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Home My WebLink About16-16970 CITY OF ZEPHYRHILLS 5335-8TH STREET : - ' (813)780-0020 16970 BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 16970 Address: 7050 GALL BLVD j Permit Type: COMMERCIAL ZEPHYRHILLS, FL. ' Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: MEDICAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est.Value: Parcel Number: 30-26-20-0000-00200-0010 Improv. Cost: 10,000.00 OWNER INFORMATION Date Issued: 2/22/2016 Name: FL HOSPITAL OF ZEPHYRHILLS Total Fees: 127.50 Address: 7050 GALL BLVD Amount Paid: 127.50 ZEPHYRHILLS, FL. 33542 Date Paid: 2/22/2016 Phone: (813)783-6189 Work Desc: CANOPY OF SHADE CAFETERIA AREA NEAR BREAK AREA CONTRACTOR S APPLICATION FEES COCOZZA CONSTRUCTION & CONSULT L BUILDING FEE 127.50 �G � n� / � [��T Z� Ins ections Re uired. FOOTER 2ND ROUGH PLUMB M S INSULATION CEI IN FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC 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: (c)With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each such subsequent reinspection. NOTICE: In addition to the requirements of this permit, there maybe 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 financing,consult with your lender or an attorney before recording your notice of commencement." Compi.te Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. �.-----N CCUPANCY BEFORE C.O. / CONTRA�TOR SI -�---- PERMIT OFFI R PERMIT� XPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION iCALL FOF� INSPECTION - 8 HOUR NOTICE REQUIRED P'�OTECT CARD FROM WEATHER ; , . � � i ; ' - � . - • . � � � � � I � I ± , Y� 4i �.� f Akv '. ' _ °y ' i - i ^.'^s-) ' »,�"�^� . �'�x.. . � � � ... , ......a • �-»w.. , .. ' ' :�1�� ' �-.�"�=`" �� ' � _ Sharde�nnova��rs Shade Fabric Fire Te�ting �- � � �ertifiicatian & Repor� � ; NFPA 701 � � ASTM E84 � ' REV 8/25/2015 , BY: � ��t�T�C�1�E�T ��5�� I��TITLJ � E�' � • - ` .. _.. -. �. .. _. . . . .. . ..""'...«_......o,':__- '_"_'. _.._.,��--_v __' , _ . . ., , -:..—� ._....::—_—._..:__.'__,-. I ,� � ` ' � �re Technology . �, , _ . . ,�: .. . . . _ � , .y4 - . , �� . Services _. , _ Apol(o Sunguard Systems,Inc.4487-A Ashtan Rd.,Sarasata,F�34233(949)925-300�/(800}3'f 9-1010 Facsimile:(941)925-3001;Web address—www.apollosunguard.com . _...._. _ -- - -- _ . w. ' . : ; !. ,, , ; � ; , : SOUTHWEST RESEARCH INSTITUTE''' 8220 CULEBflA ROAO J8Z9B-51B6 • P.O.DflAWER 28510 7B22B-0570 • SAN ANTOMIO,TE%AS,USA • (2f0)BB�-5111 • WWW.SWRI.ORO CHEMISTRYAND CHEMICAL ENGINEERING OIVISION FlRE TECHNOLO�Y DEPARTMENi WWW.FlRE9WRLORG FAX(210�622.7377 ��I , � �:� � EVALUATION OF TI�SURFACE BURNING CHARACTERLSTICS OF (2) SAMPLES OF ROYAL BLUE HDPE SUNGUARD SHADE I CLOTH IN ACCORDANCE WITH ASTM E 84 - 15a, STANDARD �, I TEST METHOD FOR SURFACE BURNING CHARACTERISTICS OF I BUILDING MATERIALS AND NFPA 701-2010, STANDARD METHODS OF FIRE TESTS FOR FLAME PROPAGATION OF TEXTILES AND FILMS, (TEST METHOD 2) I ' MATERIAL ID: SUNGUARD SHADE CLOTH FINAL REPORT Consisting of 9 Pages SwRI�Project No.: 01.20689.15.311 Test Date: August 20,2015 Report Date: August 21,2015 Prepared for: � Apollo Sunguard Systems 4487A Ashton Rd Sarasota,FL 34233 5ubmitted by: Approved by: - � r _ �'��✓�v'�✓ �;�/ ,��,-- - � Euge___ F.Hqrton � �Matthew 5.Bla�s,Ph.D. Principal Engineering Technologist Director ' Material Flammability Section Fire Technology Department - - -- _ _ .. s, 7his repoh Is lor the Inlormalion of Ihe etiant.It maybe used in Ils enliretyla�the puryose ol secudnp pradud aeceplance Irom duly eonsGtuled approwl F auihorilies_This repoA shaA not be reproduced euept in tuN,whhout ihe wrilten approval ol SwAI,N�Ither Ihls rapo0 nor�ha name ol lhe Institule shall � • ba used In pudlclly or edveNsing. � Boriotl'llfl� OGVE1:if�!1!ei�l: In(JU�I,I�Y,P1��I�t!)Y OYfiIIC ��A�PYQh'IlirioYO{IV6��OI�I1Ca nii11'4Pah,f�,o{q4Y � 4 , . # � � � ' , � I � EXECUTIVE SUMMARY 1 This report presents the test results for a specimen submitted by Apollo Sunguard Systems, i located in Sarasota, Florida, and tested at Southwest Research Institute's (SwRI's) Fire Technology � Department, located in San Antonio, TX. The material was tested in accordance with the procedure � outlined in ASTM E 84- ]Sa,Standard Test Method for Su�face Burning Characteristics of Building � Materials(NFPA 255,ANSI/UL 723 and UBC 8-1)and NFPA 701,method 2. ; i i Material ID: Sunguard Shade Cloth � • Flame Spread Index(FSI): 0 � • Smoke Developed Index(SDI): 45 Test Criteria. Classification Flame S read Index' Smoke Develo ed Index � -- ---A ' --0-25 -— - 0—450 - - B 26—75 - --. _ . . __ --- ,_--.._-_..._ ---0.-450 ,. _...._:-._....-_ , --- C 76—20b � 0—450 NFPA 701,(METHOD 2) Material ID: Sunguard Shade Cloth • Flaming on Floor: None • Dripping on Floor: None • After flame: None • Meets Criteria: Yes i Apollo Sunguard Systems 1 SwRI ProjectNo..01.20693 1531 I � t ; ' i '4 i � � � i � � I � l.O 1NTRODUCTION The purpose of these test methods are to determine the relative burning behavior according to the , standards, ASTM E84 and NFPA 701, of materials, by observing the flame spread along the specimen. However,there is not necessarily a relationship between these two measurements. Test specimens for the ASTM E84 are conditioned as appropriate in an atmosphere maintained between 68 and 78 °F and 45 to 55% relative humidity. Immediately prior to the test, the specimen is mounted in the furnace with the side to be tested facing the test flame. Cement board is placed on the unexposed side of the specimen to protect the furnace lid assembly. Sometimes, because of the nature of the material undergoing testing, additiona] support(e.g, wire, wire and rods, rods, and/or bars) is used to ensure that the specimen will remain in position during the test. The use of supporting materials on the underside of the test specimen may lower the Flame Spread Index from that which might be obtained if the specimen could be tested without such support, and the test results do not necessarily relate to indices obtained by testing materials without such support. Two model. building codes (2015 International Building Code�, Chapter S Interior Finishes, Section 803 Wall and Ceiling Finishes;NFPA 5000,Chapter I 0 Inlerior Finish,Section 10.3 Interior Wall or Ceiling Finish Testing and Classrfrcation) classify materials based on the Flame Spread and Smoke Developed indices. Test specimens for the NFPA 701,Method 2, shall be conditioned in an oven at a temperature of 105 �C f 3 °C for not less than 1 h, and no more than 3 h before testing unless otherwise specified by the standard.Each specimen is mounted on the support hanger in the test cabinet.The bumer is placed 100 mm (3.94 in.) away from the specimen with the center axis of the burner at a 25-degree angle in line with the bottom of the center of the specimen,and is maintained for a 120 s exposure time. The afterflame time of the specimen (time of burning of the specimen after the gas flow is tumed offl and the time of burning of material that falls to the bottom of the chamber shall be measured and recorded. These standards should be used to measure and describe the response of materials, products, or assemblies to heat and flame under controlled conditions and should not be used to describe or appraise the fire-hazard or fire-risk of materials,products,or assemblies under actual fire conditions. However,results of the test may be used as elements of a fire-hazard assessment or a fire-risk assessmenYwhich takes into account all of the factors which are pertinent to an assessment of the fire hazard or fire risk of a particular end use. The results apply specifically to the specimens tested, in the manner tested, and not to the entire production of these or similar materials, nor to the performance when used in combination with other ' � materials. More detailed results with graphical illustrations may be found in Appendix A for the ' ASTM E84 and in Appendix B for the NFPA 701. � Apollo Sunguard Systems � SwRI Project No..01.20689.1531] � i i � i � , . r i 4 ' ' . i � I i , � ASTM E 84-15ASa AND NFPA 701 � 2.0 DESCRIPTION OF SPECIMEN TRADE NAME: Sunguard Shade Cloth ' MATERIAL ID:* Sunguard Shade Cloth DATE RECEIVED: August 17,2015(received ready-to-test) . (2)Samples of Royal Blue HDPE Sunguard Shade Cloth THICKNESS:* 1.4 mm(nominal) DENSITY:* 190 g/m2 WEIGHT: 28.6 g(nominal) , I COLOR: Roya1 Blue COMPOSITION: HDPE Woven Fabric SUBSTRATE: None ADHESIVE: None SPECIMEN SIZE: 7315 X 610 mm(one piece) CONDITIOIVING TIME: 20 days at 70°F and 50%relative humidity SUPPORT USED:'. Meshed wire and 1/4 inch support rods WITNESSED BY: N/A 'From ClienYs material description end/or instructions - " �- t � Apollo Sunguard Systems 2 SwRI Project No_.01.20689.15311 ,� { ; , . f ' � . � i I � i I , APPENDIX A � TEST RESULTS FOR ASTM E84 � (CONSISTING OF 2 PAGES) � Apollo Sunguard Systems SwR]Project No..01.20689J 53l 1 e CLIENT: APOLLO SUNGUARD SYSTEMS SWRI PROJECTNO.: 01.20689.15.311 T�ST DATE: AUGUST 20,2015 DAILY TEST NO.: 1 ' MATERIAL ID: Sunguard Shade Clolh TEST RESULTS ROUNDED FLAME SPREAD INDEX(FSI): 0 I ROUNDED SMOKE DEVELOPED TNDEX(SDI): 45 TEST DATA UNROUNDED FSI: 0 UNROLJNDED SDI: 46.3 FS*TIME AREA(Ft*Min): 0.0 SMOKE AREA(%*Min): 54.4 FUEL AREA(°F*Min): 4030.8 OBSERVATIONS DURING TEST IGNITION T1ME(Min:Sec): 00:20 MAXIMUM FLAME FRONT ADVANCE(Ft.): 0.0 � TIME TO MAXIMUM ADVANCE(Min:Sec): 0:00 MAXIMUM TEMP.AT EXPOSED TC(°F): 487 TIME TO MAXIMUM TEMP.(Min:Sec): 10:00 , TOTAL FUEL BURNED(Cu.Ft.): 52.0 � DRIPPING(Min:Sec): 0024 , FLAMING ON FLOOR(Min:Sec): None AFTERFLAME TOP(Min:Sec): None AFTERFLAME FLOOR(Min:Sec): None SAGGING(Min:Sec): None DELAMINATION(Min:Sec): . None ' SHRINKAGE(Min:Sec): None FALLOUT(Min:Sec): 00:23 CALIBRATION DATA RED OAK SMOKE AREA(%*Min): 96.9 RED OAK FUEL AREA(°F*Min): 9254 GRC BOARD FUEL AREA(°F*Min): 4702 � r, � A ollo Sun uard s em .4-1 SwR1 Pro'ect No. 01.20689:15:3]1 p g Sy 1 s � CLIENT: APOLLO SUNGUARD SYSTEMS � SWRI PROJECT NO.: 01.20689.15311 TEST DATE: AUGUST 20,2015 DAILY TEST NO.: I MATER[AL ID: Sunguard Shade Cloth LIGHT OBSCURATION 100 � 75 . c 0 :� m � � � 50 " - Red Oak � N � � Specimen L � O1 � Z5 - - - - 0 ; - --_ ...-- -- - 0 1 2 3 4 5 6 7 8 9 10 Time(Min) FLAMESPREAD zo 18 - -- - -- 16_ :. 14 � �2 _. _ , d c 10 � - - - 19 N 8 . ------ Red Oak - 0 6 - -- Specimen 4 - - - - - 2.- - - - o � 0 1 2 3 4 5 6 7 8 9 10 Time(Min) , Apollo Sunguard Systems E�l-2 SwRI Project No.:O1:20689.15.311 �' �I i , . ! � � . � � i i � � APPENDIX B TEST RESULTS FOR NFPA 701,(METHOD 2) (CONSISTING OF 1 PAGE) 's S � Apollo Sunguard Systems SwR]Projcct No,.01.20689.15,3]I i i i � + � . ' � , TEST DATA-Single Sheets(10 specimens) TEST DATE: August 20,2015 � - - - - - . .. � � Char.Length �.�Afterflame�Time ' Burning on pass/Faif Specimen.No. ,: � ; � - -,. _ __- .- --=_-mm -_-..:.._,:;.., :.. _.:..(s ... . ._ �:. r. - —Floor.(s,_ , j __ __I 238 No _No Pass I 2 _ 284. No No Pass 3 � 245 No No Pass 4 219 No No Pass ' _ 5 243 No No Pass 6 229 No No Pass 7 325 No No Pass _.. _.. .. _ _. 8 202 No No Pass 9 262 . -No - - No � Pass 10 286 No No Pass Special Conditioning:Samples were conditioned at 20°C f 5°C(68°F f 9°F).ror 24 hours prior fo flame exposure,due{o deformation of the material and according to section 7.2.3 of the standard. CONCLUSIONS Based on the test results and the classification criteria, the specimen identified as Sunguard Slzade Cloth meets the requirements established under the NFPA 70l (Test Method 2). ; a i Apollo Sunguard Systems B-1 SwRI Project.No..01:20689:1531 I �4 ; , , t, � � � � � . � . IIIIIN(IIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIiIIIII11N111111 ' 2016004922 ' _ Rcpt:1739995 Ree: 10.00 DS: 0.00 IT: 0.00 01/12/2016 E. M. , Dpty Clerk N0ITCEOFCOMIVVI�NCEMEN'P PAULR 5 0'NEIL,Ph 0 Pq5C0 CLERK B COMPTROLLER� . 01/12/2016 10:17am 1 of 1 P�No. �R BK_ 9310 P� 679 " PropertyIdentificationNo.�'ZS2.� B��O� OjQpQQQ� 17�UNDERSIGNED hereby give informs you thet the improvement will be made to cermia rea]property,eud m eccordance�yft}� SecCon 713,13 ofthe Fioride Stamtes,the followiag informedon is provided in tlus NOTICE OF CObIIYILNCEMENT, I.Descriptionafproperty(/egaldarei on:) �^(OZ�� OS �,-f�}-� ' a)Street Ad�es9:_ 705� /-,�11 ��,t�`t �ti,' I l F 2.Oeneial description ofimprovemenb. � � �'i.�SE•A-l(q—�}i onJ p 4,," 4 3.Owner InformaLon �( l a)Namo�d address: j^Iul1�� . l�S.�� 1 b)IQame and address of fce simple tiNeholda(ff'othei�owner) G� .g `� � �� 3 3 s�! I ��r�u,��p��r �4.Contiactbr lnfom�etioa n a)Name and addcess:��re�� `�a,7-�� },$��p C-��,�.�icy� �-N �}Z �'f 3 ¢Z 3 3 h)Telephone No.• Fax No.(Opt.) � S.Surery Inforwation . e)Nema end'eddreaas: b)Amotmt ofHond:, c)Telephane No.: • ' Pax No.(Opt.) 6.I,ender a)Name and eddrcss: - Phone No. ' 7.Identiry of person within the State of F7orida desigaated by owner opon whom notices or other doc�enfs mey be senred; a)Name and address; ' b)Telephone No.: Fex No.(Opt.) 8.1n addiRon ro himset�owner desig3ates the following persoa to receive e copy ofthe I,ienor's Nofice as'pravidul in Seaion 713.13(I)(b),Floride Smhrtes: a)Nama end addiess: ' b)Telephone No.: � Fax No.(Opt.) 9.Expica8on deta of Notiee of Commencement(the a�pLaaoa date is oae year frbm the date of ncording�mless a diffetant date is speel5ed): WARNING TO O WNER: ANY PAYMENI'S MADE BY TSE O'9VN&R AFTER TI��7ipptATION OF'THE NOTICE OF COMMENCEMEIVT ARE CONSIDERED IA'IPROPER PAYMENTS UNDER CHAP7'ER 713,pART I,SECTION 713.13, FI:OltIDA STATUTES;AND CAN RBSULT TN YOUR PAIfAVG TWICE FOR IIU�ROVEMENTS TO YOYTR pROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORIlED AND POSTED ON THE JOB SITE BEFORE TAE FiRST INSPECT70N. TI{YOU 11VTEND TO UBTAII�i FINANCIIHG,CUNSULT YOiJIt LENDSR OR AN ATPORNEY BEFORE ' CONIIVIENCIlYG WORK pR EiECORDING YOIIR NOTICE OF COMMENCEMENT. S!'A'fE OF FLOAIDA COUNTY OF PASCO %�• � s i � SigpemeeofOwvvorOwna9Am o.tredOffica/DireetadPu6�v/Mmagc l�.� •�,(,r/�!//r0./'/y MtNLO! The focegatng iostrument wes acimowledgad before me this �� dey of.JAN. ,2p i!. by Y+L AU 5. M E H L HO h,n! eS OIP�ECTOp, OF PLANT S��vl eES (rype ofwthority,ag offieer.Wstee,ettorney infact)Co[�LORIDA Ha6pITqV zG�M4e�Hlet�nemeofpaztyonbehaifofwhomfnstr�entwa�exscuted). Pe�sonally Known X OIt Praduced Identi5eation Notsry Sigashae �-��• «`-'-' Type of[deadficetion Produeed Name(priat) VS� M�'SG A L�/ 3. (-t l L L •• Verificatlon pursuant to Saction 92.525,Florida Stawtrs.Under panelHes of perjury,I declace that J have read the foregoing and thaz the facts stated init aze true to the best ofmy Imowledgc end belie£ ' ' ' , � , signenuc ofNeeuei Mnon sigdng Above � FORntsrwoC.mmm� , ;�1a,t+�iy� ' IQMBERLY J,HILL ' - ' - �r� .: MY COMMISSION R EE 198821 , , � , f�;�� EXPIRES:July 19,2016 , •.'h',Af��"'"Bonded_Thtu Notary Pu6Bc Ur�denvriters ��' a� ' � � �� ''�,, STATE OF FLORIDA,COU�ITV OF PASGO �ij • � a° THIS IS TO�CERTIFYTHATTHE FOREGOING ISA � ' TRUE AND CORRECT COPY OF THE DOCUMENT � � I,,y�tiv¢r�r o � ON FILE OR OF PUBUC RECORD IN THIS OFFICE � �"O WITpNESS MY HAND A D OFFICIAL SEAL THIS � • � ' • � __i��,. _ DAY OF � 2 v i�+- . #�s l�gy �� PA L./a S.O'NEtL;CLERK&CO PTROLLER ' ��6�'��,0�� BY �C I�� DEPUTY CLERK � t , ' ,,l\, � -- ,.� i.J . :� �xf � ,_ -� ,.� - �,.. f.. City of Zephyrhills BLJILDING FLAN REVIEW CQMMENTS Contractor/Homeowner: l��CX/Z 2- ��.S�J`�'uC/7 l��G�k. Date Received: /�—f�.'`�i Site: 70��'A /�� GI�L� Perrnit Type: ��t�'C�� (�¢i� � a��. Gv�-2_� Approved w/no comments. Approved w/the below comments: (� Denied wlthe belaw comments: ❑ f� � Y} I 4 �i'�� This comrnent sheet shall be kept with the permit and/or platas. �� -- � , � � � � Kalvin S 'tz r—P s Examiner ate Contr.actor and/or Homeowner (Required when comments are present) t 813-780-0020 City of Zephyrhills Permit Application Fax-813-78t1�0021 Bulid3ng Department _ Date Received �– _' � / , - - . . -� � ! � Phane�Contact far�Permitt[n � – Owner's Nama ��D CZ,1��"' �5 �f A' � Owner Phone Numbar Owner's Address � Q� C� c �c,�� Owoer Phone Number - � � Fee Slmple TItleFiolder Name � � Owner Phone Number �� Fee Slmple�Tftleholder Addresa JOB ADDRESS �� (�� U LOT# C� suaoiv�s�aN � � PARCEL.ID# vj �� l.� .l�5 Oc� ,�C��C3 - , . (OBTAINEO FROM PROPERTY.TAX NOTICE) WORK PROPOSED �_NEW tQNSTR " ADD/A1.T � SIGIV [� [� DEMOLISH e. INSTALL 8 REPAIR _ . PRUPQSED+USE � Q- SFR � COMM � OTHER ��-i}�tl�i�,� C_ ��''�—r- TYPE OF CQNSTRUGTION � Q BLOCK ' Q FRAME � STEEL '[�] [��'�� DESCRIPTIdN OF WORK " j 1�1� �. ' ��"�� Q., 2;�''4 Q Cyt/� � �j kGi�,(? BtlIi.D1NG S�2E ��` SGtFOOTAGE C�� ; HEIGHT ��,`� BUi1.DING , •_._v_. � ��.�Ua-- VALUATION't7F�TOTAL CONS'i'RIJC'f10N �_,. QEl.ECi'RICAI �$ " � AMP S�RVIC� Q PROGRESS ENEFiGY [� W.R.E.C. �_._._� QPLUMBlNG �_ � - _ . �� QMEGNANtCAI $ � " VALt3ATtON OF MECHAPt1tCAL IidS7A�CATlOi�1 � tu �� QGAS � RqQFiNCa Q Si'ECIAI.TY �� OTHER ,/p--�}.��1 r� FINISHED FLOOR ELEVATIONS FLOOD ZONE;AREA QYES NO �eS��t'�y�.�p'�� t � � � �u��.o�� f��'� � ��coM�iwv� ��z�- r�#= � ` �`� j.L�- SIGNATURE REGISTEREp Y/ N FEE CURRE� Y/N Address .J r7 C_:..:�'�'�~t C�n.) � -`�`„��. License# l;(�� `J.5 J'(�� E�ECTRICIAN; . COMPAldY ' ' - � SIGNATURE ' REGISTERED Y/ N FEE'CURRE� ' �`Y/N` Acldres� . ,. . �icense•#•,� � PLUMBER � C.OMPANY . SIGNATURE' ' " �' � � ;REGIS.TERED,. Y_/,.N. _� .;FeE cu�t�n � .' Y/N � ' Address License.# �� • ��. MECHANICAL � ' ` , C{}MPANY 1 , . - SIGNATURE° ' � REGISTERED .,Y,/ N ' FEE7CURREP Y J�N Addra��'� , . ' . _ . .... < License# �. �� OTNER `` . i , ` ' _;COMPAl�IY - StGNATURE • � ' � ' ' 'REGISTERED Y/ N... FEE CURRE� Y/N Address ' ` . ,• , ' ' License# � � 4.. .. _ . RESiD�NTiAI:,'X �-Attacfi"{2},FbfrP,-lans;�(2)sets;oftBullBi�ig�Plans;(1)sefoF=Eriergp�Foiin`s:'R=O=W Peimitfar`newcanstruction, ;�, �Min(mum�,ken;,(:1.0),workingidays_aRer;sGbrinlHal`date::R`equlr'ed onslte,:Cbnsfiucdon�Flans;Storrnwater'Plens w/SIIt�Fence lnstalled, ' `"`� 8anitary'FadllUes.,&;,1:.dumpste_r,,$Ite Wo�lc;Pemtiffor subiliVislonsAarge.projects,_: .�. = " ` � � COMM�RCIA1. Attach{3}�co�plete sets qf Bultdfirig Plaiis�ptiis a'I.ife Safety Page;�(1 j set af Energy Forms.R O-W PermEt for new canstnsction. Min(mum.ten(10)woricing days after submittal date. Required onsite,Constructlan Plans,Stortnwater Plans w/Silt Fence installed, San(tary FaclUUes&1 dumpster,Site Work Permit for all new:pmJeats..Al!commercta!requlrements.must meet campifa�ce S1GTt PERMfT AttacFi{2)sefs-of Eiiglneered�Plaris:, � --�.. .. . � : . ' � """PROPERTY SURVEY r uired for,all_NEW_construc8on.. - _._� _ ._ - Dtrectians: ,-. . . , Ffll out applicatlon completely. ��.,\ Owner&Contra�tot slgn back of applica�on,natatized ��f over 52500,a Nottce af Commencement ls requlred. (A!C upgrades over S790d) , , �. `'°``'�"' -- Agent(for the oontracto�)or Power of=Attoriiey:�for;,tF�e�ouimer)�would;be'someone with natarized letter from owner authoeizing same DVERTHECtlUNTER.PERMiYfING;- -��.-(Froritof,ApPiication�Only),;n,'�.;~ ; � , � �� Reroafs if shingles Sewers ;;Service Upgrades�'WC Y,;y Pences(i'lot/Survey/Footage) ,�_ _ :_. ; .^. ,.,..�; �-: � _ � :'..:_`:' . u. � _ . ., ... Drivewaya-Nat over Gounter if an publicroadway�s;:needs.ROW��.•==�`--��•• � . - , _ . ... NQTf�E 4F DEED,RESTRICTIONS: Th�undersigr�ed under�tands�-;th�t:thts.�p�rntif.may;bewsub]ect:ta;°deed"r.estr,.lctions°�,...r. �`.,... which may��be<more��r.estFlcttve�th�i��Counly��g�la`t(ons:�T'he�-un"derslgned��as'suir►es��esponsibllity for`compllanaa�with`any�` � �� ' " applicable;deed restrictlons. ,_. :.�.=.,�_; : ,..- � : : - } ,_ UNLICENBED-CONTRACTORS :AND CCINTRACTOR RE�PON818tC1Tt�S: ��-ff=fhe�oi+vner'has��hired`�a�`:cont�actor or contr�ctors to undertake work,.they may;be;required:,ta,;bezllcensed in.accardance..with state.and�lacal:regulatlons:<if the�- �'� � -�-� contrac#or 1s not^ticensecf as�requlrod'tiy fiaw,poE#r the owner artd:conf�actot£iriay��be��clfed�for�a�misdemeanot vlalatton under state law. If the owner or Intended>.ro;ntr:actor;are;,.uncertaln as�to wF�at Iicenaing,requlremerrts;;may��epply��for«tfie� �� ,....,.., .,� . . _ . �.,. tntended work.they are advlseii'to contacti"tfie Pasco�County_8ullding.'Inspection;Dlvlston--l:Icensfng Section at 727-647- 8008. Furtliermore, if the ouvner°lias'hi�d`a c�nUacfor or contractors� he is edvtsed to have the cantractaKs),;,sign ; portlons of the"cantractar Black".of,this_applicatian.for�.which.they,wilt..be;�r.esponsible:: if>you,as.#he.owner 4sign"as"the'' - � ', contfiactor; tha#�may�,be an lndica�an tliat'iie�ls'riot:proper�y Eicensed�and�ls�rio#;enti#ed�to pe�ttiiftiiig�pr�itlleges In Pasca „ �'iOUll�l. ' - - ' .. ,_ _ _ a,-, _ . . '[RAIdSP,ORTA'FI�N,IMPACTlUTIL4TIES�Cl9lIPAG'�ANb�RESOURCE RECQVERY-�PEE3.�°The underslgned understands #hat Transportation Impaat Fees and.Recourse Recovery.�ees rtiay�-apply�;to ti�e;construction,of new.buildings,.�change of'� "'�`�'� '= use In existing bufldingst-or_�expansl�irrof.�ei�isti�.'�buildings, a's specffied.in Pasco County Ordlnance number 89-07 and • 90-07� as amended._;The undecslgned aiso;understands, tha�fi;such fees;:;as;�tnajr:�e:�:dae;;.w.N1:=6e ident�ied at tdte�'time�of.':-. ,_,-':' t, permikting. It Is fuHfier�unde�tood that Transporkation Impacf'Fees and"Ftesoucce.:Reco�ery�Fees.mu�t�be pald priar to eeceEvMg-a"cer#i�cate:of=occupancy"orflnal-pawer.=celease:. �:1€�the pro��ct:doestnot involve<a.:certlEtcate af occtspan"cy�or=�.t.�:'.•;�:., .. finat powec.release; ,the-.1`ees mu�t tie paitl,;prtor to;permit Iss4�ance. F��khermare;if:Pasco,�CountyrcWater/Sewer�.lmpacfi � , fees are due,they�must:be-peid.pilor#a.permit�-lsst�ance�.in..accordance.wltt'r:appllaatile_Pasco'.County�oidinances. � CONSTRUCTION"LlEN`tAW(Cfiapter 713�Flar�ila Statute�,as amended): if vatuatlpn of work is$2,500.00.:ac more, l� ,�;�. certify that I, .the. applicant, have.been proylded wlth-�a-capy�.of._the ".Florida� ConstFucttan� Lien 'Law—Homeowrrer's Protectfon Gu�de" prepared by#�i�Ftoi�da Deperkme�#of Agrtcuiture and Consum�er.�Atfairs. if#he appllcant Is someone . �: other than the"owner", I certifj►,•that I�h�ve.ob.tained�a�copy;of:#he�abova.rles.cribia�d docui�ent;and.p,r�misia�:.in;goad:faith to ;.�', deliver It to:,ttie:"owner;"�pi9or:�to�cornmencement:� � � . .. .. - .,. .,- _ . . . . • - , , ._ CONTRACTOR'S/OWNER'S AFFtDAViT: t.cei#ity>:that�ail�.tha�irtifotmaticm:ln thi� appltcatlon is accurat�.and that ail wark will'be done in compliance with all.appitcable laws regulating constructlon. zontn�and:�land�development. Appltcatlon is hereby made #o obtaln .a permit..fo:do.-wo�lr:;artd=lhstallat#an as 1ndt�ted:•; 1 certtt�,t thst no wark=ar instatlatian fias commenced prio� to I'ssuance of a permlf and that:all work wlll be pertarmed�to meet_standards�of all laws regula�ing- consttvc#ion� County and Clty codes� zoning regulatlans� anc! land devetoprnettt regttla�ons�in the`j��isdtcfton.- ! al'so , certlfy that I understand that the regulattons of other gavernment agencies may�apply to the.Intended work� and that it is my responsibiltty to Identify�what,acttons 1 must kake:to beFlrt>corr�pllaace:z5,uch:agenc{es include but�are.not Ifmited to: - . Department af E�tvironmental:�Protection-Gypress�.Bayh�ad�, WeN'and Areas and Envtronmerrtally Sensitive - Lands, WatedWas#ewater Treatment. ,.,. , - t SautF►west Ftorida W�#er Menagerrment :�District-iNetls; Cypress. Bay.�eads; Wetland Areas, Aiter�ng . Watercourses. - � - Army Corps of Engineers�-5eawa8s�Docks,IVavlgatite Watetways, , �epartment of,Heaith::,8� Rel�abilitaNve,;..Servtces/Envitonmental.}#ealth Uhft Weli.s; Wastewatert Treatment, Se�tic Tanks:� ' - � � � - - � : - US Envlronmental Protection Agency JRsbes#os abatemen� _ Federal Avlatlon_Authori,ty=Runways;.�� i understand.that the folfawing.:restrt�tlons apply ta the use af flll: - Use of`fili is not aliowed in:Fiood;Zone"V"unless expressly permltted. � - Ii the�flll mate�tal-ls to:`b:e used:In�:flood Zone "A"� it is understood that a drainage plan addresst�g a "compe�sating votume"wilt be submltted at#�me of.permitttng w�ilch 1s prepared by a professiona! engineer � Ilaensed by tlie St�ite of�Fla�tda:" � � . . . - If th� fill rr�atecial�:is-to•be�us�d In Ftood �one `A� in}connec�ion�with��permttted b�3td€ng using stem wall ' conatruction, I certlfy that,flll.wall.be-used only.to.fill the.area wlthin�the�stem=wall: - - !f fl!! materlal Is-to he ased !n any a�ea;�l �ce�tify that .asa of suah fill wUf nat adversely affect adjacent proper#ies. li use of fili_is fonnr�to adversely..affeat adj��ent�properties,.the owner may be cited for viol�a#ing., �' the condlfions of.the b�ild(ng`permlt•issued=under tiie aNacfied_permit applicatlana for:lots.less�than.one (1) acre whlcti ere elevafed�tiy�li.a�t,e�gEneered drainage p}an Is required. If 1 am the AGENT FOR TNE OWNEit;.l;pramise,In_good fatth to inform the owner of th�permitttng aonditlons�set forth in this atfidavit p�tor!o comtiner�cing constru�tlon. i understand that:a sgparate permlt may be requlred for electttcal�work, ._ plumbing, signs, wetls,.paots;, alr�conditioning,-.ga�s,,:or�othec in§tal�Atlons not.spec�iaalty inctuded�in.fhe appiication. .A .. permit issued shall be coinstrued tabe��a`Ilcense"-to�proceed wlth`'tlie:work.and-not�as:authoNty�to.vlalate;�cencel, alter, or set aside any�provlslons of the.teclinEcal.code�;;nar shall issuartce�of a.permit.pcevent the Bu1ldErig t�iclalfrom thereafter requlring a coITectian af errors in,plans; constiuctlon.ot�dlolatlang of•any codes. �'very p�armit�l.ssued shall��become�invalid uniess the work authorized.by such permlt:ls-commenced•wlthin s�C.months of pertnit issuance, vr if work authortzeci by #he permit is suspended-or.abar�doned:for a;period,of�siac�:f�)�monfi�s,�after the time the�wa�k�ts commenced, An extensian may be requested�.In writirig�hom the�Building,Offlclal for a period::not to exc:eed'�:nineiy(90)days a�d wlll demonst�ate ��ust�iable caiise far.�#he extension: tf work ceas�es:for nlnefy{90}cons.ecutive day.s;..th��ob�ls.considered aba�doned: ,. . . . WARNlNG TQ QWNER: YQUl�.f-.AILURE,TO.�R�COEtQ.As�QT�CE:Q ,;C �MCEMENT�;MAY RESULT IN YOUR PAYING TWICE;fCiR�IMIaROVEMEN�'S�Tfl.YOU�;PRCIPERTY:��°I��YO. �I � LT`� �SB�� iN�FIN�► Et G;�CONSUI.T IA/IT O AN TTO NEI� OR�� O f:�� ' . � E , — - FI.ORIOA JURA�'{F,..�:'t'l7:03} .� . _-� - . : - � �~'�`-�r . — -- OWtdEtt OR AOENT , GONTRACTO - �� Su6scribed and swom tc�(or aflinned}befcre me this 5nhscrlbed and' =ta,jot atll edpb�fote m � "1�� by (—1 y� � .�by ( t�b u,�,�_ � �_-Z..�/�'� Who Is/are pe�sanally.knavm to.me or haslhave.produc�d Who�./��e;p.e�8.anally►.�awn•M:m. ,or haslhav,e�preduced • , as id"eritl�c�tlo». � ��-:'t:�f�rVxt.i S�t,f t��'-¢. . as[dentNicatian. . � Notery Publtc �hQ � Notary Publlc Commission!�o``- Coinm sio .No "'F`,• . , ��:' ".` Commission#FF 15p422 � :x: ;<: . Name of Notary typed�PMnted or stamped Name af Nota j¢�, ted„pra�4�,Q a�,,,�ryNsoo.�asao,s � � �� . � �. �� s, r . � � '. w� ' � � -- -- --� , � � Shade Innovators +--�. ALL WORK SHALL COMPLY AD B��G , pREVAILING CODES,FLORI CODE,N ATI ON AL ELECTRIC CODE AND CITY OF ZEP�IYR�L'1 S ORDINANCES r��Ui��r �� -L�o � I`P'Y O�Z��lYRI-�ILLS NS EXAiV11NE� �� Frank W. Neal & Assoc., Inc. 1015 W. Broadway Ave. 817-332-1944 Fort Worth, TX 76104 fwna-eng.com , Florida firm reg.no.26540 Frank W. Neal, P.E. Lic. No.37082 � � CALC U LATIO N S ET ,.��''` '"'��. I �•��Q' ;a Y �'• ''-� �� . �t� � �.'A Shade S �ze : 23 TRI x8h *�' �° 37 = " �r � Florida Hos ital Ze h rhills ��E�A��o2oZ��; p p Y � � F .�z�,, �i'��OR{0�',,,s�. �� 7050 Gall Boulevard �•,ss,oN;��'�� Ze h rhills, FL 33541 �'''"'""'' pY REVISED 19:06 am, Dec 04, 2015 / -�-�•., � i--�.,. . .--..� i ""'� �---... �-..... ""v.. .,..,,,,,... 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I � � ��.�.('.+rr._..lii►rrrns��''�-t --�--.........��9 E9 . ra„; �-=_:---. t�t��rifi�r'i,�`'"'--�",..�-. � � '•'-r !�•_►� `�"`..�=�-��.:.:Q:s�B ��`"=: � � � �i �� !�i: ''� � � .r��' i �� i � �`�•�"�i►►,..�► � �="•��-� ; � ',��~f �� i� � �u= `�*. � ' � � —='�/�:.;,i�' 1 � � ' � � ' ~�"`� �� l r�.ti).Ser. ��.� � �.__.;:�Jri�.;�,._ ��I�Nf]0,�,�a� * ' 1�NOI yN � � ��,..�.,�,�,�^�.�;: �,=,,;;1,�1 � = 1 �-�� 1��J J�� _ � ..'._:_- :;� � '7►�,�i � �`�\� � , Y h ASCE STANDARD ASCE/SEI7-10 �I . . . . . American Society of Civil Engineers I Minimum Design Loads '�, for Buildings and Other Structures This document uses both the International System of Units (Sn and customary units. � "F� STRUCTURAL �� = ENGINEERING INSTIME 11S� I AMERICAN SOCIEfY OF CIVIL ENGINEERS •, 204272 360 Projeat Solutions FloPida Flospital Zeph . SOI:AR DYNAMICS.CORP.,Emesto De Oliveira, 204272 360 Project Solutions Flo�ida Hospital Zeph Dec 04,2015;10:59 AM Coad Case:ASCE7-10 WINDUPCIFT BZ IES�UsualAnalysis 11.00:0013 � P t � ., ��6Qy �^ 2,g„ Sf �0 204272 36p prafe��gQ�uttons Eiorida Nospitel ZeQh SOLqR pYj�AMtGS CdRP.,Ern�sto De Otivelra 204272 360 Project galutions Ftorida Hospitai Zeph {� D�Q4,2415;11:00 AI1i1 l.oad Case:ASCE7-10 W(�DUPL:IFT A?{ IES.V7suatAnalysis'11.00.pp�3 x i;� .+, . .,3<i��` �;,6 r �� . ��'t ., 204272 360 Praject Solutions Flotida Hospital Zepfi � SOLAR DYNAMICS CORP.,Emesto De Olivelra ' 204272 360 Project Solutions Florida HospiNal Zeph Dec 04,2015;11:00 AM. Design View,Unity Checks IES.UsualAnalysis 11.Q0:0013 �. Y � , Z X � n J � � '�� 0�U �� ii .f• i� �� Og0 _ O� =� �" �� i : � ji. � q ,/ if�f n O Z � o � r O � U Ungrouped Fa(led �1Naming, ................ ;- � OAp° 0:25 �0:$0• i0.75 1':00 ., 204272 360 Project Soluti6ns Flbrida Hospital Zeph „ SOI:AR DYNAMICS CORP.,Emesto De Olivelra 20'4272 360 Praject Solutions Flo�ida Hospital Zeph ,Dec 04,2015;11:00 AM Result Case:ASCE7-10 WINDUPLIFT BZ IES�sualAnalysis 11.�:0013 :: Y , .;. ; .: ..�. ;� ,��: ..._ ..�.. r;, �._ :. �. ,�� ;- t ., 204272 364"Projeot Solutions FloFida HosPital Zepfi � SOL'AR DYNAMICS CORP.;Emesto De Oliveira 204272 360 Project Solutions Florida Hospital Zeph Dec 04;2015;11:00 AM Result Case:ASCE7-10 WINDUPLIFT BZ IES�sualAnalysis 11.00.0013 � .� _"'� .; ..,` �. f�. f'' ,r,•' ' : !� 3 �3 � i � � , ti- Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills\ 204272 360 Project Solutions Florida Hospital Zeph C�\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills�204272 360 Project Solutions Florida Hospital Zephyrhills.vap Company:SOLAR DYNAMICS CORP Engineer� Ernesto De Oliveira Billing:204272 360 Project Solutions Florida Hospital Zeph VisualAnalysis 11 00.0013 Report Table of Contents Project Header Project Notes Table of Contents Design Criteria Design Groups Load Case Summary Load Combination Summary Load Cases Area Loads Design Group Results Member Unity Checks Design Criteria Building Code Load Combinations: ASCE 7-10 ASD Vertical Direction:Y, Ground Elevation=0.00 ft Occupancy Category� II Seismic Data(For load combination generation): Spectral Acceleration(SDS)=0.150 Seismic Design Category:A Overstrength Omega0:X=2.5,Z=2.5 Seismic Redundancy Rho.X=1,Z=1 Wind Data: Speed=105.0 mph, Gust Factor=0.85, Exposure=C Roof Height=10.0 ft Desi n Groups Grou /Mesh Elements LL Factor Unit Desi n Sha e Overstren th S ecification COLUMN 3 1.00 0.79 HSS4x.125 No AISC ASD 2010 HIP 3 1.00 0.90 HSS2.875x.125 No AISC ASD 2010 Load Case Summary 3 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination: .6D+.6W»+X Design Category:Allowable(ASD) Combination:0.60D+0.60W+X Contributing Cases&Source D(D) ASCE7-10 WINDUPLIFT AX(W+X) Equation Combination: 6D+.6W»+Z Design Category:Allowable(ASD) Combination:0.60D+0.60W+Z � Contributing Cases&Source ' ASCE7-10 WINDUPLIFT BZ(W+Z) D(D) Page 1 VisualAnalysis 91.00.0013(www.iesweb.com) . : Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills\ Equation Combination: 6D+.7Di Design Category�Allowable(ASD) Combination:0.60D Contributing Cases&Source D(D) Equation Combination: D+.6H Design Category•Allowable(ASD) Combination: D Contributing Cases&Source D(D) Equation Combination: D+.6W»+X Design Category�Allowable(ASD) Combination: D+0.60W+X � Contributing Cases&Source � D(D) ASCE7-10 WINDUPLIFT AX(W+X) Equation Combination: D+.6W»+Z Design Category�Allowable(ASD) Combination: D+0.60W+Z Contributing Cases&Source ASCE7-10 WINDUPLIFT BZ(W+Z) D(D) Equation Combination: D+.75(L+.6W+Lr) »+X Design Category�Allowable(ASD) Combination: D+0.45W+X Contributing Cases&Source � �(�) ASCE7-10 WINDUPLIFT AX(W+X) Equation Combination: D+.75(L+.6W+Lr) »+Z Design Category:Allowable(ASD) Combination. D+0 45W+Z Contributing Cases&Source ASCE7-10 WINDUPLIFT BZ(W+Z) D(D) Load Cases Load Case Desi n Checks � Seismic T. e Results Anal ze? Envelo e? � 1 ASCE7-10 WINDUPLIFT BZ -NA- -NA- Yes Yes No �I 2 D -NA- -NA- Yes Yes Na 22 ASCE7-10 WINDUPLIFT AX -NA- -NA- Yes Yes No 36 .6D+.6W»+X Allowable ASD -NA- Yes Yes No 37 .6D+.6W»+Z Allowable ASD -NA- Yes Yes No 38 .6D+.7Di Allowable ASD -NA- Yes Yes No 39 D+.6H Allowable ASD -NA- Yes Yes No 40 D+,6W»+X Allowable ASD -NA- Yes Yes No 41 D+.6W»+Z Allowable ASD -NA- Yes Yes No 42 D+75 L+.6W+Lr »+X Allowable ASD -NA- Yes Yes No 43 D+.75 L+.6W+Lr »+Z Allowable ASD -NA- Yes Yes No Area Loads � Load Case Area T e S an Direction Load What? Ma nitude#1 psf Page 2 VisualAnalysis 99.00.0013(www.ieswe6.com) . � Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills\ ASCE7-10 WINDUPLIFT A001 Wind-Windward Roof 1-way: (0.828,0.292,-0.478) Members 3.70 AX ASCE7-10 WINDUPLIFT A002 Wind-Leeward Roof 1-way (0,0.292,0.956) Members 10.39 AX ASCE7-10 WINDUPLIFT A003 Wind-Leeward Roof 1-way: (-0.828,0.292,-0.478) Members 10.39 AX ASCE7-10 WINDUPLIFT A001 Wind-Side Roof 1-way:(0.828,0.292,-0.478) Members 15.58 BZ ASCE7-10 WINDUPLIFT A002 Wind-Side Roof 1-way� (0,0.292,0.956) Members 15.58 BZ ASCE7-10 WINDUPLIFT A003 Wind-Windward Roof 1-way� (-0.828,0.292,-0.478) Members 2.80 BZ Design Group Results Design Group: HIP per AISC ASD (2010) Designed As: HSS2.875x.125, Material:\SteeIWSTM A500 Grade B(Fy=42ksi) Members Included(3): M001, M002, M003 Combined Check Member Result .Offset Code Unity Details Name Case � ft Ref. Check M001 .6D+.6W»+X 0.00 H1-1b 0.73 OK Cb= 1.00, Lb= 12.07 ft M002 .6D+.6W»+X 12.07 H1-1b 0.89 OK Cb= 1.00, Lb= 12.07 ft M003 .6D+.6W»+Z 12.07 H1-1b 0.90 OK Cb= 1.00, Lb= 12.07 ft Axial Check ' Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M001 .6D+.6W»+X 12.07 551.32 25401.20 D2-1 0.02 OK M002 .6D+.6W»+Z 0.00 486.27 25401.20 D2-1 0.02 OK M003 .6D+.6W»+Z 0.00 523.76 25401.20 D2-1 0.02 OK Stron Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M001 .6D+.6W»+X 0.00 1268.61 1852.69 F8-1 0.68 OK Lb= 12.07 ft, Cb= 1.00 M002 6D+.6W»+X 12.07 1434.37 1852.69 F8-1 0.77 OK Lb= 12.07 ft, Cb= 1.00 , M003 .6D+.6W»+Z 12.07 1474.04 1852.69 F8-1 0.80 OK Lb=12.07 ft, Cb= 1.00 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M001 .6D+.gW»+Z 6.44 -310.97 1852.69 F8-1 0.17 OK M002 D+.6W»+X 4.83 479.96 1852.69 F8-1 0.26 OK M003 .6D+.6W»+Z 4.43 436.89 1852.69 F8-1 0.24 OK Stron Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check M001 .6D+.6W»+Z 0.40 -308.21 7620.36 G6-1,2b 0.04 OK Page 3 VisualAnalysis 11 00.0013(www.iesweb.com) � . � Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills\ IM002 .6D+.6W»+X 12.07 378.64 7620.36 G6-1,2b 0.05 OK M003 6D+6W»+Z 11 67 328.87 7620.36 G6-1 2b 0.04 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check M001 D+.6W»+Z 12.07 203.13 7620.36 G6-1,2b 0.03 OK M002 .6D+.6W»+X 0.00 241.94 7620.36 G6-1,2b 0.03 OK M003 .6D+.6W»+Z 0.00 168.54 7620.36 G6-1,2b 0.02 OK Combined Torsion Check Member Result Offset Code Unity Details Name Case ft Ref. Check M001 .6D+.6W»+X 0.00 H3-6 0.00 OK Tr=-30.24 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M002 .6D+.6W»+X 0.00 H3-6 0.00 OK Tr=-101.85 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M003 .6D+.6W»+X 0.00 H3-6 0.00 OK Tr=78.62 Ib-ft, Combined Torsion Check Skipped, Torsion Unit <0.20 Torsion Shear Check Member Result Offset Demand Capacity Tau Code Unity Details Tau Name Case ft sf sf Ref. Check M001 .6D+.6W»+X 0.00 39119.18 2172934 13 H3-1 0.02 OK Tr=-30.24 Ib-ft, Venant Shear=39119.1 S psf M002 D+.6W»+X 0.00 131772.44 2172934.13 H3-1 0.06 OK Tr=-101.85 Ib-ft, Venant Shear= 131772.44 psf M003 .6D+.6W»+Z 0.00 115317.88 2172934.13 H3-1 0.05 OK Tr=-89.13 Ib-ft, Venant Shear= 115317.88 sf Design Group: COLUMN per AISC ASD (2010) II Designed As: HSS4x.125, Material:\SteeI�ASTM A500 Grade B(Fy=42ksi) Members Included(3): M004, M005, M006 Combined Check Member Result Offset Code Unit Details I y Name Case ft Ref. Check M004 .6D+.6W»+Z 8.00 H1-1b 0.70 OK Cb= 1.00, Lb=8.00 ft M005 .6D+.6W»+Z 8.00 H1-1b 0.73 OK Cb= 1 00, Lb=8.00 ft M006 6D+.6W»+X 8.00 H1-1b 0.79 OK Cb= 1.00, Lb=8.00ft i Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M004 .6D+.6W»+X 0.00 490.70 35712.57 D2-1 0.01 OK M005 6D+.6W»+Z 0.00 465.38 35712.57 D2-1 0.01 OK M006 .6D+.6W»+Z 0.00 398.21 35712.57 D2-1 0.01 OK Page 4 VisualAnalysis 11.00.0013(www.iesweb.com) � . , Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Desktop�204272 360 Project Solutions Florida Hospital Zephyrhills\ Stron Flexure Check Member Result Oifset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M004 .6D+.6W»+Z 8.00 1895.12 3667 66 F8-1 0.52 OK Lb=5.00 ft, Cb= 1.00 M005 .6D+.6W»+Z 0.00 1258.42 3667.66 F8-1 0.34 OK Lb=8.00 ft, Cb= 1.00 M006 .6D+.6W»+Z 8.00 -691.14 3667.66 F8-1 0.19 OK Lb=8.00 ft, Cb= 1.00 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M004 .6D+.6W»+X 0.00 682.61 3667.66 F8-1 0.19 OK M005 .6D+.6W»+Z 8.00 -1635.78 3667.66 F8-1 0.45 OK M006 .6D+.6W»+X 8.00 2468.26 3667.66 F8-1 0.67 OK Stron Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details 'i� Name Case ft Ib Ib Ref. Check M004 .6D+.6W»+Z 8.00 368.37 10713.77 G6-1,2b 0.03 OK M005 .6D+.6W»+Z 8.00 -285.83 10713.77 G6-1,2b 0.03 OK M006 .6D+.6W»+Z 8.00 -82.77 10713.77 G6-1,2b 0.01 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check M004 .6D+.6W»+Z 8.00 -160.29 10713.77 G6-1,2b ' 0.01 OK M005 .6D+.6W»+Z 8.00 -300.53 10713.77 G6-1,2b 0.03 OK i M006 .6D+.6W»+X 8.00 467.11 10713.77 G6-1,2b 0.04 OK Combined Torsion Check Member Result Offset Code Unity Details Name Case ft Ref. Check M004 6D+.6W»+X 0.00 H3-6 0.00 OK Tr=-217.81 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<020 M005 .6D+.6W»+X 0.00 H3-6 0.00 OK Tr=62.74 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M006 .6D+.6W»+X 0.00 H3-6 0.00 OK Tr=-69.55 Ib-ft, Combined Torsion Check Skipped, Torsion Unit <0.20 Torsion Shear Check Member Result Offset Demand Capacity Tau Code Unity Details Tau Name Case ft sf sf Ref. Check M004 D+.6W»+X 0.00 140965.50 2172934 13 H3-1 0 06 OK Tr=-217.81 Ib-ft, I� Venant Shear= 140965.50 psf M005 D+.6W»+Z 0.00 120530.35 2172934.13 H3-1 0.06 OK Tr=-186.24 Ib-ft, Venant Shear= 120530.35 psf M006 D+.6W»+X 0.00 45012.83 2172934.13 H3-1 0.02 OK Tr=-69.55 Ib-ft, Venant Shear=45012.83 sf Member Unity Checks Page 5 VisualAnalysis 11.00.0013(www.iesweb.com) . . , � Project: 204272 360 Project Solutions Florida Hospital Zeph Ernesto De Oliveira, SOLAR DYNAMICS CORP. December 04, 2015 204272 360 Project Solutions Florida Hospital Zeph C:\Users\ernesto\Deskto �204272 360 Pro'ect Solutions Florida Hos ital Ze h rhills\ Mem Unity Controlling Check Model Design Material Referen Specificatio ber Case Sha e Sha e ce n M001 0.73 .6D+6W»+X Combined HSS2.875x. HSS2.875x. ASTM A500 Grade B(Fy= H1-1 b AISC ASD ' Check 125 125 42ksi 2010 M002 0.89 .6D+.6W»+X Combined HSS2.875x. HSS2.875x. ASTM A500 Grade B(Fy= H1-1 b AISC ASD Check 125 125 42ksi 2010 M003 0.90 .6D+6W»+Z Combined HSS2.875x. HSS2.875x. ASTM A500 Grade B(Fy= H1-1 b AISC ASD Check 125 125 42ksi 2010 M004 0.70 6D+.6W»+Z Combined HSS4x.125 HSS4x.125 ASTM A500 Grade B(Fy= H1-1 b AISC ASD Check 42ksi 2010 M005 0.73 6D+.6W»+Z Combined HSS4x.125 HSS4x.125 ASTM A500 Grade B(Fy= H1-1 b AISC ASD Check 42ksi 2010 M006 0.79 .6D+.6W»+X Combined HSS4x.125 HSS4x.125 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 42ksi 2010 �I Page 6 VisualAnalysis 19 00.0093(www.iesweb.com) . , Ernesto�e oiiveira - 204272 360 Project Solutions Florida Hospital Zeph SOLAR DYNAMICS CORP Design Detail Y �� A X � �----3.5 ft-� - X Bars: 6-#5(@-7.08 in) -- Z Bars: 6-#5(@-7.08 in) �-241n-� ' � Z Z �J -- � Y 'n i X �in �+ x � �---3.5 ft-� Check Summary Criteria Ratio Check __Provided Required __ Combination -- ---- -Footing_-�__________ � Building Code IBC 2012 -----...._._..----- .._.__..._._..._ ,/0.009 X Flexure(-� ifi3.6 ft•k �.54 ft�k 1.2D+1.OWpz Strength Load Comhinations IBC 2012(Strength) �/0.011 X Flexure(+Z) 163.6 ft•k 1.83 ft•k 1.2D+1.OWpx Sta6ility Load Combinations ASCE 7-10(ASD) �/0.011 Z Flexure(-� 168.8 ft•k 1.86 ft•k 1.2D+1.OWpz Allowable Bearing Pressure 1500 psf ,/0.011 Z Flexure(+X) 168.8 ft•k 1.86 ft•k 1.2D+1.OWpz Gross/Net Gross �/0.000 Shear(-Z) 69.23 k 0 k 1.4D Overtuming F.S. 1.00 �/0.000 Shear(+� 69.23 k 0 k 1.4D Sliding F.S. 1.00 �/0.000 Shear(-X) 71.39 k 0 k 1.4D Uplift F.S. 1.00 �/0.000 Shear(+X) 71.39 k 0 k 1.4D Additional Uplift Resistance 0 k �/0.975 Min Steel Z 1.86 in' 1.81 in' 1.4D Friction Coetficient 0.40 ,/0.975 Min Steel X 1.86 in° 1.81 in' 1 4D Passive Soil Resistance 0 Ib �/0.087 Min Strain Z 0.0461 0.0040 1 4D Concrete Weight 150 Ib/fN ,/0.084 Min Strain X 0.0476 0.0040 1.4D Parme heta(for biaxial) 0.65 ✓0.073 Punchin Shear 164 3 si __11.98 Psi_ _1_ZD+�_OW�z_ _ Include footing weight in strength hearing pressure Yes -_v v._..._Q.------_-,-_-._.P..-- �-Stability=_ ___'� Include overburden in strength bearing pressure Yes ,/0.771 Bearing Pressure 1500 psf 1157 psf O.6D+O.6Wpz �/0.463 Overtuming-X 2.158 1.000 O.6D+O.6Wpx �/0.795 Overtuming-Z 1.257 1.000 O.6D+O.6Wpz ,/0.489 Sliding-X 2.045 1.000 0.6D+O.6Wpx ,/0.617 Sliding-Z 1.621 1.000 0.6D+O.fiWpx ,/0.213 Uplift 4.706 1.000 O.6D+O.fiWpx Loads Summary(Service Loads) Load Set Name Source P Mx Mz Vx Vz Overburden Node 005 Wind(+Z) -0.6 k 1.15 ft•k -3.26 ft•k -0.64 k 028 k 0 psf Node 005 Dead 0.08 k -0.06 ftk 0.1 ft•k 0.02 k -0.01 k 0 psf Nade 005 Wind(+X) -0.86 k -0.62 ft•k -2.51 ft•k -0.59 k 0.07 k 0 psf Node 006 Wind(+Z) -0.82 k 2.79 ft•k 1.82 ft�k 0.5 k 0.52 k 0 psf Node 006 Dead 0.08 k -0.06 ft•k -�.1 ft�k -0.03 k -0.01 k 0 psf Node 006 Wind(+X) -0.56 k 1.2 ft•k 0.77 ft•k 0.3 k 025 k 0 psf Node 007 Wind(+Z) -0.77 k -1.4 ft•k 1.15 ft•k 0.14 k -0.44 k 0 psf Nade 007 Dead 0.08 k 0.12 ft•k 0 ft•k -0 k 0.03 k 0 psf Node 007 Wind(+X) -0.6 k -4.24 ft•k O.fiB ft•k 0.09 k -a.e1 k 0 psf QuickFoodng 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 1 of 18 Friday 12/04/15 11:01 AM . , Ernesto De Oliveira 204272 360 Project Solutions Florida Hospital Zeph SOLAR DYNAMICS CORP � Capacity Calcs FootingX-Direction Capacity General Section Calcs(ACI 378-71 10.2.7) As fy _ (1.86 in')(60000 psi) a 0.85 F'�b�„ 0.85(3000 psi)(42 in) - �•�4 in p� = 0.850 (F'�s 4000 psi) x=a/p� _ (1.04 in)/(0.850) = 1.23 in Caoacitv Cales(ACI 318-11 7.12.2.1.8.6.7.70.2.10.3.10.5.4 11.2.1.1 1 1 = 1.0 (normal weight concrete) �M„_�AS fy(d-a/2) _ (0.90)(1.86 in�)(60000 psi)[(20.69 in)-(1.04 in)/2] = 168.8 ft•k �V�_¢2�, F'�b,�,d = (0.750)2(1.0) 3000 psi(42 in)(20.69 in) = 71.39 k Asmin=�.�018 60000 Ag _ 0.0018 60000 �7 ft�) = 1.81 in' fy (60000 psi) e�=0.003 I X-1) = 0.003[��Z3 in),-�] - 0.0476 \ Develooment(ACI 378-11 12.21 � ,yl = 1.0 (12 inches or less cast below - 3.00 inches) Y We = '�•0 (barnotepoxycoated) �� A �ys = 0.60 (bars are#6 or smaller) , Z � �. = 1.0 (normal weight concrete) � s/2 = (5.9 in)/2 = 2.95 in . . . cover+dy/2 = (3 in)+(0.63 in)/2 = 3.31 in � ch = 2.95 in (lesser of half spacing,ctr to surtace) � 3 5 ft �j Ktr = 0.0 (no transverse reinforcement) ch+K�r_ (2.95 in)+(0.0)_ 4.7167 ' dy (0.63 in) � �d_ �a fy_w�z 5ws d6 _ �o (60000 psi) (1.0)(z 5(0.80)��0.63 in) = 16.43 in C a� ) [ �,.o, 3��P5i I i � QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhilis... Page 2 of 18 Friday 12/04/15 11:01 AM I� . . Ernesto De Oliveira 204272 360 Project Solutions Florida Hospital.Zeph SOLAR DYNAMICS CORP Capacity Calcs (continued) Footing Z-Direction Capacity General Section Calcs(ACI 318-11 10.2.71 As fy _ (1.86 in')(60000 psi) = 1.04 in a 0.85 F'�b,N 0.85(3000 psi)(42 in) p� = 0.850 (F'�s 4000 psi) x=a/p� _ (1.04 in)/(0.850) = 1.23 in Caoacitv Calcs(ACI 378-1�7.12.2.1.8.6.1.10.2.�0.3,10.5.4.1�.2.1.7 1 � = 1.0 (normal weight concrete) �M„_�AS fy(d-a/2) _ (0.90)(1.86 in')(60000 psi)[(20.06 in)-(1.04 in)/2] = 163.6 ft•k �V�_¢2� F'�b,,,d = (0.750)2(1.0) 3000 psi(42 in)(20.06 in) = 69.23 k Asmin=0.001 S 60f 00 A9 _ 0.0018�60000 psi)��ft') = 1.81 in' Y e�=0.003(X-1) = 0.003[��1 23 in),-�] - 0.0461 Develonment(ACI 318-71 12.2� W� = 1.0 (12 inches or less cast below - 3.00 inches) , Y We = '�•0 (bar not epoxy coated) , � A WS = 0.80 (bars are#6 or smaller) X � � = 1.0 (normal weight concrete) s/2 = (5.9 in)!2 = 2.95 in cover+db/2 = (3 in)+(0.63 in)/2 = 3.31 in ce = 2.95 in (lesser of half spacing,ctr to surtace) �3.5 ft-;j K�� = 0.0 (no transverse�einforcement) �h"F Ktr_ (z.ss inl+(o.o)_ a.71 s7 dy (0.63 in) �d_ 3. fk_we we ws db _ 3. (60000 psi) (1.0)(1.0)(O.SO)��0.63 in) = 16.43 in (40� Ir' 2.5 ) 40�1.0) 3000 psi 2'S yr QuickFooting 4.0(iesweb.com) ...\204272 360 Project Soludons Florida Hospital Zephyrhills... Page 3 of 18 Friday 12/04/15 11:01 AM . -a Ernesto De Oliveira 204272 360 PI'ojeCt Solutlons FlO�lda Hospltal Zeph SOLAR DYNAMICS CORP. Capacity Calcs (continued) Footing Punching Shear Capacity Punchinq Shear IACI 318-71 11.11.1.2.11.11.2.'1 1 bo = 84 in (perimeter of critical section) p = 1.0 (column width ratio) as = 20.0 (comer column) J, = 1.0 (normal weight concrete) (a) V�_(2+pl�,�bo d = [2+��1(1.0) 3000 psi(84 in)(20.36 in) = 562.5 k / J f`�d2''—�i (b) V�_(b+pl 7��bo d = [�20'�8�4��8��+2](1.0) 3000 psi(84 in)(20.38 in) = 642.2 k / i------.---.-•--.-_---.---__._.._.._._._ (c) Vc=4� F'�ba d = 4(1.0) 3000 psi(84 in)(20.38 in) = 375 k i �V�_�V� _ (0J50)(375 k) = 281.2 k ' i �v�_�V�/(bo d) _ (281.2 k)/[(84 in)(20.38 in)] = 164.3 psi j Z Values needed for check{ACI 318-�7�7.11.7.1.R71.7�.7.1,ean 13-1,R11.11.7.2 1 � I �, N I L— � Yvx=1- � = 1- � = 0.40 I i � 1+2 � �+2 (42in) � ' 3. bx 3. (42 in) ' i I i � y,rz=1- � � = 1- � = 0.40 i �+2 lo„ �+2 (42in) i 3.1�bZ 3. (42 in) I i i_�,_______________ .1x = 49152 in"4 (calculated from ACI R11.11.7.2) � '�� 3.5 ft—=i �z = 49152 in"4 (calculated from ACI R11 11.7.2) i QuickFoodng 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 4 of 18 Friday 12/04/15 11:01 AM I + ! Ernesto oe oiiveira 204272 360 Project Solutions Florida Hospital Zeph . � SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 006 Combination: 1.2D + 1.OWpz] Reinforcement Limits Factored Loads Axial Force -0.72 k , Min Steel Check(ACI 378-'11 Ch 10.5.4.7.12.2.7) MomentX 2.72ft•k � AS = 1.86 in' z Asmin = 1.81 In' � Moment Z 1.7 ft•k 0 psf 405.5 psf , ShearX 0.47k Min Steel Check ACI 316-11 Ch 10.5.4.7.12.2.11 Shear Z o.5 k i f� �-`�i � Overburden 0 psf i �� i AS = 1.86 in' Z Asmin = 1.81 in' � Footing Weight 4.41 k i ; Z i Pedestal Weight 0 k � i / , �� u Strain Check IACI 378-'17 Ch 70.3.51 , � X � Resulta t=3.��rac e� = 0.0476 2 e�m�� = 0.0040 �I � . i i� � Min Strain Check(ACI 376-17 Ch 70.3.51 /i � . l_.��.--------_� ct = 0.0461 z Etmin = 0.0040 � /128 psf 1013 psf Max pressure(factored)=1013 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X sidel M�=R�d� _ (2524 Ib)(8.83 in) = 1.86 ft•k 0.73 k 2.52 k �M� = 168.8 ft�k z M� = 1.86 ft•k✓ \ ` Z-Flexure(-X side) ` MZi=RZi dZ� _ (374.21b)(5.26 in) = 0.16 ft•k \ , ¢M„ = 168.8 ft•k >_ M„ = 0.16 ft•k✓ Z X-Flexure(+Z sidel X Mxi=Rx�dx� _ (2127 Ib)(8.67 in) = 1.54 ft•k �M� = 163.6 ft•k z M� = 0.41 ft•k✓ X-Flexure(-Z sidel �' ` Mi2=R�d� _ (727.8 Ib)(6.83 in) = 0.41 ft•k � M 163.6 ft•k z M j 1 4 n = u = 1•54ft•k 2.13 k Q.37 k QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 5 of 18 Friday 12/04/15 11:01 AM . a Ernesto De Oliveira 204272 360 Project Solutions Florida Hospital Zeph � SOLAR DYNAMICS CORP. ' Strenqth Checks [Load Set: Node 006 Combination: 1.2D + 1.OWpz] (continued) Footing Shear Shear(+X side) V,Q=Rx4 = (o Ib) = o k Ok Ok �V� = 71.39k Z V� = Ok ✓ � Shear(-X side) Vx�=R� _ (0 Ib) = o k � �Vn = 71.39k z V� = Ok ✓ I Z Z Shear(+Z side) X i X V�=Rz4 = (0 Ib) = 0 k �V� = 69.23k 2 V� = Ok ✓ Shear(-Z sidel � VZ�=R� _ (o Ib) = o k �V� = 69.23 k z V� = 0 k ✓ I � Ok Ok Footing Punching Shear Punchina Shear Check(ACI 3�8•�7 Ch 71.12.7.2.11.11.2.1.Rii.71.7.21 Ppunching=Ptotal+Wp-Pperimeter = �-0.72 k)+(0 k)-(1.79 k) _ -2.51 k ��_a t,Yvx Mux ez+vv.M��ex o x z _ (2.51 k) +(0.40)(1.22 ft•k)(21 in)+(0.40)(3.11 ft•k)(21 in) (84 in)(20.38 in) (49152 in"4) (49152 in"4) � = 10.34 psi i �v„ = 164.3 psi z v„ = 10.34 psi✓ r 1 79 k QuickFoodng 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 6 of 18 Friday 12/04/15 11:01 AM 1' � Ernesto De Oliveira 204Z72 360.Froject Solutions Florida I-lospital Zeph SOLAR DYNAMICS CORF , Strength Checks [Load Set: Node 007 Combination: 1.2D + 1.OWpx] Reinforcement Limits Factored Loads Axial Force -0.5 k Min Steel Check(ACI 318-17 Ch 10.5.4,7.12.2.71 MomentX -4.1 ft•k AS = 1.66 in' z Asmin = �•81 in' ✓ Moment Z 0.68 ft•k 549.6 psf 817.7 psf ShearX 0.09 k ShearZ -0.77 k I' -' � Min Steel Check fACI 318-'11 Ch�0.5.4.7.�2.2.1) Overburden o psf i i Resultant=3.91 k�factor��in' >_ Asmin = �•81 in� ✓ Footing Weight 4.41 k i Z�i Pedestal Weight 0 k i � i Min Strain Check(ACI 378-77 Ch 70.3.51 i � , i - X i E� = 0.0476 Z e�min = �•0040 ✓ �� ! I ��,� j Min Strain Check(ACI 318-11 Ch 10.3.5) � � � = 0.0461 t e = 0.0040 ✓ �-----�-�---i Et tmin 0 psf 7Ei.68 psf Max pressure(factored)=817.7 pSf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X side) M,�=R�d� _ (1849 Ib)(8.34 in) = 1.29 ft•k , 2.53 k 1.E5 k bM❑ = 168.8 ft•k z M� = 1.29 ft•k✓ IZ-Flexure(-X side► I MZ�=RZ�dZi = (1139 Ib)(7.55 in) = OJ2 ft•k �M� = 168.8 ft•k >_ M� = 0.72 ft•k✓ Z X-Flexure(+Z sidel X Mx�=RX�dx� _ (463 Ib)(5.03 in) = 0.19 ft•k �M� = 163.6 ft•k Z M„ = 1.83 ft•k✓ X-Flexure f-Z sidel � M,Q=R,Q d,Q = (2532 Ib)(8.69 in) = 1.83 ft•k ' ' �M„ = 163.6 ft•k Z M� = 0.19 ft•k✓ i ' 0.4ok 114k � QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 7 of 18 Friday 12/04/15 11:01 AM Ernesto De Oliveira 204272 360 Project Solutiohs Flarida Haspital Zeph SOLAR DYNAMICS CQRP. Strength Checks [Load Set: Node 007 Cambination: 1.2D + 1.OWpx] (continued) Faating Shear Shear +X sidej V�¢=Rxa = (�Ib) = Q k Ok Ok �V„ = 71.39k � V„ = 0k ✓ Shear t-X sidel VX�=Rx3 = (0 Ib) = o k ¢Vn = 79.39 k Z V� = 0 k ✓ � � Z Z Shear(+Z sidel y X t X V,2=Rz4 = (O ib} = o k �V„ = 69.23k z V„ = 0k ✓ Shear!-Z stde� uz�=Rza = t01b) = 0 k �V„ = 69.23k a V„ = 0k ✓ Ok Ok Footing Pt�nching Shear Pun�hing Shear Check(ACI 318 11 C6 11 12 1 2�17 11 2 1 R�1 1'I 7 21 Ppunching=Ptotai+wp-Pgerimeter= �-0.5 k)+(0 kj-(2.01 k) _ -2.51 k u _V�+v�n�N1ux ez�,Yvz�uz�x "�bo d Jx JZ _ (2.5'1 k) +(0.4Q)(1.78 ft�k)(21 in),�(0.40)(0.94 ft•k)(21 inj ! (84 in)(20.38 ina (q9152 in"4) (49952 in"4) = 7.03 psi �v� = 164.3 psi Z v� = 7,03 psi✓ I 2.01 k QuickFootang 4.0{iesweb.com} ...\204272 360 Project Solutians Florida Hospitat Zephyrhills... Paga 8 of 18 Friday 12J04JI5 11:Q1 AM . . Ernesto De Oliveira 204272 360 Project Shcutions Florida Hospital Zeph SOLAR DYNAMICS CORP Strength Checks [Load Set: Node 005 Combination: 1.4D] Reinforcement Limits Factored Loads Min Steel Check fACI 318-17 Ch 10.5.4.7.12.2.'1 Axial Force 0.11 k � MomentX -O.OSft•k AS = 1.86 in' z Asmin = �•8�in� ✓ Moment Z 0.14 ft•k 408.5 psf 460.5 psf ShearX 0.03k Min Steel Cheek ACI 318-11 Ch 70.5.4.7.12.2.71 Shear Z -0.02 k ^--------�-------� � / Overburden 0 psf � I AS = 1.86 In' z Asmin = 1.81 in' V Footing Weight 5.15 k ! i Pedestal Weight o k '. . Z Resultant= .26 k(factored) I �i IVlin Strain Check IACI 318-17 Ch 70.3.51 i, i � � i e� = 0.0476 Z Etmin = 0.0040 � i i i i � i Min Strain Check(ACI 318-11 Ch 10.3.51 i----,---- ---'-� ct = 0.0461 2 Elmin = 0.0040 � 397.8 psf 449.8 psf Max pressure(factored)=460.5 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Fiexure/+X sidel M�=R�d� _ (2078 Ib)(8.06 in) = 1 4 ft•k 2.02 k 2.08 k �M� = 168.8 ft•k z M� = 1 4 ft•k✓ ` Z-Flexure f-X sldel ` MZ�=RZ�dZ� _ (1928 Ib)(7.94 in) = 1.27 ft•k ¢M„ = 168.8 ft•k z M� = 1.27 ft•k✓ Z X-Flexure(+Z sidel X Mx�=Rx�dx� _ (1987 Ib)(7.99 in) = 1.32 ft•k ¢M� = 163.6 ft•k z M� = 1.35 ft•k✓ X-Flexure(-Z sidej � ` M�=R#d# _ (2018 Ib)(8.01 in) = 1.35 ft•k ¢M„ = 163.6 ft•k z M„ = 1.32 ft•k✓ 1.99 k 1.53 k QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills Page 9 of 18 Friday 12/04/15 11:01 AM . a �mesto ne oliveira 204272 360 P.roject Solutions Fiarida Fiospital Zeph SOLAR DYNAMICS CORP Strength Checks [Load Set: Node 005 Combination: 1.4D] (continued) Footing Shear Shear I+�side) V#=ftXq = (016) = 0 k O k O k �bV� = 71.39 k ? V� = O k ✓ Shear t-X side) VX�=R� _ (0 Ib) = 0 k $Vn = 71.39 Sc Z Vu = Q k ✓ Z Z Shear(tZ,sidel y X X Vr=RZa = (a tb) = o k ' �V� = 69.23 k z V� = 0 k ✓ Shear -Z sidel Vz,=Rza = t�tb) = o k �V„ = 69.23k a V„ = 0k ✓ Ok Ok Footing Punching Shear Pu��hina Shear Check(ACI 318•17 Ch 11.72.1 2 11 11 2 1 R71 11 7 21 Ppunching=Ptetai+wp-Pperimeter = ��.11 kj+(0 k�-(2.75 k) _ -2.84 k vu-b+n'�—��z+y`n MZ�ex _ (2.64 k) +(�.40)(0.02 ft•k)(21 in)�(0.40)(0.24 ft•k)(21 in) (84 in (2�.38 in} (4@152 in^4) (49152 in°4) = 2.09 psi ( �v„ = 164.3 psi z v„ = 2.09 psi✓ 2.75 k Quick�ooting 4.0(iesweb.cam) ..1204272 36d Project Soiuqons Florida Haspital Zephyrhitls... Page 10 of 18 Friday 12j04J15 11:01 AM �rnesto De O(iveira 204272 360 P.roject Solutiocts F3arida Nospifial Zeph SOLAR DYNAMICS CORP Strength Checks [Load Set: Node 005 Combination: 1.2D + 1.QWpz] Reinfarcement Limits Factored Loads ,47ciat Fotce -0.5 k Min Stee!Check{ACI 318-71 Ch 10.5.4.?A2.2.1� Mament X 1.Q8 ft�k � � Moment Z -3.14 ft�k AS = 1.86 in2 Z Asmin = '�•81 in� ShearX -0.61 k 1036 psf � 0 psf SheacZ 0.27 k �-`-'-��---""� Min Steel Che¢k(ACI 39$-17 Ch 10.5.4�7.72.2.1,� dverbt�rden �psf t � AS = 1.$6 itiz Z A$min � '�.81 In� ✓F Footing Weight 4.41 k ( i Pedestal Weight 0 k � Resulta t=3.91 k f ctar�� h � n Strain Che¢k/ACI 318-'li Ch 70.3.5) { x i / � � Ej ' �.d'47� Z etmin = QAa40 V I ,� i i �I i Min Strain Check(ACI 318-7�Ch 70.3.5] ! t � �--'------^-�----� et = 0.0481 Z etmin = 0.004Q ✓ 1324 psf I 0 psf Max pressure(factored)=1324 psf (Inc[udes effects of averburd`en and footing weigh} Y Footing Flexure Z-Flexure{+X sidel M�=R�d,2 = (0 Ib)(0 in) = 0 ft•k 1.27 k Q k ¢N1n = 168.8 ft•k z tv1� = 0 ft•k ✓ �� i Z-Fiexure f-X sidej , J' �z�=Rz9 azt = (355s Ib}(g.46 in) =2.81 ft•k � $Mn = 168.Sft•k z Mu = 2.81 ft�k✓ Z X•Flexure{+Z sidej X X MXi=Rxi dx� _ (1715 Ib)(8.23 in) = 1.18 ft�k q,Mn = 163.6 ft•k a M� = 0.82 ft�k✓ X,-Flexure(-Z side� i Mi2=R,�d,Q = (1268 Ib)(7.73 in) = 0.82 ft�k �M„ = 163.6 ft�k a My = 1 18 ft�k✓ i 1 73 k 3.56 k I I I ill QuickFoating 4.0(iesweb.com} ...\2Q4272 360 Praject Salutions Florida Hospitat Zephyrhitls... Page 11 of 18 Friday 12jd4J15 1i:41 AM � ( Emesto De Oliveira 204272 3b0 Praject Solutions Florida Haspital Zeph SOLAR DYNAMICS CORP Strength Checks [Load Set: Node 005 Combination� 1.2D + 1.OWpz] (continued) Foating Shear Shear(+X sidel V,Q=Rxq = (0 Ib} = o k Ok Ok 4V� = 71.39k s V„ = 0k ✓ Sttear t-X sideS VX�=R,� _ (0 Ib) = o k ¢V� = 71.39k z V„ = Qk ✓ � � Z Z Shear(+x sidel X �X V�z=Rz4 = (a tb) = a k �V� = 69.23k Z V� = Ok ✓ Shear 1-Z side} � VZi=R� _ (o ib) = 0 k �pV„ = 69.23k z V„ = 0k ✓ i Ok Ok Footing Punchrng Shear Punchinq Shear Cheak IACI 318-71 Ch 11.12.1 2 'I'I 11 2 7 R11 11 7 2� Ppunrhing=Ptotai+Wp-Pperimeter = �-��5 k)+(4 kj-(1.56 k) _ -2.06 k v�=b+v`�r MXx e�+Y'2 J1Zz e,c (2.06 k) +I0.40)(0.28 ft•k)(21 in)*(0.40)(4.98 ft•k)(21 in) X (84 in)(20.38 in) �49i52 in^4) (49152 in"4 = 11.98 psi �vn = 164.3 psi z v„ = 11.98 psi✓ ` 1.56 k QuickFoo6ng 4A(iesweb.com} ...�204272 360 Project Saluqons Florida Hospitat Zephyrhills... Page 12 of 18 Priday 12jp4j15 11:01 AM Emesto De Oliveira 204272 360 Project 5olutions Flarida Hospital Zeph . SOI.AR DYNAMICS CORP. Stability Checks [Load Set: Node 005 Combination: 0.6D + 0.6Wpz1 Forces ' Factored Loads I Axial Force -0.31 k Momen!X 0.65 ft•k s Momenf Z -1.9 R-k Shear X -0.37 k 848 psf � Q psf Shear Z p.16 k - -�- -' Ovetburden 0 psf i � Footing Weight 221 k I � � Pedestal Weight 0 k � � i i �esultattl�=1.89 k Bearina Pressure ! � ' X � � 4atlow = 15Q0 psf Z 9gmss = 1157 p5f ✓ i � r '� i i I i i t-_'-'-L-------� 1157 psf 0 psf Max pres�urs=1157 psf (Gross: lncludes effects of footing weight and over6urden) 1 Querturning Overfurninq Wt= 2.2i k (weight of footing) Wp = 0 k (weight of pedestal) Fob=9averburden�Attg'AAers� _ (0 psf�[(12.25 ft'j-(Q.69 ft�7] = 0 k OTMx=Mx-VZ(t�+HP) = (0.65 ft�k)-(0,16 k)[(24 in}+(0 in)] = 0.33 ft•k RMx=(p+Wp)dz+(WF+Fob)6z!2 = [(-�.31 k�+(Q k)](1.75 ft)+[(2.21 k)+(�kj](3.5 ft)!2 = 3.32 ft•k FSp�=O M � (0.33 ft•k) - �Q•0239 � FS = 94.Q239 z FS / "` 4TX OTreqd = S•� Y 1.75�.75fl OTMz=Mz+Vx(tr+HP) = (-T.9ft•k)+(_0.37k)I(24in)+(Oin)) = -2.64ft•k W RMz=(P+WP)dx+�Wi*Fob)bx/2 = [(-0.31 k)+(0 k)](1.75 ft)+L(2.21 k)+(0 k)](3.5 ft)/2 = 3.32 ft•k Rtut� _ (3.32 R�k) FSo�=OTMZ (-2,64 ft•k) ' 1.2574 FSon = 1.257A 2 FSOTreqd = 1.0 V QuickFoating 4.0{iesweb.com} ...12042J2 360 Project Soto6ons Piorida Hospita!Zephyrltills... Page 13 of i8 Eriday 22J04J15 11:01 AM . � Ernesto De Oliveira 204272 360 Project Solutions Florida HoSpital Zeph SOLAR DYNAMICS CORP ' � Stability Checks [Load Set: Node 005 Combination: 0.6D + 0.6Wpz] (continued) Sliding srdina W� = 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fob=9overhurden�Aftg-Aped) _ �0 psfl[(1225 ft')-(0.69 ft')] = 0 k Fresist=Ct�W(+WP+Fpy+P)+Fpassive = �0.40)[(2.21 k)+(0 k)+(0 k)+(-0.31 k)]+(0 k) = 0.76 k FslidinAX = -0.37 k (applied Vx) F�.�;�� (0.76 k) �Z FSslidingX-FslidingX �-0.37 k) — Z•0506 —X FSslidingX = 2•0506 2 FSslidingReqd - 1.0 � � Fslidinyz = 0.16 k (applied V=) FSslidingZ= Fresist _ (0.76 k) = 4.7134 FslidingZ (0.16 k) FSslidingZ = 4.7134 2 FSslidingReqd - 1•� ✓ Upl�t Uplift Wf= 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fob=9overburden�Aeg-Aped) _ �0 psfl[(12.25 ft')-(0.69 ft')] = 0 k Fdown=Wt+WP+Fob+Faddl = (2.21 k)+(0 k)+(0 k)+(0 k) = 2.21 k �X F„P=0-P = 0-(-0.31 k) = 0.31 k FS�P=FF°1°� _ (0.31 k) — 7.1083 FS�p = 71083 z FSupReqd = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 14 of 18 Friday 12/04/15 11:01 AM . � Emesta De Otiveira 204272 360 P.rojeCt Solufiioris FEocidd Hospital Zeph SOLAR DYNAMICS CORP. , Stability Checks [Load Set: Node 007 Combination: 0.6D + 0.6Wpx] Forces Factored Loads A�rial Force •0.31 k Moment X -2.47 ft�k Moment Z Q.41 B-k 299.5 psf 479.4 psf Shear X 0.05 k ,__, ,^_� Shear Z -0.47 k i~ �.�I Resultant=1.89 k Overburden 0 psf i / ,I Footing Weight 2.21 k i xf } Pedestat Weight Q k \ � � I Bearina Pressure � 1500 sf Z = 479.4 sf ✓ �i X i 9allow= P 9gross P i"�-.. S ` ` �_ i � �.` � _ � �� psf ---------opsf� �.. Max pressure=479.q psf (Gross: Includes effects of footing weight and over6urden) Overturning Overturninn Wf= 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fob=qoverburden�A�-Ape�) _ (0 ps�((12.25 R')-(0.69 ft')] = 0 k OTMx=Mx-VZ(tf+HP) _ (-2.37 ft•k}-(-0.47 k)[(24 in)+(0 in}) � -1.54 ft�k RMx=(P+Wp)dz+(W�+Fob)bZ/2 = [(-0.31 k)+(0 k)](1 75 ft)+[(2.21 k)+(0 k)](3.5 ft)/2 = 3.31 ft�k FSo�_�- = 3.3'I ft-k) = 2.1577 OTMx (-1.54 ft•k) � FSo� = 2.1577 z �SoTreqd � 1.0 ✓ 1.T5 t�.75 ft OTMZ=MZ+VX(tf+Np) _ (6.A1 ft•k}+(6.05 kl�t2'�in7+�0 in)� = 0.5-3 ft�k 7�i+ RMz=(P+WP)dX+(Wf+Foy)bx/2 = [(-0.31 k)+(o k)](1.75 ft)+[(2.21 k)+(0 k)](3.5 ft)/2 = 3.31 ft•k � RMz_ _ (3.31 ft•kl FSo�=�TMZ (o.S1 ft•k) - 6.48�6 FSpry� = 6,4$O6 2 FSoTreqd = 1.0 ✓ QuickFooting 4.0{iesweb.com) ...�2�4272 364 Aroject So(utions Florida Hospital Zephyrhiiis... Page 15 af 18 �riday 22J04J15 21:02 AM � i z Ernesto De Oliveira 204272 360 Project Solutions Florida Hospital Zeph SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 007 Combination: 0.6D + 0.6Wpx] (continued) Sliding slidinn W� = 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fah=9overhurden�Aftg-Aped) _ �0 psf)[(12.25 ft�)-(0.69 ft')] = 0 k Fresist=Ct�Wf+WP+Fob+P)+Fpassive = �0.40)[(2.21 k)+(0 k)+(0 k)+(-0.31 k)]+(0 k) = 0.76 k Fsliaingx = 0.05 k (applied VX) Fresist _ �0.76 k� Z FSslidingX—FslidingX ��.OS k) ' 14.6837 �X FSslidingX = 14.6837 Z FSslidingReqd - �•� � Fsliaingz = -0.47 k (applied V� Fresist (0.76 k� FSslidingZ-FslidingZ �-0.47 k) — 1.6211 FSslidingZ = 1.6211 z FSslidingReqd = 1.0 � Uplift uo�;ft Wf = 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fob=9overburden�Aryy-APed) _ (0 psfl[(12.25 ft')-(0.69 ft�)] = 0 k � Fdovm=Wt+WP+Fo6+Faddl = (2.21 k)+(0 k)+(0 k)+(0 k) = 2.21 k X F�P=O-P = 0-(-0.31 k) = 0.31 k FS�p=FF°� _ (0.31 k) — 7.0946 FS�p = 7.0946 Z FSupReqd = 1.0 � QuickFootlng 4.0(iesweb.com) ...\204272 360 Project Soludons Florida Hospital Zephyrhills... Page 16 of 18 Friday 12/04/15 11:01 AM � o . , Ernesto oe o�iyeira 204272 360 Project Solutions Florida Hospital Zeph � 80LAR DYNAMICS CORP. ' � Stability Checks [Load Set: Node 005 Combination: 0.6D + 0.6Wpx] Forces i Factored Loads � i Axial Force -0.47 k � Moment X -0.41 ft•k ' � Moment Z -1 45 ft•k 790 psf � 0 psf � Shear X -0.34 k Shear Z 0.04 k j / i Overburden 0 psf i i ' Footing Weight 2.21 k i � Resultant=1.74 k I Pedestal Weight 0 k = a� i Bearina Pressure I � X � � i ' i 9allow = 1500 psf >_ qgross = 790 psf ✓ , i � i ( Jt i i f/ i l_'--'-i i 481.7 psf � 0 psf Max pressure=790 psf (Gross: Includes effect,s of footing weight and overburden) I Overturning Overturninn Wf = 2.21 k (weight of footing) WP = 0 k (weight of pedestal) Fob=qoverhurden�A�y-APed) _ (0 psfl[(12.25 ft')-(0.69 ft')] = 0 k OTMx=MX-VZ(tf+HP) _ (-0.41 ft•k)-(0.04 k)[(24 in)+(0 in)] _ -0.48 ft•k RMX=(P+Wp)dz+�Wf+Fo6)bz�Z = ��-0.47 k)+(0 k)](1 75 ft)+[(2.21 k)+(0 k)](3.5 ft)/2 = 3.04 ft•k _ RM� _ (3.04ft•k) FSo�-OTMX (-0.48 ft•k) - fi.3724 �1 u' FSp7x = 6.3724 2 FSoTreqd = 1.0 ✓ 1.75�.75 n OTMZ=MZ+Vx(tf+HP) _ (-1.45 ft•k)+(-0.34 k)[(24 in)+(0 in)] _ -2.12 ft•k c�i� RMZ=(P+WP)dx+�Wt+Fob)bX/2 = [(-0.47 k)+(0 k)](1.75 ft)+[(2.21 k)+(0 k)](3.5 ft)/2 = 3.04 ft•k �, RMz _ (3.04 ft•k) FSon=OTMZ (-2.12 ft•k) - 1 4304 FSp-rz = 1 4304 >_ FSOTreqd - �•0 ✓ QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospilal Zephyrhilis... Page 17 of 18 Friday 12/04/15 11:01 AM � C I Ernesto oe oiiveira 204272 360 Project Solutions Florida Hospital Zeph SOLAR DYNAMICS CORP Stability Checks [Load Set: Node 005 Combination: 0.6D + 0.6Wpx] (continued) Sliding ', si�a;"4 i Wf = 221 k (weight of footing) li WP = 0 k (weight of pedestal) Fob—4overburden�Aftg-Aped) _ �0 psf)[(12.25 ft�)-(0.69 ft')] = 0 k I Fresist=Cf�Wf+WP+Foy+p)+Fpassive = �0.40)[(2.21 k)+(0 k)+(0 k)+(-0.47 k)]+(0 k) = 0.69 k FslidingX = -0.34 k (applied Vx) Z FS - F,�s�st _ �0.69 k) = 2.0452 I slidingX'FslidingX �-0.34 k) I �—X FsslidingX = 2•0452 2 FSslidingReqd — �•0 ✓ I Fslidingz = 0.04 k (applied VZ) � Fresist _ (0.69 k� FSslidingZ—FslidingZ (0.04 k) — �9.6203 FSslidingZ = 19.6203 2 FSslidingReqd = 1.0 � Uplift Uolift Wf = 2.21 k (weight of footing) WP = 0 k (weight of pedestaQ � Fob=9overburden�Aflg-Aped) _ �a Psfl��12.25 ft�)-(0.69 ft�)] = 0 k � Fdovm=Wt+Wp+Fob+Faddl = �2.21 k)+(0 k)+(0 k)+(0 k) = 2.21 k X F„p=0-P = 0-(-0.47k) = 0.47k FS°P FF�� (0.47 k) - 4.7055 FS�p = 4.7055 z FSupReqd = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\204272 360 Project Solutions Florida Hospital Zephyrhills... Page 18 of 18 Friday 12/04/15 11:01 AM : ; www.niiti.us Profis Anchor 2.6.1 Company: Page: 1 Specifier Project: Address: Sub-Project I Pos.No.: Phone I Fax: � Date: 12/7/2015 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 5/8 � Effective embedment depth: hef=8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-11/CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.000 in.;t=0.500 in. Hilti Grout:CB-G EG,epoxy,fc,�rout=14939 pSl Anchor plate: Ix x lY x t=10.000 in.x 10.000 in.x 0.500 in.,(Recommended plate thickness:not calculated Profile: Round HSS,Steel pipe(AISC);(L x W x T)=4.000 in.x 4.000 in.x 0.125 in. Base material: cracked concrete,3000,f�=3000 psi;h=24.000 in. Reinforcement: tension:condition B,shear�condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,ft.lb] z; ��0 ' �� , ��6� � 7 , oo � i,r'� �l-_ �'_`'�-._...,--_ ,� '3� �� ,-�-��"_--,-----'"y �_- ; '.rQ,�� __ � �ti_�.---;-�---�-`°` , ` . ..�i - ��" `:��` � . - - - . Z - _ � �� ;:�.>� . � - �� ; , - - :.�- . � { _ - , P. __ I >''�� F<f"" �,' . '� . . . 'Gi'^"�"'J �-. R � �� ' .. � ' ° , " • ' '. ::s�'-��_�,.. s N �.t. ,V; :; _` � . .. ' � `�-�S`��.�` '�;�" � - ' . �%; z� t�� - 5 a , _ - -a:�� '�,•�`, j t ,�;i _ "r,.- . . ;�.' _� -.,' p:µ:,;:o-„:�� z,��r `X �,� tx �',�. �� . Inpul data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Mchor(c)20032009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademaric of Hilti AG,Schaan .� � www.hiiti.us Profis Anchor 2.6.1 Company� Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.• Phone I Fax: � Date: 12/7/2015 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 3 y 4 Anchor reactions[Ib] • � Tension force:(+Tension,-Compression) T 'on Anchor Tension force Shear force Shear force x Shear force y 1 0 319 315 46 2 1364 477 315 358 X 3 2453 47 4 46 '�� 4 4848 358 4 358 �., max.concrete compressive strain: 0.35[°�o] ' max.concrete compressive stress: 1520[psi] �. resulting tension force in(x/y)=(1.518/2.398): 8665[Ib] ,'�e resulting compression force in(x/y)=(-3.327/-3.849):7805[Ib] ��a,,� O 2 Com�sion �� . 3 Tension load Load N,,,[Ib] Capacity�N„[Ib] Utilization�=N„a/�N„ Status Steel Strength` 4848 9831 50 OK Pullout Strength' 4848 7627 64 OK Concrete Breakout Strength`* 8665 29048 30 OK Concrete Side-Face Blowout,direction'* N/A N/A N/A N/A "`anchor having the highest loading *'anchor group(anchors in tension) 3.1 Steel Strength Nsa =�Ase,N futa ACI 318-11 Eq.(D-2) �Nstee�Z Nua ACI 318-11 Table D.4.1 1 Variables n ASe,N I�n?I futa�PS�� 1 0.23 58000 Calculations Nsa��b� 13108 Results Nsa L�bJ �steel W Nsa l�bl Nua��bl 13108 0 750 9831 4848 3.2 Pullout Strength NPN =yf��P NP ACI 318-11 Eq.(D-13) NP =8 Ab,�f� ACI 318-11 Eq.(D-14) �NPN z N�a ACI 318-11 Table D 4 1.1 Variables t�cP A6r9 l��?1 �.a �c�PS�J 1.000 0.45 1.000 3000 Calculations Np[Ib] 10896 Results Npn��b� �concrete �Npn��b� Nua��b� 10896 0 700 7627 4848 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Mchor(c)20032009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.niiti.us Profis Anchor 2.6.1 Company: Page: 3 Specifier Project: Address: Sub-Project I Pos.No. Phone I Fax: � Date: 12/7/2015 E-Mail: 3.3 Concrete Breakout Strength Nct� _(p�N�a)wec,N Wed,N Wc,N 1�cp,N Nb ACI 318-11 Eq.(D-4) �N��z N�a ACI 318-11 Table D.4.1 1 AN� see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) AN� =9 he� ACI 318-11 Eq.(D-5) 1 yreC,N � +2 eN 51.0 ACI 318-11 Eq.(D-8) 3 he� �/ed,N =0.7+0.3(�a,min�5�,0 ACI 318-11 Eq.(D-10) �1.5het wcp,N =MAX(Ca_`i� 1.5he��51,0 ACI 318-11 Eq.(D-12) ��Cac � Cac Nb =k��,a yT�Ile�S ACI 318-11 Eq.(D-6) Variables her[in.l e��N[in.l e�z N[in.l Ce�min[in.] W�,N 8.000 0.352 1.231 � 1.000 Cac�Ifl.] kc a.a fc�PS�� - 24 1.000 3000 Calculations AN�I�n?I AN�o I��?l wecl N Wec2 N Wed N WcP.N Nb I�bl 912.00 576.00 0.972 0.907 1.000 1.000 29745 Results N��s I�bl �cancrete �N��s I�bl Nua��b� 41497 0.700 29048 8665 Inpul data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan � A www.niiti.us Profis Anchor 2.6.1 Company: Page: 4 Specifier• Project: Address: Sub-Project I Pos.No.: Phone I Fax: � Date: 12R/2015 E-Mail: 4 Shear load Load V„a[Ib] Capacity�V„[Ib] Utilization�=V„a/�V„ Status Steel Strength* 477 4090 12 OK Steel failure(with lever arm)* 358 704 51 OK Pryout Strength"' 1030 44668 3 OK Concrete edge failure in direction*' N/A N/A N!A N/A �anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa =f10.6 Ase,v futa ACI 318-11 Eq.(D-29) �Usteel Z V�y ACI 318-11 TabIB D 4 1 1 Variables n Ase.v I�n?l futa�ps�� 1 0.23 58000 Calculations Vsa��b� 7865 Results Vsa��bl �steel web �Vsa��b1 Vua��bl 7865 0.650 0.800 4090 477 4.2 Steel failure(with lever arm) VM =°fM�MS bending equation for stand-off b MS —M�(1 ��`1sa/ resultant flexural resistance of anchor MS =(1.2)(S)(fu,min) characteristic flexural resistance of anchor \� ��`1sa/ reduction for tensile force acting simultaneously with a shear force on the anchor S ="�3 elastic section modulus of anchor bolt at concrete surface I Lb =z+(n)(do) intemal lever arm adjusted for spalling of the surtace concrete �VM z V�a ACI 318-11 Table D 4 1 1 I Variables aM fu min Ips�l N��I�bl �Nsa Ilb] z[in.] n do[in.] ! 2.00 58000 4848 9831 1.250 0.500 0.625 �� Calculations ( Nual M°[ft.lb] \� �Nsa/ Ms[ft.lb] Lb[in.] 139.017 0.507 70.469 1.563 Results Vs��b� �stee� �VM[Ib� Vua��b� 1082 0.650 704 358 Input data and results must be checked for agreement with the existing conditions and for plausibility! �' PROFIS Mchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG,Schaan I � . www.niiti.us Profis Anchor 2.6.1 Company� Page: 5 Specifier Project: Address: Sub-Project I Pas.No.. Phone I Fax: � Date: 12/7/2015 E-Mail: 4.3 Pryout Strength Vcpq =kcp[(AN��1�ec,N Wed,N�1c,N W�P�N Nb, ACI 318-11 Eq.(D-41) �V��Z V�a ACI 318-11 Table D.4.1 1 AN� see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) AN� =9 he� ACI 318-11 Eq.(D-5) 1 y,eC,N = � 2 eN�51.0 ACI 318-11 Eq.(D-8) 1 +3 het Wed,N =0.7+p,3(�a—min�51.0 ACI 318-11 Eq.(D-10) �1.5het W�P,N =MAX(ca�`"—�" �'5he�)51.0 ACI 318-11 Eq.(D-12) �ac � �ac Ny =k�),a 1�ha}5 ACI 318-11 Eq.(D-6) Variables �P her[in.l e��,N[in.l e�z.N Iin.l Ca,min[in.] 2 8.000 3.317 2.623 m 1�c,N Cac�Ifl.� kc �.a �c�PS�� 1.000 - 24 1.000 3000 Calculations ANo��Z� AN�o I�n?1 y1ec1.N �Vec2,N Wed.N WcP.N Nn I�bI 961.00 576.00 0 783 0.821 1.000 1.000 29745 Results Vcpg��bl y�concrete �Ucpg��bJ Vua��bJ 63811 0.700 44668 1030 5 Combined tension and shear loads (3N p� � Utilization(3N,v[%] Status 0.636 0.508 5/3 80 OK (3Nv=(3�+R�v<=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The�factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • ACI 31 S does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding � to anchor bending when stand-off exists and includes the results as a shear Design Strength! I • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! , Fastening meets the design criteria! '� Input data and resulls musl be checked for agreement wilh the existing condifions and for plausibility! PROFIS Anchor(c)200&2009 Hilli AG,FL-9494 Schaan Hilti is a regislered Trademark of Hilti AG,Schaan �. ., � www.niiti.us Profis Anchor 2.6.1 I Company� Page: 6 Specifier Project: ' Address: Sub-Project I Pos.No. I Phone I Fax: � Date: 12/7/2015 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter•Hex Head ASTM F 1554 GR.36 5/8 Profile:Round HSS,Steel pipe(AISC);4.000 x 4.000 x 0.125 in. Installation torque:-0.001 ft.lb Hole diameter in the fixture:d�=0.688 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material:8.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:9.922 in. Cleaning:No cleaning of the drilled hole is required Y 5.000 5.000 0 0 � O 3 4 0 , o 0 � 0 0 ^ X, � o 0 0 � � ' 1 2 0 0 � 1.500 7.000 1.500 Coordinates Anchor in. Anchor x y c_x c+x c_y c+y 1 -3.500 -3.500 - - - - 2 3.500 -3.500 - - - - 3 -3.500 3.500 - - - - 4 3.500 3.500 - - - - Input data and results must be checked for agreement with the existing condilions and for plausibility! PROFIS Mchor(c)2003-2009 Hilfi AG,FL-9494 Schaan Hilfi is a registered Trademark of Hilti AG,Schaan _; � . , www.hiiti.us Profis Anchor 2.6.1 Company: Page: 7 Specifier Project: Address: Sub-Project I Pos.No.� Phone I Fax: � Date: 12/7/2015 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take alI necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if appiicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausi6ility! PROFIS Anchor(c)200&2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CONCRETE WORK SHALL BE EXECUTED IN ACCORDANCE WITH LP.TEST EOITION OF ACI BUILDING CODE: �� tl�.�.ry,"�4�� 1. 28 DAY STRENGTH:3000PSI 3 s�7aeiE �� C id ,�i'� 2. PORTLAND CEMENT AS PER C-150 ��k �• 3. SLUMP 3-5 � � '�� 4. AGGREGATE CONFORM ASTM G33 i� O.c '�� j74:: i — • REINFORCEMENT SHALL CONFORM TO ASTM A-875 GR�80 AN�ASSEMBLED IN ACCORDANCE TO LATESTACI DETAILING MANUAL. S, � _B� �� "� ' �. . ANCHOR BOLTS SHALL COMPLY AS PER ASTM F 593 GRADE 304 STAINLESS STEEL • '• a + � STAT'@ OF ,y�� • ALLNONSHRINKGROUTSHALLBEAGCORDANCETOASTMC-109ASTMG939ASTMC4090ASTMC-1107WHENAPPLICABLE. ��.,��- '� � _ iO k � .� i"... .fi�, i ,("- u ii t• p( pp,,.��,,�,�� , �th""r" ��,.. ' ' 6 i� �, ORf , � CONCRETE FTG DATA TABLE a'r'��';s�'S�� ' ' � ANCHOR ROD SPEC. �'" ' ' � ' Footing Dimensions s��aco�«a�oFoou� ` ��,4� _ � "" �� g� Anchor Neme;5/8°0 X 12"THREADED RO� . . � � a Lefiglh((t) Wldth(1Q Depth(R) C�Yds ASTM F 693 GRAOE 304 STAINLESS STEEL(NOT �7� � M• u "�y� 3•B" 3'-B" 2q" SUPPLIED) O r SteB� Code Repad Listing:ICGES ESR•2713 � 'm�o Elevatlon Note: Z a � Ho2(qty) HoR(qty) Rebef# Totel qly The conUactoAnsteller must vedfy lacatlon end elevatlons belore URILL 8 EPDXY k5 BAtt Q+!-4"O.0 °d � ONALLFOOTINGENCROACHMENTCONOITION � i0 B 6 �5 �p febdcallon of sleei end conslrucl ion.Owner muslappmve Ioca Oon en d a� �`e elevallons �RILL d EPDXY q5 BAR @+F 4`O.0 z y 10'LG REBAR 4'EMBEDINEICISTFfG �j C �o REVISED 6 CRIMPED a � � T� y"e LL �n� TYP o�s 10:48 am,Feb 24,2016 va• L T /1 G U S S E T P L.D E T A I L SCALE:12"=7'•0' S m�� SCALE:1•=8„ 3�� 9 'o 0 0 �-LLE WELD NOTE: swue�os,a.R ro. E ErwIX%WELOASSHOWN 7' 1la• tvP � COWiO510NPROTECTPUfTEB�WEt➢5 � 21NC PILN CAAT QAC.)BfF9PE POWOEW e� PNMLOAT m KLFJWWEOHIEELT00E(LR.G) LL PRNIED EPO%'f UN�EH LOAT NLPlATEBMUSTBEONCENiERT0004 7 O� PWM9NIUAUGNFD. b �O � � fA� 'q v m O �W 7PX70'X72'6ASEPl 0LJ•HOLE � t� � GU39ETPL � � � � COLUMN BASE PL.DETAIL s 1 SCALE:1'=G S R SHOYM F9 OIRECf SUPFACE MOIINI �IRECRYONTOPOFiOOTINO Florida Hospltal Zephyrhills LEVEL NUT: cMu � wouva.Nursoncwun 705o Gall Boulevard icvs�rvuraanourovnowu TOF Zephy�hllls,FL 33541 CANOEUIRFLTSURFACEMWNIED DRILLBLPDXYNSBARQi(-9� .0 �O owECnYonTaPOFFamINo �0°LGRE9AR4°EM6E�INE%ITFTG � TOOFFODTING FF � ' �� ____ __ __'_________' � • ' � PJP i i NUT+WASHER • . '�\�� '� ' - � i i 4•� 8• • w 3/B" 7°4000PSINONSHRINK ° � • - °N',o""vw"u,w"`�ews�`'in 7 O F O . � a mcscoxuNmsucum�e��mrzcria% -TOST6F'F'0611R� 4. , a , � wvrwaxiUvtoDonq¢mloEreMn. PROJEGTtl 2042i2 • 9:� • a REBARQ�OTTOM o�IB�Englnear EAeOilvelre � LEVELNUT+WASHER .� a^min. rewnu E.oaolwotra SEETABLE TOF=TOPOFFOOTING �s��aerort��ore pwru FF=TOPOF FINISNSURFACE oaie t2a-ts NUT+WASHER Rovxron COLUMN ASSEMBLY DETAIL n COLUMN&FOOTING DETAIL TYP. n 5"E�^"o. „� ;,.o. SCALE:12'�1'-0" S SCNLE7/2'=1'-0" S ` -� OF J 4 CONCRETEWORKSHALLBEEXECUTE��NACCORDANCEWITHLATESTEDITIONOFACIBUILDINGCODE: ,```. ��+'a,.�� 1. 28 DAY STRENGTH:3000P51 3�J sEe7na�E �`��\ ` G N "� frj 2. PORTLANO CEMENT AS PER C-150 �a ``� ,j : 3. SLUMP 3-5 � �� 4. AGGREGATE CONFORM ASTM G33 � i Q;� �� ! �� F �t �� • REINFORCEMENT SHALL CONFORM TO ASTM A•615 GRD 80 AND ASSEMBLED IN ACCORDANCE TO LATESTACI DETAILING MANUAL. �. � B� . ANCHOR BOLTS SHALL COMPLY AS PER ASTM F 593 GR4DE 304 STAINLE55 STEEL �` STAYE OF �� • ALL NON SHRINK GROUT SHALL BEACCORDANCE TO ASTM C-109 ASTM G939 ASTM C-7090 ASTM C-0107 WHEN APPUCABLE, ,q ..� � �' � i ,f' p ' u io k�. R �'�� °r�.'� a...t . � � d �i� '*. G�IOp'..f 0�, �-`�� CONCRETE FTG DATA TABLE �'«��'��: ; ; � • ' ANCHOR ROD SPEC. �`�" "`'�' ' ' � '��. •� E7 Footing Dimensions sm�oco�«B�oF�n� � {`�� — � c �E� Anchor Nama;5/8"0 X 12"THREADED ROD � Length(fl) Wldlh(1l) DBplh(ft) C�Yds qSTM F 593 aRAOE 3045TAINLESS STEEL(NOT �,f'x` '�� 3-6" 3'-6" 24" SUPPLIED) ' ° � y �� S tBe� Cade Repod UsUng:ICGES ESR-2713 ' ,' ; Elevatlon Note: � �� Horz(qty) Ho2(qly) Rebar# Totalqty Thewntractorinslellermustvorlfylacatlonandelevationsbefore .JORILLBEPDXYOSBARQN•4•o.c � °� e ONAlLFOOTINGENCROACNMENTCON0ITION m � 8 6 if5 12 febrlcallonotstaelendconslNcllan.Ownormustapprovelowllonend � Z elevallana DRIILAEPDXYIRSBAR@+/-4"O.0 � 3• � 70"LG FE6AR 4'EMOED IN F�(19T FTG y� REVISED s CRIMPED p� � LL ��^� 10:48 am,Feb 24,2016' va^ TMP� � L T n ��_ GUSSET PL.DETAIL scn�e:vz�=r•o• m�i�° scn�e:r=s. 3 g� . �� 9 �W 9 WELD NOTE: sNareenosroFlr ,o• E E1NWtWELDAB6HOWN r ue• �P. U LOPflOSION PPO1fCT PUTf9�WEL�9 � N ZINC NCH COPTRAG)9EFORE POWOEPI PNNTGOAT NLPJP09E�BTEELTOBE(Lp.C.) LL PNAIEO EPOIfY UNDER LQqT NIRAlFBMIlSTOEONCEMERTOGOL 7 �� PLIM�ANOIWGNEU. � � e� � �� 4 �� 0 os �� _� - �.va•Hate F ou� � 10'X70'%1R'BASEPI. Gu55EfFL 4 § � � — COLUMN BASE PL.DETAIL 3 --�J SCALE:1'M' S P SHONM PB 01IVECf 9UPFPGEAIOl1M Drt1ECiLYONTOPofF00tiN0 Floflda Hospilal Zephyfhllls LEVEL NUT: �Mu / (NOIEVELNUI90RGRoUi) 7050 Gall Boulevard i�EiN�rno�ra�o� roF Zephyrhllls,FL 33541 cNNBEOInECTSURFACEMOUNTm DRILLBEPDXYNSBARtQt(-4° .0 rO OIIiECiLYONiOPOFF00TIN� �0'LG REBAR 4'EMBE��NE%I TFTG �z OPO F 1 G ' • / _ ' • � � ��C i ____ __ '____FF__'__' ' m . PJP � i NUT+WqSHER • .,:\�: � , ' _ � _ 1 ..4�: g•�_ '• t' �B" � � 7°4000P51 NON SHRINK • v'�i u'm.w°utae"`iw� � o 0 0 �c .. n a m�°cw w�c�oae�Ean —T6Y6KF'06iIRG' • ^., o , � cavru�mmwc000naemi.o�a+n�� • 9'��• qEBAR Q BOTTOM PROJECT H 2O42�2 siO�Englneer E.Oe011velre � LEVELNUT+WASHER � a•�. awno EDnOINcim s�ETne� TOF=TOPOFFOOTING n9ineerarre�wrd FwNA FF=TOPOF FINISHSURFACE oa�e �2r-is NUT+WASHER ReY�1°° COLUMN ASSEMBLY DETAIL n COLUMN&FOOTING DETAIL TYP. n SHEEf ANa. A 71B'�1'-a• SCALE:72'=1'-0° S SCALE:1/2°=7'-0" S �• ' OF L 4