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Home My WebLink About08-8051 (2) Architectural Services and 24710 State Road 54 (813) 948-2812 w — y o Engineering, Inc Lutz, Fl 33559 Fax: (813) 949-2016 o • Z m � � C o J Name: Roger's Sign Project CD's Pizza - Z W 3 J Wind Speed 130 mph All Wind Loads meet 2006 Supplement with 2004 J Q W <V ~ �• J g� _ m `2 �Q Mean Height 60 ft Florida Buildin Code` a G a SOU^a OW _ W°° Wind Code ASCE 7-02 Exposure C Importance Factor 1 „ �o� r F3 Fz0 ! DES $r u+ <a�m mm S3 =s` 3 =s Wind Pressure (WP) 41.56 psf U o=� E mA •9U°ue�R1 3a W 9,� mm Shape Factor (SF) 1.20 Total Pressure = WP*SF 49.87 psf LJL 1 a d z ry a3 m�u� n�®aWdnmmm� �30 V w121 p;3 o i o m z<aa<1x< r � a C U o g51 off[ d ' i J L ul OZ—, m �' 4 W r � aLL3 ,pie �o J _ 1' Zk , W w,, � • - •— Height (in) 2 ft in Connection Notes. Letter H 8 1 l I— 9 c`ja O fiCJ I .w Letter Width (in) 16 ft 0 in Use minimum (8) - 3/8"die. Simpson Sleeve-All :z . anchor bolts with a minimum 1-1/2" embednt O } -- � . Area 42.667 s ft q n )); ; k r depth into structural concrete blocking. OR use (8) pQ ii. Co ; slits I, 3/8" die. threaded thru bolts with 2" square 1 ��3 1 Number of Bolts 8 washers in structural concrete backing. 1 € t I - Shear Value 770 lbs s ) ,t Tension Value 400 lbs j- -js =—'— Shear per bolt = Area 10 sf 53.33 lbs . ui Tension per bolt =Pressure * Area 265.95 lbs OZ t) IE + f Bolt Value=Shear per bolt / Shear Value + Tension per Bolt / Tension Value \' Bolt Value 0.73 < 1.00 O.K. W =3 General Notes: Connection design only. All wind load calculations r ii based on code reference section 1609, which references ASCE 7. W < Shape factor are determined per ASCE 7. If site conditons differ w °'� ° eCq=-8 a from stated reference contact Architecutural Services and Q "'� �, a 2P �ir �Qa En ineerin Inc. 9ffi IJIJ Oz`s' J mL�w �₹ ti Robert W. all, PE 0 o�ZQ a !U 210 w� 08 < �' j� Q ¢ z h 1 w <�� z FI Reg #46021 w v o U a o c �W o� � U C N Architectural Services and 24710 State Road 54 (813) 948-2812 Y 8 ; Engineering, Inc Lutz, Fl 33559 Fax: (813) 949-2016 O O "- Z 4 C Name: Roger's Sign Project CiCi's Pizza Z U O�y W O d W w �• Wind Speed 10 3 mph All Wind Loads meet 2006 Supplement with 2004 =Y f _k „g Mean Height 60 ft Florida Buildin Code 2 O Q Z J Rt0°Hul W WIum m _ 22zNQs 40. o pK. < Fm-° Wind Code ASCE 7-02 Exposure C Importance Factor 1 Wind Pressure (WP) 41.56 psf ��ia ° N� ~Fz°�NW�� Wo LLt(3�m°� 3iW � E m a9 }u� �LL=LL. 3s� w JfU;,n w � �°_ � � Shape Factor (SF) 1.20 Total Pressure = WP SF 49.87 psf I : - J _ d i o i t i ' O - r z Z 0 7 : L . i-UI0Z-ti Q ;O O O mo_ �_> G U4ItS (�j1 J I LI w yk w H =O z w rF9 ( • 1; ! JL—J ' �'3 LU N , Letter Height (in) 2 ft 8 in Connection Notes: j !'.'(� Use minimum 8 - 3/8"dia. Simpson Sleeve-All ' ; j w i Letter Width (in) 16 ft 0 in ( ) p _ l__ anchor bolts with a minimum 1-1/2" embedment . Area 42.661 sq ft c n ); _ it depth into structural concrete blocking. OR use (8) a_ co I ,j E. Number of Bolts 8 3/8' dia. threaded thru bolts with 2" square r washers in structural concrete backing. c sI 11 L Shear Value 770 lbs a Tension Value 400 lbs o J � 11 _ —t�, �� _ f ,� i 1 = ' Shear per bolt = Area * 10 psf 53.33 lbs d � _s. •:: ' I Tension per bolt =Pressure * Area 265.95 lbs r—ul oZ-1 �I h Bolt Value=Shear per bolt / Shear Value + Tension per Bolt / Tension Value 1' [ oVaIue073 < 1ooOTIIJ y w tnz3 I General Notes: Connection design only. All wind load calculations 0 w° o �, n .� �w¢�t <y based on code reference section 1609, which references ASCE 7. , i it. yzo �w Shape factor are determined per ASCE 7. If site conditons differ �� from stated reference contact Architecutural Services and / II IP o t 01 °ook N y z ym�=== I Robert W. Wall, PE 0 o�Z¢ a -- Z to �WZo�a ' -mItUL ti W Z iF= 'W z 4 jZ ^ �a3ou� o FI Reg #46021 4 o U '- v Architectural Services and 24710 State Road 54 (813) 948-2812 ro Engineering, Inc Lutz, Fl 33559 Fax: (813) 949-2016 } m z 3 ?J Name: Roger's Sign Project Buffet / To Go HFr \ c ; ` I J I Wind Speed 130 mph All Wind Loads meet 2006 Supplement with 2004 a " I Yom; 2 Y 9 p2 z Mean Height 60 ft Florida Buildin Code qg} um YYJ ll yy /]Z Zry< yj Z O O 1-J m V Z� V Y 2 �U2 O s O KjIzJm F _ ,� o N F F o �, y Wind Code ASCE 7-02 Exposure C Importance Factor 1 (� Y � � I-R �IZ0 �� -< W<g �z ea m° � og� Y°�o� "3 WLL a�ama�s Wind Pressure (WP) 41.56 psf 0=w H J •�' W J H N I xw 2 a Shape Factor SF 1.20 Total Pressure = WP SF 49.87 psf fl4IIk F O J JJ 2 J J 2 >, T 48 in 48 In {� _ r d C , V — I I U i L s>.« () F V F-O O v Z O O f r—ulOZ— H �o '� < o <5 { i� m W Z W W II l— WMa N' -L flJ N I p cF 0> 3 as f, fV W N t - w rwrau J I °Vi (W Letter Height (in) 1 ft 8 in Connection Notes: I:"U) Letter Width= n) 4 ft 0 in Use minimum (2) -3/8"dia. Simpson Sleeve-All i Area 6.6667 sq ft r S anchor bolts with a minimum 1-1/2" embedment ...__ iz r c I n )) a _ depth into structural concrete blocking. OR use (2) iJtF �_ 'S ,✓ 3/8" dia. threaded thru bolts with 2" square ( ��sra3 Number of Bolts 2 L�� e j washers in structural concrete backing. I Shear Value 770 lbs Tension Value 400 lbs —ui ____ eI , I _. Shear per bolt = Area * 10 psf 33.33 lbs Tension per bolt =Pressure * Area 166.22 lbs Bolt Value=Shear per bolt / Shear Value + Tension per Bolt / Tension Value JE � J Bolt Value 0.46 < 1.00 O.K. a � 2zw� �,t 1 w I m W�z3 Q General Notes: Connection design only. All wind load calculations 0o � � iu,j �Q w� � oa 9 WN o Ewa 1 based on code reference section 1609, which references ASCE 7. 9I ;°' `� Q ��oz o Shape factor are determined per ASCE 7. If site conditons differ a from stated reference contact Architecutural Services and QQz.�-. 99]] hit °oo N x Z " �- Robert W. Wall, PE J 0 pCYZX F- w Z K m I� < zz �<�e0CL� ti IW Zi� Uj zKI Zti �pM ti� FI Reg #46021 x aati � lieoo s� V V '4 U'� a ° o ;p o Z iw O Architectural Services and 24710 State Road 54 (813) 948-2812 Y ° Engineering, Inc Lutz, Fl 33559 Fax: (813) 949-2016 Frd OARoger'sSign=J �_ Wind Speed 130 mp p 1 Wind Code ASCE 7-02 Exposure C Importance Factor 1 Wind Pressure (WP) 41.56 psf s3 ��, N� €oEz WWWN� o W o� .� azamww d' W i oT oe . Jp—� LL mLL W, Jro ¢m V - W �� Shape Factor (SF) 1.20 Total Pressure = WP*SF 4987 psf 0�.. iVmoaJj� � u,��}��9 �z V. N ®tw d F m m H O V U J uW r y f1fl rj L:IIT .YY.' j 48 in 48 in o j .6- �� mss • �_� .� . I m.:rL1' ,`` J 1i w o o Z a14I � H1"? z p[ J ¢� m >� d w Q { O —UI0 — j cFTL3J Ntt W N > v'FF'tr& J 0 z Z= w ~ j Letter Height (in) 1 ft 8 in Connection Notes: �r =t rJ ' g W Letter Width ; ,1) 4 ft 0 in Use minimum (2) - 3/8"dia. Simpson Sleeve-All Li Area 6.6667 sq ft anchor bolts with a minimum 1-1/2w embedment depth into structural concrete blocking. OR use (2) a co , m ( f €a i i 3/8" dia. threaded thru bolts with 2" square €iiNumber of Bolts 2 f e st bEaza 4, washers in structural concrete backing. „� � _ i I Shear Value 770 lbs`� Tension Value 400 lbs hl !� 1-c& Et is Shear per bolt = Area * 10 psf 33.33 lbs per Tension bolt =Pressure * Area 166.22 lbs oZ e Ll. J Bolt Value=Shear per bolt / Shear Value + Tension per Bolt / Tension Value Bolt Value 0.46 < 1.00 O.K. r a m � F2 . General Notes: Connection design only. All wind load calculations � 0 ��, jo ;_J Wpm `� j based on code reference section 1609, which references ASCE 7. Ig� V W"' �� " � Shape factor are determinedper ASCE 7, If site conditons differ f➢! w �� o � W N from stated reference contact Architecutural Services and QJjp�j o �o �� Q� Engineering, Inc,1111 ill °ook N ,� w ;z r m Robert W. all, PE 0 p��( 4 iU Z O FwZoa ? �Z o1 ow FI Reg#46021 W U i0 ¢ 'V O Q u1 IQ o ti °z o5az z O I'0 U pJ N 4 O , O z �� ha 2 A O g; O NT�;-�zol A0 gb � zm� COMPANY: Roger's Sign Architectural Services & Engineering, Inc Robert W. Wall, PE a� zbzeo" + z v DZ�o 24710 State Road 54 iOH PROJECT: RGO8-O97Lutz, FI 33559 EBO 7882Fla 46O21 Fsm Sample Calculations �I hi Wind Load = WL r Z �.Nrv0 {n WL = Cf ` WIND psi gay rng� � y 0)10 Q WL = 1.2 ` 31,217 a„6 10 i I��l �� Force = 37.460 172.33 Il Force = 6.4557 kips w <> m° o1 -i 1) Zreq = Moment 12 �� Z7so m ym � b fb ` NC NC = Number of columns fb = Bending �ksil 132 in LDF = 1 --24 in •+--18 in-� '-24 in 30 in 15' - 8 Area 1 Zreq = 35 50 12 p 24 ' 1 2 8 " x .3Z2 ASTM A53 S;'B Pipe Zreq = 8.876 in3 Zact = 16.81 in3 > Zreq = 8.8766 in3 D�c)cl3 ?plat O� DZ mrn-i ��c)Dh II? Concrete approx. 2.66 cu. yds Concrete is 3000 psi at 28 days mN .ern z-�Zm ��. mm-�r^m myfn z za > �� oAz� All wind loads designed ASCE 7-02 n .. off. o mv• — = co� 2006 s PP >z•• �m mm om� which meets FBC 2004, w u �:8C 2003, BC 2006 o c _Iral Seel Daslgn only as approved az >o z ; mz �� ac c> `{ p `x z ::� �, � j I i,, CIS-+i..t+r 35 of re`ere;iced codas. H 5m >� 6m >� m m � �O 69 ro mN mEm �� ,„D Z -yi m Z 0 O L Y"ac �R .a ,sF z 0 Ao� D° Dm ac ca �� t errf b fore construction 0 0 x 3 WIND ASCE Exposure C 130 mph p8 I Cf Wind AREA y rY. FORCE MOMENT Z REQ N mm ki s m o ( sf) (ft2) (ft) ( ) (k-ft) (in3) L 1 .00 1 .20 31 .22 172.33 5.50 6.46 35.51 8.88 D � e TOTALS 172.33 6.46 4 �� MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND =__35.50k-ft = 5.5 ft �� -": ��` �� •,`� TOTAL FORCE 6.455 kips CHECK FO'.: `ING * b = width of footer (ft) �_ . �. .: rn co Fallow = S b d 2 '� � � '; �' �' 2.37 * d + 2.64 * HB d = height of footer (ft) � `� � P allow = 2.5 * 6 * 4 ^2 = 10 (kips) > 6.4557 (kips) is O.K. AEA` 2.37 4 + 2.64 * 5.5 Pb ' 1 , L JL_______ V � Q r C � w c W O cD � I C N y CD � Agm�o ° o � � gl � n 0 m � 0Amm Robert W. Wall, PE COMPANY: Roger's Sign Architectural Services & Engineering, Inc 1I !llI 24710 State Road 54 Fla 46021 y m J 3 V S z ~ k0C) (Q PROJECT: RG08-097 EB0 7882 n zo c �mmZAy Lutz, FI 33559 Sample Calculations i �Zc �c z G7 R v W C m N Wind Load = WL A'FG°a��8a N WL = Cf ' WIND psf 8 V r O WL = 1.2 31.217 II,�� I �I Force = 37.460 ` 172.33 ��msxg r 0 1J1 Force = 6.4557 kips v+m °bm off" r- c7 wrnC 0 'z Zreq = Moment ' 12 om� y fb NC NC = Number of columns - T fb = Bending (ksi) 132 in LDF = 1 —24 in ---18 in-� 24 in 30 in 1 5' - 8 Area 1 Zreq = 2345.50 i 12 2 0o 8 ' x .3Z2 ASTM A53-S;'B Pipe Zreq = 8.876 in3 Zact = 16.81 in3 > Zreq = 8.8766 in3 gom o> azmm i �vn>n Concrete epprox. 2.66 cu. yds °m e� �oomx room o Concrete is 3000 psi at 28 days m v,�-Nim zp� �r rnr U, xmmNy All wind loads designed ASCE 7-02 N1-X,9 Zm;5 =�CZC oo mm om�° which meets FBC 2004, w/ 2006 supp , N p+D BC 2003, iBC 2006 .. ., - c H z> �� 3m�� egnonly as aproed rri m-� z �� " _ .- ; , rwK >e e> � � -'� sr roen„2d eod2 Soil Coy iitlons to be of bearing „ 3 0 ,�0 �pn �o 3 ' 0 f� capacity, verify before construction n- x= Z v nA0 = Z0 m m 6$ m s WIND ASCE Exposure C 130 mph Cf Wind AREA y FORCE MOMENT Z REQ 4I ' rut m mo ( sf) (ft2) (ft) (ki s) (k ft) 1 .00 1 .20 31 .22 172.33 5.50 6.46 35.51 8.88 TOTALS 172.33 6.46 MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND = 35.50 k ft = 5.5 ft TOTAL FORCE 6.455 kips CHECK FOOTING Pallow = S * b * d 2 b = width of footer (ft) 2.37 * d + 2.64 * HB d = height of footer (ft) P allow = 2.5 6 4 2 = 10 (kips) > 6.4557 (kips) is O.K. < •_ 2.37 4 + 2.6 4 * 5.5 E h Q r c rJ Q fucl7 ) C N N CD 7 Page is too large to OCR.