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Structural report for PS bdg 1994 STRUCTURAL INVESTIGATION REPORT ON THE SECOND FLOOR ADDITION TO THE ATLANTIC BEACH PUBLIC SAFETY BUILDING ATLANTIC BEACH, FLORIDA APRIL 1 , 1994 FOR: CITY OF ATLANTIC BEACH BUILDING DEPARTMENT ATLANTIC BEACH, FLORIDA BY= NADEEM G. ZEBOUNI , P.E . 200 EXECUTIVE WAY, SUITE 216 PONTE VEDRA BEACH, FLORIDA 32082 AMMMMML- A NADEEM ZEBOUNI, RE, Tel: (904)285-9890 Nessi Fax: (904)273-4254 April 1, 1994 Mr. Don C. Ford Building Official City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233-5455 Subject: Sleeping Quarters Addition Atlantic Beach Public Safety Building Atlantic Beach, Florida Dear Mr. Ford: You have provided me with a 100% review submittal set of the construction documents for the existing Atlantic Beach Public Safety Building. The drawings were prepared by Gee & Jenson on February 16, 1987. You also provided me with a set of the drawings for the additions and remodeling of the same building. These drawings were prepared by Fleet & Associates and dated September 30, 1993. Copies of the structural calculations prepared by Bill Simpson and Associates (see Exhibit "A") were also submitted. You authorized me to perform a structural investigation of the proposed second story addition of the sleeping quarters over the apparatus room. The work has been completed and this letter report presents the data obtained for analysis and my evaluation of the existing conditions and proposed addition. At the end of the report is the conclusion which includes recommendations and my opinion regarding some of your concerns. INTRODUCTION It is my understanding that the existing Atlantic Beach Public Safety Building was built in 1987 in general conformance with the plans prepared by Gee & Jenson. The work covered under this report is limited to the proposed second floor addition and its effect on the existing structure. 200 EXECUTIVE WAY, SUITE 216 • PONTE VEDRA BEACH, FLORIDA 32082 EVALUATION AND CALCULATIONS The structural evaluation performed was based upon the data obtained, my understanding of the information presented in this report, and my past experience with similar projects. The evaluation was also based on the requirements of the standard building code and the following design criteria: Loads: Existing Roof Dead Load -- 17 PSF Existing Roof Live Load -- 20 PSF Existing Mezzanine Live Load -- 50 PSF New Second Floor Dead Load -- 15 PSF New Second Floor Live Load --100 PSF (with LL Reduction) Wind Load Analysis Was Not Performed Materials: Structural Steel -- ASTM A36 Steel Tube -- ASTM A 500, Grade B High Strength Bolts -- ASTM A 325 Anchor Bolts -- ASTM A 307 Welds -- AWS E70 Concrete -- fc' = 3000 PSI Reinforcing -- ASTM A615, Gr. 60 Concrete Masonry Units -- fm' = 1350 PSI Stress Grade lumber: Southern Yellow Pine, No. 2, having the following minimum allowable stress values under normal load and 19% maximum moisture content: Fb = 1210 psi (repetitive member use) Ft = 575 psi Fv = 90 psi Fc = 565 psi (perpendicular to grain) Fc = 1500 psi (parallel to grain) E = 1600 ksi Plywood: APA glued Sturd-I-Floor using 1" thick T&G plywood. Pile Allowable Capacity -- 15 Tons The calculations in Exhibit "A" were reviewed. Also, selective calculations were performed on the structural numbers specified for the second floor framing plan. A copy of these calculations are included in Exhibit "B" . CONCLUSIONS & RECOMMENDATIONS Since the existing piles supporting the interior wall are loaded to their capacity, interior columns in the apparatus room were used and 15 feet long cantilevered steel beams were utilized to support the new floor system. The concept is good and sound but it is my opinion that the deflection at the end of these beams must be limited to "L/600" since it is occurring against a wall instead of midspan. A deflection limit of "L/360" is an appropriate criteria to control deflections in the middle of the span. A more conservative deflection limit will also reduce stresses in the T & G plywood floor deck. For this reason, I recommend that a W 18 X 71 steel beam be used instead of W 18 X 50 and W 18 X 50 be used at the ends instead of W 18 X 35. This will slightly increase the dead load deflection but will reduce the live load deflection by approximately 30% . The design and construction documents of the area investigated, meet current applicable structural building code criteria. If, yo�. hove any questions or require additional assistance, pleade let me know. Sinereiy, N.G.IV Zlebouni, P. cc: Fleet & Associates, Bill Simpson & Associates File 'rr EXHIBIT "A" L.)eI.. (..)■ 1 L4(,1 tfiN 13 s • r. , • A. ii • • GOT A CPWCAN4 Eir .csystIVIVciltJ z pvcort. pgstw. rovvz., cro)Ksip BAm.s 14.4 ~57 . . ()AAA?, 14401t. . . . .Gg4.01C 041/ V re*S.T, p1 -c4, scAbt..e ,;. 0/1TrA04, ,,,eck,r,1 0.1094L eift-. 74. fte()4e.. 144P . . . • „ E;g2).171ri I 8 1993 . • l3UIldingfl Zoning . .1 pr w _, U 10 . LiV NO . LIU 1 r . 0 .7' c1fr -::),) ■ I ' H i i,, !v.. A . ... I,i 1...• ... k ...III. 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JP ---- r 70^- (-2/� � .r_ 171% | ------- ' '- --�-----''~- , -,5"1-o_'__'_-_-__~______ ...e oh AirSkavil • �v�� No_^^^� z-� a ^^' 1 ^--___-'-__--___-__-_.-___.^_'_'_'_- ] ---� -____-__._- { � '' • .,E•.'!,r:a w::1::il,::::il,:,..:E? ..:kY.r..A.., F 7.c. h R DE• M LBV�TH = 30' Title x A�LA�TIC BE• C�( �/UBLI(..".: G • �• •Y Gc...,p� • SEI��WD • -• O• • HAMIW • LoAD UGES3 IN CALCS,, Wumber : 464 PLUS BE0M DL Miy,z,„,- 1 BEnM Is • DEQUATL AISC D •w8• x N. Z��BOUWI �ate : 31-Ma,-�4 ���������������`�������� , ,���������������������������������������� S •lll 0ZAM DESIGN & ANnLYSIS Pege _-_______________-__________~_-_______-___________---___�_________�-'___ DESCRIPTIQ� > >SE�8ND FLO�R 8� •# } }��18X�0 ---------- l�E •M DATA ------------- -^--------- MEM8ER DATA ----------- Fr'.:/ = 36 ksi CENTEQ SPAN �ENGT}f ~^ ��:•i;1D D�RAT-IgN F'ACTOR • 1 . 0A LB�'T " " = ? RIGHT ° ° = 15 -------- EWD {�/ND�TIONS ----~---� UNBR • L�::::D �ENGTR = 1 . 33 ft FIX%TY CQDE -----> } � ( ( lNCLU[&.... 8E• �Y • T ? Y y/n i=AiY�/9in, 2�Fix/Fix lMCLUDE LL w/ ST ? N y/� 3=Pix/Pin, 4=Pin/F � w -------------------------'-- APPLIED L8ADS ----�-----~��^-^-----------�-^'^--'^�----^ ---> } All ��sten�e,s refer to l�ft smp�urt, u�e ' -` fur leYt o�antilever cY}IWT. . . . . #1 . . . . #2. . ^ . #3. . . . #4. . . . #5. . . . #6. . . . #7. . . . #��. . • *u• = k �h�rt= Dist. = �t DIST7I�U]l�U. . . . . Dead • 0. 1�j k�f Live = 0. 75 Short= K Lft= ft X Al.:, • MO�C..1'VTG. . . . . Deac� = k-ft Livu • Dis�. ~ f� TRAPEZ�ID+A-. . . . D• •d Live Ghor� Locati�n Lu�� @ Left • ,;-!..1f X Left = �t " @ Ri�ht= X AiWh':;„„„ = Lo::„.:;d •a L •ft = klf X • i.::'f • ft " @ R�ght= K Ri•tiht � ( --�-~---------�-----------��-�- SL#4�AKY �-�-�--��----------------�--� ( ( USE : W1�K50, Max Stress N�t �o � 0. 6� , Ma� D�fl H�tio = 2S82. 0{�� | � < | f'fiou:�nt = 186. 9 1�:-:::•:-. 1 k-ft fv / Fv o y mam • (}. 15 ( < . . . . . Str��s � 14. 42 23. 76 k�i Muu. D� Q�fl Rutio = 17726 Y / ( < Duflection = 0. 878 in ° , . . . . . . . . DL • . , . . . . . . . . . ( ( DL LL LL+S� LL LL'+GT �la�ed ( ( . . . Al � inolud� QL - -} Qnly &Cn�r �}Cnt, gCav`tu �Cant� for Max ( ( --' ---' ------ - -- -' --~-- - --- -- - ( ( i @ Left = 5. f. -15. � �. 6 47. 8 5. 6 '' { ( � Gi��t � -��. �� -22. �� -22. �� -l06. � -2£. � " | � G�ee,�. . ^ @ �eft � & Right = 3. 4 7. 6 3. 4 x4. � BEAM L2�STH = 30' T�tle : �\TLANTIC �EACN PUBLIC GAFETY �ccp� : SECQNQ FLQOR FRAMING LOAD U�[D IN CALCS^ N�mber: 464 �LUS �£A�� DL Misc : BEAM IS ADEQUATE AISC 0sn�r u W. ZE8GL��I Date� 3l-o1mr94 .-_-'._'________^~___^______----________ -_____'-___--' S�L�EL B�AM DES�GN & AWALYSI�3 �a�� _____________-_____________-__._________-___________________^-____- ( Defl. . ^ . . @ Center = 0. 01 -0. 01 0. �1 8. 06 0. 01 8. 06 in ( , � ----^-~------------------ S�[�I' �I(]W DATA -----------�--�---------- --'- D��PTff = 17. 99 in Ixx = D0� in^4 �EB TH%CKNE�S � 8. J55 in Iyy =40. 099 in^4 ��LANGE WIDTH � 7. 49� in 8xx =88. 9J@ in^� Fl-ANGE 1'|<ICK�E�S = 0. 570 in Syy = 10. 70 in^3 S�CTION ARER = 14. 70 ir/^2 rxx - , ' SECTIOW ���GNT = 49. 91 �i/f� ryy = 1. 6�2 in pT, y 1. 940 LL = 5� P�F W�7`H H[Q��TIUN T�tlo :ATL�NTIC ��A�H PUQLIC SAF�TY ��umber :4�� Mzec u AI2C Usn�� ^�. %EQ�LX1l Da�e "0lQp/` 84 L�TEEL 8EA� D��I6N & A�ALYS%8 PaB� DE��RIPT�UM > > �IVE LOAG D[]�'EC�ION ANALYSIS } APc ;;;OXIMATELY B] L/G00 --------- �EAf D�lY� AIGC ,;;ECTIQN ------> > 71 HUR� , ON FACllJ;� � 1. 0C MINOR AX G RIG<; ; ITI�W� �--^ �---- FI;, I ; > 3 ( ( INCL03�� B�AN ��T ? Y y/a 1=�in/Pin, 2=Fix/Fix IWCLUD� LL w/ ��T ? M y/n 3=Fix/Piu, 4�Pin/Fiw ---^> } R� � �istanc�s refer to left su�port, use ' -' �mr l*aft «��ntilever POINT. . . . . # 1 . . . . #2. . . . ��. .. . . �4. . . . ��. . _ .�6. . . . #/. . . . #8. . (-iv; = Short= D1st- = f� OISTHIBUlEQ. . . . . Deud = kIf Ghur�= X (ft� ft �1„ = k-ft Sh��rt� Dist. = ft T�APEZ(]I��L. ° . . Dead Live �hc*~ Locat �em Left = ; ft ° ; Aight= X Ri�ht = La�d W Left = klf % Left = f; X ( -----------~—~---- ^ ----------� SLH�<�RY ~--�-----.-�------ ----�------ < ( < fDef��ctiow � U. 372 �n . ^ . . . . . . . . QL + . . . ^ . , . . . . . ( ( QL LL L: ,.L ; ed ( < . , . A� l includ� BL - > Ou�y @Cntr �Cn�r �Canta ��Can�� for Max ( ( ----- ---- ' - - -- - - ' --- --- -- -- - ' ( 1 . 4 '~ ( ( � ;;i�<~� 0. 1 3. ; LL D 5 • PS[ WlTK RfSDUCTIQN Title :�TL�N� l� 8EA�H �QD��� 8AF��Y Gcmve :L-L DE�l �CTI8N ANALYSI� �umber*4�4 A�SC Dsn�r ^�{- ZL�[UW% Date:01�Apr-94 - -- __ .. - - -. _`' .- - _.,...- ,. . STGJE - DEAM DESIGIN � ANALYQIG Paye .. .- ^' -' ' - < ( ( @ ft = � ( @ R�ght ----~-------+-- •-'----^^^- STIEI..- SECTIQN O��TA ---'—• - - -------- ----�—~--- DEPT l< = l7. 99 in Ix: = �00 ;Hn^4 WEB T}!I{%(W[l�0 FLANGG WlDTH FLANGE THICKNESS = 0. 570 in Syy � 10. 70 in'`3 SECTION AH[H rxx 8ECTl8W WElGHT = 49, 91 �/ft r�y rT y \ / O4��MW LE�[Tl< = l5' ?'i� l� oATLAWT�C B8�ACH PUBLIC SAF£TY Sca�e uN�VIS�� B�AN DEGI3N LOAD FRQM B[AM A��IGA Wam6�v`�46� Misc � QISC 8�nur :#. Z��OUNl Dat�:0% �pr9� _-___~_'___-__~--_____. . __-_, _-___~~_~��_`_-^ - �}TI£�- ��OLU#N 8�SI8N P��e DESCRI��TI8K } } C{g-t��! D�SISN } } TC4X4%1/4 -- ------- COL�M� QATA --------- -------'--' D�Gl��N DATA ---'�~------ AISC SEI�T�ON -- ~-�-} > TG4X4�1 /4 Fy = �6 k�i T8T�L CQLLH�� H�. � 15 ft LOA� DURATlQH FACTQR = � SUF'�OHT ��'lXITY ---'> } � < ( l=Pin/Pin, 2=[ix/�ix S%D�SWAY � :NeetYai,em�, 0�Pr�e 3=Pin/Fix, 4���iv/Pin X X A%%S = 1 (8ottom/Top} v�Y AXIS = � UN8RA�EQ LENEJT}(S/ EFFE�TIVL O( ;�C]l]8�: %-X AX I8 AKIAL D[�AB L-UAD = 6. 4 kips E��. for X- % k�QM��T� = in " L'IYE LOAD = �6. 1 '' '^ Y-Y '' " SA[ �T T[H�i , 8eud Live Shert S�m� ELoc MO�E;";T5x TOP 88TlYjM � k -ft B�W�f B �t Y-Y AX�S N3N��(l-S» \l]P = k�ft QUTlIA� = „_�� BTWN ENDS � �t y| T L{3AQSx (k} X-: � ft Y-Y = ; � UNIF�R�1» (t/ft ) X-X = ft Y-Y � . t ; ------�---------------------- �UMNAky -------- --` --------~--'------` ( 8K [ ( ra ^ Alla�able � �-^-~---------~��-���----�----------- ------ ----------- ---- -- --- ( `'--------^-`-~—`-- -------^^ STL�.;;- SE ; DAT} ^'-' '-- - - - - - - -- ' - OEPT;{ = 4. 0{� ir, �-xx WIQlli = 4. 000 in �-xx = 4. 110C i^^� F�AWBE THIC���@S = 0. 250 in ��0 THIC@XE3S � 0- 250 in I ~yy `� �. 2200 in~4 J. 5g im2 G-yy = 4. 11 1n^3 , � �-T = Fvex (DL+LL} � p�i P` ey (DL+LL> = psi �� ; y <QL�LL �8T) ~ 1S5�3^ ;^si �ULUNN �E�OFK = 1�' Tit �e oAlLAWT'[� BEAC < �»��LIC • • ��TY S�op� : R�VlSED ��A# D28IGN LQA� FRU�* ��AM DC�SI�N Nu*hero464 y4i�c : 8I8� ��n§, oN. Z��BQU�4l _ ... __—__'~^~__ . .. ...... ___ „._. .'�_'._-____... ___-........ ..... ______..._-__-_____ � rEEL COLUMN DESI8� Cmxy |DL+LL} = MI��INUM �/4'" TH%�K T�tle :(\;-AWTIC BE�ACH {�0�Ll� 8A��TY � G��pe xDAS6� �`LA7E �NA�YGIS � L�AD f�R8M 8�AM �ESI8N Wuwber �464 Miec u � . | AISC BAD� PLA�E QESI8N ���e DESCRlPTIO�/� > > �A�E PL�TE DESIGN AX%A� LQ3� kip u+; X�X AXIS #�MENT ft-� { AlS� ��CT1�N N�ME ----> } � TS4X4X1 /4 �one None �4one Moma ( , KPACfTY tf 5. 5 # D8LTQ PER �OL7 AA[A �m � S. 44l� Q T | SLMP��T P�EK HE�(�fT in< 11 '' �IDllf in ( 7 LtAU DUNATIQW FACT; H AISC SL�CTJUN C��TH �n� 4. 08 . . . . . FL�NEM� TlfI�KW�8� in< �. 258 ,6B THICM��EGS �n ( 0. �G0 ---�-- PLAB� DE8I3� ---��- � �^—�----~ �--�----~---�'~--�---'---�-�------- --- M1W. R�Q' Q TH ; 07�� Plate An�l�ui� Type # 3 ( A�tual 8ear�ng p�i ( 39A Allowe�l�� ��r ACI 1�. 15 ( 1 , 785 Max^ Pl��e Capauit� fmr < All^,wab1� Be�riw� � � 8*. 9 �CTltlL PLATE Tl<ICKN[G� iu | Ao�uaI fb " (