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1225 NE 93 St (14)J. Calvin Jureit & Associates Civ / Engincering a nd Inspecting 69 MERRICK WAY • CORAL GABLES 34, FLORIDA T E L E P H O N E H I G H L A N D 4 -4 0 2 1 STRUCTURAL • SOIL MECHANICS & FOUNDATIONS • TESTING CONSULTANT • ENGINEERING INSPEGTIONS;J . Zack ,.chi Court. ex + 5 R' . 2nd June M 34 . MEMBER: NSPE• FES ASCE • ACI • AWS • AITC ALEC P. COURTELIS' LO EN CE RESNICI( Dear Sir: both reviewed the two Wierter Laboratory .you omitted and made shallow borin,3 a by ztleaus o ' augers at tile subject :mite. Rey /ste edinspectors THOMAS R. S ERG CARLTON R. SINGLETON,.:. In general. top . soils consist of a somewhat maacky. 3? ar3, ' sand, about 2 is thickness along the western half of the l and increaaing to a Vii , t ?P ic:ate1y 4" a the eastern edge of the lot. At a13. pelrfts this mow: stag is= underlain by rock. Co nsidering . the: tact that the lot is 2� below grade and that the soil is not attits.ble material to be the floor slabs we recommend the followinfp 1. Strip top sail to rock under the arras of construction. plus a 5' safety burin all around,. plus wovision for a 45 de gives slope of enabauk'n.nt• the above site with 'team -sand fill ced in y1- et not exce,efitag 12" under convection control by this en- eer. 3. This, ear will =duct field denaity testa to assure that $% =edited Proct= eon3Paction has been obtained before eal4 succeeding bar of f 33 is ,. lads procedure will continue to grade. 4. Upon ,ins coon, ot proper placement of footing trenches in the controlled-compacted till embankment. this ewer will issue . to to the , eft that the till is safe and adequate for s n residential foottaga. 5. Standard `* :6" footings with two if4 bars in the bottom will be as adequate foundation under the above mad. We wr that you hare rem to to inspect such controlled- compacted to i e a certificate for it upon successful completion. Respettilatv submitted„ J. =MIT & ASSOCIATES E . ft • • ky:, 43 I Eti ti6' 4• N - I - I C`, . r -s- a IA -4)_'a • to;,- a rA43.tc . r i* e w • cr • • i� 3 ' ,/ , r yypp v ' Ti ti f�t,V F� 7 7rt /' a- iz „. � y y/ p () J • ' - ; ; t ti I • 1W. o ti AA C, 4- t 7 N bra si is ^ — ; t! 11 : 6'. — 0 • > to o f A \c/ S's 11 'r1j - a 0 a, u 0 4- -c a 0 e11 ,i . _ - a. . W 1. DESIGN 30' -9` DESIG to 3b► -�`8 - spaced 2' - 0" o.c. u - ANEORD GRI -P- LATEST: S .a Q C 940 NOTE; Install Sanford Grl -P -Later on each side of TRUSS face.. . 990 99Q o SANFORD GRI- P -LATES shall be 20 gage .0359 520 5 $ Q triangular 41 Hoctro Galv,. Steel,; perforated with 1/4" depth ; c lar Meth to form the gripping-surface. to surface. - gu 9 PP g b r .. �, 4 ° POSITION NAILS A A o a- L. - 1 2'1 STRONGHOLD NAILS 4" o.c. u .v 120: 3/8 HD - :028 HD Electro Galy. 36' - 0" . INDEPENDENT NAIL CO. Bridiewater', Mass. Live and Dead Load on Roof 45 sq. ft. , Luirlber as with allowable unit stress of: Dead Load on Ceiling ]0 sq. ft. -� a ..._ -- t. c - 1200 p.s. i . compression parallel to grain u f . 1500 p.s,i. extreme fiber in bending f a - 1,600,090 p.s.i. Modulus of Elasticity P s , -- -'' b - 41 2 'x 4 Construction Fir: _.— "� v Q cr 660 p.s.i, compression parallel to grain -j0 4,-1 C.------- _ I x - 850 i g . extreme tiber in bendin 0 O f .�_.._ - Z 1,600,000 p.s.r. Modules of Elasticity 4 C4 Q _ -._. o 0 2 4 3 0 C ~ o ----- - Q Q U c 21" 3 Sanford Splice Plate Q 11 Stronghold Nails S T R E S S D I A G . RAM n '" i , i2 Total Design Load 5 sq ft. t::1� 1 x 4 Continuous y iC- 91 U 11011 12" Scars Cut 21" Sanford Plate 13 ; stronghold Nails 7 "' tomber Bottom Chord 5/8" @ center • 3 -1/4 x 9 Sanford Gri -P -Late 6 Stronghold Nails 1 -5/8 x 3 -1/4 Sanford Gri -P -Late 2 Stronghold Nails 12 r. , O #_ a o o „... - 0 ,c 12" Sanford Trapezoid o 6 s 13 Stroniihold Nails c I N . .0 o a. o.. u . S • - [ ST46t. (Q .f,„' t a AG Ss \VALI, Tc 5T f?i L. r` G %N? . C!�t.9+ f{1 •I }IWI1 b ►p I IMO +I: MU, till • • 16" )",..1(24, qp.. "GGt-tC. F Td. \. " cv11.. >LAu:` " 11r *I0 /101Yt : .A , 44 Otl.:\VEtt. TA:npe..9 ptt•t. "� %A" eat44, eit..A r› 'VIA 4 r 5 3 * 5 eio " 4 . a ` Aea WALL 1 RI M GQN /. .61,A L*. e: :0 4 ± 1o/(D' \Vile :%t ON .,WT31.t. 9? f- _ - 1V.�, in Un'uRAtia 3`C \V611. A3. . pit OVe2 Ni'tr4e tltilxsA f i= t 2 E l,.. ,4 5.. G!1 Ti t+" G; p2n.IscTtGN : . fES2tA Td2 10N GoNG, P.AQ \y/ 4 #4.1 3AV_4 fi3. o s. A.WA• ° 1P to* pp. GGNC.: TCt.: 4 r 4 3% . I. All. C.O• ire. I. (,61 L . Lev. . co. 4 V J T ` 1 (O'F. ' pp l t1C, F11. i Iiii I,} r'` S:i■V$, 1'7 ad: GAl... F • t+t riA; T Fez r?- i Cat* e•2a•17I F0U9 'A1& fHP+�II 1 A *ft A uT rrJT�. f r #;v k ata 'a 4 '...�' ♦':.+1.1:..11 L.4.t .o-.x: _1_ .._. 5..' i- S'.s:f rot 1r G7� �•1 1 1 Pe; 1I .cJ C. 191=111=1111 Ue airrr (•:‹ Mar! 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Y k2 ct,r t 9 1 1/�d� ;low F c:Y3{'* EA S` YYPtc'ha L` rOzR, r ?T;iNc; Ar AM Per, Pir f;lCTA • ,r t W t !,T . l 'AG3 . l :C.)• ‹;;An,`,! fs t ! a`- 'k �1� } , • :i ' ',0 fi1:.1L dOlc t90 &AR . [1�,�l;�F. tip / 270 v, 0 - 0 2 w tt.t: \Yr? Imo! V ►'C.24 , . 0s.. : : ; I 'aiJ'f ice_ ,,1 : : 4 rir.. \V1 - IN 1/ t) 24 cir?c . r rr c s, Ft415t= Pla LQci rI ._at••I or 1 ', -11:IL unn'_.i'r'( f� c���� • :. 4Ir ' cam( 1ciVt( .. era ' ..." T'; 1 4 AM .:'a - rL .2 - fig 74 Arely- 24 F- ,,* F= "evt~:t +7 i `CrInct AWL. rum M F 1 N oes:: N4 • ) •i) 1 ' Tr) rev% L c.•k.. - =.. 1sc?P 4, - TIC% 1 r- < ft <i 4v r tik r. • f d N ' ;-t 4 i T t t c; i + 1 c A44 + i y; r'"' Nt5 c,a; ++c)T 31. ,• .j; •iul ti:' -( at+ .' a4 ( ( _ "^ • t., ;. • r ;w IF TRUSSES OYER 40 METAL/AflON 3UPERY1 Et Stream. Ef3P*CtoA *cum • E. OA AACHttECT (S1.t.0 306.3) V 04ROER 44 Vivo. REFER TO ATTACHE° ENOIKE.R1i0 DYAD FOR TIE DOWN OF COMMON TRUSSES UP TO 50' 4' SPAN USE A BASCH ANCHOR OR SIMILAR STRAP AT EACH ENO. FASTEN WITH (3) - 164 NAILS STRAP TO BE BENT ANO NAILED ON FAR SIDE WITH ONE (1) 164 NAIL 1450 L. WORKING LOAO UPLIFT EACH. SUPPLIED BY BUILDER. REFER TO ARCHITECT OR ENGINEER FOR COMPLETE TIE DOWN PROVISIONS FOR BE BEAM, WALL ARO FOUNDATIONS CONOrnONS. EXISTING FLAT ROOF 5 -1/2" WD E3EAM BY BLDR z z 1- x w 0 0 0 A 3/16" = 1' -0" v 1 0 8 -0 18 F n SPAN 5' i►1� V V 16 -0 2 -0 - -0 EXISTING ROOF 8 -0 ROOF' TRUSS LAYOUT UPLIFT CONNECTIONS TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY OF THE ENGINEER. ARCHITECT OR Q.C., NOT THE TRUSS MANUFACTUREA. DO NOT CUT OR ALTER TRUSSES BEFORE NOTIFYING THE TRUSS MANUFACTURER. X 14 — 1 j J d In co 11 9 c0 4; 9 DIFFERENT TRUSS DESIGN 16 ROOF AREA: 511.65 SQ. FT. AEVISION OF THIS SHOP DRAWING BY PROFESSIONAL ENGINEER IS IN COMPLIANCE OF POLICY NO. S METRO DADE COUNTY BUILDING ANO ZONING DEPARTMENT EXCEPT FOR ALL BUILDING COMPONENTS NOT FABRICATE° BY BEST TRUSS CO. REFER TO ARCHITECT OR ENGINEER FOR COMPLETE CORRELATION OF THE INFORMATION PROVIDED iN THIS SHOP DRAWING WITH ALL OTHER TRADES, STRUCTURAL BEAMS, WALLS ANO FOUNDATION REQUIREMENTS OF THE S.F B.C. CORNER SET SPACING BEARING HEIGHT SCHEDULE ALL JVALLS SHOWN ON THIS LAYOUt ARE TO BE LOAD BEARING LEON WECHSLER ARCHITECT, !` _'o, 2219 HOLLYWOOD BLVD. HOLLYWOOD, FL 330 'i0 EXIST FLAT ROOF, 8' -2" SECTION A NOTE ALL TRUSSES ARE SPACED 24" O.C. UNLESS NOTED. 12 2.5 PP' APPROVED TRUSS ANCHOR BY BUILDER SQUARE CUT OVERHANG HEEL HEIGHT = (VERIFY EXIST.) BOTTOM = 2x4 MIN. TOP = 2x4 MIN. 12 2.5 / �'i w } W • it I 1 w .- X > 18 -5 -0 V.,/ ALL UPLIFT CONNECTION TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY OF ENG ARCH . OR GENERAL CONTRACTOR. * SPECIAL HANGERS BY PURCHASER OF TRUSS PACKAGE. PLEASE REFER TO INDIVIDUAL ENGINEERING SHEETS FOR NUMBER OF PLIES AND NAILING/BOLTING PATTERN REQUIRED FOR GIRDER TRUSSES SET -BACK FOR HIPS, ETC. SHEATHING UNDER ALL VALLEY SETS BY BLDR. \\?_ ( VERIFY EXIST.) 5 -1/2' WD. BEAM BY BLUR !!! IMPORTANT NOTE !!! ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BE PERFORMED BY EXPERIENCED PROFESSIONALS. BEST TRUSS CO. EXPECTS THE TRUSS ERECTION PERSON TO THOROUGHLY PREP THESE TRUSSES BEFORE ERECTING THEM. NO CONSIDERATION WILL BE MADE BY BEST TRUSS CO. FOR LOSS ON F OR OR OR CRANE DA MAGED T RUSS OR T HOSE WITH MANUFACTURING DEFECTS OR DO NOT CONFORM TO APPROVED LAYOUT * *ATTENTION BUILDER ** ALL DIMENSIONS OVERHANGS, PITCH, ETC. TO BE CHECKED BEFORE ORDERING TRUSSES IT IS YOUR RESPONSIBILITY TO CHECK OUR TRUSS PLAN (VERIFY EXIST ) -''� OH. _.EO N/A 12 TRUSS END DETAIL TRUSSES ARE DESIGNED IN ACCORDANCE WITH S.F.B.C. CODE UNLESS OTHERWISE SPECIFIED TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIVE TOP CHORD DEAD BOTTOM CHORD DEAD TOTAL LOAD (PSF) STRESS INCREASE EXPOSURE CATEGORY BUILDING CATEGORY WIND DESIGN VELOCITY IMPORTANCE FACTOR WIND LOAD DURATION FACTOR 30.0 15.0 10.0 55.0 1.33 TOP CHORD LIVE: TOP CHORD DEAD: BOTTOM CHORD DEAD: TOTAL LOAD (PSF) STRESS INCREASE: N/A N/A N/A N/A N/A C 1 110 MPH 1.05 .33 "N.1 isr cx3 L.N I co ,i TRUSSES OVER 40 4$1 ALLAMA 71i'S78Y es,* sY vtw' egartstkit rwouwEo PA 611 AOR3$11c7 (!J LC ifrl S, r c wOEll IYStur RUtt TOAIrAGHED NONEERWO Wee. EXISTING FLAT ROOF TOO 1 cf DOWN OF CO 3fl TRUSSES UP TO Cwt' 4• SPAN USE A dAS+CH ANCHOR OR S €1 LAW STRAP Ar EACH ENO. FASTEN WITH (S) - 13j NAILS STRAP TO BE BENT ANO !AILED ON FAA S,Of WITH ONE (1) 1 Q4 NAIL 1 454 LSS. WOFIX4NO LOAD UPLIFT EACH. SUMAC) SY BUILDER RLFU TO AACHITECr OR MGM EA FOR COMPUTE fig DOWN PAOYISIONS FOR 191I B1AR1, WALL ANO FOUNDATIONS CONDITIONS. 5 -1/2" WO BEAM BY BL9R z d z (n W 9 9 0 3/16" = 1' -0•' V16-0 V12-0 V8 - O _V4 EXISTING ROOF ROOF' TRUSS LAYOUT UPLIFT CONNECTIONS TO TRUSSES ANO GIRDER TRUSSES IS THE RESPONSIBILI OF THE ENGINEER, ARCHITECT OR G.C.. "iOT THE TRUSS MANUFACTURER. DO NOT CUT OR ALTER TRUSSES BEFORE NOTIFYING THE TRUSS MANUFACTURER. H1 i J DIFFERENT TRUSS DESIGN 16 ROOF AREA: 511.65 SQ. FT. REVISION OF THIS SHOP DRAWING BY PROF ESS►ONAL ENGINEER IS IN COMPLIANCE OF POLICY NO. S METRO DACE COUNTY BUILDING ANO ZONING OEPAATMENT EXCEPT FOR ALL BUILDING COMPONENTS NOT FABRICATED BY 3E3T TRUSS CO. REFER TO ARCHITECT OR ENGINEER FOR COMPLETE CORRELATION OF THE INFORMATION PROVIDED .N THIS SHOP DRAWING WITN ALL OTHER TRADES, STRUCTURAL BEAMS. WALLS ANO Ffx11u1�rU N REQUIREMENTS OF THE S F B C 11 J 2 -U1 CORNER SET SPACING BEARING HEIGHT SCHEDULE ALL HALLS 3110004 71-1,5 LA"OU' ARE BE ; CAD BEARING: EXIS r. FLA r ROOF,' 8'2 SECTION A 12 2.5 P°'" 18 -5 -0 NOTE. ALL TRUSSES ARE SPACED 24" O.C. UNLESS NOTED. ALL UPLIFT CONNECTION TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY OF ENG., ARCH OR GENERAL CONTRACTOR. SPECIAL HANGERS BY PURCHASER OF TRUSS PACKAGE. • PLEASE REFER TO INDIVIDUAL ENGINEERING SHEETS FOR NUMBER OF PLIES AND NAILING/BOLTING PATTERN REQUIRED FOR GIRDER TRUSSES. SET -BACK FOR HIPS, ETC. SHEATHING UNDER ALL VALLEY SETS BY BLDR. APPROVED TRUSS ANCHOR BY SQUARE CUT OVERHANG HEEL HEIGHT = 2/4 () BOTTOM = 2x4 MIN. TOP = 2x4 MIN. 12 2.5 Or" 5 -1/2' WD. BEAM BY BLDR J W CS rJ3 ; i4 X u (0 OH. "! IMPORTANT NOTE !I. ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BE PERFORMED BY EXPERIENCED PROFESSIONALS. BEST TRUSS CO. EXPECTS THE TRUSS ERECTION PERSON TO THOROUGHLY PREP THESE TRUSSES ' BEFORE ERECTING THEM. NO CONSIDERATION WILL BE MADE BY BEST TRUSS CO. FOR LOSS OF TIME OR ADDITIONAL CRANE USAE. BEST TRUSS CO. WILL BE RESPONSIBLE ONLY FOR REPLACING OR REPAIRING DAMAGED TRUSS OR THOSE WITH MANUFACTURING DEFECTS OR DO NOT CONFORM TO APPROVED LAYOUT TRUSS END DETAIL TRUSSES ARE DESIGNED IN ACCORDANCE WITH S F.B.0 CODE j UNLESS OTHERWISE SPECIFIED TRUSS ROOF TRUSSES TOP CHORD LIVE: TOP CHORD DEAD: BOTTOM CHORD DEAD: TOTAL LOAD (PSF) STRESS INCREASE: EXPOSURE CATEGORY BUILDING CATEGORY WIND DESIGN VELOCITY IMPORTANCE FACTOR WIND LOAD DURATION FACTOR 30.0 15.0 10.0 55.0 1.33 LOADING CONDITIONS FLOOR TRUSSES TOP CHORD LIVE: TOP CHORD DEAD. BOTTOM CHORD DEAD. TOTAL LOAD (PSF) STRESS INCREASE * R ATT ENTION BUILDER** ALL DIMENSIONS OVERHANGS, PITCH, ETC. TO BE CHECKED BEFORE ORDERING TRUSSES IT IS YOUR RESPONSIBILI tY TO CHECK OUR TRUSS PLAN �.; . ;-- J ,-u > C)W ffifq BUILDE N/ A N/A N/A N/A N/A C 1 110 MPH 1 05 .33 1- (n "z 0 0 -J W 0 W J r(0 0 W z 0 0 0 (n 0) W z N cr 0 0 s 1 t>111-11 1v 7vI A:3 ) ,\J „i t y ... 0)1 t :7 - AP ! V iD BY _ q LO i BLK. 1 ` ` SUBD; J S( I lit_ ENTRY • _CL, Os N.s, y AIR CONDI lO(`'� �. c. !t r EA<JN ., L '.C`1NTRAcTor?s pt 1 im J 3th r2Err F # x MlAMf F 0.Jt Cf PHONE FR: nkiiri 1 -6461- r` s nvrptC :IM MI 21 YEARS 5 t4P. Ate c :m bt rtot,' t' rr SW,u tl41' • • pow 6rY2. ..] v „ r‘ ,C) rti V' Q) 0 " 13E:0 0,,A1 1 r i c t - t L r� i • r' { •i f ', A S ; l '4r'' BY. �J i `✓ . �. .$1 RUCTI,:t RE TO BE PREPARES." UC fWL RK BY BUILDEE . 6 S‘ V it/ C.°._ � 4 t? O 10 PPLIANJ( :. • AIR C()NDIT(CN IC {.� e y NC C01\1 r RA( TOP Sth ;71 REET i .111 -\ %1I F :D^al); P1IONE rRanklin I- 64':14 -� L'I v!Nfi ! UA4MI 21 YEARS ; -- t3` }1.p; AEA too pit .rI 3 MG 28 AMP15„ S.Wu T s -e ASCIA - 45.,5P EXIST EXIST SGD EXIST SGD EXIST ROOF BE'OND EXIST SGD EXIST SGD EXIST FASCIA EXIST SGD l— EXIST WINDOW NEW •• ; I L, 1.45.1 - 47.8PSF NEW WINDOW STUCCO TO -� MATICH EXIST I ':' 0 — .H ° — T. • I t,l • I I.. - -- NEW TIE COLS AND FILLED CELLS FROM FTG TO RTB 1/ 41 _ -- EXIST CHIMNEY AT G N - -- EXIST ROOF WINDOWS — EXI <TUCCO- - --�• EXIST Ill EXIST WINDOWS EXIST EXIST SLAB 1/4 " =1' 0" FTG alY fl a8. f/!! ) Yi El as& ad ® t!! !:. •1 a LJ N +I EXIST +44 PSF -57.7 PSF UCCO TO MATCH EXIST TINTED GL IN ALUM AME TO MATCH EXIST i•••) I NEW SLAB i'••1 I. - - -I I- - -- - —_ -I. ' _.� !'r� . — I•_ ,. y.� --NEW TIE COLS AN . J FILLED CELLS FROM . :. �..... I I FTG TO RTB F...�.I I .. I I . t61 &_ I I (','I O Q. PART A L =AST E L EVAT 0 \ 1 ,) nl... "T. 1 I . NEW, FTG • • • tam atall am' a1ma lataa awe moIN wool as!, sae .0 • uaila Was Nona ' mad aaam 'alma a. amok EXIST STUCCO LINE OF FIN GRADE SEPTIC TANK NOTES AND CALCS ■ OW aintSMINeuaaaaamaars ueara•12¢aa arivaaNIrIIII MMarISwarawua.411armua•a®¢a1129 inns WE ARE,PROPOSING TO REMOVE THE EXISTING THIRD 8ATHROOM AND TOGET ER WITH THE NEW BATHROOM RECD CT TO A NEW SEPTIC TAN THAT WILL BE CALCULATED IN ADDITION TO THE EXISTING ONE. WE WILL USE THE SCARE FQOTAG •OF THE NEW ADDITION AND THE FAMILY ROOM WHE 0ALCUJ.ATING THE NEW SEPTIC TANK AND DRAIN FIELD. EXISTING FAMILY RO M° AND THE NEW 1k, TER BEDROOM HAVE A TOTAL 0 42.5 SQUARE FOOT. AS PER TA tE 10D -6 THIS SQUARE FOOTAGE REQUIR£.A MINIMUM OF 900,. AL SEPTIC TANK AND 240 S.F. CF DRAINFIELD OF L0 1Y COARSE Sal O lt1ST'tt� — UNDER BOTTOM OF 0i1AitIFILO v ra 1¢0r E=1.rr #.A1 1 BOTf ter n .4 s t� ayr �fLr. '1iOVOSEO p..VOLL. P lEA SHALL -a LANK ;� S :=e --G�� (W O . S'!C S4 �T. (' N N 0 N 0 co 0 N N r 1 0.7' EXIST CARPORT EXIST ONE STORY CBS RESIDENCE # 1225 FIN FLR ELEV= 7.3' AMSL 22.2' -9-3-- rd- ST-- s�lle sr11lui01r11ueue ®1111III211211ItIB1111IU12ffii5/111riul+f i 75.2 NEW 240 S.F. RESERVE 0 26.0 1 6.667' 1 "-10.0' NEW 240 S.F. DRAIN FIELD 2 0 U0 1 6,667' EXIST ASPHALT DRIVEWAY 75' SITE PL_A\ 0 13' -3" G.D. Klieger, Inc Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 3:3020 -5017 Phone: (954) 923 -2111 E3 0004621 FAX: (954) 923- -4949 Gershon D. Klieger, PE FL. PE #36109 Iglil ;I8I71311llI AIBILIMI 13lIII111111111I I®iI I;ISSE1112M I r, -- CTG 7' -0 "MIN NEW 900 GAL SEPTIC TANK W /CLEAN CUT •4-- CTG FIN FLR OF ADDITION 'HALL MATCH EXIST RESIDENC AT 7,3' AMSL 10'-1" EXIST 900 GAL SEPTIC TANK TO REMAIN -EXIST 'RENC TYPE DRAIN FIELD TO REMAIN 0 LL_ LLJ - LLJ cn L.LJ 0 0 0 __J 0 _J LL_ U 0 0 -J 0 =C LLJ O LL_ U) LtJ 0 ZJ rr) 0) LLJ z if) CN LC) CSI LL.J z LU NEW ROOF SLOPE SHALL MATCH EXIST, VIF H 1111 1l IM1 I� lIJ 11 IJ1 1 • • +45.1 - 47.8PSF NEW WINDOW 1/4" r-$" NEW FASCIA 1 +42.8 - 45.5PSF NEW WD DOOR 1• s4U TO NATICH EXIST I ' • _-L•1J: L_-__ — J•_d NEW TIE COLS AND FILLED CELLS FROM FTG TO RTB -.4-- -EXIST STUCCO APPROVED NEW ROOF TILES TO MATCH EXIST. ROOFER SHALL PROVIDE PRODUCT APPROVAL SUBMITTED AT THE SAME TIME AS THE DRAWINGS DETAILING THE TYPE OF TILES TO BE USED, WHICH IS THE BEST MATCH TO EXISTING CONDITIONS. 1: .:. 1•.'. EXIST ROOF EXIST WINDOWS EXIST WINDOWS EXIST SLAB EXIST FTG NE PARTIAL EXIST EXIST SGD o •� 1 i + 1 16 � •1.6 ��� _ ' I LLI CC EXIST I; NEW • r-- EXIST SGD \ORT 1/4"=1'-0" --- EXIST ROOF BEYOND EXIST SGD BECAUSE THE SUITABLE FOUNDATION FOR THIS PROPERTY IS 5 FEET BELOW SURFACE, WE WILL EXTEND THE NEW FOUNDATION DOWN TO THE SUITABLE STRATA AS PER SOIL INVESTIGATION REPORT THAT IS PART OF THIS PROJECT. Qo: RIi)c=,G VaAPP 7' yr , . s — a =AST E - - NEW OF i 1 III I I I I I I I I l I II I fl I I I I +44 PSF -57.7 PSF ELIVATO STUCCO TO MATCH EXIST I FRAME TO MATCH EXIST ••••I NEW SLAB .. •- ;1-- -� -;}• -ice •:• THE SUITABLE FOUNDA .:.•,PROPERTY IS 5 FEET BELOW S •••'WILL EXTEND THE NEW FOUNDA ••• IIINVESTIGATION B REPORT THAT IS )PROJECT. ....NEW FTG•••... s "al _•M W • MO MN = -� NEW TIE COLS AND FILLED CELLS FROM FTG TO RTB EVATION EXIST SGD EXIST CHIMNEY EXIST FASCIA EXIST SGD f•:•1 I.•.•.• . 1= 1 --- - - -I -- N FOR THI ACE, WE 1 ..;. DOWN SOIL ART OF THIS P•;•;•: 1 '.'1 1..'.• . MIN m' = NM•MN MATCH EXIST EXIST SGD LINE OF FIN GRADE BECAUSE THE SUITABLE FOUNDATION FOR THIS PROPERTY 15 5 FEET BELOW SURFACE, WE WILL EXTEND THE NEW FOUNDATION DOWN TO THE SUITABLE STRATA AS PER SOIL INVESTIGATION REPORT THAT IS PART OF THIS PROJECT. EXIST WINDOW EXIST STUCCO CONC. TB. OR LINTEL STUCCO TYP 1/2" STUCCO SCREED WATER PROOF CAULKING ALL AROUND TYPICAL ALUMINUM FRAME, SEE PRODUCT APPROVAL WP CAULK ALL AROUND 8'" X 8" CONT. CONC SILL WITH 2 #5 CONT. EXTEND 8" INTO BLOCK EA SIDE N.T.S. SEPTIC TANK NOTES AND CALCS WE ARE PROPOSING TO REMOVE THE EXISTING THIRD BATHROOM AND TOGETHER WITH THE NEW BATHROOM RECONNECT TO A NEW SEPTIC TANK THAT WILL BE CALCULATED IN ADDITION TO THE EXISTING ONE. WE WILL USE THE SQUARE FOOTAGE OF THE NEW ADDITION AND THE FAMILY ROOM WHEN CALCULATING THE NEW SEPTIC TANK AND DRAIN FIELD. EXISTING FAMILY ROOM AND THE NEW MASTER BEDROOM HAVE A TOTAL OF 742,5 SQUARE FOOT. AS PER TABLE 10D -6 THIS SQUARE FOOTAGE REQUIRES A MINIMUM OF 900 GAL SEPTIC TANK AND 240 S.F. OF DRAINFIELD 1/2 GWB ON PT 1X2 TYP CONT. PT 1X4 WOOD BUCK SECURED WITH 3/16 "D X 1 -1/4" MIN PENETRATION TAPCON SCREWS 0 16" OC AT BODY AND 6" OC AT ALL CORNERS INTO CONCRETE TYP ALL AROUND WD BUCK FRAME TO CONC OR MASONRY UNITS. WINDOW FRAME SECURED TO WO BUCK AS PER PRODUCT APPROVALS CAULK ALL AROUND TYP MARBLE SILL GWB ON PT 1X2 TYP CONT. PT 1X4 WOOD BUCK SECURED WITH 3/16 "D X 1-1/4* MIN PENETRATION TAPCON SCREWS 16" OC AT BODY AND 6" OC AT ALL CORNERS INTO CONCRETE TYP ALL AROUND WO BUCK FRAME TO CONC OR MASONRY UNITS. WINDOW FRAME SECURED TO WD BUCK AS PER PRODUCT APPROVALS WINDOW CONNECTION DETAIL PROVIDE FOR ALL NEW WINDOWS VERIFY ALL CONNECTIONS WITH PRODUCT APPROVALS EXIST ONE STORY CBS RESIDENCE # 1225 FIN FLR ELEV= 7.3' AMSL 22.2' EXIST CARPORT NEW 240 S.F. RESERVE 16.667' EXIST ASPHALT DRIVEWAY 16.667' NEW 240 S.F. DRAIN FIELD , P "!POSE AD""TION FIN FLR OF ADDITION HALL MATCH EXIST RESIDENC AT 7,3' AMSL NEW 900 GAL SEPTIC TANK W /CLEAN OUT *-- CTG EXIST 900 GAL SEPTIC TANK TO REMAIN EXIST TRENC DRAIN FIELD TO REMAIN O . -_. 93 rc EB 0004621 75.27' SITE PLA 1" =10.0' S G.D. Klieger, Inc. Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -6017 Phone: (954) 923 -2111 FAX: (954) 923 -4949 Gershon D. Klieger, PE FL. PE #36109 mismermisaminurassur ^JAN 08/01 NEW SLOPED ROOF ' N O -I TYPE O LL 0 0 0 I-- Q 0 I— Q 0 0 —J 0 W Cr) Li] 0 W LLJ (/) z Lr) N N W • LC) 0 0 0 W 0 z W U_ W G) 0 0 0 W < w Q O Y 0 W 0 -� z O 0 0 ,.� 0 (f) 0 11 1111111111 ELECTRICAL NEW CONC BLOCK WALL W/1#5 VERT IN CONC FILLED CELL EA SIDE OF EA OPENING 36 "OR WIDER, SEE PLAN. NEW 4" INT PARTITION MADE OF 2x4 WD FRAME —EXIST EP EXIST UTILITY ROOM EXIST KITCHEN EXIST DINING EXIST EWH O 8 "x 18" GRILL NEW AH U 2 r IST WC THRESH GRILL R BEDROOM li PIlllllllllll11111011111 LOWER CEILING TO 7' -1 "AFF TO ALLOW FOR THE A/C DUCT. DUCT TO BE FIBERGLASS R =6.0 MIN EXIST FAMILY ROOM EXPOSE BLOCK WALL FROM INSIDE AND VIF IF IF NOT, CUT BLOCK VERT. TO ALLOW FOR 2 #5 EPDXIED 4" MIN INTO THE EXIST TB AND FTG. 48 BAR DIAM, FILL SPACE SOLID W /CONC. EXIST LIVING ROOM EXIST EXIST CL FOYER EXIST Fl XIST BATH EXIST WIC REMO SL.GL. BLOC OPEN E EXIST R. & EXIST NG EXIST OUTLETS TO BE RELOCATED TO 12" AFF EXIST STL TUBE COL WE HAVE A TIE COLUMN. — VERT DOWELLED AND OVERLAP REBARS EXIST BEDROOM -3 SP1,3 U EXIST BATH Co #2 LINE SEE 3' -1" OF NEW SA ITE PLAN F SP5 : • E T 41 OPENING x.111111 illllillill *f I► RE TE POOR EXIST WINDOWS \IITARY LINE TO N OR CONTINUATION CONNECT NEW DUAL VOLTAGE SMOKE DET TO EXIST BATH LT CIR et y ,„�� r G -GAIJI t ��' M - • ' REMO►�ELED LIBRARY c� L M24 . E HO 2- 1 i EXIST NEW LIN EXIST WIC , AHU E 1 RE= REPLA�E CL T S\ EXIST CORRIDOR E XIST N SP C® EXIST BEDROOM -2 — EXIST ELECT SERVICE EXIST WINDOW 0 DUAL VOINAUEE SMIKALROMIECTORS (INTERCONNECTED) TO BE CONNECTED TO EXIST LIGHT CITCUIT NOTE: THE SCOPE OF THE WORK DOES NOT EXCEED 25% OF THE COST OF THE EXISTING BUILDING, THEREFORE IT IS NOT REQUIRED THAT THE REMINDER OF THE BUILDING TO BE UPGRADED TO NEW CODES. ONLY THE ADDITION AND THE REMODELED PORTION, ARE REQUIRED TO COMPLY WITH NEW CODES. EXISTING ELECTRICAL PANEL HAS 8 SPARE CIRCUITS. PROVIDE NEW CIRCUITS AS PER THE FOLLOWING SCHEDULE: SP 1,3 NEW A/C UNIT = 20/2 AMPS # 12 CU WIRE(ROMEX) =2.0 KW SP 2 NEW TOILET'S OUTLETS = 20/1 AMPS #12 =1.6 KW SP 4 & 5 = GEN USE = 15/1 AMPS #14 " " =2.4 KW TOTAL NEW LOADS = 5.0 KW EXISTING 200 AMPS SERVICE AND PANEL ARE ADDEQUATE FOR NEW LOADS OVERALL LOADS CALCS ALL A/C UNITS = 12.60 KW ALL APPLIANCES = 28.80 KW 2,757 SQ. FT. ® 3 WATTS PER SQ. FT.= 8.27 KW NEC LOAD CALCS FOR SIZING MAINS A/C ® 100% = 12.60 KW FIRST 10KW 0 100% = 10.00 KW REMINDER 0 40 %= 27.07x0.4 = 10.828 KW TOTAL -- 33.428 KW 33,428 WATTS IL= 139.28 AMPS 240 VOLTS EXISTING 200 AMPERS 15 ADDEQUATE FOR UPGRADED LOADS. EXIST SLIDINGT GL. DOORS EXIST SLIDINGT GL. DOORS EXIST WINDOW 3 #12CU ROMEX 4' -10 1/2" USE THRU #12 CU WIRE IN 1 /2 "CONO SIZE BRKR /FUSE AS PER NAME PLATE PARTIAL RISER FOR NEW AIRCONDITIONING NTS SEE BLDG ELEVATION NEW CONDENSING UNIT ON NEW CONC PAD EXIST SLIDINGT GL. DOORS EXIST WINDOWS 5' -4 1 /2" EXIST WINDOW 18' -5" = 3' -4" 2' -0" N PARTIAL ELECTRICAL PLAN T AND REMODELING FLOOR PLAN 4' -7" =W SEPTIC TANK RE= OUTL RELO IN T LOCA COM 0 0 � z W 0 0 = z 3 0 1 X w z 0 w 0 0 CD CD RELOCATED IEXIST T. ATE EXISTING OUTLETS IS ROOM TO IONS SHOWN TO LY W /LATEST CODES N iii o O 00 EXIST AND DEMOLITION FLOOR PLAN EXIST AND DEMOLITION FLOOR PLAN 1 /4 " =1' -0" EXIST UTILITY ROOM EXIST KITCHEN EXIST DINING EXIST SLIDINGT GL. DOORS EXIST SLIDINGT GL. DOORS EXIST LIVING ROOM EXIST FOYER EXIST CL 1 EXIST FAMILY ROOM EXIST F'IREPLACE XIST BATH EXIST WIC EXIST SLIDINGT GL. DOORS =_ = REMOVE PART OF EXIST PARTITION TO ALLOW FOR NEW DOOR E® DEN — REMOVE EXIST DOOR AND FRAME REMOVE EXIST CLOSET DOORS AND PART TO \ CLEAR ROOM FOR NEW .7=4 \ DES EXIST CL CL 011 IIII IIII 1111 1111 1111 1111 EXIST AHU EXIST CORRIDOR EXIST BEDROOM -3 I I - I F = - i I \ LIN r. — — — — — — EXIST TO BE REMOVED EXIST TO REMAIN EXIST WINDOWS TO BE REMOVED --- EXIST WIC 2 REMOVE EXIST DOOR SINK AND COUNTER RELOCATE THE TOILET AS CLOSE AS POSSIBLE TO THE SHOWER BUT NOT CLOSER THAN 15" FROM THE SLIDING GLASS SHOWER DOORS EXIST MASTER BEDROOM EXIST CL EXIST C � EXIST BEDROOM -2 ft/ EXIST AHU 7 0 111 0 LL 1 /4 " =1' -0" EXIST DEN CONVERTED TO NEW MASTER BATH NEW LIN EXIST CL EXIST AHU PARTIAL PLU DETAILI\G EXIST WC vBI\G PLA\ \EW VVOR4 NEW 2" -2FU SHOWE REMODELED SANITARY RISER CHAMBER TYP 2 "BIDET 2FU 2 "5FU " - 2 "2FU 3 "1FU 3 "3FU 3 "2FU ALL NEM PIPES PVC SCHED 40 3" 9FU J `EXIST 1 /2 "WC �— NEW 1/2" BIDET EXIST 1/2" SHOWYER ALL NEW PIPES COPPER W/ LEAD) FREE SOLDER REvIODELED WATER RISER NTS EXIST EWH A/C SPECS SEE LAST SHEET OF THE ENERGY AND HEAT LOADS CALCULATIONS FOR ALL REQUIRED SPECS. Illll�llll�l lllllllIII llilllll111111l ll IN CL UNDERCUT 1 " 18 "x18" R/A GRILL NEW MASTER BEDROOM 226.5 SF LOWER CEILING TO 7' -1 "AFF TO ALLOW FOR THE A/C DUCT. DUCT TO BE FIBERGLASS R =6.0 MIN 12x8 91 CFM 54CF M 14 "x10 NEW WAL 74 S IIiillililliiill111i r IIIIIIIIIIIII[]ii iourimmismommumli EXIST SLIDINGT GL. DOORS EXIST SLIDINGT GL. DOORS EXIST SLIDINGT GL. DOORS 442 S.F. EXIST LIVING ROOM PARTIAL AIR CO \DITTO \I \G FLOOR PLAN EXIST FIREPLACE NEW EXHAUST FAN 50C pFM 688 W/4 "FLEX MTL DUCT TO EXTERIOR OVERHANG SOFFIT 18 "x18" R/A GRILL EXIST STL TUBE COL EXIST DEN CONVERTED 1 TO NEW MASTER BATH EXIST WC REMOD BATH EXIST MSTR BDRM CONVERTED TO LIBRARY 0 J v 0) L..J z N N rr) O 0 0 O w 0 z U_ CO N 1 0 O t-n O u � w < m C) 0 d z O 0 I O 0 QLL. I 1 I LL. 0 0 0 0 EXIST CORNER STEEL COLUMN 4 #5 VERT W/ #3 TIES 0 10 "OC EXIST INTERIOR SLAB I I 4 1010, 1 1 inemotosarst • 111.11■ 11111111111 EW ROOF NECTO SS ME SS MA TYP AILS GIRDER TRU PREFAB, PREENGIN ERED WD TR G.C. SHALL PROVI A COMPLE OF SHOP DRAWIN TO A/E FO W 4- 10dx1 -1 2 TO TR 4 -16d's EA LEG TO NEW 740 LBS CALCULATED, 80 NEW 5.5 "x12 PARA x MEMBER IN THEIR PATH W /2 -16d "S E BEAN S BET BERS, U FACTL. SES AND VD BM LBS CAPPA! w o A ..- L, I ,v, 0 is II JdL__ I.l 'Il II IONA 11 111111. timummo . • 1. m gra D ANCHOR Al PIGG AFTE MAT AT AS TO CON THA INT BACK CARE IAL, 8 E CRI UCH A XIST T ECTIO WILL EAC EW T ULLY T NOT CRO NEED SSES SHALL LOW A EMBER SSES, MOVIN HE PL POIN TO T THE BE W/ MINIM IN SH PLACEC THE R OOD , REMC CHOR OINTS NY 20 OF 3 R(NOT OVER 0FING ECK E EXI HE NE MARKE AUGE 1061 IN PU XIST R DECK TRUS w /SQ TRAP 1/2 )• OVI 8RIDG ONE BOTT ONE UPPE -16 L E PIGGI- 111 I • • EXIST 4x10 WD B M O EXIST ROOF EXIST STL TUC E COL EXIST .x10 W) JOTS "3 024 "OC EEN ER. F GI SSES SET APPROVAL. OF ES ARES LS\ ri 0 (V w m 1 d z 0 w z EXIST 4x10 WD BM NEW 2x4 WD- STUDS 016" OC W/1/2" GWB EA SIDE FTG /COLUV \S DETAIL 3/4' =1'- TO EXIST PARTIAL ROOF SIMPSON ETA16 W/6- 10dx1 -1/2 688 LBS UPLIFT CAPPACITY FRAMING PLAN AS VIEWED FROM INSIDE OUT OF THE ADDITION AILS -FOR SINGLE 2x- MEMBER 2d NAILS EACH LEG 00 LBS 6 -12d FOR 1,200 LBS E MEMBER EACH LEG LBS UPLIFT AND SIX NAILS FOR 1,200 LBS 2 -FOR DBL 2x OR 3x LBS UPLIFT W SAME NAILS SIMPSON ANCHORING SYSTEM FOR UPLIFT CONDITIONS JOISTS TO WOOD BEAM OR HEADER NTS 1 , 12" MIN , 16" MIN 1 4 #5 VERT W/ #3 TIES 0 10 "OC EXIST INTERIOR SLAB MATCH EXIST OH(12 " + -) = r gw I co Z CO Q�- � 0 a � 20 N r- E TWO CONT. HORIZ. G. AT MID SPAN, AILED ON TOP OF TRUSS CHORD & THE BOTTOM OF TRUSS CHORD, W/ 's TO EA TRUSS IN THEIR PATH NEW ROOF ACK OVER EXIST NTS y 16" MIN � 1 16" MIN y 1 SPECIFIC DTLS FOR THIS PROJECT \EW TO EXIST FTG D ETAI L 3/4" =1' -0" AS VIEWED FROM EAST SIDE OUTSIDE THE ADDITION —NOTE: EXACT ELEVATION OF THE NEW WOOD BEAM TO BE DETERMINED ON SITE BETWEEN THE OWNER AND G.C., BECAUSE THIS ELEVATION IS AFFECTED BY THE SHAPE OF THE NEW TRUSSES AND THE SIZE OF EXISTING AND NEW OVERHANGS THEREFORE, THIS CONDITION TO BE EVALUATED AFTER THE NEW TIE BM IS POURED. PROVIDE NEW GALV METAL FLASHING OVER EXIST TO NEW ROOF AREA. FLASHING WILL NEED TO BE BENT ON SITE BECAUSE NEW AND EXIST ROOFS WILL NOT BE PARALLEL. EXIST T &G WD DECK -CUT EXIST DECK IN LINE W /EXISTING 4x12 WD BM. NEW 5 /8 "PLYWD SHEATHING NAILED TO END JOIST W /10d "S 04 "0C. EXIST 3x10 WD JOISTS 1__ 1 /4 "x3 "LONG TAPCONS 0 16 "OC WD BASE EXIST TO NEW ROOF /FLR DETAIL 3/4"=1'-0" A AND PA X UPLIFT 4455LBS) E MTT28B (MAX UPLIFT 8910 LBS) BL MEMBER GIRDER (MAX UPLIFT 8370 LBS), R TRIPLE MEMBER GIRDER (MAX UPLIFT 9835LBS) -FOR FOUR MEMBER GIRDER (MAX UPLIFT9835LBS) ANCHOR EA TRUSS TO NEW BM W/ . y^0 SIMPSON THA218 (INVERTED) W/4- 10dx1 -1/2" TO TRUSSES AND -16d's EA LEG TO NEW WD BM NEW 5.5x12" PARALAM WD BM(Fb= 1,300) ONE SIMPSON H2.5 ANCHOR W /3 -10d'S INTO EA WO MEMBER TO STIFFEN EXIST STRUCTURE. E MEMBER (1700 LBS) FOR DBL GIRDER (4300 LOS) HD8A (MAX UPLIFT 6465 LBS). SIMPSON ANCHORING SYSTEM FOR MAJOR UPLIFT CONDITIONS GIRDER TRUSS TO CONC BEAM WOOD EXTERIOR DOOR FRAME A AN TY G.C. SHALL VIF THE CONDITION BETWEEN THE EXIST AND NEW PRIOR OF ORDERING TRUSSES AND CONSULT W/ OWNER FOR THE FINAL FACCIA ELEVATION AND SIZE, IF TO MATCH EXIST, OR NOT CWB ON PT 1C201e'0C WD. TRIP 2xSOLO w0 OvCK ANCHORED TO CONC FILLED BLOCK CELL W/ 1/4 1 -1/2 PAIN PENETRADON 02/ SNIUNS AS REOUIRED D TRIM STUCCO ON CONC BLOCK 1 SCCO CREAD A� 2 DOOR TU ��EAO S TIP coNC FIL�D e(OCK ceu w //, L S KRT 1 HEIGHT OF MEMBER LESS ONE INCH. 2 WIDTH OF MEMBERS +1/8" BEAM SUPPORT TO EXIST T8 SHOWN THE OPPOSITE SIDE WILL BE MIRROR IMAGE EXIST CORNER STEEL COLUMN BEAM TO WALL HANGER 4 -HOLES TO ALLOW FOR 3/4 "DIAM. ANCHOR WEDGE BOLTS, (MIN OF 4 "EMB.) INTO EXIST AND NEW TIE BM. COORDINATE ON SITE TO HAVE THE BOLTS PLACED SO THAT THEY DO NOT INTERFERE WITH BEAM REBARS. 1/4" THICK TYP APPROOVED SIMPSON HURRICANE STRAP AND SEAT, SEE ROOF FRAMING PLAN FOR SELECTION AND DTLS. — GALV. MTL. DRIP ON PT 1X2 ON 2X12 WOOD FASCIA, TO MATCH EXIST 2 -16d NAILS IN- TO EACH JOIST TYP STUCCO ON HIGH RIB -M LATH -BLDG PAPER SCREENED VENTS 0 8' -0" PROVIDE BUILDING PAPER STRI UNDER EACH T VIF TO MATCH EXIST 0 w 0 OG r F- w 0 12 DETAIL 3/4' =1' -0" #4 x12 "LONG DBL END HOOK WELDED TO THE EXIST CSL 0 30" OC. HOLES FOR TWO 3/4 "DIAM THRU BOLS TO SECURE THE NEW WOOD BEAM FOR UPLIFT AND REGULAR LOADS. CALC LOADS D =3,900 LBS U =2,500 LBS NEW PREFAB WOOD TRUSSES SEE ROOF FRAMING PLAN APPROVED ROOF TILES, TO MATCH EXIST OVER 60 # TOP SHEET HOT MOPPED TO 30# BASE SHEET. NAIL BASE SH. TO WD DECK W /APPROOVED ROOFING NAILS 0 6" OC IN FIELD AND SEAMS AND 4 OC AT DRIP EAVES (TYP -). 5/8" EXTERIOR GRADE PLYWOOD SHEATHING DECK NAILED TO WOOD TRUSSES 0 6" OC W/ 10d nails AND ©4" OC AT DRIP EDGE AND ALL AREAS WITHIN 48" FROM ROOF PERIMETER. ::0:11111111 D3 W II 11 11111IIIIIIIIIIIIIIIItlR1111l1E ale ow or no um on no coo no no om NO w. ft . MO MO MO MO OM OM MO MO MO WO MO MO MO MO MO MO MO MO ONIC eO. MO MO WO MO MO OM MO T rr rr. r.r crr r�r EXIST STL TUBE COL #4x16 "LONG 030 "OC DRILL -IN & EPDXY INTO EXIST SLAB -BLOCK EXIST OPENING EXIST /NE 7 2' NLARGE EDG HOWN W /4# AS BOTT - T5x30'DIAGONAL CONT 12 "x24 "WIDE CONC FTG W /3 #5BOT AND #4 PERPENDICULAR ©48 OC. 8 "x16 "CONC STARTER TIE COL W/6 #5 VERT AND #3 TIES 08 "OC 4" CONC SLAB W /6x6,10 /10 WWM ON 6 MIL VAPOR BARRIER, SOIL POISON AND WELL COMPACTED CLEAN FILL. .J-- THICKEN EDGE OF NEW SLAB TO 12 "x16 "WIQE AT THE CONNECTION W /EXIST FAMILY ROOM & LIBRARY ADD 2 # BOTT. #4x16 "LONG HOOKS-©32 "c INTO PUNCH BLOCK CELL & FILL W/ CONC LINE OF EXIST FTG 1#5V IN SIDE OF WIDER, 8 "x16 "C W/4 #5 SEE FTG DETAIL FOR DIGGING NEW FTG AT THIS CORNER EXIST WINDOWS 1/2" GWB (MR AT ALL WET LOCATIONS) ON PT 1X2 0 16" OC. HOLD BOARD 1/4" FROM FIN, FLOOR. PROVIDE R =5.0 RIGID INSULATION IN FURRING SPACE, TYP. 8" CONC. BLOCK W/ 1#5 VERT. EACH SIDE OF EACH OPENING (3 FEET OR LARGER) AND AT ANY OTHER LOCATIONS SHOWN ON THE PLANS, IN GROUT FILLED CELLS. AND #9 GAUGE MASONRY HORIZONTAL REINFORCEMENT 016" OC VERT., STARTING FROM FIRST ROW ABOVE FIN GRADE. 1/2" STUCCO ON CONC BLOCK (EXTERIOR SIDE) AND INSIDE THE NEW UTILITY ROOM. 3/4 " =1' -0" 1111 mum % ■IIC:1C0111a111111al NEW OPENING SEE FLR PLAN BLOCK EXIST OPENING R 19-6" BATT INSULATION, TYP 1 /2" GWB ON 1X3 AT 1 6' OC 8 "X12" MIN. CONC. TIE BEAM W/ 2# 5 T. & B. AND # 3QS, 4 0 12" BAL. 0 48" OC. PROVIDE CORNERS REINFORCING W/ 2 #5 X6' -0" BENT EQUALLY IN TO EACH CORNER, TYPICAL PT 1X3 FIRESTOP, CONT. TYPICAL WALL SECTION 17' -9" ± BLOCK EXIST OPENING PARTIAL FOUNDATION PLAN 1/4" =1' -0 EXPOSE BLOCK WALL FROM INSIDE AND VIF IF WE HAVE A TIE COLUMN. IF NOT, CUT BLOCK VERT. TO ALLOW FOR 2 #5 VERT DOWELLED AND EPDXIED 4" MIN INTO THE EXIST TB AND FTG. OVERLAP REBARS 48 BAR DAM. FILL SPACE SOLID W /CONC. w/ OC. USS a 0 --CONT HORIZ B' OF 2x4'S NAILE TRUSS W/2 -16 EXIST ROOF, ROOFING , STRUCTURE STRAPPS , ETC., EXIST FTG 2 #5'S T, C. & BOTTOM 4 #5 VERT W/ SAME # OF DOWELLS FROM THE NEW FTG, AND #3 TIES 0 10 "OC - .• . . 1111= 11[11 # EXIST COL x12 "LONG DBL EXTENC CB WA NEW F I END 0 30" OC. NEW L DN TO G LEVEL NEW STARTER COLUMN BOTT DF NEW FTG 60" AS PER SOIL ENGINEER RECOMMENDATIONS 11 611 BELOW GRADE 2 #5'S T, C. & BOTTOM r : 4 #5 VERT W/ SAME # OF DOWELLS FROM THE NEW FTG, AND #3 TIES 0 10',oC OVERLAP DOWELLS W/ REBARS 32" MIN NEW EXTENC CB WAI NEW F STARTER COLUK NEW L DN TO G LEVEL N —AS PER 60 8ELOO� OIL ENGINEER RECOMMENDATION -=a11i ii1 'i (li i r... illl� �i 0a Q w 2 1 0 0 0 11111 Z z zcw w J N 0 >- (O c0U z s N #5 CONT -WIRE MESH AT 4 "GONG PAD W /THICKENED EDGE WALL AND GWB BEYOND VERLAP MESH 30" OVERLAP REBARS 30" MIN NEW FTG SEE FOUNDATION AND SOIL REPORT RECOMMENDATIONS = r 010 WOOD BASE TYP IIIII IIIII IIIII 1/2" PREMOLD EXP. JT OVERLAP REBARS 30" MIN NEW FTG SEE FOUNDATION AND SOIL REPORT RECOMMENDATIONS NEW 4" CONC SLAB (TO MATCH EXIST) W /6x6, 10/10 WWM, OVER .10 THICK VAPOR BARTER, AND WELL COMP CLEAN FILL. IIIII IIIII SOIL POISON 111111 IIIII IIIII EXIST WALL. AND FTG / WOOD BASE, TYP. EXIST CONC SLAB AT NEW DOOR REMOVE EXIST C. BLOCK SIU DOWN TO 1-1/2" UNDER THE FIN FLOOR �j JAN 08/01 NEW SLO'ED ROOF L m LLJ Q 0 CO W U z O O 41 8"x12 "CONC TIE COL W/4 #5 VERT AND #3 TIES 010 "OC CONC FILLED CELL EA EA OPENING 36 "OR P OF FOUR NC STARTER TIE COL ERT D #3 TIES 08 "OC SEE FTG DETAIL FOR DIGGING NEW FTG AT THIS CORNER PROVIDE A CONTINUOUS 24" WIDE GALV MTL FLASING —. EXTENDING 12 " EACH SIDE OF THE "EXIST TO NEW" LINE CUT 2x4 AS SHOWN ANCHOR TO NEW TRUSS ONE SIDE AND STRAP TO NEW 2x4 NAILED TO BOTTOM CHORD OF EXIST TRUSS AS SHOWN. 3 -10d NAILS INTO EA MEMBER SIMPSON H2.5 W /3 -10d'S INTO EA MEMBER, MIN. W -- (r) J U I LINES OF EXIST 8" CONC. BLOCK BEYOND 1 /2" GWB ON PT 1X2 0 16" OC OVER EXISTING WALL MR. AT WET LOCATIONS HOLD BOARD 1 /4" FROM FINISHED FLOOR EB 0004821 G.D. Klieger, Inc. Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 FAX: (954) 923 -4949 Gershon 0. Klieger, PE FL. PE #36109 0 LL. 0 0 0 Q 0 LIJ CD 0 J 0 0 LL- Q LLJ LLJ CC 0 O) LLJ N N 0 w U 7 0 111 Ln J W ELEMENT: CONCRETE COVER: TOP BOTTOM SIDES REMARKS: FOOTING NON - STFRUCT. SLAB -ON -GRADE BEAMS /(COLUMNS (TO TIES) 2" 3" 2" MID -DEPTH 1 -1/2" ALL AROUND 110 MPH CODE WIND SPEED IMPORTANCE FACTOR EXPOSURE CALCULATED FORCES: _ ASCE -7(93) 110 MPH 1.05 "C" 28 PSF (SEE 4) 36 PSF (SEE 4) U S E: OMPI'LSS 11 AT 28 DAYS STRENGTH: SUPERIMOSED LOADS: - LIVE P D (PRSTY ROOF , A� - FREM i OR C1N- TO BE -615 G2,ADE 60, FABRICATED "RACTICE AND PLACED IN ACCORDANCE .TANDAR)' PRACTICE. 30 25 RESIDENTIAL (FLOOR) 40 20 ELEME OMPI'LSS 11 AT 28 DAYS STRENGTH: MAX. SLUMP: ALL I •, 3: O OTC�' S $Nf R Vr WITH C.R.S.I 315 ANE , A� - FREM i OR C1N- TO BE -615 G2,ADE 60, FABRICATED "RACTICE AND PLACED IN ACCORDANCE .TANDAR)' PRACTICE. N ACCORDANCE WITH A.C.I. GENERAL: 1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT INTENDED TO BE SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. 2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN. 3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE SUB- CONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND SPECIFICATIONS, THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN THE ABOVE TO THE ARCHITECT /ENGINEER BEFORE COMMENCING WORK. THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM ESTABLISHED RFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND MASUREMENTS IN CONNECTION WITH THEIR WORK. 4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT /ENGINEER IN WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. 5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLT SETTING, SLEEVES, DIMENSIONS, ETC. NOTIFY ARCHITECT /ENGINEER, IN WRITING, OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK. SHOP DRAWINGS: 1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW ONLY AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS AND OTHER TRADE REQUIREMENTS, AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS. 2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE, ALL RELATED SHOP DRAWINGS, PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE ENGINEER -OF- RECORD AND APPROVED BY THE BUILDING DEPARTMENT. 3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, OUTLINED IN THE LOCAL BUILDING CODE. 4. CONTRACTOR SHALL SUBMIT TO ARCHITECT /ENGINEER ONLY ONE SET CF REPRODUCIBLE SEPIA OR REPRODUCIBLE XEROX COPY (TO SERVE AS AN ORIGINAL) AND TWO SETS OF BLUE PRINTS OR XEROX COPIES OF THE STRUCTURAL SHOP DRAWINGS FOR ARCHITECT /ENGINEER ENGINEER'S REVIEW, BEFORE STARTING FABRICATION. UNLESS OTHERWISE AGREE UPON, ALL SHOP DRAWINGS SHALL BE SUBMITTED THRU THE ARCHITECT. THE ENGINEER WILL RETURN THE MARKED -UP AND STAMPED ORIGINALS TO THE ARCHITECT. THESE ORIGINAL (OR SEPIA) WILL BE USED TO MAKE PRINTS AS REQUIRED FOR THE SHOP DRAWING DISTRIBUTION. ANY ADDITIONAL COPIES (IN ADDITION TO THE ORIGINAL AND 2 COPIES) WILL BE DISCARDED. CONSTRUCTION MEANS AND METHODS: 1. THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE OR PROCEDURES, SAFETY PRECAUTIONS, SHORES, RESHORES, LATERAL BRACING AND PROGRAMS IN CONNECTION WITH THE PROJECT, ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. OUR SERVICES DO NOT GUARANTEE NOR ASSURE LIABILITY FOR THE JOB SAFETY, TEMPORARY SHORING AND BRACING AND THE PERFORMANCE OF THE CONTRACTOR. 2. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF LOCAL BUILDING CODE AND ALL OTHER APPLICABLE LOCAL, STATE AND FEDERAL LAWS. 3. PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR SAFETY, STRUCTURAL STABILITY AND FOR THE PROPER EXECUTION OF THE WORK. REMOVE WHEN WORK IS COMPLETED. 4. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS, ABSTRACTIONS IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT TO PUBLIC WALKS OR ROADS. 5. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR THE SUN), SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM INJURY OR DAMAGE. PROVIDE ADEQUATE BRACING TO THE ELEMENTS ALREADY IN PLACE (ESPECIALLY MASONRY WALLS) AGAINST WIND FORCES CAPABLE OF DAMAGING THIS WORK. 6. AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED. ANY WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED WITH NEW WORK AT THE CONTRACTOR'S EXPENSE. 7. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES, SIDEWALKS AND TO STREETS OR OTHER PUBLIC PROPERTY OR PUBLIC UTILITIES. 8. "OSHA" SAFETY INSPECTIONS ARE NOT A PART OF OUR SERVICES. OUR PRESENCE ON SITE (FOR OBSERVATIONS, INSPECTIONS OF THE WORK IN PROGRESS OR MEETINGS) SHALL NOT CONSTRUED AS OUR ACTING AS "OSHA" INSPECTORS. CONFORMING WITH ALL APPLICABLE "OSHA" SAFETY REGULATIONS ARE THE SOLE RESPONSIBILITY OF THE £ON -T-AG -TOR. STRUCTURAL OBSERVATIONS, INSPECTIONS & "SPECIAL INSPECTOR ": 1. BASED ON THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE AND /OR THE LOCAL CODE ENFORCEMENT DEPARTMENT, THIS PROJECT REQUIRES INSPECTIONS TO BE MADE DURING THE CONSTRUCTION OF SEVERAL OR ALL STRUCTURAL ELEMENTS (AS LISTED IN THE PERMIT REQUIREMENTS OR ELSEWHERE IN THESE DOCUMENTS). 2. IN ORDER TO COMPLY WITH THE ABOVE REQU REMENTS THE OWNER SHALL RETAIN THE SERVICES OF A LICENSED STRUCTURAL ENGINEER FOR THE PURPOSE OF PERFORMING THE REQUIRED INSPECTION SERVICES. 3. THE ASSIGNED STRUCTURAL INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR, AT LEAST 24 HOURS PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONCEAL STRUCTURAL ELEMENTS. 4, UNLESS EVERY STRUCTURAL ELEMENT REQUIRED INSPECTION, WAS ADEQUATELY INSPECTED BY THE STRUCTURAL ENGINEER, SAID ENGINEER CANNOT ISSUE A REQUIRED "STATEMENT OF INSPECTION" AT THE COMPLETION OF THE STRUCTURAL WORK. 5. IT IS UNDERSTOOD THAT G.D. KLIEGER, INC. WILL NOT BE HELD RESPONSIBLE AND LIABLE FCR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY OBSERVED BY G.D. KLIEGER, INC. (AS "THE ENGINEER - -OF-- RECORD" OR HIS REPRESENTATIVE OR FOR ANY WORK, APPROVED BY THE INSPECTING ENGINEER (OTHER THAN THE ENGINEER- -OF-- RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT RECORD DOCUMENTS, WITHOUT PRIOR ACCEPTANCE (IN WRITING) BY THE ENGINEER -OF- RECORD. STRUCTURAL DESIGN CRITERIA: 1. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FOLLOWING BUILDING CODE: SOUTH FLORIDA BUILDING CODE - DADE COUNTY EDITION (1994) ALL CODES, SPECIFICATIONS AND OTHER APPLICABLE REFERENCES, SHALL BE LATEST EDITION AT TIME OF PERMIT. 2. ROOF ,/ FLOOR DESIGN LOADS: WIND DESIGN CRITERIA / LOADS: 4. THE WIND LOADS INDICATED IN THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON THE "MAIN- FRAME" DESIGN FACTORS OF THE "ASCE -7 ". STRUCTURAL ELEMENTS EXPOSED TO WIND HAVE BEEN DESIGNED BASED ON "COMPONENTS & CLADDING" FACTORS OF THE CODE, DELEGATED ENGINEERS, PROVIDING DESIGN CALCULATIONS FOR WOOD OR STEEL ( "RED- IRON" OR COLD- FORMED STEEL) TRUSSES, JOISTS AND GIRDERS OR OTHER ROOF, FLOOR OR WALL COMPONENTS SUBJECTED TO WIND FORCES, SHALL COMPUTE THE WIND ON SAID ELEMENTS BASED ON THE "WORST CASE" BASED ON EITHER "MAIN- FRAME" OR "COMPONENTS & CLADDING "). NOTE THE DIFFERENT FORCES CALCULATED IN THE "HELD ZONE" AND THE "PERIMETER / CORNER ZONES ". SAID DESIGN CRITERIA SHALL BE CLEARLY INDICATED IN THE SUBMITTED SHOP DRAWINGS OR CALCULATIONS. FOUNDATIONS: (SPREAD FOOTINGS) THESE RECOMMENDATIONS ARE BASED ON SOIL EXPLORATION AND FOUNDATION RECOMMENDATIONS, MADE BY: "WINGERTER LABORATORIES, INC." (REPORT DATED: 8-22- 2000). ROOF WALL IN THE EVENT OF A DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE REQUIREMENTS IN THE GEOTECHNICAL REPORT, THE MORE STRINGENT SHALL BE USED. 1. FOUNDATIONS ARE DESIGNED TO BEAR ON WELL COMPACTED GRADE OR CLEAN FILL OF AN ALLOWABLE BEARING CAPACITY OF 3,000 PSF MINIMUM. THE CERTIFIED TESTING LABORATORY SHALL BE ENGAGED BY THE OWNER TO VERIFY THAT THE REQUIRED MINIMUM BEARING CAPACITY WAS OBTAINED. SAID SOIL CAPACITY SHALL BE CERTIFIED AND TESTED BY A REGISTERED FOUNDATION ENGINEER, PRIOR TO CASTING OF CONCRETE IN THE FOOTINGS. 2. NATURAL GRADE (OR FILL) BELOW FOOTINGS SHALL BE COMPACTED TO A MINIMUM OF 95% MODIFIED PROCTOR (ASTM D- 1557). 3. TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD FOOTINGS. 4, BOTTOM OF ALL FOOTINGS TO BE A MINIMUM 5-0" BELOW THE TOP OF EXISTING GRADE. 5, REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND /OR NON - MONOLITHIC) SHALL BE SPLICED 36 BAR DIAMETERS MINIMUM AND SHALL EXTEND CONTINUOUSLY THRU ALL FOOTING PADS. 6. ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS, SHALL BE CONTINUED AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR DIAMETERS AROUND THE CORNERS OR ADDING MATCHING CORNER BARS, EXTENDING 48 BAR - DIAMETERS INTO FOOTING EACH SIDE OF CORNER OR BENT. , . MUA4 -441 ESS. PLYWOOD FLOOR /ROOF DECKING AND DIAPHRAGM: CONCRETE NON- STRUCTURAL SLABS ON GRADE: 1. ALL NON- STRUCTURAL CONCRETE SLABS AND WALK NAYS, ON GRADE, AS SHOWN ON THE STRUCTURAL AND /OR ARCHITECTURAL PLANS, SHALL BE AS FOLLOWS: INTERIOR SLABS: 4" THICK, REINF. W/ 6 X 6 - W1.4 X W1.4 WELDED WIRE FABRIC (UNLESS OTHERWISE_ NOTED). EXTERIOR SLABS AND WALKS: 4" THICK, REINF. W/ 6 X 6 - W1,4 X W1.4 WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED). 2. ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST A.C.I - "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION" (A.C.I. - 302.1R). 3. JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE AT ALL COLUMN CENTER -LINES DIVIDING THE SLAB INTO SQUARE PANELS NOT TO EXCEED 18 X 18 FT. IN SIZE. CAST SLAB IN LONG ALTERNATE STRIPS. PROVIDE A CONTRACTION JOINT BETWEEN EACH STRIP. SEE PLAN FOR SAW -CUT, CONTRACTION AND ISOLATION JOINT DETAILS, 4, PROVIDE SAW -CUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF FIVE FEET ON CENTERS AND ISOLATION JOINTS AT 20 FEET 0.0. (U.O.N.). 5. FILL (MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 12" AND COMMPAC1ED TO MINIMUM 95% MODIFIED PROCTOR (ASTM D -1557) WITHIN A DISTANCE OF 3 FEET BEYOND ALL FOOTING EDGES. COORDINATE THESE REQUIREMENTS WITH THE GEOTECH■IIICAL REPORT AND RECOMMENDATIONS. TAKE AT LEAST ONE DENSITY TEST FOR EACH 1,600 SQ.FT. CF AREA AND 12" BELOW SURFACE. SEND RESULTS OF THE TEST TO OWNER, ARCHITECT AND ENGINEER, CONCRETE AND REINFORCING: 1, CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (A.C,I. 318 - LATEST EDITION) AND WITH "DETAILS SAND DETAILING OF CONCRETE REINFORCEMENT "- (A.C.I 315 - LATEST EDITION). 2, ALL (CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING" (A.C.I. 301 - LATEST EDITION). PRODUCTON OF CONCRETE, DELIVERY, PLACING AND CUR NG TO BE IN ACCORDANCE WITH "HCT WEATHER CONCRETING" (A.C.I. 3058 - LATEST EDITION), 3, ALL (CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH AS FOLLOWS: G TO THE LATEST A.S.T.M. . MANUAL OF STANDARD > C.R.S.I. MANUAL OF 5. COLJIMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL REBARS \IBOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES, U.O.N. FIROVIDE RIGID TEMPLETS FOR COLUMN DOWEL LOCATION. PROVIDE STANDARD HOOKS AT' TOP OF ALL VERTICAL REINFORCEMENT AT NON - CONTINUOUS COLUMNS (U.O.N.), 6. UNLESS OTHERWISE INDICATED ALL COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF PARAPET. 7. ALL [DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO CONCRETNG. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED). 8. BEAU REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID -SPAN. ALL TOP BARS HOOKED AT NON - CONTINUOUS EDGES (U.+O.N.), ALL HOOKS TO BE STANDARD 90 OR 180 DEGREE HOOKS AS REQUIRE[ (U.O.N.). 9. ADCE_:D REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36 INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL BEAMS - D MATCH ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE REBARS), 10. SEE IPLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS. 11. CONCRETE COVER (UNLESS OTHERWISE DETAILED ON DRAWINGS): 1. FL0OIR /ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "A.P.A. DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE APPLICABLE SECTIONS OF THE LOCAL BUILDING CODE. 2. PLYWJOOD ROOF DECKING: A. SHALL BE 19/32" MINIMUM THICKNESS, "CDX" TYPE AND SHALL BE CONTINUOIUS OVER THREE OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUUPPORTS. B. CONNEECT PLYWOOD ROOF DIAPHRAGM TO STRUCTURE WITH 10d GALV, NAILS, SPACED AT 6" O.C. MAX. AT SUPPORTED EDGES AND AT 6" 0.C. ALONG THE INTERZMEDIATE SUPPORTS. GABLE ENIDS AND PERIMETER NAIL SPACING SHALL BE 4" ON CENTERS MAXIMUM. 3. INSPEECTIONS: COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE LOCAL BUILDING DEPARTMENT, ARCHITECT OR ENGINEER)) OF SPECIFIED COMPONENTS OF THE DECK /ROOF STRUCTURE - P:EOUR4NC; INSPECTIO i� NON -- REINFORCED MASONRY WALLS: 1, HOLLOW LOAD- BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE I, GRADE N, REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF f'rn =2,000 PSI. CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI -530 SPECIFICATIONS. 2. MORTAR SHALL CONFORM TO ASTM C -270, TYPE "M" OR "S ". 3, LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING. 4. CONCRETE IN TIE COLUMNS AND TIE BEAMS SHALL BE PLACED AGAINST IN -PLACE MASONRY. 5. HORIZONTAL REINFORCING: PROVIDE GALVANIZED #9 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING EVERY 2ND BLOCK COURSE (1' -4" 0.C. VERTICALLY) LAPPED 7 -1/2" AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT "T" AND "L" INTERSECTION. PROVIDE "DOVE- TAIL" ANCHORS AT 16" O.C. VERTICALLY FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUMNS. 6. CONCRETE TIE COLUMNS ARE REQUIRED AT 20 FT. ON CENTERS (16 FT. IN BROWARD COUNTYA) MAXIMUM (SMALLER SPACING MAY BE REQUIRED TO LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT. OR AS REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE OF OPENINGS LARGER THAN 8 FT., ADJACENT TO ANY CORNER OPENING LARGER THAN 4 FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING .2 FT., ALL TIE COLUMNS AND COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF PARAPET WALL (UNLESS OTHERWISE INDICATED ON THE PLANS OR DETAILS). 7. IN THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS INDICATED ON THE PLANS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE USED. 8, ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE ONE #5 VERTICAL REBAR ON EACH SIDE, PLACED IN BLOCK CELL FILLED WITH CONCRETE. THESE REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 30" MINIMUM. 9. CHANGES IN LEVEL OF CONCRETE TIE BEAMS AND BEAMS, SHALL OCCUR AT A TIE COLUMN OR COLUMN LOCATION. 10. LINTELS: A. THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE OR CAST -IN -SITE LINTELS AT THE HEADS OF ALL OPENINGS IN MASONRY WALLS NOT EXCEEDING SIX (6) FEET IN WIDTH WHERE BEAMS HAVE NOT BEEN SPECIFIED, FOR OPENING ADJACENT TO CONCRETE COLUMNS - THE LINTEL SHALL BE CAST- IN -PLACE WITH THE COLUMN. B. LINTEL MAY BE INTEGRAL WITH THE STRUCTURAL OR TIE BEAM WHEN HEAD OF THE OPENING IS 16 INCHES OR LESS BELOW. CONTINUE BEAM'S TYPICAL TOP AND BOTTOM REBARS THROUGH AND ADD 2 - #5 BOTTOM BARS AT DROPS AND 3 - #3 STIRRUPS AT 6 INCHES O.C. EACH END OVER OPENING. C. MINIMUM BEARING FOR ALL LINTELS 8 INCHES EACH SIDE OR PROVIDE DOWELS AND POCKETS IN ADJACENT CONCRETE COLUMNS. D. CAST -IN -PLACE LINTELS TO BE MINIMUM OF 8" X 12" WITH 2 - #5 TOP AND BOTTOM FOR CLEAR SPANS UP TO 8 FEET, WITH 3 - #3 STIRRUPS AT 4 INCHES 0.0. EACH END. FOR SPANS GREATER THAN 8 FEET CONTACT ENGINEER IF NO BEAMS OR LINTELS HAVE qY C CAILFI OD: 1. TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE RULES THE LUMBER IS PRODUCED. (SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO, 2 SOUTHERN PINE, UTILITY GRADE DOUGLAS FIR OR WEST COAST HEMLOCK). 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (S -4 -S) WITH A MINIMUM FIBER STRESS IN BENDING OF 1,200 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTITIOUS MATERIALS SHALL BE PRESSURE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR CIRCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. 7. EXTERIOR STUD WALLS SHALL BE WOOD STUDS, STRUCTURAL GRADE, WITH A MINIMUM FIBER STRESS IN BENDING OF 1,200 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. MINIMUM STUD SIZE SHALL BE 2 X 6, SPACED AT A MAXIMUM OF 16" 0.0.. 1 7 G.D. Consultin 0 Klieger, E Inc g St ructural 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 ( Phone: (954) 923 -2111 ED 0004821 FAX: (954) 923 -4949 Gershon D. Klieger, PE FL. PE #38109 0 LiJ z a 0 _1 LJ m O 0 O m 0 J O 1 CN 0 0 a LJ C[) n_ 0 X Q Ln (\1 N 0 Li) w U z O O I I U O r-- w 0 L 0 ELENCNT: CONCRETE COVER: TOP BOTTOM SIDES REMARKS: FOOTIr;G NON- °TRUCT. SLAB - -ON -GRADE BEAMS /COLUMNS (TO TIES) 2" 3" 2" MID -DEPTH 1 -1/2" ALL AROUND ASCE -7(93) CODE WIND SPEED IMPORTANCE FACTOR EXPOSURE CALCULATED FORCES: ASCE -7(93) 110 MPH 1.05 "C" 28 PSF (SEE 4) 36 PSF (SEE 4) U S E: SUPERIMOSED LOADS: LIVE (PSF) DEAD (PSF) ROOF 30 25 RESIDENTIAL (FLOOR) 40 20 GENERAL: 1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT INTENDED TO BE SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. 2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN. 3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE SUB- CONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN THE ABOVE TO THE ARCHITECT /ENGINEER BEFORE COMMENCING WORK. THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM ESTABLISHED RFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND MASUREMENTS IN CONNECTION WITH THEIR WORK. 4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT /ENGINEER IN WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. 5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLT SETTING, SLEEVES, DIMENSIONS, ETC, NOTIFY ARCHITECT /ENGINEER, IN WRITING, OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK. SHOP DRAWINGS: 1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW ONLY AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS AND OTHER TRADE REQUIREMENTS, AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS. 2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE, ALL RELATED SHOP DRAWINGS, PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE ENGINEER -OF- RECORD AND APPROVED BY THE BUILDING DEPARTMENT. 3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, OUTLINED IN THE LOCAL BUILDING CODE. 4. CONTRACTOR SHALL SUBMIT TO ARCHITECT /ENGINEER ONLY ONE SET OF REPRODUCIBLE SEPIA OR REPRODUCIBLE XEROX COPY (TO SERVE AS AN ORIGINAL) AND TWO SETS OF BLUE PRINTS OR XEROX COPIES OF THE STRUCTURAL SHOP DRAWINGS FOR ARCHITECT /ENGINEER ENGINEER'S REVIEW, BEFORE STARTING FABRICATION. UNLESS OTHERWISE AGREE UPON, ALL SHOP DRAWINGS SHALL BE SUBMITTED THRU THE ARCHITECT. THE ENGINEER WILL RETURN THE MARKED -UP AND STAMPED ORIGINALS TO THE ARCHITECT. THESE ORIGINAL (OR SEPIA) WILL BE USED TO MAKE PRINTS AS REQUIRED FOR THE SHOP DRAWING DISTRIBUTION. ANY ADDITIONAL COPIES (IN ADDITION TO THE ORIGINAL AND 2 COPIES) WILL BE DISCARDED. CONSTRUCTION MEANS AND METHODS: 1. THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE OR PROCEDURES, SAFETY PRECAUTIONS, SHORES, RESHORES, LATERAL BRACING AND PROGRAMS IN CONNECTION WITH THE PROJECT, ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. OUR SERVICES DO NOT GUARANTEE NOR ASSURE LIABILITY FOR THE JOB SAFETY, TEMPORARY SHORING AND BRACING AND THE PERFORMANCE OF THE CONTRACTOR. 2. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF LOCAL BUILDING CODE AND ALL OTHER APPLICABLE LOCAL, STATE AND FEDERAL LAWS. 3. PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR SAFETY, STRUCTURAL STABILITY AND FOR THE PROPER EXECUTION OF THE WORK. REMOVE WHEN WORK IS COMPLETED. 4. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS, ABSTRACTIONS IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT TO PUBLIC WALKS OR ROADS. 5. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR THE SUN), SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM INJURY OR DAMAGE. PROVIDE ADEQUATE BRACING TO THE ELEMENTS ALREADY IN PLACE (ESPECIALLY MASONRY WALLS) AGAINST WIND FORCES CAPABLE OF DAMAGING THIS WORK. 6. AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED. ANY WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED WITH NEW WORK AT THE CONTRACTOR'S EXPENSE. 7. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES, SIDEWALKS AND TO STREETS OR OTHER PUBL C PROPERTY OR PUBLIC UTILITIES. 8. "OSHA" SAFETY INSPECTIONS ARE NOT A PART OF OUR SERVICES. OUR PRESENCE ON SITE (FOR OBSERVATIONS, INSPECTIONS OF THE WORK IN PROGRESS OR MEETINGS) SHALL NOT CONSTRUED AS OUR ACTING AS "OSHA" INSPECTORS. CONFORMING WITH ALL APPLICABLE "OSHA" SAFETY REGULATIONS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. STRUCTURAL OBSERVATIONS, INSPECTIONS & "SPECIAL INSPECTOR ": 1. BASED ON THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE AND /OR THE LOCAL CODE ENFORCEMENT DEPARTMENT, THIS PROJECT REQUIRES INSPECTIONS TO BE MADE DURING THE CONSTRUCTION OF SEVERAL OR ALL STRUCTURAL ELEMENTS (AS LISTED IN THE PERMIT REQUIREMENTS OR ELSEWHERE IN THESE DOCUMENTS). 2. IN ORDER TO COMPLY WITH THE ABOVE REQUIREMENTS THE OWNER SHALL RETAIN THE SERVICES OF A LICENSED STRUCTURAL ENGINEER FOR THE PURPOSE OF PERFORMING THE REQUIRED INSPECTION SERVICES. 3. THE ASSIGNED STRUCTURAL INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR, AT LEAST 24 HOURS PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONCEAL STRUCTURAL ELEMENTS. 4. UNLESS EVERY STRUCTURAL ELEMENT REQUIRED INSPECTION, WAS ADEQUATELY INSPECTED BY THE STRUCTURAL ENGINEER, SAID ENGINEER CANNOT ISSUE A REQUIRED "STATEMENT OF INSPECTION" AT THE COMPLETION OF THE STRUCTURAL WORK. 5. IT IS UNDERSTOOD THAT G.D. KLIEGER, INC. WILL NOT BE HELD RESPONSIBLE AND LIABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY OBSERVED BY G.D. KLIEGER, INC. (AS "THE ENGINEER -OF- RECORD" OR HIS REPRESENTATIVE OR FOR ANY WORK, APPROVED BY THE INSPECTING ENGINEER (OTHER THAN THE ENGINEER --OF -- RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT RECORD DOCUMENTS, WITHOUT PRIOR ACCEPTANCE (IN WRITING) BY THE ENGINEER -OF- RECORD. STRUCTURAL DESIGN CRITERIA: 1, THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FOLLOWING BUILDING CODE: - SOUTH FLORIDA BUILDING CODE DADE COUNTY EDITION (1994) ALL CODES, SPECIFICATIONS AND OTHER APPLICABLE REFERENCES, SHALL BE LATEST EDITION AT TIME OF PERMIT. 2. ROOF / FLOOR DESIGN LOADS: 3. WIND DESIGN CRITERIA / LOADS: 4. THE WIND LOADS INDICATED IN THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON THE "MAIN - FRAME" DESIGN FACTORS OF THE "ASCE -7 ". STRUCTURAL ELEMENTS EXPOSED TO WIND HAVE BEEN DESIGNED BASED ON "COMPONENTS & CLADDING" FACTORS OF THE CODE, DELEGATED ENGINEERS, PROVIDING DESIGN CALCULATIONS FOR WOOD OR STEEL ( "RED- IRON" OR COLD - FORMED STEEL) TRUSSES, JOISTS AND GIRDERS OR OTHER ROOF, FLOOR OR WALL COMPONENTS SUBJECTED TO WIND FORCES, SHALL COMPUTE THE WIND ON SAID ELEMENTS BASED ON THE "WORST CASE" BASED ON EITHER "MAIN- FRAME" OR "COMPONENTS & CLADDING "). NOTE THE DIFFERENT FORCES CALCULATED IN THE "FIELD ZONE" AND THE "PERIMETER / CORNER ZONES ", SAID DESIGN CRITERIA SHALL BE CLEARLY INDICATED IN THE SUBMITTED SHOP DRAWINGS OR CALCULATIONS. FOUNDATIONS: (SPREAD FOOTINGS) THESE RECOMMENDATIONS ARE BASED ON SOIL EXPLORATION AND FOUNDATION RECOMMENDATIONS, MADE BY: "WINGERTER LABORATORIES, INC." (REPORT DATED: 8- 22- 2000). ROOF WALL IN THE EVENT OF A DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE REQUIREMENTS IN THE GEOTECHNICAL REPORT, THE MORE STRINGENT SHALL BE USED. 1. FOUNDATIONS ARE DESIGNED TO BEAR ON WELL COMPACTED GRADE OR CLEAN FILL OF AN ALLOWABLE BEARING CAPACITY OF 3,000 PSF MINIMUM. THE CERTIFIED TESTING LABORATORY SHALL BE ENGAGED BY THE OWNER TO VERIFY THAT THE REQUIRED MINIMUM BEARING CAPACITY WAS OBTAINED. SAID SOIL CAPACITY SHALL BE CERTIFIED AND TESTED BY A REGISTERED FOUNDATION ENGINEER, PRIOR TO CASTING OF CONCRETE IN THE FOOTINGS. 2. NATURAL GRADE (OR FILL) BELOW FOOTINGS SHALL BE COMPACTED TO A MINIMUM OF 95% MODIFIED PROCTOR (ASTM D- 1557). 3. TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD FOOTINGS. 4, BOTTOM OF ALL FOOTINGS TO BE A MINIMUM 5' -O" BELOW THE TOP CF EXISTING GRADE. 5. REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND /OR NON - MONOLITHIC) SHALL BE SPLICED 36 BAR DIAMETERS MINIMUM AND SHALL EXTEND CONTINUOUSLY THRU ALL FOOTING PADS, 6. ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS, SHALL BE CONTINUED AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR DIAMETERS AROUND THE CORNERS OR ADDING MATCHING CORNER BARS, EXTENDING 48 BAR - DIAMETERS INTO FOOTING EACH SIDE OF CORNER OR BENT. 7. ALL FOOTINGS SHALL BE 1-2" MINa114 4-4H CKNESS. CONCRETE NON- STRUCTURAL SLABS ON GRADE: 1. ALL NON- STRUCTURAL CONCRETE SLABS AND WALKWAYS, ON GRADE, AS SHOWN ON THE STRUCTURAL AND /OR ARCHITECTURAL PLANS, SHALL BE AS FOLLOWS: INTERIOR SLABS: 4" THICK, REINF. W/ 6 X 6 - W1.4 X W1.4 WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED). EXTERIOR SLABS AND WALKS: 4" THICK, REINF, W/ 6 X 6 -- W1,4 X W1.4 WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED). 2. ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST A.C.I - "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION" (A.C.I. - 302.1R). 3. JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE AT ALL COLUMN CENTER -LINES DIVIDING THE SLAB INTO SQUARE PANELS NOT TO EXCEED 18 X 18 FT. IN SIZE. CAST SLAB IN LONG ALTERNATE STRIPS. PROVIDE A CONTRACTION JOINT BETWEEN EACH STRIP. SEE PLAN FOR SAW -CUT, CONTRACTION AND ISOLATION JOINT DETAILS. 4. PROVIDE SAW -CUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF FIVE FEET ON CENTERS AND ISOLATION JOINTS AT 20 FEET O.C. (U.O.N.). 5. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 12" AND COMPACTED TO MINIMUM 95% MODIFIED PROCTOR (ASTM D -1557) WITHIN A DISTANCE OF 3 FEET BEYOND ALL FOOTING EDGES. COORDINATE THESE REQUIREMENTS WITH THE GEOTECHNICAL REPORT AND RECOMMENDATIONS. TAKE AT LEAST ONE DENSITY TEST FOR EACH 1,600 SQ.FT. OF AREA AND 12" BELOW SURFACE. SEND RESULTS OF THE TEST TO OWNER, ARCHITECT AND ENGINEER, CONCRETE AND REINFORCING: 1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (A.C.I. 318 - LATEST EDITION) AND WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT "- (A.C.I 315 - LATEST EDITION). 2. ALIL CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING" (A,C.I. 301 - LATEST EDITION), PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING TO BE IN ACCORDANCE WITH "HOT WEATHER CONCRETING" (A.C.I. 305R - LATEST EDITION). 3. Alt CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH AS FOLLOWS: ALL TAT _ 3: 00 PSl 5" ACT STCCL C0 MING TO THE LATEST A.S.T.M. 615 SRADE 60, FABRICATED N ACCORDANCE WITH C.R.S.I. MANUAL OF STANDARD RACTI(IE AND PLACED IN ACCORDANCE WITH A.C.I. 315 AND C.R.S.I. MANUAL OF TANDRD PRACTICE. 5. C(1LUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL REBARS ABOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES, U,O.N. (PROVIDE RIGID TEMPLETS FOR COLUMN DOWEL LOCATION. PROVIDE STANDARD HOOKS "AT TOP OF ALL VERTICAL REINFORCEMENT AT NON - CONTINUOUS COLUMNS (U.O.N.) 6. UtiESS OTHERWISE INDICATED ALL COLUMNS SHALL BE EXTENDED TO THE TOP OF THE RODE PARAPET. 7, AL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO CONCRETING. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERM( T:= D. 8. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM DAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BAS SPLICED ONLY AT MID -SPAN. ALL TOP BARS HOOKED AT NON - CONTINUOUS EDGES '.U.O.N.). ALL HOOKS TO BE STANDARD 90 OR 180 DEGREE HOOKS AS REQUIRED (U.O.N.). 9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36 INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL BEAMS 70 MATCH ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE REBAR5, . 10. SE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS. 11. CONCRETE COVER (UNLESS OTHERWISE DETAILED ON DRAWINGS): PLYWOO) FLOOR /ROOF DECKING AND DIAPHRAGM: 1. FLOOR /ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMIVENDATIONS OF "A.P.A, DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND TH: APPLICABLE SECTIONS OF THE LOCAL BUILDING CODE. 2. PLYWOOD ROOF DECKING: A. SHAEL BE 19/32" MINIMUM THICKNESS, "CDX" TYPE AND SHALL BE CONTINLDUS OVER THREE OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE :SUPPORTS. B. CONNECT PLYWOOD ROOF DIAPHRAGM TO STRUCTURE WITH 10d GALV. NAILS, :PACED AT 6" O.C. MAX. AT SUPPORTED EDGES AND AT 6" 0.0. ALONG THE INTL:RMEDIATE SUPPORTS. GABLE ENDS AND PERIMETER NAIL SPACING SHALL BE 4" ON CENTERS MAXIMUN. 3. INSPECTIONS: COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INS' ?ECTIONS (BY THE LOCAL BUILDING DEPARTMENT, ARCHITECT OR ENGINEER) OF SPECIE ED COMPONENTS OF THE DECK /ROOF STRUCTURE COMPRESSION AT 28 DAYS STRENGTH: MAX. SLUMP: NON - REINFORCED MASONRY WALLS: 1, HOLLOW LOAD- BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE 1, GRADE N, REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF f'm =2,000 PSI. CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI -530 SPECIFICATIONS. 2. MORTAR SHALL CONFORM TO ASTM C -270, TYPE "M" OR "S ". 3. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING. 4. CONCRETE IN TIE COLUMNS AND TIE BEAMS SHALL BE PLACED AGAINST IN- PLACE MASONRY, 5. HORIZONTAL REINFORCING: PROVIDE GALVANIZED # GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING EVERY 2ND BLOCK COURSE (1' -4" 0.C. VERTICALLY) LAPPED 7 -1/2" AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT "T" AND "L" INTERSECTION. PROVIDE "DOVE- TAIL" ANCHORS AT 16" 0.0. VERTICALLY FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUMNS. 6. CONCRETE TIE COLUMNS ARE REQUIRED AT 20 FT. ON CENTERS (16 FT. IN BROWARD COUNTYA) MAXIMUM (SMALLER SPACING MAY BE REQUIRED TO LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT. OR AS REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE OF OPENINGS LARGER THAN 8 FT., ADJACENT TO ANY CORNER OPENING LARGER THAN 4 FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2 FT.. ALL TIE COLUMNS AND COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF PARAPET WALL (UNLESS OTHERWISE INDICATED ON THE PLANS OR DETAILS). 7, IN THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS INDICATED ON THE PLANS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE USED. 8. ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE ONE #5 VERTICAL REBAR ON EACH SIDE, PLACED IN BLOCK CELL FILLED WITH CONCRETE. THESE REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 30" MINIMUM. 9. CHANGES IN LEVEL OF CONCRETE TIE BEAMS AND BEAMS, SHALL OCCUR AT A TIE COLUMN OR COLUMN LOCATION, 10. LINTELS: A. THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE OR CAST -IN -SITE LINTELS AT THE HEADS OF ALL OPENINGS IN MASONRY WALLS NOT EXCEEDING SIX (6) FEET IN WIDTH WHERE BEAMS HAVE NOT BEEN SPECIFIED, FOR OPENING ADJACENT TO CONCRETE COLUMNS - THE LINTEL SHALL BE CAST- IN -PLACE WITH THE COLUMN. B. LINTEL MAY BE INTEGRAL WITH THE STRUCTURAL OR TIE BEAM WHEN HEAD OF THE OPENING IS 16 INCHES OR LESS BELOW. CONTINUE BEAM'S TYPICAL TOP AND BOTTOM REBARS THROUGH AND ADD 2 - #5 BOTTOM BARS AT DROPS AND 3 -#3 STIRRUPS AT 6 INCHES 0.0. EACH END OVER OPENING. C. MINIMUM BEARING FOR ALL LINTELS 8 INCHES EACH SIDE OR PROVIDE DOWELS AND POCKETS IN ADJACENT CONCRETE COLUMNS. D. CAST -IN -PLACE LINTELS TO BE MINIMUM OF 8" X 12" WITH 2 - #5 TOP AND BOTTOM FOR CLEAR SPANS UP TO 8 FEET, WITH 3 - #3 STIRRUPS AT 4 INCHES 0.C. EACH END. FOR SPANS GREATER THAN 8 FEET CONTACT ENGINEER IF NO BEAMS OR LINTELS HAVE OC �J C A I F I 4b0D. 1. TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE RULES THE L'JMBER IS PRODUCED. (SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO. 2 SOUTHERN PINE, UTILITY GRADE DOUGLAS FIR OR WEST COAST HEMLOCK). 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (S -4 -S) WITH A MINIMUM FIBER STRESS IN BENDING OF 1,2.00 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTITIOUS MATERIALS SHALL BE PRESSURE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR CIRCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. 7. EXTERIOR STUD WALLS SHALL BE WOOD STUDS, STRUCTURAL GRADE, WITH A MINIMUM FIBER STRESS IN BENDING OF 1,200 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. MINIMUM STUD SIZE SHALL BE 2 X 6. SPACED AT A MAXIMUM OF 16" 0.C.. G.D. Klieger, Inc. Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 FAX: (954) 923 -4949 Gershon D. Klieger, PE FL. PE #36109 romposymnammanuszEsimm, Fas; z 0 w c) 0 W U) 0 t=- 0 0 U z U L.1J _J 0 0 0 X Q � N W CD N c y CD cc, I O O w < f-- d- z 0 0 0 0 COLUMN CONC. TB. OR LINTEL STUCCO TYP 1/2" STUCCO SCREED WATER PROOF CAULKING ALL AROUND TYPICAL ALUMINUM FRAME, SEE PRODUCT APPROVAL WP CAULK ALL AROUND 8" X 8" CONT. CONC. SILL WITH 2 #5 CONT. EXTEND 8" INTO BLOCK EA SIDE WINDOW CONNECTION DETAIL N.T.S. 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XL ;-elf =, -Y+ - -�I • I 11 IIII ` i i =iii SLAB AT 3/4 " =1 -0" SIMPSON ETA16 W /8 -10dx 1 -1 /2 "NAILS 918 LBS UPLIFT CAPPACITY PLACE JOISTS OVER THE TI BM ON TH so— EXIST PT WD SILL. COORD W /EXIST WD TRUSSES PARTIAL ROOF FRAMING PLAN \ \ IR • MI MO NIB — MI MN - MN .-- • - sr mm. MI 9 MI - IIIIII MI NM - - MN - — — i i 0 NO I•111 MI NM INNI NO - MI MI - - - - MI MP MP - — - N MI WI NO - �.9 - - 0 - --- MIS OM MO OM - - MMI MO .11 MO iiMi OM 1.1 MO MO MO WO MIO MO OM Mb MO - OM - - - - N WI or mom RIM MO Eli BIN - — MI Ile MO - - .. ■�.._ :� 11111 11111 EXIST FTG AN D 48" GALV. MTL. DRIP ON PT 1X2 ON 2X12 WOOD FASCIA, TO MATCH EXIST It 2 -16d NAILS IN- TO I EACH JOIST TYP STUCCO ON HIGH RIB -MTL LATH -BLDG PAPER W/ SCREENED VENTS ® 8' -O" OC. PROVIDE BUILDING PAPER STRPPS UNDER EACH JOIST. WALL AND GWB BEYOND — OVERLAP MESH 30" OVERLAP REBARS 30" MIN NEW FTG SEE FOUNDATION AND SOIL REPORT RECOMMENDATIONS IDOOR GRAVEL SURFACED BUILT UP ROOF MADE OF 90 # TOP SHEET HOT MOPPED TO 30# BASE SHEET. NAIL BASE SH. TO WD DECK W /APPROOVED ROOFING NAILS ® 6" OC IN FIELD AND SEAMS AND 4" OC AT DRIP EAVES (TYP.). 5/8" EXTERIOR GRADE PLYWOOD SHEATHING DECK NAILED TO WOOD TRUSSES ® 6" OC W/ 10d nails 04" OC AT DRIP EDGE AND ALL AREAS WITHIN FROM ROOF PERIMETER. APPROOVED SIMPSON HURRICANE STRAP AND SEAT,- - SEE ROOF FRAMING PLAN FOR SELECTION AND DTLS. w u o z L1.1 u - Ct O 00 w 0. to 0 w ce 0 ce w r 0 m w w O 0 z O 0 2 O Cd D 0 MATCH EXIST OH 2 I - U1- 2w x10 NAILED TO EA 12 "OC T &B 2X10 WOOD JOISTS SEE ROOF FRAMING PLAN WOOD BASE TYP NEW FTG SEE FOUNDATION AND SOIL REPORT RECOMMENDATIONS rA D3 ijk IMF N11I1111111111l111C11 ■11111e EXIST STL TUBE COL #4x16 "LONG DRILL -IN Sc EPDXY INTO EXIST SLAB -BLOCK EXIST OPENING EXIST,N 4 *� 2 -BLOCK EXIST OPENING = NLARGE EDG SHOWN W /4# OF Eta LINE OF EXIST FTG F AS WA BOTT - - T5x30'DIAGONAL CONT 12 "x24 "WIDE CONC FTG W /3 #5BOT AND #4 PERPENDICULAR ®48 OC. - - { #5C VET AND STARTER COL #3 TIESc�8 "OC 4" CONC SLAB W/6x6,10/10 WWM ON 6 MIL VAPOR BARRIER, SOIL POISON AND WELL COMPACTED CLEAN FILL. THICKEN EDGE OF NEW SLAB TO 12 "x16 "WIDE AT THE CONNECTION W /EXIST FAMILY ROOM & LIBF ADD 2 #5 BOTT. _ #4x16 "LONG ©32 "0 INTO PUNCH BLOCK & FILL W/ CONC ARY CELL 111:1111111111 111:1111111111 11111 MUM 1111011 21 d111111111111111 NEW OPENING SEE FLR PLAN - BLOCK EXIST OPENING 1/2" GWB (MR AT ALL WET LOCATIONS) ON PT 1X2 ® 16" OC. HOLD BOARD 1/4" FROM FIN. FLOOR. PROVIDE R =5.0 RIGID INSULATION IN FURRING SPACE, TYP. 1/2" PREMOLD EXP. JT SEE FTG DETAIL FOR DIGGING NEW FTG AT THIS CORNER EXIST WINDOWS OVERLAP REBARS 30" MIN ✓ 3/4 " = 1' -0" SLOPE PARTIAL FOUNDATION PLAN \EXIST ROOF', ROOFING , STRUCTURE STRAPPS , ETC., PROVIDE A CONTINUOUS 24" WIDE GALV MTL FLASING EXTENDING 12 " EACH SIDE OF THE "EXIST TO NEW" LINE /8 "P R 1 9 -6" BATT INSULATION, TYP 1 /2" GWB ON 1X3 AT 1 6' OC 8 "X12" MIN. CONC. TIE BEAM W/ 2# 5 T. & B. AND # 30S, 4 12" BAL. ® 48" OC, PROVIDE CORNERS REINFORCING W/ 2 #5 X6' -0" BENT EQUALLY IN TO EACH CORNER, TYPICAL PT 1X3 FIRESTOP, CONT. 8" CONC. BLOCK W/ 1#5 VERT. EACH SIDE OF EACH OPENING (3 FEET OR LARGER) AND AT ANY OTHER LOCATIONS SHOWN ON THE PLANS, IN GROUT FILLED CELLS. AND #9 GAUGE MASONRY HORIZONTAL REINFORCEMENT ©16" OC VERT., ST TING -FR4M F4R-ST- ROW- ABOVE- FIN -GR)E. 1/2" STUCCO ON CONC BLOCK (EXTERIOR SIDE) AND INSIDE THE NEW UTILITY ROOM. NEW 4" CONC SLAB (TO MATCH EXIST) W /6x6, 10/10 WWM, OVER .10 THICK VAPOR BARIER, SOIL POISON AND WELL COMP CLEAN FILL. TYPICAL WALL SEC R_C' :1.-M --TO -MATCH EXIST 17 " -9" ± SIMPSON ANCHORS W /TAPCON SCREWS INTO EXIST CONC TiE BEAM SEE ROOF FRAMING PLAN, TYP. +I N co Iillli IIIII EXIST WALL AND FTG 8 "x12 "CONC TIE COL W/4 #5 VERT AND #3 TIES 01 0"0C 1#5V IN CONC FILLED CELL EA SIDE OF EA OPENING 36 "OR WIDER, TAP OF FOUR 8 "x16 "CONC STARTER TIE COL W/4 #5 VERT • D #3 TIES 08 "0C sc SEE FTG DETAIL FOR DIGGING NEW FTG AT THIS CORNER PT 1X3 FIRESTOP, CONT. LINES OF EXIST 8" CONC. BLOCK BEYOND i 1/2" GWB ON PT 1X2 0 16" OC OVER EXISTING WALL MR. AT WET LOCATIONS HOLD BOARD 1/4" FROM FINISHED FLOOR W 0 7 CO 0 W 0 J 0 0 O 1 2 0 o rso 0 LL 0 WOOD BASE, TYP. EXIST CONC SLAB AT NEW DOOR REMOVE EXIST C. BLOCK DOWN TO 1-1/2" UNDER THE FIN FLOOR EB 0004621 Gershon D. Klieger, PE G.D. Klieger, Inc Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 FAX: (954) 923 -4949 FL. PE #36109 0 I 11 W Q 0 J LL n 0 N 4; c`. _n EE 0 J LL. C) z 00 00 r- N C) L.n C3) LC cN cN LL CO