0.60D+�I�r+H 0 401 PASS 7.20 ft 0.041 PASS 0.00 ft +0.60D+0 70E+H 0 007 PASS 14.40 ft 0 000 PASS 0.00 ft Steel �+t�i n F , . � cnE ,�►r�..,se�-�ot3.e�id��:'�s :, . `�, -�,:s ._... :.�.. - r:. .. �e=P:12U1341�279(?B�H .� ,� : Is�1�$buc�oaiysisl#3=;6.3.�v:31,;Y�6.43;5,�1 L ��• � Description� Front Entrance Jamb Columns(Interior Cotumn) _ Maximum Reactions-Unfactored Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base �Top @ Base @ Top @ Base D Only 0.007 0.007 k k 0.411 k W Only k -1.041 0.591 k k �+W 0.007 0.007 k -1.041 0.591 k 0.411 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0101 in 8.466 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.666 in 6.909 ft �+w -0.0101 in 8.466 ft 0.666 in 6.909 ft Steel Section Properties : HSS4x4x114 Depth = 4.000 in I xx = 7.80 in"4 J = 12.800 in^4 S� = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in"3 Area = 3.370 in"2 I yy = 7.800 in^4 C = 6.560 in^3 Weight = 12.181 pif S yy = 3.900 in^3 R yy = 1.520 in Y�9 = 0.000 in daMaLoads 'I . - I ' I c i o Load 1 0 v '' v o nA-' I i = I .� i 2 0 Bt k_y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. S�$Q1�@,a� Flle r P:1201 311 3-2 7��P821 HI�gpJ�h�NS,f1�1St{ugAnalysisLl3=�9 hl�pepiiyrKids fi.�c6 . W , ., , .. . ,. . �. < . fNERC�,Eg��J�,198�261.�.�uild�,i�.5.31 Vei:6;�3;5.31 �.�i. � DesCription: Transom Beam _ CODE REFERENCES Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method• Allowable Strength Design Fy.Steel Yield. 46.0 ksi Beam Bracing• Completely Unbraced E.Modulus. 29,000.0 ksi Bending Axis. Minor Axis Bending Load Combination ASCE 7-05 D 0.042 �I I , ( ) � � � .. ..� .. � II Span = 12.0 ft I I TS6x3x1/4 'i I I Appll@d L08dS _ Service loads entered.Load Factors will be applied for calculations. Beam setf weiqht calculated and added to loads Uniform Load. D=0.0420 klft, Tributary Width=1.0 ft DESIGN SUMMARY , _ . . r Maximum Bending Stress Ratio = 0.030: 1 Maximum Shear Stress Ratio= 0.019 : 1 'i Section used for this span TS6x3x1/4 Section used for this span TS6x3x1/4 Ma.Applied 1.023 k-ft Va:Applied 0.3410 k I Mn/Omega.Allowable 34.661 k-ft Vn/Omega Allowable 17.704 k ! Load Combination D Only Load Combination D Only Location of maximum on span 6.00Oft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 il Maximum Deflection Max Downward L+Lr+S Deflection 0.000 In Ratio= 0<360 � I Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.154 in Ratio= g3g Max Upward Total Deflection 0.000 in Ratio= 0 <180 ' ' - - - - - Maximum Forces&Stresses for Load Combinations Load Combination Max Siress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +p+L++i Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +D+Lr+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +p+S+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17 70 +D+0.750Lr+0.750Lt+i Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +D�0.750L+0.75�S+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +p+yy+}� Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +D+0.70E+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 t.00 0.34 29.57 17 70 +Di0.750Lr�U.750L�0.750W+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17 70 +D{0.750Li0.750S+U.750W+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17 70 �D�0.750Lr+0.750L�0.5250E+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 +D+0.750La0.750S�0.5250E+H Dsgn.L= 12.00 ft 1 0.030 0.019 1.02 1.02 57.88 34.66 1 14 1.00 0.34 29.57 17.70 �t$e1:Be�m �e=F:�ot�»-�a t��:�Sauoi�u�-�ni�r,yfmnsn;e�s . -. .,,.. „. , �._.C9��,1N�,1.y � .. _ kl:fi�'I w�;31„Ver:6.13,5.31, �.��. � DesCnption. Transom Beam 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 VnxlOmega i0.60D+W+H Dsgn.L= 12.00 ft 1 0.018 0.012 0.61 0.61 57.88 34.66 1 14 1.00 0.20 29.57 17 70 +O.60D�0.70E+H Dsgn.L= 12.00 ft 1 0.018 0.012 0.61 0.61 57.88 34.66 1 14 1.00 0.20 29.57 17.70 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1536 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.341 0.341 D Only 0.341 0.341 5teei��8e�m �de=P:�2o�3t�327s(!'s2��isFltst„c. � . v3-fi7snt�l,yihiqs�:ecs N�R�4l �I ..,1993}.2b13.`Bu'i(d¢6�13.531,,�e!;6:ia5.3� . �'.��. � � Description: Transom Beam(Wind Load) CODE REFERENCES Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method. Allowable Strength Design Fy.Steel Yield. 46.0 ksi Beam Bracing• Completely Unbraced E.Modulus 29,000.0 ksi Bending Axis. Major Axis Bending Load Combination ASCE 7-05 - i W 0.12 I' 'i � � i � I ' Span = 12.0 ft TS6x3x1/4 '' Appll@d L08dS Service loads entered. Load Factors will be a lied for ca�culations. -- --- - PP Uniform Load: W=0.120 klft, Tributary Width=1.0 ft DESIGN SUMMARY . • . • i Maximum Bending Stress Ratio = 0.123. 1 Maximum Shear Stress Ratio= 0.018 : 1 I Section used for this span TS6x3x1/4 Section used for this span TS6x3x1/4 I � Ma�Applied 2.160 k-ft Va Applied 0.720 k � Mn/Omega:Allowable 17.491 k-ft Vn/Omega Allowable 40.775 k Load Combination +D+W+H Load Combination +D+y�+H Location of maximum on span 6.00Oft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 �, Maximum Deflection � I Max Downward L+Lr+S Deflection 0 000 in Ratio= 0<360 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 � Max Downward Total Deflection 0.109 in Ratio= 1325 ', Max Upward Total Deflection 0.000 in Ratio= 0 <180 �I �- - _ Maximum Forces 8�Stresses for Load Combinations 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 Vn�Omega D Only Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+L+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+Lr+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+S+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D�0750Lr+0750L+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.01) -0.00 68.09 40.78 +D+0.750L+9.750S+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.OQ -0.00 68.09 40.78 +D+i/V++i Dsgn.L= 12.00 ft 1 0.123 0.018 2.16 2.16 29.21 17 49 1 14 1.00 0.72 68.09 40.78 +D+0.70E+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+0.750Lr+0.750Li0.750W+H Dsgn.L= 12.00 ft 1 0.093 0.013 1.62 1.62 29.21 17 49 1 14 1.00 0.54 68.09 40.78 +D+Q.750L+0.750S�U.750W+H Dsgn.L= 12.00 ft 1 0.093 0.013 1.62 1.62 29.21 17 49 1 14 1.00 0.54 68.09 40.78 +D�0.750Lr+0.750L�0.5250E+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+0.750Li0.750S�0.5250E+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +a.60D+W+H St�e1=B�lam - t�2�H�,r��s��,a,a�ys�s��-�s��e�y�t�-us�.e�s ; ' ENE�tCAC._, 1 ...�0�3,.Bu�il�6'�,3;3,�i�.Y,er:6.�3,5.31- -P_126'F31f3279 i.��. � DesCription. Transom Beam(Wind Load) 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 VnxlOmega Dsgn.L= 12.00 ft 1 0.123 0.018 2.16 2.16 29.21 17 49 1 14 1.00 0.72 68.09 40.78 +0.60D�0.70E+H Dsgn.L= 12.00 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 Overall Ma�cimum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+•Defl Location in Span W Only 1 0.1U87 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation.Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.720 0.720 W Only 0.720 0.720 Steel B+�am �+�=r:fzo��-r�st�2i��r�s ism�n�a�2�sni.�,nr�n�e.�s �,��, � ENER •C,ING..�963�.2(N3,Butld�6:93.5.31,1/er:6:13.5.31 DesCription: Sill Beam(Wind Load) CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 _Material Properties Analysis Method. Allowable Strength Design Fy.Steel Yield: 46.0 ksi Beam Bracing• Completely Unbraced E.Modulus• 29,000.0 ksi Bending Axis. Major Axis Bending Load Combination ASCE 7-05 � W 0.12 I I , � �I � Span = 15.250 ft �I 'i TS6x3x1/4 j i _ Appll@d L08dS Service loads entered.Load Factors will be applied for calculations. Uniform Load. W=0.120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY .• . • � Maximum Bending Stress Ratio = 0.199 1 Maximum Shear Stress Ratio= -- --- Section used for this span 0.022 ' 1 TS6x3x1/4 Section used for this span TS6x3x1/4 � ' Ma Applied 3.488 k-ft Va.Applied � Mn/Omega Allowable 0.9150 k i 17.491 k-ft Vn/Omega Allowable 40.775 k j Load Combination +D+yi/.+}� Load Combination �.p+W.� Location of maximum on span 7.625ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection � Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 I '� Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.284 in Ratio= 645 Max Upward Total Deflection 0.000 in Ratio= 0 <180 - - - - _ Maximum Forces&Stresses for Load Combinations � Load Combination Max Stress Ratios Summary o(Moment Values Segment Length Span# M y _ Summary of Shear Values Mmau+ Mmax- Ma-Max Mnx Mn�JOmega Cb Rm Va Max Vnx VnxlOmega D Only Dsgn.L= 15.25 ft 1 0.000 +p+�� 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+Lr+H Dsgn.L= 15.25 ft 1 0.000 +p+s+F{ 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+U.750Lr+0.750L+H Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+0.750L�llJ50S+H Dsgn.L= 15.25 ft 1 0.000 +p+W+}� 29•21 17 49 1.00 1.00 -0.00 68.09 40.78 Dsgn.L= 1525 ft 1 0.199 0.022 3.49 3.49 29.21 17 49 1 14 1.00 0.92 68.09 40.78 +D+0.70E+H Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +D+0.750Lr�0.750L�0.750W+H Dsgn.L= 15.25 ft 1 0.150 0.017 2.62 2.62 29.21 17 49 1 14 1.00 0.69 68.09 40.78 +Di0.750L�U.750S+0.750W+H Dsgn.L= 15.25 k 1 0.150 0.017 2.62 2.62 29.21 17 49 1 14 1.00 0.69 68.09 40.78 +D+0.750LraU.750L+0.5250E+H Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 +Da0.750L+0.750S�0.5250E+H Dsgn.L= 15.25 ft 1 0.000 +O.60D+W.}{ 29.21 17 49 1.00 1.00 -0.00 68.09 40.78 Steei��am F'de=P.120131132791��Iy��Y�Fl-tSUUCAnatysall3-7f9M.�ephyfiiASft.eC6 fNERCALC,INC.19��b13,,BeiW;6.13.5.31,Ver:6.13.5.31 �.��. � DesC�ption. Sill Beam(Wind Load) 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 Dsgn.L= 15.25 ft 1 0.199 0.022 3.49 3.49 29.21 17 49 1 14 1.00 0.92 68.09 40.78 iU.60D�0.70Ea+i Dsgn.L= 15.25 ft 1 0.000 29.21 17 49 1.00 1.Oi� -0.00 68.09 40.78 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.2836 7.701 0.0000 0.000 Verticai Reactions-Unfactored Support notation Far left is#1 Values in KIPS load Combination Support 1 Support 2 Overall MAXimum 0.915 0.915 — W Only 0.915 0.915