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13-161-026STRUCTURAL NOTES 1. GENERAL NOTES A. ALL CONSTRUCTION SHALL BE MADE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2010 EDITION & PLANS OF ALL DISCIPLINES. THE CONTRACTOR SHALL VERIFY ALL PLANS, DIMENSIONS AND EXISTING CONDITIONS, AND NOTIFY IN WRITING TO THE ENGINEER, PRIOR TO CONSTRUCTION, OF: a. ANY CONFLICTING DETAIL OR DISCREPANCY WITHIN PLANS, SPECIFICATIONS, OR BETWEEN THEM. b. ANY INTERFERENCE OF NEW WITH EXISTING CONSTRUCTION TO REMAIN, OR OF INSERTS, CONDUITS, OPENINGS OR ANY INSTALLATION WITH ANY STRUCTURAL ELEMENT, NEW OR EXISTING. c. ANY MISSING INFORMATION (DIMENSIONS SHALL NOT BE SCALED FROM PLANS) d. ANY DISCREPANCY WITH FIELD VERIFIED EXISTING CONDITIONS INCLUDING, BUT NOT LIMITED TO, DETAILS, SIZES, ELEVATIONS AND DIMENSIONS OF, TO, OR FROM EXISTING ELEMENTS AND /OR INSTALLATIONS. B. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND TAKE ALL THE MEASURES NECESSARY, SO THAT ALL CONSTRUCTION, DEMOLITION, EXCAVATION SHALL BE MADE AND PROTECTED AS TO PREVENT FAILURE OF SIDES OR SLOPES, HARM TO LIFE, PROPERTY, AND TO ANY EXISTING STRUCTURE. C. PROVISION FOR DETAILS NOT SPECIFICALLY SHOWN SHALL BE MADE BY THE CONTRACTOR IN ACCORDANCE WITH RECOMMENDED STANDARD PRACTICES AND /OR CLARIFIED WITH THE A/E IN WRITING PRIOR TO PRICING AND CONSTRUCTION. DETAILS AND SECTIONS SHOWN IN THE DRAWINGS SHALL BE CONSTRUED TO APPLY TO SIMILAR CONDITIONS ELSEWHERE IN THE PROJECT, UNLESS A DIFFERENT DETAIL OR SECTION IS SHOWN. 2. CONCRETE A. ALL CAST IN PLACE CONCRETE SHALL BE READY MIX, SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 psi AT 28 DAYS. B. CLEAR CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOW: e. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...............3" f. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: GRADE BEAMS .................................................................. .............................2" GROUND FLOOR SLAB (W/ VAPOR BARRIER) ................ ..............................1 1/2" ELEVATED SLAB ............................................................. ..............................1 1/2' g. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: SLABSAND WALLS ............................................................ ...........................3 /4" BEAMS AND COLUMNS.. ............................................................................... 1 1/2" C. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318) CHAPTERS 3, 4, 5, 6 AND 7, THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). D. FORMWORK SHALL COMPLY WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE WORK" E. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. F. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE CYLINDER TESTS AS FOLLOWS: e. FOUR CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR FOUR CYLINDER TESTS PER ANY DAY'S POUR LESS THAT 50 CUBIC YARDS. f. ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND THREE AT 28 DAYS. G. CONCRETE WATER CEMENT RATIO FOR EXTERIOR STRUCTURES SHALL NOT EXCEED 0.40 BY WEIGHT. H. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET CONFORMING TO ASTM DESIGNATION A615, GRADE 60. I. REINFORCING STEEL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPIES OF SHOP DRAWINGS A MINIMUM OF TWO WEEKS PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. J. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 318 -08 K. REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. L. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCONTINUOUS EDGES OR ENDS. M. ALL BOTTOM BARS SHALL BEAR 6" MINIMUM OVER SUPPORTS, U.O.N. 3. MASONRY A. ALL MASONRY CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530), "SPECIFICATION FOR MASONRY STRUCTURES" (ACI 530.1) AND THE FLORIDA BUILDING CODE 2010 (LATEST REVISION). B. ALL MASONRY WALLS SHALL BE BUILT ON CONCRETE MASONRY UNITS (CMU) CONSISTING OF LOAD BEARING TYPE, HOLLOW CONCRETE BLOCKS OF 2 CELLS, COMPLYING WITH ASTM SPEC. C -90, GRADE N, OF THICKNESS SPECIFIED IN PLANS AND WITH A MIN, MASONRY UNIT COMPRESSION STRENGTH 3750 PSI ON NET AREA (MIN. f'm =2500 PSI) C. THE MORTAR SHALL BE OF TYPE "M ", OF PORTLAND CEMENT AND CONFORMING TO ASTM SPEC. C -476, HAVE A MIN. COMPRESSION STRENGTH OF 2500 PSI., AND BE PLACED WITH A SLUMP OF 9" + OR — 1 ". THE VERTICAL REINFORCEMENT SPECIFIED IN PLANS SHALL BE HELD FIRMLY AT WALL CENTER WITH GALVANIZED POSITIONERS. HORIZONTAL JOINT REINFORCEMENT SHALL BE PROVIDED CONSISTING OF 9 GAGE LADDER TYPE REINF., SPACED VERTICALLY 0 16" AND EXTENDING 4" MIN. INTO TIE COLUMNS. D. THE GROUT FOR FILLING THE CELLS SHALL COMPLY WITH ASTM SPEC. C -476, HAVE A MINIMUM COMPRESSION STRENGTH OF 3000 PSI, AND BE PLACED WITH A SLUMP OF 9" t1 ". E. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN CLEAR, UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING NOT LESS THAN 2" BY 3" IN SIZE. PROVIDE ONE CLEANOUT AT BOTTOM OF EACH GROUTED CELL. F. GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCCURRED, BUT IN NO CASE MORE THAN 90 MINUTES AFTER THE MIX— DESIGNED WATER HAS BEEN ADDED. G. GROUTING SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING 4' -0" AND A MAXIMUM POUR OF 12' -0 ". H. GROUTING SHALL BE CONSOLIDATED BETWEEN LIFTS BY PUDDLING, RODDING OR MECHANICAL VIBRATION. L GROUT HAS LL NOT BE USED TO CAST TIE COLUMNS OR TIE BEAMS. J. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIAMETER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. 4. SHOP DRAWINGS A. THE CONTRACTOR (G.C.) SHALL SUBMIT TO THE A/E FOR REVIEW AS TO CONFORMANCE WITH THE DESIGN CONCEPT AND CRITERIA, SHOP— DRAWINGS, STAMPED AS APPROVED BY THE G.C., FOR ALL REINFORCED CONCRETE. SUBMIT SIGNED AND SEALED PLANS AND CALCULATIONS FOR ALL STRUCTURAL STEEL TRUSSES, RAILINGS & STEEL JOISTS AND GIRDERS TRUSSES FOR REVIEW BEFORE SUBMITTING TO AUTHORITY HAVING JURISDICTION FOR PERMIT. 5. EMBEDDED. ITEMS. AND ANCHORS FOR CONCRETE AND MASONRY A, EXPANSION BOLTS SHALL BE HILTI KWIK BOLT -3 OR APPROVED EQUAL. INSTALL EXPANSION BOLTS ACCORDING TO MANUFACTURER'S SPECIFICATIONS. B. ALL POST— INSTALLED BOLTS OR REINFORCING BAR DOWELS ATTACHED TO EXISTING CONSTRUCTION SHALL BE EPDXY GROUTED INTO EXISTING CONCRETE UNO. EPDXY GROUT SHALL BE HILTI HIT HY 150 /HIT —ICE OR APPROVED EQUAL. ANCHOR BOLT INSERTS SHALL BE HILTI HAS —E STANDARD INSERTS OR APPROVED EQUAL. SUBMIT TECHNICAL DATA TO ENGINEER FOR APPROVAL. C. ALL ANCHORS NOTED AS EXPANSION (EXP) ANCHORS SHALL BE STAINLESS STEEL HILTI KWIK BOLT 3 ANCHORS OR APPROVED EQUAL. SUBMIT TECHNICAL DATA TO ENGINEER FOR APPROVAL. D. WHEN INSTALLING ANCHOR BOLTS, INSERTS, OR DOWELS INTO EXISTING CONCRETE, USE A MECHANICAL REBAR LOCATING DEVICE TO LOCATE EXISTING REINFORCING AND DRILL HOLE TO MISS REINFORCEMENT. E. INSERTS INTO MASONRY AND CONCRETE SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE (ALL EMBEDMENT DEPTHS ARE MINIMUM VALUES): f. 3/8" DIAMETER ANCHOR: 3 -1/2" EMBEDMENT g. 1/2" DIAMETER ANCHOR: 4 -1/4" EMBEDMENT h. 5/8" DIAMETER ANCHOR: 5" EMBEDMENT L 3/4" DIAMETER ANCHOR: 6 -5/8" EMBEDMENT j. 7/8" DIAMETER ANCHOR: 7-1/2" EMBEDMENT 12 "X6" PREF. N 12 "X6" PREF. SCUPPER U1 SCUPPER C -5 SEE ARCH. SEE ARCH. BELOW ------------------ I I I I L3 I I I I I I I i I f WLCRAFT METAL DECK 1.5C20 CONFORM a WITH STRUCTURAL LIGHT WEIGHT CONCRETE SLAB, 3 -1/2" TOTAL SLAB DEPTH X REINFORCED WITH 6X6- W2.9XW2.9 (TYP.). ¢� S -6 I FASTENING LAYOUT 36/4 AND 1/4 "0 TEK I c l SCREWS 024" O.0 AT SIDE LAP I I L CL I I I I I I I I L3 I I I I I c -1 Cl? C-7 c -1 I I m 19 BELOW BELOW BELOW j I L ( L3 1 m 6. STEEL _JOISTS AND STEEL TRUSSES SHOP DRAWINGS A. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH DIFFERENT TRUSS. SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO SUBMITTING TO OBTAIN PERMIT TO BUILDING DEPARTMENT . B. SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL TRUSSES. 7, STRUCTURAL STEEL A. STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS FOR DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS" 8. STRUCTURAL STEEL PLATES & CHANNELS SHALL CONFORM TO ASTM A36, Fy=36 KSI. C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy--46 KSI. D. WELDING SHALL BE DONE WITH E -70XX ELECTRODES. WELDERS SHALL BE AWS— CERTIFIED. 8. STEEL 49IMS GENERAL A. ALL STEEL JOISTS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST SJI SPECIFICATIONS. B. REFER TO SJI SPECIFICATIONS FOR ERECTION PROCEDURES CONCERNING STABILITY, HANDLING, END CONNECTIONS, AND TIMING OF LOAD PLACEMENT. C. STEEL JOISTS WITHOUT SPECIFIED CHORD SIZE SHALL BE DESIGNED BY CONTRACTOR FOR LOADS AS SHOWN ON DRAWINGS. D. ALIGN ALL STEEL JOIST PANEL POINTS TO PERMIT PASSAGE OF DUCT WORK. E. STEEL JOISTS SHALL HAVE RIGID BRIDGING (CROSS BRACING) SIZED AND SPACED IN ACCORDANCE WITH LATEST SJI SPECIFICATIONS, WELDED TO PARALLEL BEAMS AND STRUTS AND ANCHORED TO WALLS. HORIZONTAL BRIDGING PROVIDING EQUIVALENT STRENGTH SHALL BE USED BETWEEN JOISTS WHERE MECHANICAL DUCTWORK CONFLICTS WITH CROSS— BRACING, PROVIDED EACH JOIST HAS CROSS BRACING ON ONE SIDE, F. DESIGN STEEL JOISTS AND BRIDGING FOR A NET WIND UPLIFT AS INDICATED ON PLAN. G. STEEL JOISTS WITH EXTENDED ENDS SHALL BE DESIGNED BY CONTRACTOR FOR LOADS INDICATED ON THE DRAWINGS. IF LOADS ARE NOT INDICATED THE STEEL JOIST EXTENDED ENDS SHALL BE DESIGNED TO SUPPORT THE UNIFORM LOAD INDICATED IN THE JOIST LOAD TABLES FOR THE SPAN OF THE JOIST. H. FIELD BOLT JOISTS LOCATED AT COLUMNS FOR STABILITY DURING CONSTRUCTION. I. SPLICES IN LONG SPAN JOISTS MAY BE BOLTED. INCREASE SIZE OF CONNECTED PARTS TO ACCOUNT FOR LOSS OF AREA, IF REQUIRED. J. SPLICE PLATES SHALL HAVE THE SAME NET AREA AND CENTROID AS THE CONNECTED PARTS. STEEL K JOISTS A. STEEL K JOISTS SHALL BE WELDED WITH TWO 2" LONG 1/8" FILLET WELDS TO SUPPORTING BEAMS OR ANGLES, WITH A MINIMUM OF 2 -1/2" OF BEARING, UNLESS SPECIAL BEARING ENDS ARE PROVIDED, WITH A POSITIVE WELDED OR BOLTED CONNECTION. B. STEEL K JOISTS SHALL HAVE A MINIMUM BEARING OF 4" ON MASONRY OR CONCRETE WALLS. EACH JOIST UNLESS OTHERWISE SHOWN ON PLANS SHALL BE FIELD WELDED TO AN EMBEDDED PLATE WITH TWO 2" LONG 1/8" FILLET WELDS. C. REFER TO SJI SPECIFICATIONS FOR ERECTION STABILITY AND BOLTED DIAGONAL BRIDGING REQUIREMENTS AT THE ROW OF BRIDGING NEAREST MID —SPAN, FOR MAXIMUM SPANS OF CERTAIN JOISTS. L: 001/4 CONT. STEEL ANGLE FASTENED TO CONCRETE BEAM WITH 1/2"0 KWIK BOLT -3 ANCHORS BY HILTI, e MIN. EMBEDMENT SPACED AT 24" O.0 L3: 001/4 STEEL ANGLE FASTENED TO CONCRETE BEAM WITH (3) EQ. SPACED 1/2 "0 KWIK BOLT -3 ANCHORS BY HILTI, 4" MIN. EMBEDMENT C -2 BELOW �-�IL J 1 9. GEOTECHNICAL CRITERIA: C -2 BELOW BEAM B -5 & RAKED BEAM B -7 AT TOP co C -7 C -7 BELOW BELOW C -5 Bpi nw.- r BELOW IL._J L..,,,.,1 \ �j CHORD. W/ ARCH. I I L 7 BE OW VULCRAFT METAL DECK 1.5120. FASTENING --- LAYOUT 36/4 AND 1/4 "0 TEK SCREWS 024" I O.0 AT SIDE LAP I I I S -6 AL 7 SLOPE SLOPE BE OW I I I PRE- ENGINEERED PREDAFRICATED� BE OW I STRUCTURAL STEEL TRUSSES. SUBMIT I I SIGNED AND SEALED SHOP DRAWINGS I AND CALCULATIONS FOR APPROVAL Cn PRIOR FABRICATION I BEAM B -5 m I� C -7 1 BELOW ( BELOW — �MELOW BELOW C -4 I I Q LOW I I I I iI-- --------- - - - - -- I I I I i I I I I I -I_ — END TRUSS CONNECTED I I I I AT ENDS TO BEAM 1-6 I AS PER VISUAL INSPECTION SOIL CONDITIONS AT THIS SITE ARE SAND & ROCK WITH A MIN. BEARING CAPACITY OF 2000 PSF (FBC 2010, TABLE 1806.2) SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED, THE ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO PROCEEDING WITH THE WORK, A REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL SUPPLY THE BUILDING OFFICIAL WITH A SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED ON. REF. F.B.0 2010, SECT 1806.1, 1806.2 10. TERMITE TREATMENT STATEMENT: ALL BUILDINGS SHALL HAVE A PRE— CONSTRUCTION TREATMENT PROTECTION AGAINST SUBTERRANEAN TERMITES. THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES SHALL BE DEEMED AS APPROVED WITH RESPECT TO PRE — CONSTRUCTION SOIL TREATMENT FOR PROTECTON AGAINST SUBTERRANEAN TERMITES. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." = t-- - - - - -- ---- - --1-= —t ----- I---- I- - - - --t LLJ ~I I I 1 I IN Vi ZONE 1 `-' C14 I Iz Z I T 4— IN I 10 ©I I I I —i - - - -- ON- - - - - -- I N N I r I N NI I I Li w w w Z � � N 0 2 of o N I N I I I 1 I I I I I I I I I I I I I I I Z 3 ZONE 2 i; I ZONE 2• ROOF COMPONENTS AND CLADDING WIND PRESSURES (ASD) WIND ZONE a =3.4 FT WIND PRESSURE POSITIVE NEGATIVE ZONE 1 19.61 LBS —40.03 LBS ZONE 2 19.61 LBS —56.37 LBS ZONE 3 19.61 LBS - -89.04 LBS ROOF WIND PRESSURES KEY PLAN SCALE: 1/16" =1' -0" ROOF PLAN SCALE: 1/4" =1' 4" z J --I LEA it I� �I - -- I I II C -7 I �I�ELOW T � I II - -- I I II I I L_ L�� I �I WALL BELOW - -- --c:+� CENTER LINE -- NEW STEEL JOIST ._ .... NEW STEEL JOIST GIRDER 8W5(32) I ' VERTICAL REINFORCEMENT SPACING (INCHES) VERTICAL REINFORCEMENT DENOMINATION BLOCK NOMINAL WIDTH NOTES: 1. G.0 TO VERIFY ALL WINDOWS AND DOORS OPENINGS DIMENSIONS PRIOR TO START OF CONC. BLOCK ERECTION AND THE POURING OF CONCRETE SLAB W/ MANUF. AND MIAMI DADE PRODUCT CONTROL REQUIREMENTS. EXPOSED CEILINGS NOTE. EXTERIOR HARD CEILING FRAMING TO BE DESIGNED BY SPECIALTY ENGINEER. SUBMIT TO A/E OF RECORD SIGN AND SEALED SHOP DRAWINGS BY A FLORIDA P.E FOR REVIEW AND APPROVAL BEFORE SUBMITTING TO BUILDING DEPARTMENT TO OBTAIN PERMIT z t8 S -6 1U- I mup . . ........ WIND DESIGN CRITERIA PER ASCE7 -10 BASIC WIND SPEED V= 175 MPH (FOR ULTIMATE ANALYSIS) WIND EXPOSURE = C BUILDING CATEGORY: III ENCLOSURE CLASSIFICATION = BLDG ENCLOSED Cpi = +/ -0.18 Kd= 0.85 qh= —40.84 PSF (FOR ASD ANALYSIS) Yrr• ••• ♦ • ••ii• ♦ii i • • r • • • • • • r I RAIN • • r i • • • N • • • • • r • • • ♦rri• Y ••N • Y • • Y • • • u C • • • • • • Y Of irY• • li Y •••• • •••r• • r�� • uiir • IARCBMEC'I'S MIAMI COLTRAIN AND JONES ARCHITECTS, P.A. AA 26000922 TELEPHONE (305) 2$5-67231 FAX (305) 2854722 535 SW It ST. SUITE 100 MIAMI, FL. 33130 DESIGN I CONSTRUCTION ADMINISTRATION BUILDING INSPECTIONS I CAD PRODUCTION CONSULTANT/ NOTES APPROVALS /REVISIONS DATE Rev . 4 3 A/2.0, y SEAL: DEL J��N ctiNS - * uj- t CD CA �nl�W37 TERRACE MIAMI FL 33155 C.A 26021 CARLOS A. DEL RINO FE 59383 aD PH. (305) 815 -1643 u'Ie4esignegmoil.com SHEET TITLE: ROOF FRAMING PLAN Jab No. Drawing No. Drown By: Date PlettsO: S=3 Scale: (VARIES — SEE DRAWING) 0 z 0 J m Z CO x W 0 Ir— O V ~ � Q C!) a 0 Z W � 0 CU W LL 4-1 0 > 0) z d — � W < Z Ltd -0 0 � 2 - U) CCS Q M 00 Q SEAL: DEL J��N ctiNS - * uj- t CD CA �nl�W37 TERRACE MIAMI FL 33155 C.A 26021 CARLOS A. DEL RINO FE 59383 aD PH. (305) 815 -1643 u'Ie4esignegmoil.com SHEET TITLE: ROOF FRAMING PLAN Jab No. Drawing No. Drown By: Date PlettsO: S=3 Scale: (VARIES — SEE DRAWING)