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712 NE 95 St (3)Date 1 )Lt18 . („ Metropolitan Dade County` Building and Zoning Department - Attention: Building Official SWIMMING POOL OWNER'S CERTIFICATION I certify that I am the legal owner of the property described as ' 7 16 / .3 located at In accordance with Section 33- 12(f), Code of Metropolitan Dade County, t certify that I understand and agree that the swimming pool to be constructed at the above address cannot he used or filled with water until a separate permit has been obtained for an approved safety bar- s riec, and such barrier erected, inspected and approved. 1 further understand that this certification, however, does not eliminate the need for ob- taining a permit and erecting an approved barrier prior to final inspection and use of the pool. Note: This certification is to be submitted with a swimming pool permit application in duplicate. 1 23.03 -92 .- ,?.. i .; CALE: SNOWN tat MOO GO COPING COPING Co OO stv1 now n: ' 601 CO►irio oECIT r+ 1It(f. EC« ` CONC./Ott t+tOOVAM 4•r ' ,4 •i. 17 W O f . a Ali/ • 0 u,v c nc. 0 0 mes direc IM sIn �p POOL. CAUACItr PUMP CAPACITY TAMTOA N ) _. HMO mi01.111A1t' N4Attl 4ASUnt sy !. GAL: bbammbobbkrbababbromfb GENERAL SP(CIFICATIONS s+tt: )64 t *51s 70EP01' SHAM 051014; K t OW nom tntoc t(MIPtATE Pilo: Ct6tOM /i 11110 a (40 0 P. - 1 1 a — r c 04e SO T YAMPA UNt A S&AMLEA TURN ' 'OII +'I U K ANTI $t?N010 v$ 4 sin 1 wYttd rr. :air to . w r Voit aotr Eticf*C st L GGM!-Y Cott, 4ECitotAt soholhO tv gL I.dNT0.;% - . root ctLAtits No CNioMNAtam V tdi ({A ?.•IM O tyre 6:toss I o+rf :Ala w4AC OA Pn x l•�'�(2: tk G '('i7'CL: �=, 4'tt hL&__ � ytiL.�TY Lo� SQ4 5►�tk �O(L �.N,,E ko R ,` C.V.., (071 1 c• t2. , PLAN 7 •r4 OOd V s-4 C 4 l Q sf..1 , - 0t N t ( : . 's .1 • • • c•4 tw/trr Mb w►..euc cLM.N • Lars* (0 0.00 jt000 1 r; :- t5. ALLEY CN�_,AIN L /Nfl •:...:•.• • •` `i ••� Sitfi, 1 tee Pr.. sow by frw.vio r /o.• Ate re Pt: sea. sofa M •K...'• G • cg roorAMo t $L AO ot rA/L 0 4(N 1. AN D(ssWy HIS thf/1 ♦aaP of A.,A •e riit.#v o404 ..t f; A// toilifetist 0001 MIN If laftee•41101• gvi• .1..l e0*4,01sl h A.N. sr. A.140. S 0411 h• 10m4 M,r+• MI fl s•I °ir •Ne• a•s• .m• A.C.1..#..4e1. Gad spotilkfllf. si Grel• fI Mftr Oral AO Airs • row vs. few lies, lets .n# lAs • ''three b+•. Alt I 'iris! M*V Is PVC. $044. 440 s40.1444044 MSF p•4I. &,. ow* to X,00.:1 sh&I I. 10,1014I is s f*r so Mel •I!14t0 is N •I004 ea1T.•.li• UV1 / *O..Ihs w. sWAIy N .s.I 040Ni sysMs. Ai, Md MO 060100 0411 Af ~soul Hotta rikl $100ftw Ma al. Isyf, Ike* .04N..NH. • AN 0•101M **WWI. 0:4100 •pNl•eh '.:.rush, OH/. b' 4l(► tii/vfts 0e1 /ISlses 1.4sirr. soIel I++l• •/ 1414104 I1v1, , Nfrl. •ai lf#1r •wla Sh.1I h. 04444, HUMP' oi411 yetoo yd /s s some*. 04•00441 t • Ie.rVit/ HH10400+ 0411 *41 Is smeller lisra .. ovio40. Il Ns NO/ 'Wrist vilhi. 0' •I r•al. A' Its*HIiliajo aI 114041140 •*I s.fwellie *tossd ,i4, ..J AO 4ffb bp CI..ea C.alrftt.", eel raft Csikethe. // ,•20 rvM-i 2.15 I 'D. 2 • • r Atm rut. rte.::. n7 1l I rtIT Vt� V - 0 N ►%t /ft rcAw time 24 6 ('► rrt •s 00e s-toczq G.P�.�'• 4 Fre/Nme At= -t 00 0 N, + rr. l G 65 1C• 20 /o ft ters /c . It Segto'* /e tilt*: /. Ito 1114/N• Iwo Melt, c cL:.°o3' M[~&5. 1 24. Is , % t 1S: 0 '. tP L1 a r N r .• • A/.....1 ANO.r P e., S wr.A I l , s MAIN MAW PIPING /SOME rR/c Prop AMP. • NO! PM -ue..N tw /0A i. awes/ H. 41 P..• 04 RiO41 s. d OPVC Pi p• i.Iw/ A..• o.Pw•♦ Au 'MI. tip. t �/ lialterwah, 4"41 ELECTRICAL DIAGRAM MA/* t, 1 n) POOL 1 • w•rrt NNW! ^Al Its 0 Ifi .+�a.s�.eftiCtiiv' .rlutta /*to 0. KRtele 004 011 PIPING • No rt *Att. TNi NMtls :: lo(. g' CONC. dvm rr ......«+ rto0. 0*(0 4SS' IOW!. (*NC. Owwrt .....•.... rrPJ Ac 42 � ,- ri N iNt -r •os OV. CONC. 04 4J aum rr t • 10e N" c.c. Iv. ratty 1 :too•+ tAlt1 C t tslr l0/ 4 POA 110 / I;;r, I' t rmtvovl 40 PDC N IT PLAN r ` 71 3„ L o a • I% C• C tL MNmr , lNA / s r(PS ve rA/L b1t- s hed cede. A." 0 u-4,..., PL P∎+ -C• S t -' 1-t NA 9 ,. 1 CU p. Ia SCALI: // "f /'• 0" r MAW ttvt 0 Sot qtr Ped'm ctr5 ,. C_ .. _ _ C..a..4* " Moe CAsI ON AillooAQO! Vs.( ~ 14,4. " NAAASS MAW OAA/N 1101&.: AV? PRO STb..v set. j �L ytxl ? tt.OV 106 W1 -?We s 2. 1 t4" t-at, a_ S t.,A x !v" f 14.3t 0.0 'n* a1 1 rtic54 hCdb P. Notes Contractor shall verify all dimensions' and conditions on site. fl• a Loit conl *Ugp at this ..cal 'Ve: 'r'adequd te' to support the 'design loftd of 2500 psf. Should other conditions or materials be encountered, notify the; ngineer prior to proceeding with the work. DRAWN M.M. H M.A.C. DATE 10 -23 -03 AL. AS SHOWN JOB NO. 03 SHEET A OF 2 SHEETS • ■ • ■ • ■ • ■ • ■ • ■ ■ ■ ■ ■ ■ ■ • • • ■ I<� • ■ ■ • • • ■ • • • • ■ ■ ■ ■ GENERAL NOTES: 1. WORK PERFORMED SHALL COMPLY WITH THE FOLLOWING: A.THESE GENERAL NOTES (UNLESS OTHERWISE NOTED IN PLANS OR SPECIFICATIONS). B.SOUTH FLORIDA BUILDING CODE. LATEST EDITION. C.ALL APPLICABLE STATE AND LOCAL CODES ORDINANCES AND REGULATIONS. D.NATIONAL ELECTRIC CODE, OSHA AND NATIONAL BOARD OF FIRE UNDERWRITERS 2. ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB- CONTRACTOR. NOTED DIMENSIONS ARE PRECEDENT OVER SCALE. 3. THE GENERAL NOTES AND TYPICAL DETAILS APPLY THROUGHOUT THE JOB UNLESS OTHERWISE NOTED OR SHOWN. 4. DISCREPANCIES: THE CONTRACTOR SHALL COMPARE AND COORDINATE ALL DRAWINGS, WHEN IN THE OPINION OF THE CONTRACTOR A DISCREPANCY EXISTS HE SHALL PROMPTLY REPORT IT TO THE ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. 5. ALL CONDITIONS AND ALL APLICABLE REQUIREMENTS OF THE CONTRACT BETWEEN OWNER AND CONTRACTOR SHALL GOVERN ALL SECTIONS OF THE SPECIFICATIONS. 6. OMISSIONS: IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS, THEN THEIR CONSTRUCTION SHALL BE OF THE CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN. 7. ALL WORK COMPLETED OR OTHERWISE, SHALL BE PROPERLY PROTECTED AT ALL TIMES. CONTRACTOR SHALL FOLLOW ALL ACCEPTED METHODS OF SAFETY PRACTICE AND PROVIDE ALL FENCES, BARRICADES, ETC. AS MAY BE NEEDED TO PROTECT LIFE AND PROPERTY AND AS MAY BE REQUIRED BY AUTHORITIES HAVING JURISDICTION OVER HIS WORK. HE SHALL REPAIR AT HIS OWN COST ANY DAMAGES TO THE PREMISES OR ADJACENT WORK CAUSED BY HIS OPERATION. 8. DISCREPENCIES: THE CONTRACTOR SHALL FAMILIARIZE HIMSELFWITH THE PROJECT THROUGLY. INSPECT THE SITE, DRAWINGS AND SPECIFICATIONS, SO AS TO THROUGHLY UNDERSTAND THE WORK. ANY AND ALL DISCREPENCIES AND OMMISSIONS SHALL BE REPORTED TO THE ARCHITECT PRIOR TO THE COMMENCEMENT OF -ANY WORK. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INSURE THAT DISCREPENCIES AND OMMISSIONS ARE REPORTED AND CLARIFICATION OBTAINED. 9. BEFORE COMMENCING WITH THE WORK, THE CONTRACTOR SHALL FILE WITH THE OWNER CURRENT INSURANCE CERTIFICATIONS IN THE AMOUNTS REQUESTED BY THE OWNER FOR WORKMENS COMPENSATION, COMPREHENSIVE GENERAL LIABILITY, BODILY INJURY AND PROPERTY DAMAGE. IT IS THE INTENTIONS OF THE PARTIES THAT THE CONTRACTOR SHALL IDEMNIFY THE OWNER AND THE ARCHITECT FOR ANY AND ALL COSTS, CLAIMS, SUITS, AND JUDGEMENTS FOR PROPERTY DAMAGE AND PERSONAL INJURY, (INCLUDING DENTAL), ARISING OUT THE WORK OF THE CONTRACTOR. 10. OMMISIONS: IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR NOTED. 11. ALTERING STRUCTURAL MEMBERS: NO STRUCTURAL MEMBERS SHALL BE OMITTED, NOTCHED, CUT, BLOCKED OUT, OR RELOCATED WITHOUT PRIOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. 12. ALL MATERIALS USED SHALL BE NEW AND DELIVERED TO THE JOB IN ORIGINAL SEALED CONTAINERS BEARING ORIGINAL MANUFACTURER LABELS. 13. ALL COLORS SHALL BE SELECTED BY THE ARCHITECT OR OWNER. 14. THE CONTRACTOR SHALL LEAVE ALL CHASES, HOLES OR OPENING TRUE AND OF THE PROPER SIZE OF HIS OWN WORK, OR CUT SAME IN EXISTING WORK AS MAY BE NECESSARY FOR PROPER INSTALLATION OF HIS OWN WORK OR OTHER CONTRACTORS WORK, CONSULTING WITH OTHER CONTRACTORS CONCERNED REGARDING PROPER LOCATION AND SIZE OF SAME . IN CASE OF HIS FAILURE TO LEAVE OR CUT SAME IN THE PROPER PLACE, HE SHALL CUT THEM AFTERWARDS AT HIS OWN EXPENSE. NO EXCESSIVE CUTTING SHALL BE PERMITTED NOR SHALL ANY STRUCTURAL MEMBERS BE CUT WITHOUT THE CONSENT OF THE ARCHITECT. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE COORDINATION OF ALL WORK OF HIS TRADES PLUS THE COORDINATION, REPAIR AND PREPARATION FOR THE WORK OF ANY OTHER TRADES THAT WILL BE SUBSEQUENTLY LET UNDER SEPARATE CONTRACT BY THE OWNER. 15. ALL CONTRACTORS WORK WILL BE PERFORMED IN A FIRST CLASS WORKMAN -LIKE MANNER, MATCHING AND ALIGNING ALL SURFACES WHERE APPLICABLE TO AFFORD A FINISHED, NEAT APPEARANCE. CONTRACTOR SHALL CLEAN ALL SURFACES FREE OF ALL DIRT AND REFUSE CAUSED BY DEBRIS FROM ALL INSTALLATION TECHNIQUES OF THE TRADE. ALL ADJACENT SURFACES DURING THE COURSE OF HIS INSTALLATIONS. ALL GLASS AND HARDWARE SHALL BE THROUGHLY CLEANED IN A MANNER ACCEPTABLE TO THE OWNER. 16. THE CONTRACTOR SHALL GUARANTEE IN WRITING IN A FORM AS ACCEPTABLE TO THE OWNER ALL LABOR AND MATERIAL INSTALLED BY HIM FOR A PERIOD OF NO LESS THAN (1) ONE YEAR AFTER DATE OF ACCEPTANCE OF WORK BY THE OWNER EXCEPT AS MODIFIED HEREIN OR ON OTHER DRAWINGS. SHOULD DEFECTS OCCUR, ALL WORK SHALL BE REPLACED OR PROPERLY REPAIRED AT NO ADDITIONAL COST TO THE OWNER. 17. ALL WORK AND /OR MATERIAL SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURERS OR INDUSTRIES RECOMENDATIONS AND SPECIFICATIONS. P E7RWFNOS AN D SAMPLES FOR FTEMB DES IGNATED -B-Y TH-E ARCHITECT SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL. 19. SUBSTANTIAL COMPLETION SHALL BE ATTAINED WHEN ALL PHASES OF THE WORK ARE COMPLETED EXCLUDING ALL FINAL PUNCH LIST ITEMS, REGARDLESS OF OWNERS USAGE OR OCCUPANCE OF THE DWELLING. 20. NO CLAIMS FOR EXTRAS OR CHANGE ORDERS WILL BE GIVEN COSIDERATION UNLESS THEY ARE IN WRITING AND SIGNED BY THE ARCHITECT, THE CONTRACTOR AND THE OWNER. 21. "THE GENERAL CONDITIONS OF THE CONTRACT FOR THE CONSTRUCTIO OF BUILDINGS" OF THE AMERICAN INSTITUTE OF ARCHITECTS, DOCUMENT A -201, LATEST EDITION, ARE HEREBY MADE PART OF CONTRACT DOCUMENTS, THESE GENERAL NOTES, SPECIFICATIONS AND CONTRACT BETWEEN THE OWNER AND CONTRACTOR SHALL TAKE PRECENDENCE OVER THE " GENERAL CONDITIONS" IN THE EVENT OF A CONFLICT. 22. AIR CONDITIONING AND VENTILATION PERMIT BY MECHANICAL CONTRATOR. LEGEND EXISTING WALL NEW EXTERIOR 8" WALL 5/8" INTERIOR GRADE DRYWALL WALL (11 0 J N 041" ^1 C l YAO RESIDENCE MIAMI SHORES, FLORIDA EXISTING USE: RESIDENTIAL 3,215 S.F. EXISTING GARAGE: 0' S.F. PROPOSED USE: RESIDENTIAL 3,215 S.F. PROPOSED GARAGE: 363 S.F. GROSS LOT AREA:128.75' X 100.00'= 12,875 S.F. DATA EXISTING EAST SIDE SETBACK 24' -0" SOUTH REAR SETBACK 16' -3" NORTH FRONT SETBACK 30' -0" WEST SIDE SETBACK 14' -10" BUILDING HEIGHT ROOF LANDSCAPE AREA CONCRETE /ASPHALT AREA DECK AND WALKWAY 00 . 6 ' LEGAL 3ESCRIPTIO\ LOT 10 & 11 BLOCK 67 OF MIAMI SHORES SECTION No.3 SUBDIVISION ACCORDING TO THE PLAT BOOK 10 AT PAGE 37 OF THE PUBLIC RECORDS OF DADE COUNTY FLORIDA. SCOPE OF WORK 1) NEW GARAGE AND DRIVEWAY SCALE: 1" NE. 95TH STREET t. ELEV. +9.31' NGVD c. 11 -9 WEST SETS CK 68' -4" EAST SEAACK - AA t et-0 7 -a ZL ! ALLEY 10' Fl FV_ +9.47' NGVD ��SZE 15 17 50' 18 19 NEW DRIVEWAY N.E. 94TH. STREET LOCA 11 f mot... 0 0 0 S 14' -6" 7,270 S.F 2,390 S.F N.E. 95TH ST. MEM 1 00' 25' PARKWAY 5' SIDEWALK 100' F EXIST. ONE STY. RESIDENCE # 712 c 5 r 100' R PARKWAY PAVEMENT ON M SCALE: 1/1 6" PROPOSED EXISTING EXISTING • • 7 r EXSIT. DECK 11' EXSIT. POOL T 14' -6" 6,320 S.F. 2,977 S.F. AM 1 ' - 0 " N • ( 0 -0 • • • • • pia MN M ■ 4 • M ■ • 1 1 11 -9" NEW 4'-6"4'-O" SINGLE HU G WINDOW NEW 4' -6 X4' -0" SINGLE HUB WINDOW Lkel7 cA'6' n NEW PAVERS IN SAND d b DRIVEWAY ELEV. +9.3' NGVD 1w P scrtr EXIS1tNG _ CON C. SLAB 17 -o W i f: C i'>(t titux 1 15' -7" NEW 14' -0 "W. X 7' -0" H. AUTOMATIC GARAGE DOOR v v a d 36y3 v. a • 3,_O" X6'-8" STEEL DOOR W/ STL. F • M +44 PSF. /- 48 PSF. STRUCTURAL COMMENT #1 6 -28 -04 va 00 EXISTING BATHROOM a NEW ; v GARAGE ELEV. +9.5' NGVD- - a . EXIST. BATH D A • • 0 0 0 0 0 0 EXISTING BEDROOM /\ EXISTING KITCHEN EXISTING BEDROOM EXISTING DEN CL. STORAGE 1 r1 7 • v EXISTING LOGGIA EXISTING LIVING ROOM ELEV. +11.09' NGVD EXISTING DINING ROOM EXISTING FLORIDA ROOM Z • 11 PFROOSED OOR PLAN SCALE: 1/4 " =1' CL. EXISTING BEDROOM 11 EXISTING BEDROOM EXISTING PATIO CL EXI BA EXI TING POOL I OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2 -20 -04 STRUCTURAL COMMENT 6 -28 -04 0 U LL. ' mil 0 CL j • •3 • • .••• va • • lA •• • l • 1 REVISIONS BY tO < I- LLI w r J CO co awow.- QZ <c Y Q r Q M to N • 4 ROOF 13' -6" PEAK ROOF 13' -6" PEAK NEW GARAGE ADDITION TOP OF BEAM GRADE NEW GARAGE ADDITION +47 PSF. / -51 PSF. •1 PROPOSH \OR E EVA SCALE: 1 /4" = 1 ' -O ' PROPO ou SCALE: 1 /4" PROP° AS SCALE: 1 /4" ffffffffffffffff■ ffffffffffffff$II NEW GARAGE DOOR +42 PSF. /- 52 PSF_ NEW GARAGE ADDITION ROOF 13' -6" PEAK ROOF 13' -6" PEAK 1- TOP OF g' -6" BEAM 25' -0" NORTH SETBACK GRADE REVISIONS OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2 -20 -04 DRAWN M.M. CHECKED M.A.C. DATE 9 -8 -03 SCALE AS SHOWN JOB NO. 03 SH EET OF 2 SHEETS VOLTAGE:120 / 240 V, 1 PH, 3 W EXISTING MAIN: 2P -200 A M.L.O. 10 KAIC MIN. PANEL "A" TYPE: EXISTING MOUNTING: SURFACE CIRCUIT DESIGNATION CIRCUIT DESIGNATION 1 POLE I AMPS. VOLT AMP. WIRE / COND. SIZE # # WIRE / COND. SIZE VOLT AMP. POLE J AMPS. CIRCUIT DESIGNATION A A C A C LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2 ' C 1 2 2 # 14 IN 1/2" C 603 1P-15A SPACE LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2" C 3 4 2 # 14 IN 1/2" C 603 1 P -15A SPACE EXISTING WHIRLPOOL MOTOR LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2 C 5 6 2 # 12 IN 1/2" C 603 1P-20A SPACE LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2 C 7 8 2 # 10 IN 1/2"C 1,440 2P -30A SPACE EXISTING POOL LIGHTS LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2 C 9 10 2 # 12 IN 1/ C 1,000 1P-20A LANDSCAPE LIGHTING ( * * *) ( * ) FC -2 AHU LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2" C 11 12 2 # 12 IN 1/2" C 421 1P-20A BATHROOM LTS & REC. LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2" C 13 14 3 #1 IN 1-1/2" C 4,108 2P -125A PANEL "8" SPACE LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2" C 15 16 3 #1 IN 1-1/2" C 4,108 2 -P -40A FC -2 C/U LIGHTS & REC. 1P-15A 421 2 # 14 IN 1/2" C 17 18 2 # 14 IN 1/2" C 421 1P-15A BEDROOM LTS & REC. ( * *) CL. WASHER 1P-20A 1,500 2 # 12 IN 1/2" C 19 20 2 # 12 IN 1/2 C 421 1P-20A BATHROOM LTS & REC. SM. APPL. 1P-20A 1,500 2 4 12 IN 1/2 C 21 22 21 SPACE SM. APPL. 1P-20A 1,500 2 # 12 IN 1/2' C 23 24 3 # 6 IN 1" C 6,000 2P -50A RANGE SM. APPL. 1P-20A 1,500 2 # 12 IN 1/2 C 25 26 ON 3 CKTS. = 603 VA 3 # 6 IN 1" C 6,000 DRYER 2P 30A 2,500 3 # 10 IN 1/2 C 27 28 2 # 12 IN 1/2 C 1,200 2P -20A DOUBLE REFRIGERATOR 2,500 3 # 10 IN 1/2 C 29 30 2 # 12 IN 1/2" C 1 ,200 W/H 2P -30A 2,250 2 # 10 IN 1/2 C 31 32 3 # 6 IN 1 0 6,000 2P -50A DOUBLE OVEN 2,250 2 # 1 0 IN 1/2" C 33 34 3 # 6 I N 1" C 6,000 SPACE 35 2 # 12 IN 1/2" C 1200 1P-20A SPACE 37 38 i ' . . aldadati 6 " 9 1 ' , . • EXISTING PUMP 2P -20A 1,080 2 # 12 IN 1/2" C 39 40 2 # 14 IN 1/2 C 421 2P -20A GARAGE RECEPTACLE 1,080 2 # 12 IN 1/2" C 41 K42 2 # 14 IN 1/2" C LIGHT & RECEPTACLES LOAD © 3VA *SQFT = 1,486 SQFT * 3 VA = 4,458 - '(` J = - ' �-' VOLTAGE:120 / 240 V, 1 PH, MAIN: 2P -125 A MLO 3 W EXISTING PANEL "B" 10 KAIC MIN. TYPE: SIEMENS MOUNTING: FLUSH CIRCUIT DESIGNATION POLE AMPS. VOLT AMP. WIRE / COND. SIZE # '# WIRE / COND. SIZE VOLT AMP. POLE AMPS. CIRCUIT DESIGNATION A C A C ( * ) FC -1 AHU 2P -30A 2,640 2 # 10 IN 1/2" C 1 2 2 # 14 IN 1/2" C 603 1P-15A BEDROOM LTS & REC. ( * *) 2,640 2 # 10 IN 1/2" C 3 4 2 # 14 IN 1/2" C 603 1 P -15A BEDROOM LTS & REC. ( * *) EXISTING WHIRLPOOL MOTOR 2P -30A 1,563 # 10 IN 1/2"C 5 6 2 # 12 IN 1/2" C 603 1P-20A BATHROOM LTS & REC. 1,563 # 10 IN 1/2"C 7 8 2 # 10 IN 1/2"C 1,440 2P -30A EXISTING POOL PUMP EXISTING POOL LIGHTS 1P-20A 400 # 12 IN 1/2" C 9 10 2 # 10 IN 1/2"C 1,440 ( * ) FC -2 AHU 2P -50A 4,428 2 # 8 IN 1" C 11 12 2 # 12 IN 1/2" C 960 2P -20A FC -1 C/U 4,428 2 # 8 IN 1" C 13 14 2 # 12 IN 1/2" C 960 SPACE , 15 16 2 # 10 IN 1/2"C 2,376 2 -P -40A FC -2 C/U 1- 1-8-- 2 # 10 I- N-1-/-2 "0- 2 , 37-6 - S PACE SPACE 19 20 SPACE SPACE 21 22 SPACE SPACE 23 24 SPACE LIGHT & RECEPTACLES LOAD © 3VA *SQFT = 603 SQFT * 3 VA = 1 ,809 VA ON 3 CKTS. = 603 VA 1 22 . 23 . 24 . 25 . 26 . 27 . GENERAL ELECTRICAL NOTES ALL WORK SHALL BE IN ACCORDANCE WITH NATIONAL ELECTRICAL CODE, SOUTH FLORIDA BUILDING CODE AND OTHER APPLICABLE CODES AND STANDARDS. a) THE DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW ALL OFFSETS, BENDS AND BOXES REQUIRED TO MAKE A COMPLETE NEAT INSTALLATION IN ACCORDANCE WITH N.E.C. b) WHEN CONFLICTS ARISE IN LOCATIONS WIRING DEVICES, ELECTRICAL EQUIPMENT, DISCONNECTS, PANELBOARDS, ETC. DUE TO FIELD CONDITION OR IMPROPER FIELD COORDINATION CONTRACTOR SHALL BRING IT TO THE A / E's ATTENTION AND AT NO EXTRA COST RELOCATE, AND OR EXTEND WITHIN A REASONABLE DISTANCE SUCH ITEM WHICH IS IN CONFLICT. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATION OF ALL COMPONENT PRIOR TO ROUGH IN WITH ALL TRADES NO EXTRAS WILL BE ALLOWED FOR FAILURE TO DO SO. THE CONTRACTOR IS RESPONSIBLE FOR EVALUATING FIELD CONDITIONS BY VISITING THE SITE PRIOR TO COMMENCING / BIDDING WORK. THE CONTRACTOR SHALL SATISFACTORILY REPAIR /REPLACE EQUIPMENT OR PART OF STRUCTURE DAMAGED AS A RESULT OF HIS WORK. SURFACES AND FINISHED AREAS SHALL BE RESTORED TO MATCH ADJACENT AREAS. APPROVAL SHALL BE OBTAINED FROM AN STRUCTURAL ENGINEER PRIOR TO CUTTING OR DRILLING ANY STRUCTURAL SUPPORT MEMBER. ALL DEVICE BOXES SHALL BE INSTALLED FLUSH AND RUN CONCEALED IN FINISHED AREAS EXCEPT AS SPECIFICALLY SHOWN /NOTED OTHERWISE. WIRE SHALL BE REMOVED BACK TO SOURCE FROM INACCESSIBLE RACEWAYS NOT REUSED. INSTALL BLANK PLATES ON FLUSH OUTLETS NOT REUSED. PLATE COLOR SHALL MATCH ADJACENT SURFACE AS NEAR AS POSSIBLE IN FINISHED AREAS. INSTALL POWER AND CONTROL WIRING AND REQUIRED CONTROL COMPONENTS FOR AIR CONDITIONING SYSTEMS AS SHOWN /NOTED ON THESE DRAWINGS AND PER OTHER APPLICABLE DRAWINGS / INSTRUCTIONS. SEE AIR CONDITIONING DRAWING. ALL MATERIAL REMOVED SHALL BE DISPOSED OF AS DIRECTED BY OWNER. ALL CONDUCTOR SHALL BE COPPER. ALL MATERIALS SHALL BE U.L. APPROVED. CONTRACTOR SHALL SEAL ALL FLOOR OPENING WITH A FIRE SEAL SIMILAR TO 'OZ' FLAME SEAL. SEE ARCHITECTURAL DRAWING FOR INFORMATION CONCERNING EXISTING CONDITIONS, NEW WORK AND COUNTER DETAILS. NEW TYPEWRITTEN PANEL TALLY SHALL BE FURNISHED AFTER JOB IN COMPLETED REFLECTING ALL CHANGES AND ADDITIONS. ALL WIRING DEVICES TO BE SPECIFICATION GRADE WITH PLASTIC COVER PLATES EQUAL TO LEVITON 53500 SERIES (SWITCHES); 5252 SERIES (RECEPTACLES). ALL EMPTY CONDUITS TO BE PROVIDED WITH NYLON PULL STRINGS. FUSES SHALL BE DUAL ELEMENT, TIME DELAY TYPE UNLESS OTHERWISE NOTED. A/C EQUIPMENT WIRING, BREAKER AND FUSE SIZES ARE BASED ON A/C EQUIPMENT SPECIFIED ON CONTRACT DRAWING. CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL WIRING, BREAKER AND FUSES SIZES IN ACCORDANCE WITH A/C EQUIPMENT NAMEPLATE REQUIREMENTS IF DIFFERENT FROM THAT SPECIFIED ON DRAWINGS, AS WELL AS ANY FEEDER CHANGES BEING AFFECTED BY THIS CHANCE CONTRACTOR SHALL MAKE ABOVE MENTIONED CHANGES AT NO EXTRA COST. CONTRACTOR SHALL COORDINATE ALL HIS WORK WITH OTHER TRADES IN OTHER TO FURNISH AND INSTALL ALL CONTROL WIRING AND RACEWAYS, ALL POWER CONTROL CIRCUIT WIRING AND RACEWAY AS SHOWN ON THE AIR CONDITIONING DRAWING OR SPECIFICATIONS. IF AIR CONDITIONING IF DRAWING REFER TO MANUFACTURERS WIRING DIAGRAMS, THE CONTRACTOR SHALL VERIFY WITH SAID MANUFACTURER ALL REQUIREMENTS AND INCLUDE ALL RELATED WORK IN HIS CONTRACT. RISERS ARE DIAGRAMMATIC ONLY. THEY DO NOT SHOW EVERY BEND REQUIRED FOR THE INSTALLATION. THIS DRAWING IS A GUIDE FOR THE ELECTRICAL INSTALLATION OF ELECTRICAL SERVICE. THE ELECTRICAL CONTRACTOR IS RESPONSIBLE TO PROVIDE A FUNCTIONING SYSTEM. ALL CABLES SHALL BE RUN WITHOUT SPLICES EXCEPT OTHERWISE INDICATED. ALL PULL AND JUNCTION BOXES SHALL BE ACCESSIBLE AT ALL TIMES. EXACT POINT AND METHODS OF CONNECTION SHALL BE DETERMINED IN FIELD. ALL WORK SHALL BE DONE IN A NEAT AND WORKMANLIKE MANNER. ALL ROUGH IN DIMENSION ARE TO CENTER LINE OF DEVICE UNLESS OTHERWISE NOTED. ALL EXTERIOR SURFACE MOUNTED LUMINARIES, POSTS, POST TOPS, POLES AND AREA LIGHTING LUMINARIES TO HAVE FINISH COLOR TO MATCH ARCHITECTURAL WINDOW FRAME COLOR UNLESS OTHERWISE SPECIFICALLY NOTED. LI G \D 61,148 10,000 20,459 9,188 39,648 39,648 VA / 240 V 165 A/C LOAD (COOLING AND HEATING LOAD ARE NON CONCURRENT PANEL "A" LOAD ANALYSIS (BASED ON 120 / 240 V, 1 PH, 3W) TOTAL CONNECTED LOAD = 22,351 VA 22,351 VA /240V= 93 ( *) A/C LOAD (COOLING AND HEATING LOAD ARE NON CONCURRENT • 4" RECESSED INCANDESCENT WHT_ BAFFLE /WHT. TRIM 250 WATT HANGER FIXTURE 4' -0" FLOURESCENT LAMP (2 BULB) EMERGENCY LIGHT FIXTURE Ii�-II WALL MOUNTED 7' HT. WALL MOUNTED 75 WATT LOW VOLTAGE �} TRACK LIGHT FIXTURE W/ TRANSFORMER SD SMOKE DETECTOR EXIT SIGN ST DUPLEX OUTLET SWITCH STROBE LIGHT 1 EMERGENCY LIGHT FIXTURE WALL MOUNTED -1 ELECTRICAL PANEL n T TELEVISION ANTENNA OUTLET FAN y TELEPHONE OUTLET HS HORN DIMMER SWITCH E DENOTES EXISTING N DENOTES NEW A/C DIFFUSER NEW OR RELOCATED FIRE SPRINKLER EXISTING FIRE SPRINKLER PANEL "A" LOAD ANALYSIS (BASED ON 120 / 240 V, 1 PH, 3W) TOTAL CONNECTED LOAD = FIRST 10 KVA © 100 %= 51,148 © 40 %= A/C LOAD 14,136 © 65 %= VA VA VA VA VA A OUTSIDE HOUSE WALL EXIST. 1 N.T.S. 3 # 2/0 IN 2 "C 3 # 2/0 I N 1-1/2" C 7 1 #6 (G) IN 1/2" C TO (2) 5/8" DIA. X 10' -0" LONG COPPER CLAD STEEL GROUND DRIVED RODS SPACED Q 6' -0" APPART & TO C.W.F. _ rjq°C7i°� S'/ C/ALR GFI N A -40 CFI N A-40 EA_R_T FROFOSD _E CTRICAL FAN SCALE: 1 /2" =1 ' -0" SEE PANEL "A" SCHEDULE S INSIDE HOUSE WALL N OA -40 EXIST. PANEL " D A 40 CFI N 4; A -40 CFI N 1a A-40 EXIST. PANEL „ AGRAM REVISIONS OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2-20-04 ale DRAWN M.M. CHECKED M.A.C. DATE 8 -11 -03 SCALE AS SHOWN JOB NO. 03 SHEET B Y f OF 1 SHEETS COLUM\ SCHEDULE BFAV S H M.A.C. I FDL MARK SIZE INCHES ELEV. TOP REMARKS REINFORCING STIRRUPS REMARKS B TT B TOP C E INTO EXISTING COLUMNS. DOWEL SHALL BE EMBEDED 6" W /EPDXY 8 X20 CON. COLUMNS W 6) #5S TC -4 CONT. & #3 TIES AT 12" 0.0. TB -1 8X12 4 v O 0 o 0 21# 5 2 # 5 #3 © 12" C.C. B -1 8X18 2 # 6 2 # 6 #4 @ 6" C.C. DROP IF NECESARY W/2 #5 CONT. COLUM\ SCHEDULE 0 8 "X8" FILLED CELL W/1 #5 CONTINUOUS H M.A.C. 8 "X12" CONCRETE NIF ; COLUMN W/4 TI S @ 8" #5 CONT. AND 0 _ REMARKS F -1 12" X 16" 2 #5 CONT. 8 "X12" CONC. COLUMN W �(4) #5 CONT. AND #3 TIES © 12 O.C. AND # 3 DOWEL @ 12" 0.0. INTO EXISTING COLUMNS. DOWEL SHALL BE EMBEDED 6" W /EPDXY 8 X20 CON. COLUMNS W 6) #5S TC -4 CONT. & #3 TIES AT 12" 0.0. 4 v O 0 o 0 POJ\3ATO\ SC DRAWN M.M. H M.A.C. - E3ULE MARK SIZE D X W REINFORCING REMARKS F -1 12" X 16" 2 #5 CONT. GENERAL All dimensions shall be verified by contractor at the job site and in case of any discrepancy in drawings, architect and/ or engineer shall be notified and obtain their approval before proceeding with work. Contractor shall comply with all the provisions of the South Florida Building Code and the ACI 318 -95 specifications. Coordination of the work of all trades (structural, plumbing, electrical, air conditioning and architectural ) at the time of erecting this building structure is contractor responsibility. No additional payments shall be made to the contractor, for the contractor's failure to correct conflicting field conditions after the structure has been erected. The engineers shall not be responsible for, nor have control or charge of construction means. Methods sequence, or procedures, or for safety precautions and programs. All change orders must be signed and approved by the owners prior to approval by the architect and/ or engineer. CONCRETE Minimum compressive strength for all structural concrete shall be as follows (unless otherwise specified on the plan) Beams Columns Slabs All structural concrete REINFORCING All reinforcing steel shall be ASTM A -615 grade 60 ASTM A -305 deformations. Detailing, fabrications and placement of all reinforcement shall conform to the ACI and CRSI, SPECIFICATIONS. (latest edition) Contractors shall provide addequate chair to support the reinforcing and to prevent displacement. All discontinuous end of all top reinforcing, shall be hooked. Provide 2 - #5 5' -0" long (bent in the middle) corner bars at all corners. Column dowels and reinforcing splices shall be not less than 30 bar diameter for compression members shall be in accordance with ACI 318 -83 table 1 thru 8. Lap top reinforcing steel at the mid. span and bottom reinforcing steel over the supports. Reinforcing steel shall be free of rust, scale and other deleterious matter. Provide 1/2 ton additional #5 bars and 1/2 ton additional #4 bars for lintels and miscellaneous. Reinforcing clear cover as follows: Columns . 1 1/2" Grade beams . . . .3" Beams 2" Slab 1" STEEL PREPARATION OF Contractor to follow all recommendations of geotechnical engineer for this project and use the FOUNDATION original soil report as a guide. Shall conform to the latest standards of South Florida Building Code. All load bearing wall shall be type 'H' with a minimum average strength of 1500 P.S.I. All reinforcing masonry units shall be continually filled with concrete. Contractor shall comply with section 2704 of Building Code. Contractor shall provide opening at the bottom of reinforced masonry unit at each level for inspection. Provide #8 horizontal reinforcing, ladder type for reinforced masonry and truss type for all masonry walls @ 16" c.c. Extend wires 4" into concrete columns. Provide 1 #5 vertical reinforcing in grouted cell at each side of openings between 3' -0" to 8' -0" marked on foundation plan TC -1 Extend reinforcing into concrete beam at the top and into conc. footing at bottom, as per column reinforcing detail. Splice length for these reinforcing shall be minimum 30 ". Contractor shall provide opening thru concrete slab as required by blocking out prior to concrete cast.No chipping will be permitted. All opening thru the concrete floor slab for plumbing, tub waste, electrical, mechanical shall be coordinated with related plans. WOOD Minimum fiber stress in bending shall not be less than 1200 PSI. Approved separating material shall be used where wood is in contact with concrete. Lumber grade and species for roof trusses shall be determined by truss fabricator. Contractor is responsible for the expenses of all required testing, performed by approved testing laboratory. Contractor shall submit all test result to engineer. CONCRETE BLOCKS SLAB OPENING TESTING MATERIAL \/ \/ \<\ /\\ /., 3000 PSI @ 28 days .3000 PSI @ 28 days 3000 PSI @ 28 days 3000 PSI @ 28 days Cement shall be portland type I conforming to ASTM 150. Regular weight aggregates shall comply with ASTM C -33 and the South Florida Building Code. Aggregate shall be clean and well graded with maximum size 3/4 ". Provide integral water repellent admixture (Aquapel or equal) in manufacturer's printed direction and shall be free of calcium chloride. 4" CONC. SLAB ON GRADE W/ 6X6 W1.4XW1.4 W.W.F. 8 "X8" THICKEN EDGE W /(1) #5 CONT. MIN. COMPACTION TO 95% DENSITY (TYP.) SECT ON —� SCALE : 1 "= 1 ' —O" S I SIEC ON SCALE : 1 "= 1 STRUCTURAL COMMENT #2 6 -28 -04 4" CONC. SLAB CN GRADE W/ 6X6 W1.4XW1.I4 W.W.F. # DOWEL @ 48"10.C. CELLS BELOW GR DE SHALL BE FULLY GROUT D CONT. 12 "X16" W/2 #5'S CONT. #3 @ 18" 0.0 9 0 a9 THE ENGINEER OF RECORD SHALL SUBMIT A LETTER AFTER THE GROUND HAS BEEN BROKEN ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. FOUNDATION DESIGN BASED ON VISUAL INSPECTION FOR A MIN. SOIL BEARING CAPACITY OF 2000 PSF. STRUCTURAL COMMENT #4 6-28-04 NOTE: PROVIDE #3 STIRRUPS 4 O 2" AT BEAMS AND CORNERS AND 48" C.C. FOR REMAINING LENGTH OF THE TIE BEAM. PROVIDE 2 #5 AT MIDDEPTH (ONE EACH FACE) FOR 30" TO 42" DEEP BEAMS. 4 #5 (2 EACH FACE) AT 1/3 FROM THE TOP AND BOTTOM FOR BEAMS BETWEEN 42" TO 54 ". i NC. FTG. 7 •-IIlI11I111 1I111111111IIIriiif•�: F -1 ° 12' -0" 4" CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. 8'x8" THICKEN EDGE W /(1) #5 CONT. EXISTING CONCRETE SLAB ON GRADE F L 16' -1i" 13' -7' .F -1 4 NEW GARAGE v a d ° d • v4 L B -1 (OVERHEAD CONC. BEAM). 4" SLAB ON FULL W /6X6 10/10 G.W.M. F 4" CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. 8' X8" THICKEN EDGE W /(1) #5 CONT. i L r r L L_ STRUCTURAL COMMENT #3 6 -28 -04 to SCALE: 1 /4" J 7 J 1 -F E PROPOS -OUNDA 1 ONP a _ 09 (o - 2'B AN YAMIL KURI, PE #44726 IVIL STRUCTURAL 3580 ROCKERMAN RD. MIAMI, FL 33133 (305) 285 -3170 OWNER SUBMISSION 11 - 04 - 03 BID SUBMISSION 2 -20- 04 6 -28 -04 0 z 0 0 z 0 z L.J._O 1- V) 0 V) 0 -_-I V) Q _t a w O a_ z T CO a I- to U.1 J L_ CO to w O W pw ,� N O vc� ° '( a d a • -C ° z Q ,� N < N d z •• s • a s J • 1 . • DRAWN M.M. H M.A.C. DATE 10 - 23 - 03 AS SHOWN JOB NO, 03 SHEET S OF 2 SHEETS GENERAL All dimensions shall be verified by contractor at the job site and in case of any discrepancy in drawings, architect and/ or engineer shall be notified and obtain their approval before proceeding with work. Contractor shall comply with all the provisions of the South Florida Building Code and the ACI 318 -95 specifications. Coordination of the work of all trades (structural, plumbing, electrical, air conditioning and architectural ) at the time of erecting this building structure is contractor responsibility. No additional payments shall be made to the contractor, for the contractor's failure to correct conflicting field conditions after the structure has been erected. The engineers shall not be responsible for, nor have control or charge of construction means. Methods sequence, or procedures, or for safety precautions and programs. All change orders must be signed and approved by the owners prior to approval by the architect and/ or engineer. CONCRETE Minimum compressive strength for all structural concrete shall be as follows (unless otherwise specified on the plan) Beams Columns Slabs All structural concrete REINFORCING All reinforcing steel shall be ASTM A -615 grade 60 ASTM A -305 deformations. Detailing, fabrications and placement of all reinforcement shall conform to the ACI and CRSI, SPECIFICATIONS. (latest edition) Contractors shall provide addequate chair to support the reinforcing and to prevent displacement. All discontinuous end of all top reinforcing, shall be hooked. Provide 2 - #5 5' -0" long (bent in the middle) corner bars at all corners. Column dowels and reinforcing splices shall be not less than 30 bar diameter for compression members shall be in accordance with ACI 318 -83 table 1 thru 8. Lap top reinforcing steel at the mid. span and bottom reinforcing steel over the supports. Reinforcing steel shall be free of rust, scale and other deleterious matter. Provide 1/2 ton additional #5 bars and 1/2 ton additional #4 bars for lintels and miscellaneous. Reinforcing clear cover as follows: Columns . 1 1/2" Grade beams . . . .3" Beams 2" Slab 1" STEEL PREPARATION OF Contractor to follow all recommendations of geotechnical engineer for this project and use the FOUNDATION original soil report as a guide. Shall conform to the latest standards of South Florida Building Code. All load bearing wall shall be type 'H' with a minimum average strength of 1500 P.S.I. All reinforcing masonry units shall be continually filled with concrete. Contractor shall comply with section 2704 of Building Code. Contractor shall provide opening at the bottom of reinforced masonry unit at each level for inspection. Provide #8 horizontal reinforcing, ladder type for reinforced masonry and truss type for all masonry walls @ 16" c.c. Extend wires 4" into concrete columns. Provide 1 #5 vertical reinforcing in grouted cell at each side of openings between 3' -0" to 8' -0" marked on foundation plan TC -1 Extend reinforcing into concrete beam at the top and into conc. footing at bottom, as per column reinforcing detail. Splice length for these reinforcing shall be minimum 30 ". Contractor shall provide opening thru concrete slab as required by blocking out prior to concrete cast.No chipping will be permitted. All opening thru the concrete floor slab for plumbing, tub waste, electrical, mechanical shall be coordinated with related plans. WOOD Minimum fiber stress in bending shall not be less than 1200 PSI. Approved separating material shall be used where wood is in contact with concrete. Lumber grade and species for roof trusses shall be determined by truss fabricator. Contractor is responsible for the expenses of all required testing, performed by approved testing laboratory. Contractor shall submit all test result to engineer. CONCRETE BLOCKS SLAB OPENING TESTING MATERIAL \/ \/ \<\ /\\ /., 3000 PSI @ 28 days .3000 PSI @ 28 days 3000 PSI @ 28 days 3000 PSI @ 28 days Cement shall be portland type I conforming to ASTM 150. Regular weight aggregates shall comply with ASTM C -33 and the South Florida Building Code. Aggregate shall be clean and well graded with maximum size 3/4 ". Provide integral water repellent admixture (Aquapel or equal) in manufacturer's printed direction and shall be free of calcium chloride. 4" CONC. SLAB ON GRADE W/ 6X6 W1.4XW1.4 W.W.F. 8 "X8" THICKEN EDGE W /(1) #5 CONT. MIN. COMPACTION TO 95% DENSITY (TYP.) SECT ON —� SCALE : 1 "= 1 ' —O" S I SIEC ON SCALE : 1 "= 1 STRUCTURAL COMMENT #2 6 -28 -04 4" CONC. SLAB CN GRADE W/ 6X6 W1.4XW1.I4 W.W.F. # DOWEL @ 48"10.C. CELLS BELOW GR DE SHALL BE FULLY GROUT D CONT. 12 "X16" W/2 #5'S CONT. #3 @ 18" 0.0 9 0 a9 THE ENGINEER OF RECORD SHALL SUBMIT A LETTER AFTER THE GROUND HAS BEEN BROKEN ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. FOUNDATION DESIGN BASED ON VISUAL INSPECTION FOR A MIN. SOIL BEARING CAPACITY OF 2000 PSF. STRUCTURAL COMMENT #4 6-28-04 NOTE: PROVIDE #3 STIRRUPS 4 O 2" AT BEAMS AND CORNERS AND 48" C.C. FOR REMAINING LENGTH OF THE TIE BEAM. PROVIDE 2 #5 AT MIDDEPTH (ONE EACH FACE) FOR 30" TO 42" DEEP BEAMS. 4 #5 (2 EACH FACE) AT 1/3 FROM THE TOP AND BOTTOM FOR BEAMS BETWEEN 42" TO 54 ". i NC. FTG. 7 •-IIlI11I111 1I111111111IIIriiif•�: F -1 ° 12' -0" 4" CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. 8'x8" THICKEN EDGE W /(1) #5 CONT. EXISTING CONCRETE SLAB ON GRADE F L 16' -1i" 13' -7' .F -1 4 NEW GARAGE v a d ° d • v4 L B -1 (OVERHEAD CONC. BEAM). 4" SLAB ON FULL W /6X6 10/10 G.W.M. F 4" CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. 8' X8" THICKEN EDGE W /(1) #5 CONT. i L r r L L_ STRUCTURAL COMMENT #3 6 -28 -04 to SCALE: 1 /4" J 7 J 1 -F E PROPOS -OUNDA 1 ONP a _ 09 (o - 2'B AN YAMIL KURI, PE #44726 IVIL STRUCTURAL 3580 ROCKERMAN RD. MIAMI, FL 33133 (305) 285 -3170 OWNER SUBMISSION 11 - 04 - 03 BID SUBMISSION 2 -20- 04 6 -28 -04 0 z 0 0 z 0 z L.J._O 1- V) 0 V) 0 -_-I V) Q _t a w O a_ z T CO a I- to U.1 J L_ CO to w O W pw ,� N O vc� ° '( a d a • -C ° z Q ,� N < N d z •• s • a s J • 1 . • TO REMAIN EXISTING TIE BEAM 30" LAP MIN. TYP. EXIST. PLYWOOD SHEATING TO REMAIN IN PLACE 1/2" GYP. BD. OVER 1x3 WD. FURRING © 16" O.C. FINISH ROOF TO BE NAILED, MUD & GLUED OVER HOT MOPPED FELT ON # 30 THIN TAGGED FELT ON 5/8" EXT. CDX PLYWOOD ATTACHED W /8d COMMON NAILS © 6" O.C. © PANEL EDGES & 6" 0.0. © INTERMEDIATE SUPPORTS 1/2" W.R. GYP. BD. OVER 1"X2" WD. FURRING ©16 "O.C. 30" LAP MIN. TYP. 4" CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. 00 "PIGGY— BACK" TRUSS DETAIL S -2 SCALE :3/4" = 1 ON , 099 COLOR THRU TILE ROOF TO MATCH EXISTING WA -- SICTON SCALE :3/4 "= 1 ' -O ROOF SHEATHING NO E: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO TRUSSESS W /8d NAILS ©6 "C.C. ALONG PLYWOOD BEARING, 6 "C.C. ALONG EDGES & 6 "C.C.© INTERMIDIATE SUPPORTS. (3)1/4 "X 1 1/4" MIN. EMBEDMENT TAPCON SCREWS PER RT24" —USP STRAP. EXIST. MASONRY WALL SIMPSON H6 © 4' -0" STRUCTURAL COMMENT #6 6 -28 -04 ROOF SHEATHING NOTE: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO JOISTS W /8d NAILS 06 "C.C. THROUGHOUT DTC TRUSS ANCHOR STRAP BY USP. NOA #01- 0724.06 2 "x12" END CUT DOWN TO 6" AT FASCIA METAL DRIP PAINTED WOOD FASCIA NAILED 4' O.C. TO MATCH EXISTING 8 "X12" CONC. TIE BEAM CONT. W/4 #5'S CONT. W/2 #5 CORNER BARS 60" LONG BENT IN THE MIDDLE TO PROVIDE 30" SPLICE LENGTH EA. WAY ALSO PROVIDE #3 STIRRUPS 4 © 12" AT BENDS, CORNERS, OVER OPENINGS AND 48" C.C. ELSE WHERE PROVIDE 1 #5 IN FULLY GROUTED CELL, 6" DRILLED W /EPDXY REINFORCING INTO EXISTING, INCLUDING 30" SPLICE LENGTH 8" CONC. FILLED BLOCK W/ 1 #5 VERTICAL REINF. PLAN PROVIDE HORIZONTAL REINF. 16" C.C. (TYP) 2 COATS (5/8 ") OF STUCCO OVER 8" BLOCK CONT.10 "x20" CONC.FTG. W/3 #5'S CONT. AND #4 48" C.C. SHORTWAY F -1 O.0 TRUSS UPLIFT TYPICAL TRUSS GIRDER TRUSS CORNER JACK STRAPS TYPICAL TRUSS GIRDER TRUSS CORNER JACK NOTE AT EXISTING TIE BEAM USE RT24 —USP STRAP W/3-1/4" TAPCON SCRERNS EACH (MIN. EMBEDMENT 1 1/4") TYPICAL TRUSS (1) RT24 —USP GIRDER TRUSS (2) " CORNER JACK (1) TYP. TRUSS U= [( -65 X 3) + ( -40 X 4) + ( -65 X 3)] X 2 X 1.21 U= —1.331 LBS ( -925 LBS AT EXIT. WALL) CORNER JACK UPLIFT CALLS — 1,331 LBS — 2,329 LBS — 787 LBS (1) DTC — USP (2) DTC — USP (1) DTC — USP NOA # 01- 0724.06 „ If ,1 NOA # 01- 0912.05 BEAMS . . . 2" FOOTING . . 3" U= ( -65 X 5) X 2 X 1.21 = —787 LBS ( -466 AT EXIT. WALL) GIRDER TRUSS U= ( - X 3) + ( -40 X 4) + ( -65 X 3)] X 3.5 X 1.21 U= -2,329 LBS ( -1,916 AT EXIST. WALL) TOP STEEL: CLEAR COVER SLABS . SLABS ON GRADE B — BOTTOM BAR C — TOP BAR OVER SUPPORT E — TOP BAR AT NONCONTINUOUS END 4/1 TYP. STEEL SLAB SYMROLS STRUCTURAL COMMENT #5 6 -28 -04 TB -1 19' -11" 16' -11" TB -1 NEW CRICKET BETWEEN EXISTING AND NEW ROOF BOTTOM STEEL: CLEAR COVER BEAMS . . . 2" FOOTING . . 3" i SIZE OF REINFORCING BAR SPACING CENTER TO CENTER LOCATION OF BAR SLABS . . .... .... .1." SLABS ON GRADE . • • 2" EXISTING ROOF FRAMING PLAN TO REMAIN P !0P0S ROOF - SCALE: - - L / / / \ \i / \O \ / / ROOF ZONES J FZ 0- = 17.4^ > 10 < 30" h 0 =4.8 ft h = 12.0 ft D RHO AM HIG PLAN YAMIL KURI, PE #44726 CIVIL STRUCTURAL 3580 ROCKERMAN RD. MIAMI, FL 33133 (305) 285 -3170 OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2 -20 -04 UC AL COM 6 -28 -04 J 0 • • • .. • • • .• • EXISTING TIE BEAM 8111*11110 twat FINISH ROOF TO BE NAILED, MUD & GLUED OVER HOT MOPPED FELT ON # 30 THIN TAGGED FELT ON 5/8" EXT. CDX PLYWOOD ATTACHED W /8d COMMON NAILS © 6" O.C. © PANEL EDGES & 6" 0.0. © INTERMEDIATE SUPPORTS 30" LAP MIN. TYP. EXISTING ROOF OVERHANG TO REMAIN Opp 1/2" W.R. GYP. BD. OVER 1 "X2" WD. FURRING ©16 "O.C. 30" LAP MIN. TYP. 4 CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. EXIST. PLYWOOD SHEATING TO REMAIN IN PLACE 1/2" GYP. BD. OVER 1x3 WD. FURRING @ 16" O.C. r. 1171 ra /' '/ '/ ' / '/ '/ '/ c"/"./ '/ '/ '/ \ , A 4 \ / � / C j-2 SCALE : 3/4" = 1 ' O L C /\ S - 2 SCALE :3/4" "PIGGY— BACK" TRUSS DETAIL ON 1 (ca COLOR THRU TILE ROOF TO MATCH EXISTING s 414 0, ROOF SHEATHING NOTE: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO TRUSSESS W /8d NAILS ©6 "C.C. ALONG PLYWOOD BEARING, 6 "C.C. ALONG EDGES & 6 "C.C.© INTERMIDIATE SUPPORTS. OOF EXIST. MASONRY WALL ON i SIMPSON H6 @ 4' -0" 0.C. EXIST. ROOF COMPLIES WITH SEC. 104.2(0) OF SFBC. SUPPL. 3 ROOF SHEATHING NOTE: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO JOISTS W /8d NAILS ©6 "C.C. ALONG PLYWOOD BEARING, 6 "C.C. ALONG EDGES (Sc 12 "C.C.© INTERMIDIATE SUPPORTS. SEE DADE COUNTY PRODUCT CONTROL APPROVALS ATTACHED HUGHES DTC HURRICANE STRAP UPLIFT 860 #(TYP) 2 "x12" END CUT DOWN TO 6" AT FASCIA METAL DRIP PAINTED WOOD FASCIA NAILED 4' O.C. TO MATCH EXISTING 8 "X12" CONC. TIE BEAM CONT. W/4 #5'S CONT. W/2 #5 CORNER BARS 60" LONG BENT IN THE MIDDLE TO PROVIDE 30" SPLICE LENGTH EA. WAY ALSO PROVIDE F -3 STIRRUPS 4 @ 12" AT BENDS AND CORNERS AND 48 C.C. ELSE WHERE PROVIDE 1 #5 IN FULLY GROUTED CELL, 6" DRILLED W /EPDXY REINFORCING INTO EXISTING, INCLUDING 30" SPLICE LENGTH 8" CONC. FILLED BLOCK W/ 1 #5 VERTICAL REINF. PLAN PROVIDE HORIZONTAL REINF. © 16" C.C. (TYP) 2 COATS (5/8 ") OF STUCCO OVER 8" BLOCK CONT.10 "x20" CONC.FTG. W/3 #5'S CONT. AND #4 © 48" C.C. SHORTWAY F -1 TOP STEEL: CLEAR COVER BEAMS . . 2" FOOTING . . 3" B — BOTTOM BAR C — TOP BAR OVER SUPPORT E — TOP BAR AT NONCONTINUOUS END TYP. STbL SLAB SYMBOLS SLABS SLABS ON GRADE . -/ O ROOF ZONES . 1." BEAMS . . . 2" • 1." FOOTING . . 3" 4/10 B • e- = > 10" < 30" BOTTOM STEEL: CLEAR COVER h 0 =4.8ft h = 12.0 ft 1 / r ��- II I / • TB -1� NEW CRICKET BETWEEN EXISTING AND NEW ROOF SLABS SLABS ON GRADE . . . 2" SIZE OF REINFORCING BAR SPACING CENTER TO CENTER LOCATION OF BAR \ / Aik. � EXISTING ROOF FRAMING PLAN TO REMAIN OPOSL.D OOF F SCALE: 1 /4" J ' J © '1 00 NG t. • F� AM REVISIONS BY OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2 -20 -04 Q W N W J u_ 03 U../ (1) r , O W Q W Q E N O CC O C . • a Lai • -03 aM CC M - 5 (NI a o ® 0 P p 0 (E: • v) z >- (N. 7 • • • • • .• • DRAWN M.M. CHECKED M.A.C. DATE 10 -23 -03 AL AS SHOWN JOB NO. 03 SHEET (1) OF 2 SHEETS ••• ••• w 0 • ••• ••• .••• • •• • • • • •••, • •' 1 • • ••• • - GI I ROOF 3SC\ W\D RRESSR- ZONE GROSS UPLIFT (P.S.F.) NET UPLIFT (P.S.F.) WALL PRESSURE (P.S.F.) ® (NEGATIVE) —38.0 —21.0 — ® (NEGATIVE) —71.9 —54.9 — ® (NEGATIVE) —71.9 —54.9 — OVERHANGS (NEGATIVE) —71.9 —54.9 — ® (FIELD NEGATIVE) — — —42.7 ® (CORNER NEGATIVE) — — —51.9 ® &® (POSITIVE) — — 40.1 EXISTING TIE BEAM 8111*11110 twat FINISH ROOF TO BE NAILED, MUD & GLUED OVER HOT MOPPED FELT ON # 30 THIN TAGGED FELT ON 5/8" EXT. CDX PLYWOOD ATTACHED W /8d COMMON NAILS © 6" O.C. © PANEL EDGES & 6" 0.0. © INTERMEDIATE SUPPORTS 30" LAP MIN. TYP. EXISTING ROOF OVERHANG TO REMAIN Opp 1/2" W.R. GYP. BD. OVER 1 "X2" WD. FURRING ©16 "O.C. 30" LAP MIN. TYP. 4 CONC. SLAB ON GRADE W /6 "X6" 10/10 WWF. EXIST. PLYWOOD SHEATING TO REMAIN IN PLACE 1/2" GYP. BD. OVER 1x3 WD. FURRING @ 16" O.C. r. 1171 ra /' '/ '/ ' / '/ '/ '/ c"/"./ '/ '/ '/ \ , A 4 \ / � / C j-2 SCALE : 3/4" = 1 ' O L C /\ S - 2 SCALE :3/4" "PIGGY— BACK" TRUSS DETAIL ON 1 (ca COLOR THRU TILE ROOF TO MATCH EXISTING s 414 0, ROOF SHEATHING NOTE: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO TRUSSESS W /8d NAILS ©6 "C.C. ALONG PLYWOOD BEARING, 6 "C.C. ALONG EDGES & 6 "C.C.© INTERMIDIATE SUPPORTS. OOF EXIST. MASONRY WALL ON i SIMPSON H6 @ 4' -0" 0.C. EXIST. ROOF COMPLIES WITH SEC. 104.2(0) OF SFBC. SUPPL. 3 ROOF SHEATHING NOTE: USE 5/8" PLYWOOD SHEATING PLYWOOD ROOF SHEATING SHALL BE CONNECTED TO JOISTS W /8d NAILS ©6 "C.C. ALONG PLYWOOD BEARING, 6 "C.C. ALONG EDGES (Sc 12 "C.C.© INTERMIDIATE SUPPORTS. SEE DADE COUNTY PRODUCT CONTROL APPROVALS ATTACHED HUGHES DTC HURRICANE STRAP UPLIFT 860 #(TYP) 2 "x12" END CUT DOWN TO 6" AT FASCIA METAL DRIP PAINTED WOOD FASCIA NAILED 4' O.C. TO MATCH EXISTING 8 "X12" CONC. TIE BEAM CONT. W/4 #5'S CONT. W/2 #5 CORNER BARS 60" LONG BENT IN THE MIDDLE TO PROVIDE 30" SPLICE LENGTH EA. WAY ALSO PROVIDE F -3 STIRRUPS 4 @ 12" AT BENDS AND CORNERS AND 48 C.C. ELSE WHERE PROVIDE 1 #5 IN FULLY GROUTED CELL, 6" DRILLED W /EPDXY REINFORCING INTO EXISTING, INCLUDING 30" SPLICE LENGTH 8" CONC. FILLED BLOCK W/ 1 #5 VERTICAL REINF. PLAN PROVIDE HORIZONTAL REINF. © 16" C.C. (TYP) 2 COATS (5/8 ") OF STUCCO OVER 8" BLOCK CONT.10 "x20" CONC.FTG. W/3 #5'S CONT. AND #4 © 48" C.C. SHORTWAY F -1 TOP STEEL: CLEAR COVER BEAMS . . 2" FOOTING . . 3" B — BOTTOM BAR C — TOP BAR OVER SUPPORT E — TOP BAR AT NONCONTINUOUS END TYP. STbL SLAB SYMBOLS SLABS SLABS ON GRADE . -/ O ROOF ZONES . 1." BEAMS . . . 2" • 1." FOOTING . . 3" 4/10 B • e- = > 10" < 30" BOTTOM STEEL: CLEAR COVER h 0 =4.8ft h = 12.0 ft 1 / r ��- II I / • TB -1� NEW CRICKET BETWEEN EXISTING AND NEW ROOF SLABS SLABS ON GRADE . . . 2" SIZE OF REINFORCING BAR SPACING CENTER TO CENTER LOCATION OF BAR \ / Aik. � EXISTING ROOF FRAMING PLAN TO REMAIN OPOSL.D OOF F SCALE: 1 /4" J ' J © '1 00 NG t. • F� AM REVISIONS BY OWNER SUBMISSION 11 -4 -03 BID SUBMISSION 2 -20 -04 Q W N W J u_ 03 U../ (1) r , O W Q W Q E N O CC O C . • a Lai • -03 aM CC M - 5 (NI a o ® 0 P p 0 (E: • v) z >- (N. 7 • • • • • .• • DRAWN M.M. CHECKED M.A.C. DATE 10 -23 -03 AL AS SHOWN JOB NO. 03 SHEET (1) OF 2 SHEETS ••• ••• w 0 • ••• ••• .••• • •• • • • • •••, • •' 1 • • ••• • 1✓ A /3 _12 I 9 8 . G n 5 ., .! n 5 . 0 . NI CERTIFIED FOR: John and Lianne Yao CliARLES W. CARR PROFESSIONAL LAND SURVEYOR AND MAPPER 9245 S.W. 44 Street TEL: 305- 221 -3416 Miami, Florida 33165 FAX: 305 -553 -9903 SURVEY NUMBER :04 -01 -016 DATE OF FIELD SURVEY: JANUARY 15 2004 MAP AND REP LEGAL DESCRIPTION: Lot 10 and 11, Block 67, "MTAM thereof as recorded in Plat Book 1 County, Florida. ACCURACY: The expected use of the land, as clas (61G17 -6 FAC), is "Single - Far accuracy for this type of survey i measurement with a Sokkia Transit closed geometric figure was found t DATA SOURCES: The legal description was furnished Miami Shores, Florida 33138. EASEMENTS: 'The record plat does not indicate an PROPERTY ADDRESS: 712 N.E. 95 Street Miami Shores, Florida 33138 SU1W NU1CS;_ 1. THE SURVEY HEREON R WITH EXISTING ABOVE GR GROUND ruorINGS WERE L 2. NU ENCROACHMENTS WE 3. ANY NOTORIOUS EVIDE DESCRIBED PARCEL run R SHOWN UN 1111S SURVEY DI PURPORT TO MEFLECr ANY UIIIER THAN SHOWN ON TII DESCRIPTION AS IT APrE NUT CERTIFY THAT SUCH HEREON WERE NOT ABSTRA OF OF RECORD. II. 11115 SURVEYUR DID N REQUIRED BY TIIE ZONING THIS SURVEY CERTIFY 111 n IN COMPLIANCE WITH TRIES SURVEYOR AND MAPPER CHARGE: CHARLES 1V.. CARR, LICENSE N SIGNED: RT OF BOUNDARY SURVEY SHORES SECTION No. 3 ", according to the plat at Page 37, of the Public Records of Miami-Dade ified in the Minimum Technical Standards ily Residential ". The minimum relative distance 1 foot in 7500 feet. The accuracy obtained by nd a Chicago 200 foot steel tape and calculation of a exceed this requirement. y Mark A. Campbell Architects 373 N.E. 92 " Street easements on subject properly. PRESENTS A PERIMETER BOUNDARY SURVEY UNU IMPROVEMENTS LOCATED. NU UNDER- CAT ED UNLESS OTHERWISE SHOWN. E NOTED BY THIS SURVEY UNLESS SHOWN. CE OF OCCUPATION AND /OR USE OF THE GIITS INGRESS OR EGRESS IS AWING. HOWEVER, THIS SURVEY DOES NOT RECORDED INSTRUMENTS OR RIGHTS WAY RECORDED PLAT OR STATED IN THE LEGAL RS ON THIS DRAWING. THIS SURVEY DOES NSTRUMENTS DO EXIST, AND LANDS SHOWN TED FOR FOR EASEMENTS AND /OR RIGHTS 1 RESEARCH THE PARTICULAR SETBACKS AS OF 111E DESCRIBED PARCEL/ NOR DOES T ANY OF TIIE IMPROVEMENTS SHOWN ARE E ZONING REGULATIONS. 5. TIIE NURIII ARROW AND UEARINGS AS SHOWN, ARE DERIVED FROM THE ASSUME() MERIDIAN Ufi 111E RECORDED PLAT, TIIE LEGAL DESCRIP TIUN THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS, OR FRACTIONAL UESCRIrr1UN IF BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND SHOWN ON TIIE LOCATION SKETCH. G. TIIE FLORIDA INSURANCE RATE MAP 0093 J DATED 7 -17 -95 -1ZQ p COMMUNITY NU. 55Z NATIONAL FLOOD INSURANCE PROG DELINEATES 111E HEREIN DESCRIBED LAND TO BE WITHIN ZONE' ELEVATION_N /A _FEET. THIS IS NOT A rum HAZARD ZONE. 7. ELEVAIIUNS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MAl2KS A CITY. COUNTY, STATE UR GEODETIC VERTICAL REFERANCE I1UNUJIENTS. 8. HITS IS A LAND SURV AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STAIu1E 412 ANUJTHIS SURVEY COMPLIES WITH TIIE MINIMUM IECIINICAL STANU ADOPTED BY TIIE FLORIDA STATE BOARD OF I LAND SURVEYORS PURSUANT TO CHAPTER GIG11 -G, FLORIDA ADMINISTRATIVE CODE, AND MEETS THE REQUIRE MENTS OF TIIE FLORIDA LAND TITLE ASSOCIATION. IN RESPONSIBLE MISER LS 1060. ev7-/?/1/ „ kki I 0 3'L D FE.u« 'A/ C 24•/2 O /3.05 N Gv /4.' L S S / L4/ /-) L 1 z',./5 1. 0 ,fine 7 1 V .Nub.- K X A /ov. c;) /5 ELo 4 L L /U ' e T Xr ----- K - - O i co o 23.V5 24 -vo PC 0 10 0./ C L, %2 p A - ARC LENGTH R - RADIUS 7 - TANGENT C - CHORD 4 - DELTA(CENTRAL ANGLE) MFAS - MEASURED CALC - CALCULATED PCP - PERMANENT CONTROL POINT PRM - PEN441/4K T REFERENCE MONUMENT PC - POINT OF CURVE NW - RIGHT OF WAY BM - BENCH MARK NOV - FOUND IRON PIPE Cat -CLEAR C L F - C}LATN LINK FENCE TYP - TIPNCAL SEVERAL) N/T - NAB. & TAB 1.02 - PONT OF BEGN*MINO P.0 C -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SR'R - SANITARY SERER W/N{ - WATER h1AIN L,EGFND & S MI10LS 8M - BENCH MARK PWRTTCAN - POWER TRANSFORMER WV .. WATER VALVE SI M - WATER METER & T - POWER ! TE1 E LAVES MH - MANHOLE LID CB - CATCH BASIN CO - CLEAN-0C/T COVER Q. - CENTERLINE CBS - CONCRETE BLOCK STRUCTURE - CONCRETE LITE POLE CONC - CONCRETE FPL - FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1929 NOVD FND 1R - FOUND IRON ROD ENCRO - ENCROACHMENT W M F - WIRE MESH IE DH - MILL HOLE N D - NAB. 3 MSC CT' MON - COUNTY MONUMENT PRO SP - PARKING SPACE HYD - FIRE HYDRANT H C PKO - HANDICAP PARKING U E - UTILITY EASEMENT (UTB. EMT T) LOCATED IN: MIAMI SHORES, MIAMI -DADE COUNTY, FLORIDA. LOT DETAILS: SCALE: 1' = 15' Ai F 19 w 2/ a,5ri 2Z 23 LOCATION SKETCH SCALE: 1' = 150' 24 2 d , STN sr. � V- �T 2G ,, Sd f 27 Et In COVC.,-tr Sht 1)120v.i.L,1 S UlT (51 G 15 -31. 003 in of ULi i) lLt jY id 0:11 Shccti. shc of ti fl 11 Li 1Y41:11. T1:1 (1011 I'll n T1'14.$'S john A, FL R.. En&. No. 36205 3320 1: 33331 (95,) 600-'7123 uiLii u cwiry: MIAMI SHORES, FLORIDA flLjH .1..0:Jd: 30+15+0+10 PSF,33% duration factor h'.13,c2001 7/98 WL-d: Vc1.15,1 :)/16. ORONI CONSTRUCTION ( YAO—RESIDENCE ) 712 N.E.96Th.STRET MIAMI SHORES,FLORIDA tOY'AL '9550NW79 HIIALEAII Phone: 305 Project: Model: Contact: TRUSS CORP. AVE. # 5 GAEDENS, FL 33016 -822- 0020/21 Fax: 305 -822 -0029 _ .... _. Block No: Lot No: Site: Office: To: ORON1 T Deliver To: . _ Summary _ _Re_action S , . _ r Job Number: Page: 1 Date: 09-16-2004 - 8:38:04 AM Project ID: 984 _ .. ._ Account No: Designer: Eddie Davies -Ro Salesperson: Quote Number: Name: Phone; Fax Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: r - -' . .. 1 ` r - --. - .... _. _ . _ I I : ' � - :- .— �; l - ---- . ..., 3 1 1 1 7 1 7 1 6 3 2 1. .,;.:r CJ5 291bs..each _ _ CJ5A 26 lbs. each 1{GS 55 Ibs, each 1 {GSA 53 lbs. each JI 8 lbs. each J 1 A 6 lbs. each J3 11 Ibs, each J3A 9 Ibs. each J5 17 Ibs. each T1 49 lbs. each -. -- - T1 A 47 lbs. each ..w...- +.- ..+ -�,.. 6 - 10 - 14 MONO TRUSS — X 1 1 - 9 - 12 2.12 0.00 _ 1_ 6 - 10 2,12 0.00 _ rl -TO - 0 3.00 10.00 t - 1 - 10 - 0 3.00 0.00 1- 0- 12 3.00 00 0 - 9 - 10 3.00 0.00 1- 3- 12 3.00 0.00 1- 0- 10 3.00 0.0 Joint 2 564 Ibs _ 771bs_ _ - 5 _.._.. Joint 1 353 Ibs. - 1931bs. _ Joint 2 1343 Ibs. 913 Ibs. Joint 1 1186 lbs. II -628 lbs. Joint 2 268 lbs. -357 Ibs, Joint 1 106 lbs. -58 Ibs.... Joint 2 332 Ibs. 423 Ibs. -23 Joint 1 143 Ibs. - Ib s. -108 Joint 7 360 Ibs lbs oint 6 Joint 389 lbs. - 2651bs. Joint 5 1343 lbs. -913 lbs. Joint 4 1352 Ibs. -930 lbs. Joint 3 44 lbs. Joint 2 86 Ibs. -79 lbs. Joint 3 73 Ibs. lbs. Joint 2 117 Ibs. Ibs. 3 182 Ibs. lbs. Ibs Ibs 3 Ibs Ibs. - _.__..____- Joint 4 19 lbs. Joint 3 19 Ibs. _ Joint 4 26 Ibs. Joint 3 26 lbs. Joint 4 46 lbs. - -- erMa.:.fl.�r_, _ SEP 1'6 2004 ` C D 1 2004 SEP 1 6 20Q SEP 1'6 2004 SEP 16 2004 SEP 1 c 6 O SEP l'6 200 SEP 1 6 200 P 1 6 20 - _ S E P. 1 6 200 r r SEP 1 6 2004 t...x..r -- _ - 6 - 10 - 14 14 - 2 - 0 14 - 2 - 0 2 - 0 - 0 r —_._ _ .. 2 - 0 - 0 . -_. 3 - 0 - 0 r _ 3 - 0 - 0 5 - 0 - 0 ______ MONO TRUSS — HIP HIP GIRDER JACK -- JACK JACK JACK — JACK 1_ 9 - 12 3.00 0.00 2 -4 -4 3.00 0 00_ 2. 4- 4 3.00 0.00 Joint 2 Joint 423 Ibs -447 lbs. -140 Joint 2 Joint 891 Ibs 891 _665 Ibs. -665 Joint 1 Joint 733 Ibs. 900 -379 lbs. -682 r 14 - 2 - 0 ___ 14 - - I COMLMON ; COMMON -- • w.a.. - a> t . -fit -D ,i ;��. g ..r, � .. a . :i:: .J4' � j` �''.` FTj 'yfr�sA6'!Rl.`..�*0`- ■ i •�.- ..- .+- .- _ - ..� ..' ,.+1t3�i• ewr 70 -_ Trust 984 CJ5 Roy al Truss Corp, Hialeah Ga dens, FL 33016, Eddie Davies LUMBER - 1 -10 -10 1 -10 -10 ' Offsets LX, Y): 17:0 -1- 12,0 -1 -81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND WEBS 2X4SYPNo3 LOAD CASE(S) Standard { SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANS195 { russ type MONO TRUSS CSI TC 0.78 BC 0.22 WB 0.13 (Matrix) 4 -1 -6 4 -1 -6 4 -1 -6 4 -1 -6 REACTIONS (Ib /size) 2= 564/0 -8 -0, 7= 360/0 -1 -8 Max Horz 2= 160(load case 2) Max Uplift2=- 576(load case 2), 7=- 211(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/26, 2 -3 =- 720/156, 3 -4 =- 32/15, 4- 5 = -5/0, 4 -7 =- 136/159 BOT CHORD 2 -8 =- 212/668, 7- 8=- 212/668, 6 -7 =0/0 WEBS 3 -8 =0/56, 3- 7=- 693/220 1 Qty 3 BRACING TOP CHORD BOT CHORD y NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; C-C Interior(1) -1 -8 -6 to 7 -0 -14; Lumber DOL =1.33 plate grip DOL =1.33, 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576 and 211 Ib uplift at joint 7. Job Reference (optional 5 200 s Jan 16 2004 MiTek Industries, Inc. Thu Sep 1608 36 21 200-4 Page I DEFL in (loc) Vert(LL) 0.02 8 Vert(TL) 0.20 1 Horz(TL) 0.01 7 { I/defl >999 >122 n/a L/d 360 240 n/a 6 -10 -14 6 -10 -14 2 -9 -8 2 -9 -8 7 { 0_1 4 0 -2 -0 Scale = 2x4 H 3x4 = H PLATES GRIP M1120 249/190 Weight: 30 Ib Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Exp C; enclosed; Ib uplift at joint 2 JOHN A. ILTF R, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 SE? 16 2004 rob I '84 - Truss CJ5A r Royal Truss Corp Hialeah Ga dens, FL 33016, Eddie Davies 4 -1 -6 Plate Offsets (X,YL 16:0 -1- 12,0 -1 -8j LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 Truss TygJe MONO TRUSS 4-1-6 4 -1 -6 4 -1 -6 CSI TC 0,30 BC 0.25 WB 0.16 (Matrix) REACTIONS (lb /size) 1= 353/0 -8 -0, 6= 389/0 -1 -8 Max Horz 1= 110(load case 2) Max Uplift 1=- 192(load case 2), 6=- 264(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 859/425, 2 -3 =- 27/12, 3- 4 = -5 /0, 3 -6 =- 119/127 BOT CHORD 1 -7 =- 497/821, 6- 7=- 497/821, 5 -6 =0 /0 WEBS 2 -7 =0/59, 2 -6 =- 853/516 Qty DEFL in (loc) 1 /deft Vert(LL) 0.03 7 >999 Vert(TL) -0.04 1 -7 >999 Horz(TL) 0.01 6 n/a BRACING TOP CHORD BOT CHORD { Ply NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1) 0 -4 -0 to 7 -0 -14; Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 1 and 264 Ib uplift at joint 6. Job Reference (optional) 5.200 s Jan 16 2004 M1Tek Industries, Inc Thu Sep 16 08'36'22 2004 Page — 1 6 -10 -14 7 -1 4 2 -9 -8 0 -2 -0 Scale: 1 " =1' LJd 360 240 n/a 6 -10 -14 2 -9 -8 3x4 = PLATES GRIP M 1 120 249/190 Weight: 27 Ib Sheathed or 5 -11 -1 oc purlins, except end verticals, Rigid ceiling directly applied or 8 -3 -4 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 SEP 1 6 'NI, rot Truss 984 HG5 �Roya! Truss Corp Hialeah Oa dens, FL 33016, Eddie Davies -1-6-0 1 -6 -0 Plate Offsets jX, LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 T 3x6 3.00 FIT 5 -0 -0 5 -0 -0 5 -1 -12 5 -1 -12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 [Truss Type HIP 4x10 = 3 8 2x4 H CSI TC 0.62 BC 0.83 WB 0.14 (Matrix) REACTIONS (Ib /size) 2= 1343/0 -8 -0, 5= 1343/0 -8 -0 Max Uplift2=- 912(load case 2), 5=- 912(load case 2) 9 -2 -0 4 -2 -0 9-0 -4 3 -10 -8 ,Qty FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/27, 2 -3 =- 3587/1780, 14 =- 3456/1765, 4 -5 =- 3588/1778, 5 -6 =0/27 BOT CHORD 2 -8 =- 1604/3407, 7- 8=- 1614/3455, 5- 7=- 1602/3408 WEBS 3 -8 =- 94/426, 4 -7 =- 93/480, 3 -7 =- 190/193 Ply 4x5 3x4 = 4 YI: j2:0- 5- 3,0 -1 -81 j3.0- 5- 4,0 -2 -0J, j4:0 -2- 12,0 -2 -4J j5:0- 5- 3,0 -1 -8] DEFL in (loc) Vert(LL) 0.23 7 -8 Vert(TL) -0.32 7 -8 Horz(TL) 0.08 5 1 Job Reference (optional 5 200 s Jan 16 2004 MiTek Industries, Inc Thu Sep 16 08 36 2004 Page 1 1/deft >718 >501 n/a 14 -2 -0 5 -0 -0 14 -2 -0 5 -1 -12 Ud 360 240 n/a 3x6 1580 1 -6 -0 Scale = 129.6 PLATES GRIP M1120 249/190 Weight: 56 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -10 -5 oc purlins. BOT CHORD 2 X 4 SYP No 2ND BOT CHORD Rigid ceiling directly applied or 4 -6 -7 oc bracing. WEBS 2 X 4 SYP No.3 6 t o • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 Ib uplift at joint 2 and 912 Ib uplift at joint 5. 5) Girder carries hip end with 5 -0 -0 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.81b down and 170 51b up at 9 -2 -0, and 320.81b down and 170.51b up at 5 -0-0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. J O H N A, 1 L r E R r P. L. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REGISTERED STRUCTURAL ENGINEER LOAD CASE(S) Standard STATE OF FLORIDA 436205 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 3320 PADDOCK ROAD, WESTON, FL 33331 Uniform Loads (plf) Vert: 1- 3 = -90, 3- 4=- 143(F = -52), 4- 6 = -90, 2- 8 = -20, 7- 8=- 32(F = -12), 5 -7 = -20 Concentrated Loads (Ib) Vert: 8=- 321(F) 7=- 321(F) SEP 16 2004 rJOb 1Trus� I '. 984 HGSA Royal Truss Corp Hialeah Gardens, FL 33016, Eddie Davies -1 -6 -0 5 -0 -0 1 -6 -0 3.00 12 5 -0 -0 5-1-12 5-1-12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 TrusS HIP GIRDER { 4x10 = 2 2x4 11 CSI TC 0.63 BC 0.85 WB 0.15 (Matrix) REACTIONS (Ib /size) 1= 1186/0 -8 -0, 4= 1352/0 -8 -0 Max Horz 1=- 52(load case 2) Max Uplift 1=- 627(load case 2), 4=- 929(load case 2) 9 -2 -0 4 -2 -0 9 -0 -4 3 -10 -8 Plate Offsets (X,Y): f1 0- 5- 3,0 -1- 8112 0- 5- 4,0 -2- 0],[3:0 -2- 12,0 -2- 4],[4:0- 5- 3,0 -1 -8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 3669/1935, 2 -3 =- 3485/1820, 3 -4 =- 3617/1832, 4 -5 =0/27 BOT CHORD 1 -7 =- 1761/3490, 6- 7=- 1776/3541, 4- 6=- 1654/3435 WEBS 2 -7 =- 133/446, 3 -6 =- 117/492, 2 -6 =- 250/173 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2 = -90, 2- 3=- 143(F = -52), 3- 5 = -90, 1- 7 = -20, 6- 7=- 32(F = -12), 4 -6 = -20 Concentrated Loads (Ib) Vert: 7=-321(F) 6=-321(F) Qty 4x5 = 3 3x4 = { DEFL in Vert(LL) 0.23 Vert(TL) -0.33 Horz(TL) 0.08 Pry Job Reference (optional 5.200 s Jan 16 2004 MiTek Industries, Inc Thu Sep 16 08 35'25 2004 Page 1 (loc) 6 -7 6 -7 4 I/defl >704 >498 n/a 14-2 -0 5 -0 -0 14 -2 -0 5 -1 -12 Lid 360 240 n/a { 15 -8 -0 1 -6 -0 Scale = PLATES GRIP MI120 249/190 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No 2ND TOP CHORD Sheathed or 2 -10 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -3 -13 oc bracing. WEBS 2 X 4 SYP No.3 SEP 16 2004 r lM NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 Ib uplift at joint 1 and 929 Ib uplift at joint 4. P.E. A. iLl E�t 5) Girder carries hip end with 5 -0-0 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3/5.0 TERED STRUCTURAL ENGINEER down and 170.51b up at 9 -2 -0, and 320,81b down and 170.51b up at 5 -0 -0 on bottom chord. The design /selection STATE OF FLORIDA #36205 such special connection device(s) is the responsibility of others. 3320 PADDOCK ROAD, WESTON, FL 333311 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,Job TTruss 984 I Royal Truss Corp Hialeah Gardens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND -1 -6 -0 1 -6 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss type JACK CSI TC 0.29 BC 0.02 WB 0.00 (Matrix) REACTIONS (Ib /size) 3 =44 /Mechanical, 2= 268/0 -8 -0, 4= 19/0 -1 -8 Max Horz 2= 97(load case 2) Max Uplift2=- 356(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/27, 2- 3 = -33/7 BOT CHORD 2 -4 =0/0 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3 = -90, 2 -4 = -20 3.00 FT Qty 7 2 -0 -0 2 -0 -0 DEFL in (loc) Vdefl L/d Vert (LL) n/a - n/a 999 Vert(TL) 0.04 1 >397 240 Horz(TL) -0.00 3 n/a n/a Ply BRACING TOP CHORD BOT CHORD 2x6 = 2 -0 -0 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at joint 2. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.8Ib down and 170.51b up at 9 -2 -0, and 320.81b down and 170.51b up at 5 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. Job Referencejoptionalj 5 200 s Jan 16 2004 MiTek Industries, Inc. Thu Sep 16 08 36 27 2004 Page 1 2 -0 -0 PLATES GRIP M1120 249/190 Weight: 8 Ib Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. SEP 16 2004 3 1 Scale = 1 .5 ,9 JOHN A. ILIER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Job Truss - — TTruss type g,84 JIA JACK Royal Truss Corp. Hialeah Gard ens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 • LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 REACTIONS (Ib /size) 1= 106/0 -8 -0, 2 =86 /Mechanical, 3= 19/0 -1 -8 Max Horz 1= 43(load case 2) Max Upliftl =- 57(load case 2), 2=- 78(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -24/18 BOT CHORD 1 -3 =0/0 LOAD CASE(S) Standard 2x6 = CSI TC 0.08 BC 0.02 WB 0.00 (Matrix) 3.00 FIT 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections, 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 1 and 78 Ib uplift at joint 2. Qty PIT I --. - — - - 1 1 ;Job Reference tion �P- o –.�-- 5.200 sJan 16 2004 IdiTek Inlustnzs, Inc Thu Sep 16 08 36'28 2004 Paz 1 DEFL in (loc) I /deft Lld Vert(LL) n/a - n/a 999 Vert(TL) -0.00 1 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP M 1 120 249/190 Weight: 6 Ib Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. ILIER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 P;nDfCK ROAD, WESTON FL 33331 S E P 16 2004 Scale = 1.5.1 Job Truss 984 J r Royal Truss Corp, Hialeah Ga dens, FL 33016, Eddie Davies — LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -1 -6 -0 1 -6 -0 LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND Truss JACK SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (Ib /size) 3 =73 /Mechanical, 2= 332/0 -8 -0, 4= 26/0 -1 -8 Max Horz 2= 117(load case 2) Max Uplift3=- 22(load case 2), 2=- 422(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/28, 2- 3= -44/13 BOT CHORD 2 -4 =0 /0 LOAD CASE(S) Standard CSI TC 0.42 BC 0.03 WB 0.00 (Matrix) 2x6 = - Qty 7 BRACING TOP CHORD BOT CHORD ,Pty 1 Job Reference jo ,ptional) 5 200 s Jan 16 2004 MiTek Industries, Inc Thu Sep 16 08.36 30 2004 Page 1 3 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 DEFL in (loc) I /deft LJd Vert(LL) n/a - n/a 999 Vert(TL) 0.08 1 >232 240 Horz(TL) -0.00 3 n/a n/a NOTES 1 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 3 and 422 Ib uplift at joint 2. PLATES GRIP MI120 249/190 Weight 11 Ib Sheathed or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JUnly h. !Li L'ri, REGISTERED STRuCTIJRk ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 CEP 16 2004 -J ob -- -- Truss 984 J3A Royal Truss Corp, Hialeah Ga. dens FL 33016 Eddie Davies i= LOADING (psf) I TCLL 30.0 ' TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND LOAD CASE(S) Standard 2x6 = SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Trus�lype 1 JACK FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -36/26 BOT CHORD 1 -3 =0/0 CSI TC 0.14 BC 0.03 WB 0.00 (Matrix) REACTIONS (Ib /size) 1= 143/0 -8 -0, 2= 117 /Mechanical, 3= 26/0 -1 -8 Max Horz 1= 63(load case 2) Max Upliftl=- 76(load case 2), 2=- 107(load case 2) 3.00 NT 3 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 BRACING TOP CHORD BOT CHORD Qty Ply NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 1 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 1 and 107 Ib uplift at joint 2. 1 Job Reference optional) 5 200 s Jan 16 2004 tdiTek Industries, Inc. Thu Sep 16 08 36.32 2004 Page 1 1 . DEFL in (loc) I/defl Lld Vert(LL) n/a - n/a 999 Vert(TL) -0.00 1 -3 >999 240 Horz(TL) -0.00 2 n/a n/a 2 PLATES GRIP M1120 249/190 Weight: 9 Ib Sheathed or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. ILrER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 SEP 16 2004 Scale = 1:6.0! Job Truss 1 984 J5 Royal Truss Corp Hialeah Ga dens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 - 1 - 6 - 0 LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 Truss - Tpe JACK FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/28, 2- 3= -60/37 BOT CHORD 2 -4 =0/0 CSI TC 0,42 BC 0.11 W B 0.00 (Matrix) REACTIONS (lb/size) 3= 182/Mechanical, 2= 423/0 -8 -0, 4= 46/0 -1 -8 Max Horz 2= 160(load case 2) Max Uplift3=- 139(load case 2), 2=- 446(load case 2) Qty ray 1 6 1 5 -0 -0 5 -0 -0 Job Reference (optional) 5 200 s Jan 16 2004 PdTek Industries, Inc. Thu Sep 16 08 36 34 2004 Page 1 DEFL in (loc) I /deft L/d Vert(LL) n/a - n/a 999 Vert(TL) 0.05 1 >355 240 Horz(TL) -0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL =5 0psf; Category H; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 446 lb uplift at joint 2. Weight: 17 lb Sheathed or 5 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. SEP162004 PLATES GRIP MI120 249/190 JOHN A. ILiEP, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 IJo6 -- - - -- -- JTruss 1Trus type 1 984 T1 i COMMON 1 i Royal Truss Corp Hialeah Gardens, FL 33016, Eddie Dawes -1 -6 -0 1 -6 -0 7-1-0 — Plate Offsets LX,Y) go-1-12,0-1-8114:0-1-12,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 7 1 3x4 = REACTIONS (Ib /size) 2= 891/0 -8 -0, 4= 891/0 -8 -0 Max Uplift2=- 664(load case 2), 4=- 664(Ioad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/27, 2- 3=- 1726/770, 3- 4=- 1726!770, 4 -5 =0/27 BOT CHORD 2 -6 =- 613/1599, 4 -6 =- 613/1599 WEBS 3 -6 =0/189 LOAD CASE(S) Standard 3.00 FIT 7.1 -0 7 -1 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nor YES Code FBC2001 /ANS195 CSI TC 0.53 BC 0.51 W B 0.06 (Matrix) 4x10 2x4 11 { Qty 1 3 LUMBER BRACING TOP CHORD 2 X 4 SYP No 2ND TOP CHORD BOT CHORD 2 X 4 SYP No 2ND BOT CHORD WEBS 2 X 4 SYP No 3 Ply Job Reference (optional) 5.200 s Jan 16 20C4 MITek industries, Inc Thu Sep 16 08 36'36 2004 Rage 1 14 -2 -0 15 -8 -0 7 -1 -0 14 -2 -0 7 -1 -0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 2 and 664 Ib uplift at joint 4. 3x4 = { Weight: 50 Ib Sheathed or 4 -0 -8 oc purlins. Rigid ceiling directly applied or 7 -5 -15 oc bracing. SEP 16 2004 1 -6 -0 Scale = 1:29.1'. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 -r - - -- DEFL in (loc) I /deft L/d PLATES GRIP Vert(LL) 0.09 6 >999 360 M1120 249/190 Vert(TL) -0.18 4 -6 >924 240 Horz(TL) 0.04 4 n/a n/a !Job — 7Trlss Truss ype 984 T1A COMMON -0 Royal Truss Corp, Hialeah Ga rdens, FL 33016, Eddie Davies 0 3x5 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3.00 12 7 -1 -0 7 -1 -0 7 -1 -0 7-1-0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nor YES Code FBC2001 /ANSI95 CSI TC 0.56 BC 0.60 WB 0.06 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No,2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 1= 733/0 -8 -0, 3= 900/0 -8 -0 Max Horz 1=- 53(load case 2) Max Uplift / =- 378(load case 2), 3=- 681(bad case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 1774/662, 2 -3 =- 1777/866, 3 -4 =0/27 BOT CHORD 1 -5 =- 706/1649, 3- 5=- 706/1649 WEBS 2 -5 =0/203 4x10 = 2x4 H Qty 2 Yly 14 -2 -0 7-1-0 DEFL in (loc) I/defl L/d Vert(LL) 0.14 1 -5 >999 360 Vert(TL) -0.21 1 -5 >775 240 Horz(TL) 0.04 3 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 Ib uplift at joint 1 and 681 Ib uplift at joint 3. LOAD CASE(S) Standard Job Reference (optional) 5 200 s Jan 16 2004 MTek Industries, int. Thu Sep 16 08 36 38 2004 -P-age-1 - 14 -2 -0 15 -8 -0 i 7 -1 -0 1 -6-0 Scale = 1'.26.5 3x5 = { PLATES GRIP M1120 249/190 Weight: 47 Ib Sheathed or 3 -10 -15 oc purlins. Rigid ceiling directly applied or 6 -6 -10 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 SEP 16 2004 Mark Span Top Chord Reaction Bottom Chord Reaction Top Chord Connection Butt. Ch. Connection Gravity Uplift Jl 1' - 0" 45# 77# 10# (2), 16d (2). 16d Toe-nails Toe-nails J3 3' - 0" 135# 179# 30# (2), 16d (2), 16d Toe -nails Toe - nails J5 5' - 0" 225# 331# 50# (3), 16d (2). 16d Toe -nails Toe -nails J7 7' - 0" 315# 395# 70# Hurricane (2). 16d Clip Toe -nails January 14, 2004 Eddie Davies Royal Truss, Inc. Medley, FL Re: End Jack Connection Detail - Top chord to corner jack/Hip girder Dear Eddie, As you requested, I investigation the connection requirements for open -ended jacks in a standard corner set based on the following parameters: Spacing: 2' - 0" o.c. Gravity Load: 30 + 15 + 0 + 10 PSF Wind Load: 116 MPH, Components and Cladding loads, ASCE 7 -98 per FBC 2001 Occupancy category II, exposure C, 2511. above ground, 10 PSF dead load. Lumber: 2x4 No. 2 SYP minimum top and bottom chord (no webs) Pitch: 2:12 to 6:12 16d Toe -Nail Capacity = 154 * .83 * .77 * 1.33 = 1304 Approved hurricane Clip Min. capacity 400# each direction If you have any questions regarding this matter, please do not hesitate to call. Sincerely, Ilter Engineering, Ltd. Co. 3320 PADDOCK ROAD, WESTON, FL 33331 PHONE (954) 600 -7123 • FAX (305) 512 -9424 • E -MAIL 1 LTER@RELI.SOUTH.PJE'T John A. liter, P.E. FL Reg Eng. No 36205 Valley Trusses Supporting Truss Titer Engineering Ltd. Co. 3320 Paddock Road Weston, FL 33331 954 - 600 -7123 Partial Roof Layout 12 pitch , 4to7 Valley Trusses @ 24" o.c. i 6" wedge nailed to truss w/ 2 -8d toe - nails, or bevel cut bottom chord of valley truss Continuous Bracing @ 24" o.c. in areas without plyw. sheathing Notes: (a) Provide cont. bracing on verticals over 6' - 3 ". Connect bracing to verticals w/ 2, 10d nails. Bracing must be tied to a fixed point at ends. (b) Max. spacing for vertical studs is 6' - 0 ". (c) Conn. for uplift with min. 1 -1/4" 16 ga. twist strap at 4' - 0" o.c. with 4, 10d nails each side of strap. (ASCE 7 -98, FBC 2001) (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 cont. bracing at 24" o.c. John A. liter, P.E. FL Reg Eng. #36205 Valley Truss Strap @ 48" o.c. (see note) Supporting trusses @ 24" o.c. Design Loads: 30 + 15 + 0 + 10 PSF, 33% DOL Wind Speed 146 MPH, 10 PSF Dead load Lumber: 2x4 No. 2 ND SYP min. chords 2x4 No. 3 SYP min. webs Customer: Royal Truss Job: Valley Detail Project: Date: 1/26/04 Scale: NTS This safety alert symbol is used to attract your A attention! PERSONAL SAFETYIS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures, HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other s tructural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification tor handling, installing and bracing wood trussesfor a particular root or floor.These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor ad- vlsed to obtain and read the entire booklet. "Corn, mentary and Recommendations for Handling, in- stalling & Bracing Metal Plate Connected Wood. Trusses, HIB -91" from the Truss Plate Institute. WARNING: Do not break banding until installa- tion begins or lift bundled trusses by the bands. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not use damaged trusses. TRUSS STORAGE DANGER: 'A DANGER designates a condition A where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition wherefailuretofollow instructions could result in severe personal injury or damage to structures. CAUTION: Trusses should not be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthewoodtruss industry, but must, due to the nature ot responsibilities involved, be presented as a guide for the use of a qualified building designer of installer.Thus,theTrussPlate Institute, Inc. expressly disclaims any responsibirt, for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and otnc. rs Copyright © by Truss Plate Institute, Inc, All rights reserved. This document cr any part thereof must not ba reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Alltemporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2 -16d nails, All trusses assumed 2' on- center or less. All multi -ply trusses should be connected together In accor- dance with design drawings prior to Installation. Trusses stored vertically should be braced to prevent toppling or tipping. A DANGER: Do not store bundles upright unless properly braced, A DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. CA Tr,g Line, tit trues of braced g oup P1 truasea End brace (B) WARNING: Do not attach cables, chains, or hooks to the web members. E0 /or less 17V - I -4 Approximately 1 /2 truss length Spreader Bar Toe In Truss spans less than 30'. Less than or equal to 60' Spreader Bar or less . i Approximately 1 /2 truss length NCTSINF Approximately ' 1 /2 to i) truss length Toe In Tag Line Toe - + lJ _��� / Toe In Approximately 1 /2 to 5'1 truss length Less than or equal to 60' A Ground brace' lateral (L8) -. -2 floor Tag Una Ground brace i ve rtical (GBv) Ground brace diagona!s (GBD) N- 2nd floor ay atem ahall have adequate capacity to support ground braces. 1 et floor Tag Line MECHANICAL' INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. GROUND BRACING:BUILDING INTERIOR CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, 05B -89, and in some cases determine that a wider spacing is possible, GBD L8 -Too Chord " = GBV Frame 2 A WARNING: Do not lift single trusses with spans greater than 30' by the peak. Tag Line At or above mid- height Tag Line Strongback/ Spreader Bar Strongback/ SpreaderBar CAUTION: Ground bracing required for all installations. i 10' Greater than 60' 10' , Approximately 1 to' /, truss length Greater than 60' Approximately ;, to Y, truss length 10' 1 GROUND BRACING: BUILDING EXTERIOR Top Cho d 7 Typical vertical --- -- - - End'vVnl! attachment plan \ L Blockin r .. : G ound brace diagonals (GBD) Ground brace vertical (GBV) Backup ground stake Driven ground atal.ea L St ut (ST) Typical horizontal tie member with multiple Oak - a(NT) Ground Brace Jerticala (GBV) - 1 de Ground brsee 1q trues of braces lateral (LBO group of trusses End brace 1E8) Top chords that are laterally braced can buckle together and cause collapse it there in no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SPAN U. to 28' Over 28' - 42' Over 42' - 60' Over 60' 12 — 4 of greater WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. MINIMUM PITCH DIFFERENCE 2.5 3.0 TOP CHORD LATERAL BRACE sPACING(LBs) 7' 6' 5 TOP CHORD DIAGONAL BRACE SPACING (013S) (# trusses] SP;DF SPF /HF 17 12 9 6 5 3 3.0 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine SPF - Spruce -Pine -Fir HF - Hern -fir Continuous Top Chord Lateral Brace . " " ------___ _ _-. / / � Required _ l ' 10" or Greater // —1� _ Attachment Required — All lateral braces lapped at least 2 trusses. \' 2.5 , X 12 , --- Q` des / SPAN Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH SPJDF 4/12 8' 20 4/12 6' 4/12 5' See a registered professional engineer OF - Douglas Fir-Larch SP Southern Pine Fir HF - Hem -Fir P All lateral braces lapped at least 2 trusses. 5 12 TOP CHORD LATERAL BRACE SPACING(LBS) Continuous Top Chord Lateral Brace --� Required _ 10" or Greater Attachment Required ( <9 TOP CHORD DIAGONAL BRACE SPACING (0BS) [# trusses] 10 6 SPF /IiF 15 7 4 PITCHED TRUSS Top chords that are laterally braced can buckle together and cause coliapseifthere isnodiago. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when pw 6ns are attached 10 the topside of the top ch�ra- SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BnACE SPACING (DBS) [ trusses] SPY 0F 20 SPF 15 to 32' 4/12 15' Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer I 45' x ': , -45 j WEB MEMBER PLANE 12 - -� 4 or greater o \ Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. Permanent S PA continuous pa, lateral bracing ° c as specified by the truss engineering. Frame 4 DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce-Pine-Fir /— All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' intervals. i SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB [# trusses] SP /OF SPF /HF Up to 32' 30" 8' 16 10 ever 32' - 46' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 liver 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine SPF - Spruce- Pine -Fir HF - Hem -Fir The end diagonal brace for cantilevered tr usses must be placed on vertical webs in line with the support. Lateral Brace Required 10' or Greater Attachment Required 4x2 PARALLEL CHORD TRUSS:TOP CHORD Topchorde that are laterally braced can buckle togetherand cauaecollapue it there is no diago- nal bracing. Diagonal bracing uhould be nailed to the underuide of the top chord when puffins ale attached to the topside of the lop chord. A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings, b braces lapped at least two trusses, All lateral braces lapped at least two busses. End diagonals are essential for stability and must be duplicated on both ends of the truss system. End diagonals are essential for ste:bi(ity and must be duplicated on bosh ends of the truss system. Top chords that are laterally braced can buckle together and cause collapse If there is no diago- nal bracing. Diagonal bracing should be nailed to the underuide of the top chord when purling are attached to the topside of the top chord. ` 0 (08 r S T Frame 5 2x4/2x6 PARALLEL CHORD TRUSS 45 ° — Continuous —� Top Chord Lateral Brace -- Required 10" or Greater Attachment Required -- - L. rrus se s Sp Q 2 30" or greater 32 j fi — r . __ 3 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace pacing SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) 8' TOP CHORD DIAGONAL BRACE SPACING (DBS) (*trusses] SP[DF 17 SPF /HF , 12 Up to 24' 3/12 Over 24' - 42' 3/12 7' 10 6 Over 42' • 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D /50 D(ft) 12" 1/4" 1 ' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72'' 1-1/2" 6' 84" 1.3/4" 7' 36" 2" 8' 108" 2" 9' L(In) L/200 L(ft) 200" 1" 16.7' 250" _ 1-1/4" 20.8' 300" 1 -1/2" 25.0' L(in) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' DF - Douglas Fir -Larch HF - Hem-Fir Top chw ds that are laterally braced can buckle to yetnerand cuuce collapse if there i6 no diago- n:,l bracing, Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS Maximum Misplacement Diagonal brace also required on end verticals. c PLUMB Truss Depth D(in) SP - Southern Pine SPF - Spruce - Pine -Fi Lesser of D /50 or 2" Plumb Line WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. OUT-OF PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trusses. O' / INSTALLATION TOLERANCES 1 T ±y� Frame 6 12 — 73 or / greater N N. N Length L(in) L(in) c 9• ((N B � \ d• ((6, NN• oY , Lesser of L, /200 or 2" Continuous Top Chord Lateral Brace — Required 10" or Greater 1 Attachment Required — L(in) - t All lateral braces lapped at least 2 trusses. BOW r l Lesser of L/200 or 2" OUT -OF -PLANE INSTALLATION TOLERANCES. J DANGER: Under no circumstances shoul construction loads of any description be placed on unbraced trusses. eO/(/i<& ROOF TRUSS LAYOUT JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROM WESTON, Fl 33' SEP 16 2004 co IE ..> C I (1) 0 0 0 (3) 0 4. :3 r*4 cO 1 1) 7.3 0 1) 0 c (j) ,1) 0 L._ co 0 0 (1.3 tiJ C) (9 • t f 'J .1 2 `1 CL ; 24 25 Z6 6'z, /, /I sv CHARLES W. CARR PROFESSIONAL LAND SURVEYOR AND MAPPER 9245 S.W. 44 Street TEL: 305 - 221 -3416 Miami, Florida 33165 FAX: 305 -553 -9903 SURVEY NUMBER:04 -01 -016 DATE OF FIELD SURVEY: JANLARY 15T11, 2004 MAP AND REPORT OF BOUNDARY SURVEY LEGAL DESCRIPTION: Lot 10 and 11, Block 67, "MIAM thereof as recorded in Plat Book 1 County, Florida. ACCURACY: The expected use of the land, as clas (61G17 -6 FAC), is "Single - Far accuracy for this type of survey i measurement with a Sokkia Transit closed geometric figure was found t DATA SOURCES: The legal description was furnished Miami Shores, Florida 33138. EASEMENTS: The record plat does not indicate any easements on subject property. PROPERTY ADDRESS: 712 N.E. 95 Street Miami Shores, Florida 33138 CERTIFIED FOR: John and Lianne Yao SIGNED: SHORES SEC'TION No. 3 ", according to the plat at Page 37, of the Public Records of Miami -Dade ified in the Minimum Technical Standards ily Residential ". The minimum relative distance 1 foot in 7500 feet. The accuracy obtained by nd a Chicago 200 foot steel tape and calculation of a exceed this requirement. y Mark A. Campbell Architects 373 N.E. 92' Street SUIi�CY NUICS; 1. TIIE SURVEY HEREON R PRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. ND UNDER- GROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. Z. NU ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. . 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND/UR USE OF THE DESCRIBED PARCEL FOR RIGIITS - OF - WAY, INGRESS UR EGRESS IS SHOWN UN THIS SURVEY URIIWING. HOWEVER, THIS SURVEY DOES NOT PURPORT TO.REFLECr ANY pEcuRueu INSTRUMENTS OR RIGHTS - OF WAY U111ER MAN SHOWN UN TIIEI RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT AI'rEA S ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST, AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FUR FOR EASEMENTS AND /OR RIGHTS OF OF RECORD. 1 1. Allis SURVEYOR DID NO REQUIRED BY TIIE ZONING THIS SURVEY CERTIFY 111A IN COMPLIANCE WITH TIIES 5. IHE NORM ARROW AND THE ASSUMED MERIDIAN UN TIUN THEREON IF SAID DE FRACTIONAL DESCRIPTION SECTION MAPS AND SHOWN G. THE FLORIDA INSURANC COMMUNITY NU._12 Q5 DELINEATES 111E HEREIN D ELEVATION_NLA__FEET. III 8 . I H I S I S A LAND SURVE FLORIDA STATUTE III2 AND MINIMUM IECIINICAL STAND BOARD OF I L 6161/ -6, FLORIDA AUMINI MEN IS OF 111E FLORIDA LAI SURVEYOR AND MAPPER CIIARC£: CHARLES W. CARR, LICENSE NU RESEARCH TIIE PARTICULAR F TIIE DESCRIBED PARCEL; ANY OF THE IMPROVEMENTS ZONING REGULATIONS. RESPONSIBLE 4I3ER LS 1060, SETBACKS AS NOR DOES SHOWN ARE EARINGS AS SHOWN, ARE DERIVED FROM THE RECORDED PLAT, 111E LEGAL DESCRIP CRIPTION IS A METES AND BOUNDS, OR F BEARINGS ARE DERIVED FROM COUNTY N TIIE LOCATION SKETCH. RATE MAP 0093 J DATED 7 -17795 NATIONAL CLOUD INSURANCE PROG_JZ/1M SCRIBED LAND TU BE WITHIN ZONE n S IS NOT A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS A E CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERANCE I1ONUFENTS. AND WAS PREPARED IN ACCORDANCE WITH THIS SURVEY COMPLIES WITH TIIE RDS ADOPTED BY TIIE FLORIDA STATE NU SURVEYORS PURSUANT TO CHAPTER IRAIIVE CODE, AND MEETS THE REQUIRE - 1)' TITLE' ASSOCIATION. Cie AO sir ,L ' A 3 (IN ( 'Weep W,lL� 24./2 rt1 13:04 ,24. ,Z Jo .Z /,0 5 1 l; 6). /U. E. 9 5 ni a __S7.' ac) '/P /lit/ -,- 2a ' 4s /i/42 r __5 , _,' L / /-� L J MU. c o 4- ao C> /5' ELQ,a 4 L L L= 4.5w / //, T `.. /3.5 PA 17 -23.V 5 0 0,e5 C4 V /¢ ;11 A - AAC LENGTH R - RADIUS 7 - TANGENT c - CHORD 4 - DELTA(CENTRAL ANGLE) MFRS - I . ASURED CALC - CALCULATED KY - PERMANENT CONTROL PONT ' PRM - PEBNANENTREFERENCE MONUMENT PC - POINT OF CUR \1 RUw - RIGHT OF WAY BM - BENCH MARX FTC ID - fOUlm IRON PIPE cut- CLEAR C L F - CHAIN LINK FENCE TY, - TYPICAL (FOR SEVERAL) NR - NAP. &TAB P.O.B. - PONT OF BEGI*O.UNO P c -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SR1- SANRARY SERER W AI - WATER ALAN 1.. & S174IBOLS BAI - BENCH MARK MYR TRAM - POwEA TRANSFORMER WV - WATER VALVE aY.l - WATER ASETEZ P&T - PO U&TELLLNES MA - MANHOLE LID CB - CATCH BASIN CO - CLEAN-0UT COVER CL - C NTIALDUE CBS - CONCRETE BLOCK STRUCTURE - CONCRETE LUTE POLE CONC - CONCRETE FPL - FLORIDA POWER a LIGHT Et. - ELEVATION BASED ON I9z9 NGVD FND Q - FOUND IRON ROD ENCRO - ENCROACHMENT W M F - `IRE MESH FENCE DH - DRILL HOLE NID - NAB, 3 DISC CTY MON - COUNTY MONUMENT PRO 5P - WANG SPACE HYD - FIRE HYDRANT H C PRC - HANDICAP PARKING U E - UTIlITY EASEMENT (UTIL ESM'T1 LOCATED IN: MIAMI SHORES, MIAMI -DADE COUNTY, FLORIDA. 19 /I LOT DETAILS: SCALE: 1' = 15' 2L) v 2Z / I LOCATION SKETCH SCALE: 1' = 150' 23 GENERAL NOTES a SPECIFICATIONS 1.) THE LATEST EDITION OF "THE GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION ", AIA DOCUMENT A -201, IS HEREBY MADE A PART OF THESE PLANS AND SPECIFICATIONS. COPIES ARE AVAILABLE FOR INSPECTION AT THE ARCHITECT'S OFFICE. 2.) THE CONTRACTOR SHALL INSPECT AND VERIFY ALL CONOITIONS AND DIMENSIONS ON THE JOB SITE. DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT PRIOR TO THE COMMENCEMENT OF THE WORK IN THE AREA OF QUESTION. 3.) THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES; ARCHITECTURAL, STRUCTURAL, PLUMBING, ELECTRICAL & AIR CONDITIONING AT THE TIME THE WORK IS PERFORMED ON THIS STRUCTURE. NO ADDITIONAL PAYMENTS SHALL BE MADE FOR THE CONTRACTOR'S FAILURE TO CORRECT CONFLICTING FIELD CONDITIONS AFTER THE WORK HAS BEEN COMPLETED. 4.) THE ARCHITECT AND /OR ENGINEER SHALL NOT BE RESPONSIBLE FOR, NOR HAVE CONTROL OR CHARGE OF THE CONSTRUCTION MEANS, METHODS, SEQUENCES OR PROCEEDURES OR FOR THE SAFETY PRECAUTIONS ANO PROGRAMS. 5.) REQUESTS FOR PAYMENT SHALL INCLUDE RELEASES OF LEIN FOR ALL SUB - CONTRACTORS WORK RELATING TO THE PAYMENT. 6.) ALL CHANGE ORDERS MUST BE SIGNED BY THE OWNER PRIOR TO APPROVAL BY THE ARCHITECT ANO /OR ENGINEER. 1.) ALL REQUIRED TESTS SHALL BE PERFORMED AT THE EXPENSE OF THE CONTRACTOR AND BY AN APPROVED TESTING LABORATORY. TEST RESULTS SHALL BE SUBMITTED TO THE ARCHITECT. 8.) THE CONTRACTOR SHALL SUBMIT SAMPLES AND SHOP DRAWINGS FOR ALL PRE - FABRICATED ITEMS. 9.) THE CONTRACTOR SHALL SUBMIT TO THE OWNER AND /OR ARCHITECT ORIGINAL INVOICES FOR ITEMS OF THE WORK DESIGNATED AS AN "ALLOWANCE ". SEE ARTICLE 4, PARAGRAPH 4.8 OF "THE GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION" FOR ALLOWANCE DETAILS. 10.) THIS CONTRACT SHALL INCLUDE THE FOLLOWING ALLOWANCES: A.) PLUMBING FIXTURES ANO FITTINGS $ DOLLARS 8. LIGHTING FIXTURES $ DOLLARS C. DOOR AND FINISH HARDWARE DOLLARS D. CABINETRY $ DOLLARS 11.) THE CONTRACTOR SHALL CLEAN ALL AREAS OF WORK AFTER CONSTRUCTION IS COMPLETED. ALL TRASH AND DEBRIS SHALL BE REMOVED FROM THE JOB SITE AT THE CONTRACTOR'S EXPENSE. 12.) THE CONTRACTOR SHALL SUPPLY AND INSTALL NEW, HEALTHY LANDSCAPING MATERIALS AS INDICATED ON THE PLANS. LAWN SPRINKLER SYSTEMS AND LANDSCAPING EXISTING ON THE SITE WHICH ARE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED. 13.) ALL BASE BOARDS AND VINYL OR CERAMIC TILE FOR BATHROOM FLOORS SHALL BE SUPPLIED AND INSTALLED BY THE CONTRACTOR. SEE OWNER`ANO /OR ARCHITECT FOR SELECTIONS. 14.) CARPETING, CERAMIC TILE, VINYL AND OTHER SPECIALTY FLOOR COVERINGS AS NOTED IN THE FINISH SCHEDULE SHALL BE SUPPLIED AND INSTALLED BY THE OWNER UNLESS SPECIFIED OTHERWISE. THE CONTRACTOR SHALL PREPARE FLOOR SURFACES FOR FINISHES. 15.) ALL NEW MATERIALS, HARDWARE AND FIXTURES SHALL BE APPROVED BY THE OWNER AND /OR ARCHITECT PRIOR TO INSTALLATION. 16.) ALL NEW DRYWALL, PLASTER ANO STUCCO SHALL RECEIVE TWO COATS OF PREMIUM QUALITY PAINT. WOOD SHALL BE PAINTED OR STAINED. SEE OWNER AND /OR ARCHITECT FOR ALL PAINT /STAIN COLORS ANO FOR APPROVAL OF MANUFACTURER. 17.) ALL CONCRETE SHALL HAVE A MINIMUM COMRPESSIVE STRENGTH OF 2,500 PSI IN 28 DAYS. STRUCTURAL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. MORTAR SHALL BE SOUTH FLORIDA BUILDING CODE TYPE "S" OR "S ". 1 El.) ALL WQQD IN• CONTA. I WITH MAMMY WILL.. OE ' PR.E,$ TED. WOOD CASINGS, JAMBS AND TRIM SHALL BE STAIN GRADE OR CLEAR UNLESS SPECIFIED OTHERWISE. DOOR "SKINS" SHALL BE BIRCH OR BEECH - SEE DOOR SCHEDULE FOR SIZE AND TYPE. 19.) ALL MATERIALS EXISTING ON THE SITE WHICH ARE NOT RE -USED DURING CONSTRUCTION ARE THE PROPERTY OF THE OWNER. 20.) ALL NEW MATERIALS AND FINISHES SHALL MATCH EXISTING UNLESS SPECIFIED OTHERWISE. SEE OWNER AND /OR ARCHITECT FOR APPROVAL OF ALTERNATES. 21.) EXISTING WOOD IN CONTACT WITH NEW MASONRY SHALL BE ISOLATED FROM CONTACT OR TREATED WITH AN APPROVED W000 PRESERVATIVE. 22.) ALL NEW MASONRY TO EXISTING MASONRY JOINTS SHALL BE BONDED WITH AN APPROVED BONDING AGENT. 23.) WHERE EXISTING WALLS, ROOFS OR FIXTURES ARE REMOVED: WALLS, CEILINGS ANO FLOORS SHALL BE PATCHED; ELECTRIC AND PLUMBING SHALL BE CAPPED. 24.) ALL REQUIRED ELECTRIC SHALL BE CONNECTEO TO EXISTING SPARES AT EXISTING PANEL. PROVIDE ADDITIONAL AND INCREASED SERVICE AS REQUIRED. SEE FLOOR PLAN OR ELECTRIC PLAN FOR ALL NEW ELECTRICAL REQUIREMENTS. ELECTRIC SW flQL LEGEND WHEN � $ 111,% o w/ . � 1 PE CI AL &W NTING CENTERLINE DUPLEX OUTLET W/ .h RECEPTACLE SWITCHED WEATHER-PROOF DUPLEX OUTLET ( 110 VOt.T$ 5PE TAI. PURPOSE OUTLET (220 VOLTS) SILENT LIGHT SWITCH (Di DIMMER) 44- -- 3 -WAY SILENT LIGHT SWITCH ( 4 s 4-WAY) 41?" - SURFACE MOUNTED LIGHT FIXTURE (P= PENDANT) RECESSED LIGHT FIXTURE (Es EYEBALL SPOT; W = •WALL WASHER) WALL ORACKET LIGHT FIXTURE X1 ;1 {G ROOF srAtJcr u Est=. VIA WrH 'TOCCo ovEK ea 151 - LNG Woof) t3EA41 (5r~E Nom 2t) STUCCO 70 MArcN ?.XI � TIHG ort a" COT{c. ExI JIG PMN1 51IE.D T Y.P IC AL WALL S E C T I . O N SCALE: 3/4" = I • 0 SCALE: e xf 61'1116 t Dols - z�xu LEFT SIDE ELEVATION 1/4" 2 C - 0 11 --- 5rUc( To MAr E.X151"{NG REAR ELEVATION SCALE* 1/4" = l' - 0" RIGHT SIDE ELEVATION S CALE: 1/4" = 1' - on I Tr , R T t � ORYwAt.l. eR PLY D ccUr 2 "ri 4" HAIL &. d41-(C. TIE. et.A.tet %' O YWA .t. c 1 ".44" . r . ruKICI G o c -6/4" WALL ItiOULA.rtari (oPT1oi+AL.) wool) ;a. J_o MATCH MXI5TI G (OPT IONAL) f3,�t WING tlotioL,l lC � FGoTIHG 4 6 HEW 0.7119r1Hei. 2 0 -4 MI rttl w 11YA, G r E.;K 3TltiG A.A.Le:r 1O(Q.00 ti t =w c t - rROc.rcoN. ' Ext3TING 1.51oKT' R,t 1 ciGt=. 104.c o' EXI6TIUiG 5' Y SIDiswAtJC /Yd. 95'-' 57'KA,d S I T E P L A N SCALE: I" _ 20' - 0" 4,4A•4 4 c fi' /P T / Q /Y Le,r6 10 + 3, I1 $ K. (07 "M1A11I St ohl:5 e I PUB I .T G' R E a • t� K � 1 p , P ':OtH a F Y e P . ' '(, Lo DAN, L. * i1f1111110111111 iU lt[tfllt#tlCtl ttt1 IJWtttti iwJJI#ltU .s-o•/ d , 8. wLD cold$ WOK •PUTU1 �C UNIT --- EXt Rr CIOFNce. - (4IT'DE0) STORAGE. LL'•V''A to -8 °..•LUD)Nr ---- GLAB5 CBOOR ti l Nomd. 5 AZ ♦- 19'- - ---- 1 r �, 4P C oiTe. x a oLOMN5 F L O O R P L A N 3 GALE= 1/4" = 1' - 0 ' coNc.5TARTii, coLUMrt w/ 2 - *6 cow D g" M.!N. I nrd t=xl6r. Foof11 G (TYP� cAL•U.E tire. *Z2) sN iP Pt:11.D rotlDITlort5 Do llc r N P ,RM 1 t rrte TI I:. e0Asel 10 l;Uti DYER The. roe of 000KtS, ma CONTF-ACTVR, :;HALE P10 vi 2 3 IN FULLY GP43OT1D E= L. 3 oli 80111 610E - 6 Doo 4 ) : 1 Y.. IiI,A 4.ia...,iw..... REPRO PROOUCtS. INC 3 (gl 0 40 kd W I -• > � 0 z 2 g 11 01 V 5 ri (1) n i!)4 la a 1 ..I, DRAWINGS: ) + EVI9IO NS 1' L• \ It1 v. !V ii:y CEQ I1/1-i�a 8 a�• C�'S�' 53141vd 6 -2. /..c O/2 7../v/ / zfc) Q; 56 '.? %N Z/ YGIb314 IW 'V h $ i O 133bIS Y'Sil '3 'N ?Pi (vrwi'f/ _ /vo i . or. 1`; €Y T. 0 P I6) 7,5,, E . • z / / -O/ szo/ 1 .6t'M2 /✓ : l.£zl S ?d 1'' A� • 0143 :) 7/ ei I vz S NOLLONS 1, F' L oG l o 't 20o1 N. 95 E. • / ItT v � r . i r C O (F tr.3 to 1 N E. 94 PC o F . P1 on Sco1e 1'''` 20' 2(3,05 (n b -W1rig Wu 1 SCALE Sho‘NY1 PC:I O { t Story -:. C. E . a. Res tc. i r1Ce -712 Ne'E•O5 S7; 1 cc 1 c\, 21122 100.00 23 2.1 25 16.2` 20 a. ' ' 41 r STREET m -GAT jf.15 ,4.2` 16.9` ..- ro -10' Alley Ni 1 For F1.1-A. M%'3 eon Dec ..1954 1.F' - 1,F? d t 9 iron pipe PHYSICAL. SURVEY s tVliUrr 1 °3hor s Seth0f No. I....o 10 r 11, blc�C�t C�1 �,. a r6corde - 1n r�1�.i`t book pir e 37 of he {publtc 1" OY`d ( of .DADS. (Ou N:T `i EL.° 1_ THk9 10 TO' &ERTIRY THAT WE SURVEYEO THE PROPERTY SHOWN ON THE LAT AND THAT THE TITL LI(� 3 AND THE WALLS OF THB- 6UILDINO ARE A3 SHO N HEREON AN 'STAN WITHIN THE TITLE LINE ANO THAT THERE ARE NO ENCROACHMENTS UVOIy_THE PROPERT $IG.NED . J. KNOX L[cgNsi ci i11.11. ENGINEER No 713 REG. 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'7• by Ci.? ^t) LEGAL DESCR f-TiC' +: LOT. --L & 11 c F MIAMI :, S ORE SECTION NO. t..) i.V . • -- 2 C e r t i f i e d his I:ife, Florida 33 C. FrecL)t u ran ce succesocrs S !J T S ' 1 a lS i ,.n ID 1 ■ ■ I to: John 712 N.E. 1 Ea to Jr, Fund, In Savingc and /or Sao, Li Gene Bret sc _r ar, S �. 7 95th : ;1ial;1 E,�cres, rbara FrendergaEt, Joseph .A., Attorneys' Title c., Christoy 'F —r D. Kelley, cf A _rica, FSE, its assi ns. B! OCK 67 SLI8Di`.'ISIGN 10 AT r t— 7 • 7 , CC,CRi�I:`r'3 TO THE FLAT ,Gl- AS RE CCROCi7 IR1 FLAT BOOK OF THE ^ r L! C L i O ,. L`: - COUNTY, L C.' ,^, = ,�t•�rtIJ.� CF ✓ A L E ��3GL' Yn Y SGR`r'{ -_ _ � r�..� -ee1��` E JJ("i. !NC. o Ly l�CL 1� .tL. HE=EE.'Y CER FY �a! ,re ,. 'e t ` - _ :iiU J:.�r': }'�';5 0 r�':Z"i,..CS ii f ', U.IE. I,tl ° - - _F F - 3'1 ti n r.; '' 1 '? - " 1., I , .� �� _T Address) c ., I _ Sc. _ ,. c. F _ as E - i : J C L s s *' � Jiad T Coral Gables Fl. . 2, E• C`. t�. f t; - S l Cd ^'Pf 5 �� ' i_ a . ! ch i _ : . 1 tiI kk P_ y ` - • � - . . 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" t3 t2 IU Si it to Co 5 4 3 2 23 24 25 27 1 LOCATION SKETCH A PORTION OF SEC. c TWP. s3 s RGE. ate SCALE: t' 300' SKETCH OF SURVEY — OF LOTS to *it , BLOCK Col MIiM1 S-4O 'EEC 1010 O ACCORDING TO PLAT BOOK to PAGE 31 OF THE PUBLIC RECORDS OF o COUNTY , FLORIDA NOTE ALL RIGHTS OF WAY, EASEMENTS, SET BACK AND ZONING INFORMATION MUST BE CONFIRMED BY ARCHITECT AND /OR OWNER BASED UPON DESIGN USAGE. CERTIFICATION : WE HEREBY CERTIFY THAT THE ATTACHED SKETCH OF SURVEY OF THE ABOVE DESCRIBED PROPERTY IS TRUE AND CORRECT TO THE BEST OF OUR KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED UNDER OUR DIRECTION. DONALD W. Mc INTOSH ASSOC , INC af DANIEL R1 N , VICE PRESIDENT PROF LAND SURVEYOR No 2853 STATE OF FLORIDA NOT VALID UNLESS SEALED" Prepared by. DONALD W. McINTOSH ASSOCIATES . INC. 581 NE 91st STREET MIAMI SHORES, FLORIDA. 33138 SK. 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