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� Job name � �Florid`a Hospital Zepfiyihills Physician Group `�'� <br /> Job# �I 1515SR <br /> _Installation company: �The Sign Resource,Inc. <br /> �Installation localion: 37924 Medical Arts Court,,Zephyrhills,.Fl ____ ____� �,_ ._� <br /> � - -- - - <br /> Section 1609.6.4.4.1 of Florida Building Code 2010 applies. <br /> Application of wind pressures using lhe altemative all heights method for components and Gadding <br /> - - ----- -- -- - - ------ - • <br /> Type of structure: ;non illuminated 1/4"aluminum_plate sign_._ _ <br /> Occupancy Category: ;,a_I I_� , <br /> Ultimate design wind speed,figure C,FBC 2010,section 1609: (.�_140_ � mph <br /> Wind stagnation pressure(qz)Table 1609.62(1)FBC 2010 502 psf <br /> Net Pressure Coeficient(Cnet)from Table 1609.6.2(1) <br /> Components and cladding not in areas of disconfinuity-walls and parapets -1.09 <br /> Wind Pressure -54.7 psF <br /> Wind load applied between wall and structure,pulling structure away from wall <br /> Load carried by tension in fastenefs wnnecting strudure to wall <br /> -ma�dmum height of structure to be atlached < 1.67 ft <br /> -maximum width of sWcture to be attached 5.50 ft <br /> -fill factor i 1.00 <br /> -projecled area of each component to be attached 9.2 ft"2 <br /> -wind load -503 Ibs <br /> -design limit tension load per fastener to ,_�- 250'Ibs <br /> -even number of fasteners minimum of 2= -4 <br /> -number of fasteners practically required due to structure shape � � 6 <br /> -weight of structure is approximately i 150�Ibs <br /> -design limit shear load per fastener ta ;�_.. 125!Ibs <br /> -average shear load per fastener= 25 Ibs <br /> Mounting surface construction is: to be determined �� y� ' � � '^ <br /> Use methods: • 7 i <br /> Method 1-Liberty brand toggle bolts <br /> -use 3/8"x 6"long toggle bolts,item no.38600TM <br /> -ultimate tested shear load in hollow CMU=3000 Ibs <br /> -ultimate tested pull out load in hollow CMU=1800 Ibs <br /> -design pull out load=250 Ibs <br /> NOTE:.Design assumes that fasteners are installed according to manuFacturers <br /> instructions,using correct size drill. <br /> Method 2-Lag bolts inlo framing members. <br /> -use 3/8"galvanized lag bolts with at least 5"of embedment into framing members. <br /> -allowable pull out load= 436 pounds <br /> -allowable tension load= 680 pounds <br /> Method 3-Through bolls into a blocking member <br /> -use lhreaded steel rod into a blocking member placed behind framing member <br /> -ultimate tension load#10/24 rod= 100 pounds ultimate shear load= 50 pounds <br /> -ultimate tension load 1/4"rod= 270 pounds ultimate shear load= 200 pounds <br /> -ultimate tension load 3/8"rod= 680 pounds ulUmale shear load= 510 pounds <br /> -ultimate tension load 1/2"rod= 1260 pounds ul6mate shear load= 940 pounds <br /> Method 4-Masonry expansion anchor bolts. <br /> -use HILTI HL-H 318"x 3"Galvanized Sleeve Mchor,item no.00336253 <br />, -ultimate tension load=450 Ibs <br /> NOTE. Design assumes that fasteners are installed according to manufacturers <br /> instructions,using correct size drill. <br /> Method 5-3/8"x 5"Simpson SVongtie Titen HD in hollow CMU <br />' -allowable tension load=720 Ibs ��e g p 6 p�pp� <br /> -allowable shear load=1240 Ibs ap�b �� ��5��,� <br /> NOTE..Design assumes that fasteners are installed according to manufacturers �� ,�. ��,y' p,. <br /> instructions,using correct size drill. y0� � ,o°°E� a 'C°p�`�Q�� <br />, http://www.stronqtie.com/qroducts/anchorsvstems/mechanicaUtiten-hd/loads cmuhollow tenshear.html �o oe��Ci s�C`°°oe,� 6°A <br /> �'eo <br /> Method 6-1/4"x 2 1/4"Tapcon 410 SS,part no.3369907 ;; � ;n fy 4� . � <br /> �„ d <br /> -d e p t h o f e m b e d m e n t i n h o l l o w c o n c r e t e b o c k= 1 1/4" aa-� s <br /> -pullout strength=754 Ibs ° � <br /> -shear strength=1218 Ibs p ' ° <br /> L� ��� <br /> Method 7-Threaded rod and epoxy embedment in concrete masonry unit(CMU)wall �� ° .0 •��1=� ;��r� <br /> -tor a 3/8"HIT_A rod anchor with Hilti HIT HY20 epoxy embedment system with 3 3/8"of embedment �Q�d� ��J�� <br /> -maximum allowable tensilel lo d=97751bs B' ^. �� �y �� „� � e <br /> ` <br /> m T . +l,a'r.\ c`: <br /> -design tensile load=250 Ibs(design tensile load for a 3/16"rod=(1/4)(250)=65,use 50) ��pB��}`°•��°`°'���00� <br /> NOTE:pertormancedatafromHlLTiwebsite a��B�O�������D��`�� <br /> Method 8-#10 self tapping sheet metal screws or wood screws <br /> -design tension load=75 pounds <br /> Method 9-5/16-18 Riv-Nuts by"Atlas SpinTite part number AELS-51&312" <br /> -pull out slrength in 0.125"aluminum sheet=3602 pounds � <br /> -design tension load=75 pounds <br /> References: <br /> ASCE 7-10 <br /> John J.Orlando PE LLG�0044089ding Code 2010 <br />, 165 Old Ridge Road sheet:42 of 2-' <br /> Macon,GA 31211 <br /> (478)731-5394 <br /> � <br /> - - -- - �".- , <br />