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HomeMy WebLinkAbout5915 Gall Blvd (4)■ TENANT SHELL FUTURE PIZZA HUT A. ALL WORK SHALL CONFORM TO THE 2017 EDITION OF THE FLORIDA BUILDING CODE, AND ALL OTHER APPLICABLE CODES, STANDARDS, AND REGULATIONS OF THE CITY OF ZEPHYRHILLS, AND THE STATE OF FLORIDA. B. IT IS INTENDED THAT A COMPLETE OCCUPIABLE BUILDING PROJECT IS PROVIDED. C. THE GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION (A.I.A. A201 LATEST EDITION) ARE A PART OF THESE CONTRACT DOCUMENTS. A COPY IS ON FILE AT THE ARCHITECTS OFFICE. D. DO NOT SCALE THESE DRAWINGS. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ANY DISCREPANCIES IN THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO STARTING WORK. E. ALL PROPOSED SUBSTITUTIONS SHALL BE APPROVED BY THE OWNER, IN WRITING, PRIOR TO INSTALLATION. F. NOT USED. G. SUBMIT PAY FEES AND OBTAIN ALL PERMITS ASSOCIATED WITH THE PROJECT EXCEPT GENERAL BUILDING PERMIT. THIS INCLUDES, BUT IS NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, FIRE SPRINKLER, HOOD ANSUL, OR OTHER RELATED FIRE PERMITS, ENCROACHMENT PERMIT, ETC. THE OWNER WILL PAY FOR "CONNECTION FEES ASSOCIATED WITH UTILITY PERMITS. PAY FOR TEMPORARY FACILITIES FEES AS REQUIRED TO COMPLETE THE WORK IN A TIMELY MANNER. H. PROVIDE EACH SUBCONTRACTOR WITH A COMPLETE AGENCY -PERMITTED DRAWING SET AT TIME OF CONSTRUCTION. I. ALL ABBREVIATIONS INCLUDED FOLLOW INDUSTRY STANDARDS. CONTACT ARCHITECT IF ANY ABBREVIATIONS ARE NOT CLEAR. J. GC SHALL SUPPLY AND INSTALL ALL ASPECTS OF THE PROJECT DESCRIBED IN THIS DRAWING SET UNLESS OTHERWISE NOTED. SEE SCOPE OF WORK FOR EXCEPTIONS. K. GRAPHIC AND WRITTEN INFORMATION ON DRAWINGS SHALL BE COORDINATED WITH ALL TRADES PRIOR TO INSTALLATION. L. ALL MATERIALS STAGED TO BE USED FOR CONSTRUCTION SHALL BE PROTECTED FROM EXCESSIVE MOISTURE, IF THEY ARE EXPOSED TO MOISTURE THEY SHOULD BE ADEQUATELY DRIED BEFORE ENCAPSULATED INTO THE BUILDING. M. THE GENERAL CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR ACCESS TO THE CENTRALLY LOCATED KNOX BOX AND PROVIDE A KEY TO THE FIRE MARSHAL. N. THE GENERAL CONTRACTOR SHALL PROVIDE 6" ADDRESS NUMERALS VISIBLE FROM THE ROADWAY FOR EACH TENANT SPACE. VERIFY ACCEPTABILITY OF LOCATION WITH THE FIRE MARSHAL. 0. THE GENERAL CONTRACTOR SHALL PROVIDE MIN. 4" ADDRESS NUMERALS FOR EACH TENANT SPACE ON ALL FRONT AND REAR DOORS. NAME ROOM NAME X ELEV. LETTER 1 ELEV. SHEET SHEET NUMBER OX DOOR NUMBER 4 AX.X 2 �— ELEVATION NUMBER O WINDOW NUMBER / DECOR ITEM NUMB 3 ❑X EXTERIOR WALL FINISH NUMBER CEILING HEIGHT O KEY NOTE BLDG. SECTION LETTER X-000 EQUIPMENT NUMBER X AX XX ROOM FINISH NUMBER .X BLDG. SECTION SHEET INTERIOR ELEVATION DESIGNATION "--DIRECTION DETAIL NUMBERrx] X OF DETAIL X ID SHEAR WALL TYPE (STRUCTURAL) DETAIL SHEET Q REVISION NUMBER XXX 000 EQUIPMENT / FIXTURE NUMBER (M.E.P.) BLDG. HEIGHT ELEV REFERENCE POINT REFER TO STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL SHEETS FOR SPECIFIC SYMBOLS GENERAL DRAWING SYMBOLS r- PROPOSED WORK ♦ A lot, AV 074 DESCRIPTION OF PROJECT: STRIP CENTER ADDITION. SHELL ONLY. TENANT FINISH PLANS TO BE SUBMITTED BY OTHERS LEGAL JURISDICTION: CITY OF ZEPHYRHILLS, FLORIDA BUILDING CODE: BUILDING CODE: FLORIDA BUILDING CODES, SIXTH EDITION (2017) ELECTRICAL: 2014 NATIONAL ELECTRIC CODE BUILDING AREA: 1892 S.F. GROSS FIRE AREA: 1721 S.F. OCCUPANCY: M - SEPARATED MIXED USE (PROPOSED TENANT FINISH IS TAKE-OUT PIZZA, NO SEATING) TYPE CONSTRUCTION: TYPE IIB - UNSPRINKLERED PROPOSED OCCUPANT LOAD: (FINAL CALCULATION TO BE PROVIDED BY TENANT) MERCANTILE- 334 S.F. 1 OCC./60 S.F. GROSS 6 OCCUPANTS COMMERCIAL KITCHEN- 1140 S.F. 1 OCC./200 S.F. GROSS 6 OCCUPANTS OCCUPANT LOAD: 12 PROJECT SUMMARY SEE STRUCTURAL PLANS DESIGN CRITERIA Fain RE[�II�RFMFNTS OWNER ARCHITECT ZEPHYR. LLC L.B. MANSKE ARCHITECTURE & DESIGN, INC. 7162 READING ROAD, STE 730 LEE B. MANSKE, AIA, NCARB CINCINATTI, OH 45237 2422 N. RUTGERS COURT WICHITA, KS 67205 316.749.5873 MECH. ENGINEER ELEC. ENGINEER JUSTIN HARDY P.E. GUIDO ALVAREZ 5014 KINGSBRIDGE PASS 335 5TH STREET POWDER SPRINGS, GA 30127 ATLANTA, GA 30308 678.234.8156 678.234.8156 PROJECT DIRECTORY REVIEW DATECt CITY OF ZEPHYR iLLS PLAN EXAMINER ALL WORK SHALL COMPLY WITH PREVAIL NI G CODES FLORIDA BUILDING CODE, NATIONAL ELECTRIC CODE, AND THE CITY OF ZEPHYRHILLS ORDINANCES TITLE 1 2 3 4 T1.0 TITLE SHEET STRUCTURAL S0.1 STRUCTURAL NOTES S0.2 TYPICAL DETAILS S0.3 SCHEDULES S1.0 FOUNDATION PLAN S2.0 ROOF FRAMING PLAN S3.0 FOUNDATION SECTIONS S4.0 STRUCTURAL FRAMING SECTIONS ARCHITECTURAL A1.0 SHELL FLOOR PLAN A3.0 ROOF PLAN A4.0 EXTERIOR ELEVATIONS A5.0 WALL SECTIONS A6.0 CONSTRUCTION DETAILS MECHANICAL/ELECTRICAL P101 PLUMBING FLOOR PLAN E001 ABBREVIATIONS, SPECIFICATIONS, AND LEGEND E100 LIGHTING PLAN SHEET INDEX V H z Z W o o V1 w Ln co O p CV GG )�c') W H cc 00 V�\e(j)O ~Q�Q v �"���� I-- cc) n 7_4 Q : N Lu 0 N LL h+�l 0 Q jAlP; `° •°°°� L� w J ° 1ale" [0 _. �. • CC �� lt`�o• AR97 10 W Y Z a co w w 18009 U CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT WELL ZEPHYRHI S, FLORIDA TITLE SHEET T1.0 PROJECT GENERAL NOTES VICINITY MAP NOT USED N.T.S. NOT USED PLOT DATE: 5-12-18 STRUCTURAL NOTES CONTRACTOR NOTE: THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY PRECAUTIONS AND PROGRAMS. CODES AND STANDARDS 1. WIND LOADS AS PER: A. FLORIDA BUILDING CODE 6TH EDITION (2017) WITH AN ULTIMATE DESIGN WIND SPEED OF 139 MPH, EXPOSURE B, NOMINAL DESIGN WIND SPEED OF 107 MPH, 40.18 INTERNAL PRESSURE COEFFICIENT, AND BUILDING RISK CATEGORY 11. B. THIS BUILDING IS DESIGNED AS AN ENCLOSED BUILDING. 2. SEISMIC SITE CLASS = E SEISMIC DESIGN CATEGORY = B GROUND SNOW LOAD, Pg = 0 PSF FLOOD ZONE = A 3. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE: A. FLORIDA BUILDING CODE 6TH EDITION (2017). B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318/ 2014 EDITION). C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315/ LATEST EDITION). D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL, INSERTS & CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION. AWS. D1.4/ LATEST EDITION. E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. (AMERICAN INSTITUTE OF STEEL CONSTRUCTION) AISC 13TH EDITION (ASD). F. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301/LATEST EDITION. G. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402, 602/2013 EDITIONS). 4. ARCHITECTURAL AND MECHANICAL DRAWINGS: A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT. B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC. C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT. D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY WORK. E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE GENERAL CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK IN PROGRESS UNTIL THE STRUCTURES ARE COMPLETED. THE GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS AND PROCEDURES PROVIDE NO LOADING GREATER THAN THE DESIGN LOADS LISTED ON ANY MEMBER. 5. SECTIONS AND DETAILS: ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN. 6. MATERIALS AND ASSEMBLY TEST AS FOLLOWS: A. EXTERIOR WINDOWS, SLIDING AND PATIO GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT TESTING LABORATORY, AND SHALL BE LABELED WITH AN APPROVED LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND APPROVED PRODUCT CERTIFICATION AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR FLORIDA STATE WIDE PRODUCT APPROVAL NUMBER TO INDICATE COMPLIANCE WITH THE REQUIREMENTS OF ONE OF THE FOLLOWING SPECIFICATIONS: ANSI/AAMA/NWWDA 101/I.S. 2-97 OR TAS 202 (HVHZ SHALL COMPLY WITH TAS 202) B. EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY IN ACCORDANCE WITH ASTM E330 AT A LOAD OF 1.5 TIMES THE REQUIRED DESIGN PRESSURE LOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS WITH NO PERMANENT DEFORMATION OF ANY MAIN FRAME OR PANEL MEMBER IN EXCESS OF 0.4 PERCENT OF ITS SPAN AFTER THE LOAD IS REMOVED. HVHZ SHALL COMPLY WITH TAS 202. AFTER EACH SPECIFIED LOADING, THERE SHALL BE NO GLASS BREAKAGE, PERMANENT DAMAGE TO FASTENERS, HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BE INOPERABLE. C. WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES NOT SPECIFIED BY THE FENSTRATION MANUFACTURER SHALL PROVIDE EQUAL OR GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE. SPECIALTY ENGINEERED PRODUCTS 1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OF SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL BE, BUT ARE NOT LIMITED TO, THE FOLLOWING: A. LIGHT GAUGE METAL, INCLUDING BUT NOT LIMITED TO, SOFFITS, CLADDING, CEILINGS, ETC. B. MISCELLANEOUS METALS INCLUDING STEEL STAIRS, MECHANICAL EQUIPMENT SUPPORTS, FRAMES THAT SUPPORT MACHINES, PIPES OR OTHER STRUCTURAL METAL USED FOR SUPPORT OF MECHANICAL SYSTEMS. C. MISCELLANEOUS HANGERS, CHANDELIERS, CABINETS, METAL FRAMES, LADDERS, RIGGING, HANGING WALLS, RAILINGS, GLAZING FRAMES, CLADDING SUCH AS STONE, PRECAST, ALUMINUM, METAL PANELS, CABLE BARRIER SYSTEMS, ETC. OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY ANY OF THE CONSTRUCTION DOCUMENTS. D. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE SPECIALTY ENGINEER SHALL DESIGN FOR THE WEIGHT OF ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT AND FIXTURES, AS WELL AS CHANDELIER FIXTURES, BAR CABINETS, AND ART WORK / MOBILES. GENERAL CONTRACTOR TO INCULDE IN THEIR BID THE COST OF THE ABOVE NOTED SPECIALTY ENGINEERING. ADDITIONS/RENOVATIONS 1. ALL EXISTING CONDITIONS, DIMENSIONS, LOCATIONS AND ELEVATIONS OF EXISTING STRUCTURES SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE GENERAL CONTRACTOR IN THE FIELD AND COORDINATED WITH THE NEW CONSTRUCTION PRIOR TO PREPARATION OF WORKING OR SHOP DRAWINGS OR FABRICATION AND COMMENCEMENT OF ANY WORK. IF DISCREPANCIES ARE DISCOVERED BETWEEN EXISTING CONDITIONS AND CONTRACT WORK, THE GENERAL CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER PRIOR TO PERFORMANCE OF ANY WORK. 2. PRIOR TO SHOP DRAWING PREPARATION, THE GENERAL CONTRACTOR IS TO INVESTIGATE AND VERIFY ACTUAL FIELD CONDITIONS, EXPOSED OR CONCEALED AND TAKE INTO ACCOUNT ANY POSSIBLE CONSTRUCTION INTERFERENCES AND RELOCATIONS OF, BUT NOT LIMITED TO STRUCTURES, EQUIPMENT, UTILITIES, CABLES, DUCT LINES, PIPING, DRAIN LINES, ETC. 3. ANY PORTION OF EXISTING STRUCTURE ADJACENT TO THE CONSTRUCTION WHICH MAY BY DISTURBED OR DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION SHALL BE RESTORED BY THE CONTRACTOR TO A CONDITION AS GOOD AS BEFORE THE COMMENCEMENT OF THE WORK AT NO ADDITIONAL COSTS TO THE OWNER. 4. EXISTING STRUCTURE SHALL BE PROTECTED, MAINTAINED AND SUPPORTED DURING THE CONSTRUCTION WORK. FOUNDATION 1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE WITH RECOMMENDATIONS ON SOILS AND FOUNDATIONS INVESTIGATION PREPARED BY AN APPROVED TESTING LABORATORY PRIOR TO FOUNDATION WORK. 2. THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUBGRADES SHALL BE APPROVED IN WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING. 3. BOTTOM OF FOOTINGS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2000 PSF. 4. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. 5. TOP OF ALL FOOTINGS SHALL BE V-4" BELOW TOP OF SLAB TYP. MAKE ADJUSTMENTS AS NEEDED SO TOP OF ALL EXTERIOR FOOTINGS SHALL BE MINIMUM 12-INCHES BELOW EXTERIOR FINISH GRADE. 6. EXCAVATION & BACKFILL: A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC. B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES. CONCRETE 1. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS: A. A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. B. SLUMPS SHALL BE 4-INCHES MINIMUM AND 6-INCHES MAXIMUM. C. CO, ICRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT, D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55. E. JOBSITE WATER SHALL NOT BE ADDED, 2. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318/ 2014 EDITION), THE ACI DETAILING MANUAL (ACI 315/ 2004 EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301/ LATEST EDITION). 3. SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION. 4. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS. 5. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 1064, UNLESS OTHERWISE SPECIFIED. PLACE FABRIC 2" CLEAR FROM TOP OF THE SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT 3-0" O.C. 6. LAP ALL BARS WITH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12 INCHES (UNLESS OTHERWISE NOTED). 7. REINFORCING BARS: A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615 GRADE 60. B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL FOOTINGS, PROVIDE (145 OR MATCHING) HORIZONTAL BARS X 6-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE. C. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS UNLESS OTHERWISE NOTED. MASONRY 1. MASONRY UNITS SHALL BE LOAD BEARING ASTM C90, NORMAL WEIGHT LAID IN A FULL BED OF MORTAR IN RUNNING BOND. 2. THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 1,500 PSI AS CALCULATED IN ACCORDANCE WITH ASTM C-140. 3. ALL MORTAR SHALL BE IN ACCORDANCE WITH ASTM SPECIFICATION C270 HAVING A MINIMUM COMPRESSIVE STRENGTH OF (S) 1,800 PSI. 4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476, HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. 5. ALL CONCRETE MASONRY BEARING AND SHEAR WALLS SHALL BE INSPECTED BY A CERTIFIED INSPECTION COMPANY AND CONSTRUCTED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES" (ACI 530) AND "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1) 2013 EDITIONS. 6. PROVIDE 8" X 8" MASONRY BEAM WITH 1 #5 CONT. AT EVERY WINDOW SILL. EXTEND BEAM 8" BEYOND EDGE OF OPENING. 7. THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL BRACING FOR ALL MASONRY WALLS AS REQUIRED TO ENSURE STABILITY DURING CONSTRUCTION. 8. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT 16" ON CENTER VERTICAL IN ALL MASONRY WALLS. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS. FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS, APPLY A MINIMUM COAT OF 1.5 OUNCES PER SQUARE FOOT (PSF) (458/G/M2) COMPLY WITH THE REQUIREMENTS OF ASTM A153, CLASS B. 9. PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A SPACING OF 30' + O.C. AND ALIGN WITH ARCHITECTURAL CONTROL JOINTS. 10. THE GENERAL CONTRACTOR SHALL PROVIDE CMU LEDGERS AT ALL FOUNDATIONS WHICH RECEIVE STONE OR BRICK VENEERS, AS NEEDED TO ACCOMODATE THE WIDTH OF VENEERS SPECIFIED BY THE ARCHITECT. ATTACHMENT TO THE MAIN STRUCTURAL SHALL BE #5 DOWELS INTO THE FOOTING AT 72" O.C. OR CORRUGATED MASONRY TIES AT 16" O.C. HORIZONTAL AND VERTICAL, 11. MINIMUM LAP SPLICES FOR REINFORCED CMU PER FBC 6TH EDITION (2017) SECTION 2107.2.1: BAR SIZE #4 #5 #6 #7 #8 24" 30" 36" 42" 48" A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS. NO SPLICES ARE ALLOWED AT MID -HEIGHT OF WALL. B. LAP SPLICES THAT OCCURE AT CANTILEVERED WALLS SUCH AS: PARAPETS, RETAIING WALLS, ETC. SHALL HAVE LAP SPLICE LENGTHS INCREASED BY 50% TO 72 BAR DIAMETERS. 12. MASONRY LINTELS: A. A PRECAST CONCRETE LINTEL BY CASTCRETE SHALL BE PROVIDED OVER ALL MASONRY WALL OPENINGS. THE LINTEL SHALL BE FULLY GROUTED. B. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END. C. SHORE PRECAST LINTEL PER MANUFACTURE'S INSTRUCTIONS. STEEL 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO: A. ASTM SPECIFICATION A 36 FOR MISCEL LANF-OUS STEEL SHAPES (ANGLES, PLATES, ETC.). B. SQUARE OR RECTANGULAR HSS SHALL CONFORM TO ASTM SPECIFICATION A 500 GRADE B (FY=46 KSI). C. ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. D. DELETE PAINT ON ALL STEEL TO RECEIVE SPRAYED ON FIREPROOFING OR CONCRETE ENCASEMENT. 2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE OF WORK REQUIRED. 3. ALL CONNECTIONS SHALL BE BOLTED WITH 3/4" DIAMETER, A-325 HIGH STRENGTH BOLTS OR WELDED (UNLESS SHOWN OTHERWISE ON THE DRAWINGS). A. ALL CONNECTIONS TO HOLLOW STRUCTURAL SECTION (HSS) COLUMNS ARE TO BE THRU-PLATE UNLESS NOTED OTHERWISE. 4. ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS. 5. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES. 6. SUBMIT ALL STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION. 7. FULL DEPTH DOUBLE ANGLE END CONNECTIONS ARE TO BE USED ON ALL COMPOSITE BEAMS AND GIRDERS WITH SHEAR STUDS. CONNECTIONS ARE TO BE DESIGNED FOR 150% OF AISC TABLE VALUES. 8. EQUIPMENT SUPPORTS: PROVIDE ALL SUPPORTING STEEL NOT INDICATED ON PLAN AS REQUIRED FOR THE INSTALLATION OF MECHANICAL EQUIPMENT AND MATERIALS, INCLUDING ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT EQUIPMENT OR PIPING FROM METAL DECKING. 9. DECK SUPPORTS: PROVIDE 1/4" BENT PLATES AT ALL HIPS, VALLEYS, SKEWED BEAMS AND OTHER AREAS FOR DECK SUPPORT. JOISTS 1. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON BITUMINOUS PAINT. 2. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE REQUIREMENTS OF THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE FOR SERIES K JOISTS AND SERIES G JOIST GIRDERS MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE. PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS UNLESS NOTED OTHERWISE ON THE DRAWINGS. DECK 1. STEEL ROOF DECK SHALL BE: A. 1-1/2", 22 GA. TYPE B METAL DECK GALVANIZED AS SHOWN ON ROOF PLAN AS MANUFACTURED BY VULCRAFT/NUCOR OR APPROVED EQUAL. MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE. ROOF DECK MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. 2. ALL ROOF DECK TO BE DESIGNED, MANUFACTURED, AND INSTALLED IN ACCORDANCE WITH LATEST FACTORY MUTUAL STANDARDS. SHOP DRAWINGS 1. THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING: A. CONCRETE MIX DESIGNS B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACCESSORIES D. STRUCTURAL STEEL E. STEEL JOISTS AND JOIST GIRDERS F. STEEL DECK GUTHERMAN STRUCTURAL INC. 130 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 F. 407.701.0875 uLherman STRUCTURAL U Z Z w O �A~ co t n W � u7 � a po U�cle) c0 llj C/) Ww�Z 4r• wp 60 ~QI`Q C) 7- VZUcy)C _ > U l N > LLJ IZI- N � LL 11.4 05-11-18 O.Z• •�ZCENSF q � No. 60880 STATE OF s,ANAL E�,.�`� � 1►1111,1 John Gutherman Jr., P.E. FL. REG. #6o88o CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA STRUCTURAL NOTES PLOT DATE: 5-11-18 b L CONCRETE COVER SCHEDULE CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH OR WEATHER: #6 OR Lr.RGER 2" #5 OR SMALLER 1 1/2" CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS (#11 AND SMALLER) 3/4" BEAMS, COLUMNS (PRIMARY REINF., TIES, STIRRUPS, SPIRALS) 1 1/2" CONCRETE FOR COASTAL EXPOSURES EXPOSED TO WEATHER: WALL & SLABS 2" OTHER MEMBERS 2 1/2" TERMINATE HORIZ. REINF. AT THE JOINT REINF. CELL OR COL. CONC. SEE PLAN CONSTRUCTION PAPER ON ONE SIDE ONLY CAULK AND PREMOLDED FOAM BACKING ROD C • I FILL VOID SOLID WITH MORTAR. ODISCONTINUED WALL LATERAL REINFORCING PLAN VIEW NOTES: 1.- SAW CUT BOND BEAMS, TIE BEAMS 1" DEEP TO CONTINUE WALL CONTROL JOINT TO TOP OF WALL. 2.- CONTROL JOINT SPACING IS NOT TO EXCEED 26-0"o.c. IN WALLS WITH MORE THAN 25'-0" OF UNINTERRUPTED MASONRY. REFER TO DWGS. FOR ADDITIONAL SPECIFIED LOCATIONS AS NOTED THUS (WCJ). 3.- CONTINUE ALL BOND BEAMS, TIE BEAMS REINF. THROUGH THE JOINT. 3/8 BACKER ROD & CAULK I I SEE ARCH. DWGS Dium Elio BACKER ROD & CAULK BAR SEE ARCH. DWGS ALTERNATE METHOD CMU WALL CONTROL JOINT (WCJ) DETAIL N.T.S. #12 SHEET METAL SCREWS AT 12" O.C. ALL AROUND FROM CURB CLIP TO CURB TYP. % STL CURB. COORD CURB HEIGHT W/ MFR. SEE PLAN FOR SLAB THICKNESS (TYPICAL) SEE PLAN ROOFTOP HVAC UNIT. SEE SHEET MECH DWGS wQU, �a SEE PLAN � TYPICAL SLAB RECESS 14 GA GALV STL RTU HOLD DOWN CLIPS PROVIDE (4) HOLD DOWN CLIPS PER RTU UNIT, TYP. #12 SHEET METAL SCREWS AT 12" O.C. ALL AROUND FROM CURB CLIP TO UNIT TYP. 1"x4" PT WD NAILERS ROOF DECK 2"x6" PT WD NAILERS. Z-1/2" DIA THRU-BOLTS, NUTS & LOCK WASHERS MIN (2) REO'D PER SIDE. INSTALL MAX 12" FROM CURB ENDS SEE TYPICAL ROOF OPENING DETAIL STEEL SIZING. TYP. HVAC HOLD DOWN DETAIL N.T.S. N.T.S. MATCHING Z-BARS EACH FACE OF STEP W/ 36" LONG LEGS TYP kT CV I 1-1TI-1 BARS TO MATCH FOOTING BARS SEE PLAN AND FOOTING SCHEDULE FOR SIZE AND REINFORCING TYPICAL STEP FOOTING DETAIL N.T.S. T -j— I I 1- 1( I T i 1 1 i—i----I---T 1 —I — 1i- GROUT -FILLED CELLS - 3000PSI(fYPICAL) 1— u' -L-1-1 — I— —( F- �— T---I — i L 1 ; I 1 —J-�} I— 1------I T—;� T — 41 /2 4 1/2" CUT 0 11 , 11 : I I 11 1 1__— _j) J _—I''.1. L_ _7 Ir f Ir x MASONRY INSPECTION & CLEAN -OUT HOLE 4 1 I I 1 DOWELS TO MATCH VERT. ___ TYPICAL MASONRY FILLED CELL DETAIL SLAB CONSTRUCTION OR CONTROL JOINT SEE TYPICAL DETAIL 1/2" PREMOULDED JOINT FILLER AT STEEL TUBE COLUMN TYPICAL ISOLATION JOINTS AT COLUMNS METAL DECK SEE MECH. DWGS (TYPICAL) FOR OPENING SIZE SEE PLAN FOR SLAB DESIGNATION ADJACENT SLAB OR FILL tv z 1 #5 CONT THICKENED EDGE (T.E.) N.T.S. REINF. GROUTED CELLS PROVIDE PREFAB. "L" PROVIDE PREFAB. "T" - JOINT REINFORCING JOINT REINFORCING AT AT ALL CORNERS ALL INTERSECTIONS PARTIAL PLAN TYPICAL CMU WALL DETAILS N.T.S. BOND BEAM W/ REINF. PER SECTIONS I L 4x4x1/4 PL 1/2"x4'1A8" CONT. W/ (2)-1/2"&5" NELSON STUDS STEEL DECK @ 4'-0" O.C. L 4x4x1/4 CONT. 3/4"0 HILTI KWIK BOLT II (6" EMBED.) 1/6 V 3 @ 32" O.C. ALTERNATIVE "A" ALTERNATIVE "B" DECK SUPPORT ANGLE ANCHORAGE CONTRACTOR'S OPTION N.T.S. L 6 x 4 x 5/16 (LLV) -TYPICAL 4 SIDES L6x4x3/8CLIP (4 REQUIRED) SEE PLAN FOR JOIST SIZE 1. PROVIDE AT PERIMETER OF ALL ROOFTOP ?ANICAL UNITS AND OPENINGS AS REQUIRED. 2. SEE MECH. DWGS FOR OPENING SIZE & LOCATION. 3. PROVIDE L 3 x 3 x 5/16 AT ROOF SUMPS AND EXHAUST FANS TYPICAL ROOF OPENING DETAIL METAL DECK ROOF HATCH (TYPICAL) OPENING — — — — — — — — —F — — — — — — WELD TO TOP CHORD OF JOIST EACH ANGLE `L L5x5x5/16 -TYPICAL 4 SIDES L5X5X5/16 W/ 5/8" EXP. BOLTS (3) MIN. EXISTING EXTERIOR CMU. WALL JOIST PROVIDE FILLED CELLS AT EXP. BOLT LOCATIONS TYPICAL ROOF HATCH DETAIL 2" DEEP SAWCUT (OR 1/3 x SLAB THICKNESS) WITHIN 24 HOURS OF POUR (DO NOT INTERRUPT MESH) —, ''TI-1 I I I' METAL KEY -FORM BY KEYHOLD INC. OR EQUAL (STOP MESH) CONSTRUCTION JOINT CONTROL JOINT TYPICAL SLAB -ON -GRADE NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL CREATE PANELS OF 400 SO. FEET (MAXIMUM) NOTES: 1. WHERE HEIGHT OF MASONRY WALL SEGMENT EXCEEDS 12'-0", INTERMEDIATE BOND BEAM IS REQUIRED. 2. BOND BEAM REINFORCEMENT MUST BE CONT. HOOK BARS INTO REINFORCED JAMB AT WALL OPENINGS. 3. OMIT BOND BEAMS WHERE IT COINCIDES WITH OPENING HEADERS (LINTELS/BEAMS), REINFORCEMENT MUST BE CONTINUOUS AT SUCH LOCATIONS. 3-6" NOTE: (2)#4 c— INSTALL BELOW UPPER LAYER (CTR ON CORNER) OF SLAB REINFORCING SEE NOTE ABOVE SLAB EDGE 10 N (2)#4 X 6-0" (CTR ON CORNER) NOTE SEE NOTE ABOVE SEE PLAN FOR ADD'L--' ' SLAB REINF. TYP. SLAB CORNER REINF. TYPICAL BOND BEAM DETAIL N.T.S. STEP LOCN. �CONT. REBAR AT STEP 8" W/ REINF. JS 24" STEP LOCN. BOND BEAM STEP DETAIL LATERAL BRACING (HORIZONTAL BRIDGING) FOR WALLS: NOTE: IF NON -LOAD BRG WALLS (PARTITION WALLS) HAVE SHEATHING ON BOTH SIDES LATERAL BRACING IS NOT REQUIRED. ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM RUNNER FLANGES. HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED 48" OC FOR AXIAL LOAD BEARING WALLS AND 60" OC MEASURED VERTICALLY FOR NON -LOAD BEARING WALLS CARRYING WIND LOAD ONLY. TYPICAL FOR ALL OPTIONS BELOW. 16GA. V-BAR BRIDGING ATTACHED TO FLANGES. SEE NOTES FOR SPACING. HORIZONTAL 5/8" SHEATHING 1-1/2" -20GA. STRAP BRIDGING BRIDGING OPTION #1 HORIZONTAL BRIDGING OPTION #2 5/8" SHEATHING — �— STEEL STUD 1-112" COLD ROLLED CHANNELS MAY BE USED IN LIEU OF ABOVE DETAIL TO BRACE STUDS LATERALLY. CHANNELS ARE INSERTED THROUGH STUD WEB HOLES AND SECURED WITH SCREW -ATTACHED 1-1/2"x2N16GA. CLIP ANGLES CUT TO LENGTH 1/4" LESS THAN STUD WIDTH. 48 BAR DIAMETER SPLICE LENGTH EL= SEE PLAN NOTES T.O. BOND BM. MASONRY U-BLOCK BOND BEAM WITH (1) #5 CONT. FOR 8" & 12" WALL. SUPPORT 1/2" PLATE CONCENTRATED LOAD - COORDINATE WITH EQUIPMENT SUPPLIER IF NOT STATED ON DRAWINGS — ADDITIONAL "X"-BRIDGING @ CENTER LINE OF EQUIPMENT SUPPORT (EACH SIDE OF JOIST) — STL. JOIST (SEE PLAN) -'-- HANGER ANGLE L 21/2"x 21/2"x 1/4" FOR MECH. (MIN. WEB REINF. FOR EQUIPMENT JOIST). OR ACCESSORY BY EQUIPMENT SUPPLIER TYPICAL JOIST REINFORCING AT CONCENTRATED LOAD N.T.S. 1'-0" 0 INTERSECTION BARS MATCH a SIZE AND QUANTITY OF LARGER BAR IN FOOTINGS, WALLS AND BEAMS INTERSECTION BAR(S) DETAIL 2'-0" I SCORNER BARS MATCH SIZE AND QUANTITY OF LARGER BAR IN FOOTINGS, WALLS AND BEAMS CORNER BAR(S) DETAIL TYPICAL BAR DETAILS GUTHERMAN STRUCTURAL INC. Af$0 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 P: 407-701.0875 u erman STRUCTURAL L 0 • zV I� es ��z �rJ IZI- 1�1 2: o `T A o �� D Lc)) c.0 p o N Q C!� CC � Vw��z ('3Y M� ~QI�Q v rVZUcy)cn N� w N 2 LL L � � 94 MM • 0 05-11-18 GUTH. ERM 1�el VZCENSF No.60880 * * >k = 0 STATE OF O p.. ',SSIONAL• John Gutherman Jr., P.E. FL" REG. #6o88o CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA TYPICAL DETAILS SOm2 PLOT DATE: 5-11-18 PROVIDE (2) #5 EACH CELL FILLED CELLS, TYP MC-1 PROVIDE (2) #5 EACH CELL 1. MASONRY COLUMNS SHALL BE REINFORCED WITH 9 GA. GALVANIZED LATERAL REINFORCING @ 8' O.C. HORIZONTAL, TYP. MC-2 FILLED CELLS, TYP. L-1 COLUMNSTEEL I� VERT. REINF. SEE FOUNDATION PLAN NOTES U-SHAPED PRECAST CONCRETE LINTEL. (1) #5 CONT. VERT. REINF. SEE FOUNDATION PLAN NOTES. -v N (V N (1) #5 CONT. U-SHAPED PRECAST CONCRETE LINTEL. L-3 i lI �i VERT. REINF. SEE FOUNDATION PLAN NOTES. (1) #5 CONT. (1) #5 CONT. U-SHAPED PRECAST CONCRETE LINTEL. L-2 (1) #5 CONT. VERT. REINF. SEE FOUNDATION PLAN NOTES. (V (h (V N (1) #5 CONT. U-SHAPED PRECAST CONCRETE LINTEL. L-4 C.M.U. PRECAST LINTEL SCHEDULE N.T.S. NOTES: 1. 8" PRECAST LINTELS BY CASTCRETE CORPORATION OR APPROVED EQUAL. 2. SHORE PRECAST LINTEL PER MANUFACTURER RECOMMENDATIONS. 3. SEE THE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS, 4. PROVIDE 8" MINIMUM BEARING EACH END. PLYWOOD SHEATHING NAILING SCHEDULE ROOF AND WALL NAIL SIZE NAIL SPACING ZONE 8d (RING SHANK) 6" @ EDGES. 12" @ INTERMEDIATE SUPPORTS ROOF O D 8d (RING SHANK) 6" @ EDGES, 12" @ INTERMEDIATE SUPPORTS ROOF 8d 6" @ EDGES, 12" @ INTERMEDIATE SUPPORTS WALL O5 8d 6- @ EDGES, 12" @ INTERMEDIATE SUPPORTS WALL O4 CORNER DISTANCE. A = 3 FEET FOOTING SCHEDULE MARK SIZE W%DxL REINFORCING F20.12 2'-0" x 12" x CONT. (3) #5 CONT. F60.40 6-0" x 12" x 4'-0" (5) #5 LW, TOP & BOTT. (7) #5 SW, TOP & BOTT. F30 3-0" x 12" x 3-0" (4) #5 EW, TOP & BOTT. F40 4'-0" x 12" x 4'-0" (5) #5 EW, BOTT. BEAM SCHEDULE MARK SIZE BxH (inches) REINFORCING REMARKS BOTT TOP INT BB-1 8x8 (1) #5 - - MASONRY BOND BEAM BB-2 8x16 (1) #5 (1) #5 - MASONRY BOND BEAM BB-3 8x24 (1) #5 (1) #5 (1) #5 MASONRY BOND BEAM BB-4 12x8 (1) #5 - - MASONRY BOND BEAM BB-5 12x16 (1) #5 (1) #5 - MASONRY BOND BEAM BB-6 12x24 (1) #5 (1) #5 (1) #5 MASONRY BOND BEAM 1. BB-# SHALL BE GROUTED SOLID FOR THE FULL HEIGHT OF BOND BEAM 2. BB-3 SHALL BE ONLY USED WHERE "BOND BEAM STEP DETAIL" IS REQUIRED MASONRY WALL SCHEDULE MARK THICKNESS REINFORCING MW-1 8" CMU #5 @ 40" O.C. MW-2 8" CMU #5 @ 24" O.C. MW-3 8" CMU #5 @ 8" O.C. MW-4 12" CMU #6 @ 48" O.C. MASONRY WALL NOTES: 1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED LATERAL REINFORCING @ 16" O.C. HORIZ. EXTEND REINFORCING 6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL. 2. ADJACENT TO ANY EXTERIOR/INTERIOR 8" WALL OPENING, PLACE (1) #5 VERTICAL IN CELL GROUTED SOLID. FOR ALL OPENINGS 5'-0" OR LESS, OTHERWISE PROVIDE (2) #5 VERTICAL. FULL HEIGHT, U.N.O. 3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI GROUT MIX. DESIGN LOAD SCHEDULE (ALL LOADS SHOWN ARE IN POUNDS PER SO. FT.) �1 cc Q COMPONENT LL 0 0 W � C7 Z O CO g 10 CEILING & MECH'L 10 MISC. 15 TOTAL DEAD LOAD 35 TOTAL LIVE LOAD 20 100 TOTAL LOAD 55 100 ROOF WIND PRESSURE (PSF) Vasd COMPONENTS AND CLADDING -EXPOSURE B-107 MPH WIND SPEED EFFECTIVE WIND AREA (SQ. FT.) ROOF AREA 1 2 3 10 + 9.6/-20.9 + 19.1 /-35.0 + 19.1 /-35.0 20 +9.6/-20.3 + 18.2/-31.3 + 18.2/-31.3 50 +9.6/-19.6 + 17.1 /-26.4 + 17.1 /-26.4 100 +9.6/-19.1 +16.3/-22.6 +16.3/-22.6 NOTES: 1. WIND DESIGN PER FBC-6TH EDITION (2017) 2. +: INDICATES WIND PRESSURE 3. -: INDICATES WIND SUCTION 4. WALL DISTANCE A = 3 FT (COMPONENTS AND CLADDING) 5. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE WIND AREA n r DOOR & WINDOW WIND PRESSURE (PSF) Vasd COMPONENTS AND CLADDING -EXPOSURE B-107 MPH WIND SPEED SIZE OF WALL OPENING (SQ. FT.) WALL AREA 4 5 10 + 19.1 /-20.7 + 19.1 /-25.5 20 + 18.2/-19.8 + 18.2/-23.8 50 +17.1/-18.7 +17.1/-21.5 100 + 16.3/-17.9 + 16.3/-19.8 NOTES: A A 1. WIND DESIGN PER FBC-6TH EDITION (2017) 1 7- 2. +: INDICATES WIND PRESSURE I ® I 3. -: INDICATES WIND SUCTION 5 5 4. WALL DISTANCE A = 3 FT (COMPONENTS AND CLADDING) WALL ELEVATION 5. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE WIND AREA GUTHERMAN STRUCTURAL INC. '30 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 P: 407.701.0875 ,utkerman STRUCTURAL V H I� W lZ V -- o O CD LbLo Lb 0 O Ur_�� N ww ^) U) w U) � z tom/ V O _ Q " Q C.) VzUc) ) >- N > U L1j ILL pQ 1 05-11-18 GUT H•ERMq'.*/// No. 60880 STATE OF F 1 IONAL E��.�`�• I111111111110% John Gutherman Jr., P.E. FL. REG. ##6o88o 0 0 0 0 CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: ONE-OFF N/A XXXXX XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA SCHEDULES SOm3 PLOT DATE: 5-11-18 Z w a W c� q7 4� by J L L NOTE 14 FOUNDATION PLAN SCALE: 1 /4" = 1'-0" EXISTING STRUCTURE FIELD VERIFY EXISTING FOOTING TO TIE INTO NEW FOOTING (SIM TO SECTION 6/S3.00) GC TO FIELD VERIFY ALL CONDITIONS PRIOR TO CONSTRUCTION AND FABRICATION. REPORT ANY DISCREPANCIES TO THE ARCHITECT ENGINEER OF RECORD. FOUNDATION NOTES 1. ELEV. ±0'-0'' IS REFERENCE ONLY. SEE CIVIL FOR TRUE NGVD ELEVATION 2. BOTTOM OF FOOTING TO BEAR 24" BELOW TOP OF GRADE, TYPICAL 3. MC- REFERS TO MASONRY COLUMN. SEE SCHEDULE ON S0.3 4. C.J. INDICATES CONTROL JOINT SEE S0.2 FOR DETAILS 5. F# INDICATES CONCRETE FOOTING. SEE SCHEDULE ON S0,3 FOR DETAILS 6. - INDICATES WALL CONTROL JOINT (WCJ), SEE DETAIL ON S0.2 7. ® INDICATES 8''/12" CMU WALL (MW-1/MW-4) U.N.O. 8. SEE ARCH FOR DIMENSIONS NOT SHOWN 9. VERIFY SLOPES AND STEPS WITH ARCH'L PRIOR TO CONSTRUCTION. SEE TYPICAL STEP DETAIL ON S0.2 10. 4'' CONCRETE SLAB ON GRADE W/6x6, W1.4 x W1.4 WWF ON 10 MIL VAPOR BARRIER ON COMPACTED TREATED SUB -SOIL (TYPICAL) 11, 4'' CONCRETE SLAB ON GRADE W/6x6, W1.4 x W1.4 WWF ON COMPACTED TREATED SUB -SOIL (TYPICAL) GUTHERMAN STRUCT'1RAL INC. f30 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 P: 407.701.o875 mi ulhmerman STRUCTURAL U C� W 0' A rT- o o CD ::) Lc) 0 CD U C CV cry �cf)COr,- V���O VZUc)cn N > LLJ N � 05-11-18 GUT H ERM ,Z• �ZCENSF ✓ No. 60880 �'• STATE OF 'mac` �X\ 'c 0 R I .` ONAL 1l1lliii'ill%0\� John Gutherman Jr., P.E. FL. REG. ##6o88o CONTRACT DATE: BUILDING TYPE ONE-OFF PLAN VERSION: N/A SITE NUMBER: xxxxx STORE NUMBER: xxxxxx TENANT SHELL ZEPHYRHILLS, FLORIDA FOUNDATION PLAN PLOT DATE: 5-11-18 'Tr GC TO FIELD VERIFY ALL CONDITIONS PRIOR TO CONSTRUCTION AND FABRICATION. REPORT ANY DISCREPANCIES TO THE ARCHITECT ENGINEER OF RECORD. J 1. V . tJI r I tJ FXI.TINC. HnR17nNTAI NG _,"TURE )'-4" U r TYPICAL ROOF DECK CONNECTION SCHEDULE ATTACHMENT MARK PERPENDICULAR PARALLEL TO SUPPORT TO SUPPORT SEAMS A 5/8" PUDDLE WELD @ 12" O.C. (36/4 PATTERN) PUDDLE WELD @ 12" O.C. (6) WELDED SIDELAPS B 5/8" PUDDLE WELD @ 6" O.C. (36/7 PATTERN) PUDDLE WELD @ 6" O.C. (6) WELDED SIDELAPS NOTES: 1. ALL PUDDLE WELDS TO BE 3/4"0 FUSION TYPE (UNO). 2. WELDS TO BE MADE FOLLOWING AWS D1.3 SPECIFICATIONS BY QUALIFIED WELDING OPERATORS. 3. ALL DECK END LAPS TO BE A MINIMUM OF 2". 4. SEE SECTIONS AND DETAILS FOR ADDITIONAL WELDS REQUIRED. 5. AS AN ALTERNATE, HILTI X-ENP-19 DECK PINS MAYBE USED IN LIEU OF 5/8" PUDDLE WELDS. IOOF FRAMING NOTES 1. ALL METAL ROOF DECK SHALL BE 1.5" TYP B 22GA (G60) TYP. SEE SCHEDULE AND NOTES ON THIS SHEET FOR ATTACHMENT 2. L-# INDICATES PRECAST LINTEL, SEE SCHEDULE ON S0.3 3. BB-# INDICATES MASONRY BOND BEAM, SEE SCHEDULE ON SHEET S0.3 4. PROVIDE A 8x8 MASONRY BOND BEAM (BB-1/BB-4) W/ (1) #5 CONT. AT THE TOP OF ALL WALLS. PROVIDE AN 8x16/12x16 MASONRY BOND BEAM (BB-2/BB-5) AT ALL JOIST AND DECK BEARING LOCATIONS W/ (1) #5 CONT. TOP AND BOTTOM, TYPICAL 5. VERIFY ALL TOP OF PARAPET W/ ARCH DRAWINGS. 6. PROVIDE A CONTINUOUS BB-1/BB-4 AT WALL MID -HEIGHT ALIGNED WITH TOP OF DOORS, TYP. ROOF PLAN 7. SEE ARCH. FOR DIMENSIONS NOT SHOWN, TYP. SCALE: 1 /4" = 1'-0" 8. THE G.C. SHALL VERIFY WEIGHT AND LOCATION OF ALL MECH'L EQUIPMENT TO BE SUPPORTED BY ROOF STRUCTURE W/ MECH'L & EQUIPMENT SUPPLIER PRIOR TO FABRICATION AND CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT AND ENGINEER. 9. JOIST BRIDGING SHALL BE PER JOIST MANUFACTURER'S RECOMMENDATIONS. PROVIDE UPLIFT BRIDGING AT ENDS OF JOISTS. 10. ALL BEAMS SHOWNS L- ARE OVER OPENINGS, TYP. 11. ALL METAL STUDS SHALL BE SHEATHED WITH 5/8" DENSGLASS W/ #10 S-TYPE BUGLE HEAD SCREWS AT 6" O.C. ALONG EDGES INT. SUPPORTS. 12. PROVIDE MW-2 OVER ALL OPENINGS WIDER THAN 4'-0". GUTHERMAN STRUCTURAL INC. 100 130 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 P 407.701-0875 A+ m AMIu erman STRUCTURAL U Ono Z W o W Lr) 0 a O�� o� UwC°�z Y � Q ►� Q v x�=�� Uzc) .r N W N LL 05-11-18 rri GUT H ERM''��,,��. •.lC E NSF -9 No.60880 0 STATE OF R • SIONAL �/,III11111��� John Gutherman Jr., P.E. FL. REG. ##6o88o 0 0 0 0 CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: xxxxx STORE NUMBER: xxxxxx TENANT SHELL ZEPHYRHILLS, FLORIDA ROOF FRAMING PLAN S2mO PLOT DATE: 5-11-18 7 rl I I I I I I C.M.U. WALL BEYOND, SEE PLAN AND SCHEDULE STOREFRONT, SEE ARCH I I (1) #4 CONT. 18' 1/2" ISOLATION JOINT, I i #5 X 12" 1 AT 24" O.C. TYP. CONC. SLAB ON GRADE, SIDEWALK, SEE CIVIL I I SEE PLAN NOTES T/SLAB SEE PLAN 1 10 MIL VAPOR BARRIER, OL T/FOOTING TYP. SEE PLAN #5 AT 24" O.C. • • CONC. FOOTING, SEE PLAN ih 3 ,,/ , AND SCHEDULE NOTE: FILL ALL BLOCK CELLS STANDARD ACI HOOK, TYP. WITH 3000 P.S.I. CONCRETE BELOW GRADE SECTION 1 3/4" = 1'-0" S3.0 CORRUGATED MASONRY TIES Al 16" O.C. TO EXIST CMU EXISTING WALL T/EXIST. SLAB FIELD VERIFY mr T/EXI; FIELD EXISTING FOUNDATION G.C. TO VERIFY LOCATIC OF EXISTING FOUNDATII PRIOR TO CONSTRUTIVIN OF NEW FOUNDATIONS C.M.U. WALL, SEE PLAN AND SCHEDULE 1/2" ISOLATION JOINT, 1/2" ISOLATION JOINT, TYP. TYP. CONC. SLAB ON GRADE, SIDEWALK, SEE CIVIL S SEE PLAN NOTES OL T/SLAB SEE PLAN 10 MIL VAPOR BARRIER, TYP. OIL T/FOOTING SEE PLAN • • CONC. FOOTING, SEE PLAN AND SCHEDULE NOTE: FILL ALL BLOCK CELLS STANDARD ACI HOOK, TYP. WITH 3000 P.S.I. CONCRETE BELOW GRADE BECMON 2 3/4" = 1'-0" �-O IM L MA1011114U krICLU VCI'iIP'T) UVVVCL /11VU CPVAT I Vr NIVU DV I I OM BARS INTO EXISTING FOOTING w, EMBED) AND LAP 24" WITH FOOTING REINF. AT ALL LOCATIONS WHEN POURED AGAINST THE EXISTING FOOTINGS TYP. SECAMIN 6 3/4" = 1'-0" S3.0 #4 CONT 1" DRIP SEE ARCH. FINISH GRADE, SEE CIVIL 1° #5 X 18" AT 24" O.C. CONC. SLAB ON GRADE SEE PLAN SEE PLAN BACKFILL PER GEOTECHNICAL ENGINEER'S RECOMMENDATION 8" CMU WALL W/(1) #5@48"O.C. OL T/FOOTING SEE PLAN "CONC. FOOTING, SEE PLAN STANDARD ACI HOOK, TYP. AND SCHEDULE SECMON (10�) 3/4" = 1'-0" �_O I C.M.U, WALL BEYOND, SEE PLAN AND SCHEDULE STOREFRONT, SEE ARCH I I I I I (1) #4 CONT. 18" 1/2" ISOLATION JOINT, I I #5 X 12" AT 24" O.C. TYP. RAMP, SEE PLAN I I CONC. SLAB ON GRADE, SEE PLAN NOTES RAMP, SEE PLAN OL T/SLAB SEE PLAN Z 10 MIL VAPOR BARRIER, #5 AT 24" O.C. r/2" ISOLATION JOINT, Y T/FOOTING SEE PLAN •/ • STANDARD ACI HOOK, TYP. SECTION 3 3/4" = 1'—O" S3.0 (FIELD VERIFY) TYP. NEW COLUMN FOOTING AT EXISTING WALL N.T.S SECTION 7 3/4" = 1'-0" �-O C.M.U. WALL, SEE PLAN AND SCHEDULE (1) #4 CONT 18" #5 X 12" 1— AT 24" O.C. CONC. SLAB ON GRADE, SEE PLAN NOTES OL SLAB SEE PLAN 10 MIL VAPOR BARRIER, TYP. T/FOOTING SEE PLAN —CONC. FOOTING, SEE PLAN • • CONC. FOOTING, SEE PLAN AND SCHEDULE CT AND SCHEDULE NOTE: FILL ALL BLOCK CELLS NOTE: FILL ALL BLOCK CELLS STANDARD ACI HOOK, TYP. WITH 3000 P.S.I. CONCRETE WITH 3000 P.S.I. CONCRETE BELOW GRADE BELOW GRADE SECMON 4 3/4" = 1'-0" �-O G MASONRY :IELD VERIFY) G SLAB AND 4TION (FIELD ;ONT. DTING IIFY) C.M.U. WALL, SEE PLAN AND SCHEDULE 1/2" ISOLATION JOINT, 1/2" ISOLATION JOINT, TYP. TYP. CONC. SLAB ON GRADE, SIDEWALK, SEE CIVIL SEE PLAN NOTES T/SLAB SEE PLAN 10 MIL VAPOR BARRIER, TYP. OL T/FOOTING SEE PLAN • • CONC. FOOTING, SEE PLAN r' ` AND SCHEDULE NOTE: FILL ALL BLOCK CELLS STANDARD ACI HOOK, TYP. WITH 3000 P.S.I. CONCRETE BELOW GRADE SECTION 5 3/4" = 1'—O" �-0 1° EXISTING CONC. SLAB #4 CONT. #5 X 18,-AT 24" O.C. DRILL AND EPDXY DOWEL #4 REINF. AT 24" O.C. MAX., CONC. SLAB ON GRADE SEE PLAN 6" EMBED Ste— L OL T/SLAB NEW CONCRETE SLAB SEE PLAN ON GRADE ao NEW SLAB TO EXISTING SLAB DETAIL SECTXM Ki� 3/4" = 1'—O" S3.0 CONC. SLAB ON GRADE, SEE PLAN NOTES BACKFILL PER GEOTECHNICAL %/�K ENGINEER'S RECOMMENDATIONS `/\\ 8" CMU WALL W/(1) #5 @ 48" O.C. • / • BACKFILL PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS NOTE: FILL ALL BLOCK CELLS WITH 3000 P.S.I. GROUT BELOW GRADE —CONC. FOOTING, SEE PLAN STANDARD ACI HOOK, TYP. AND SCHEDULE SECTION 9 3/4" = 1'-0" �-O GUTHERMAN STRUCTURAL INC. t30 CROWN OAK CENTRE DRIVE LONGVVOOD, fL 32750 F' 407.7ot.o875 Amu erman miSTRUCTURAL 05-11-18 GVT H ERM''�e � qy .,i , �-1C E NSF N0.60880 STATE OF isSIONAL. ill/IitI 0 John Gutherman Jr., P.E. FL. REG. #6o88o CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA FOUNDATION SECTIONS S3mO PLOT DATE: 5-11-18 OL T/CMU WALL SEE PLAN SINGLE K.0 BLOCK W/(1) #5 CONT. TOP AND BOTT. GROUT SOLID OL JST. BRG. SEE PLAN DBL. K.0 BLOCK W/(1) - #5 CONT. TOP AND BOTT. GROUT SOLID CMU WALL, SEE CAP PLATE (A36) - 10"x10"04" STEEL JOIST GIRDER (SEE PLAN) METAL DECK —\ L 2x2x1/4" WELDED TO EACH LEG OF JOIST GIRDER BOTTOM CHORD (TYPICAL). L3x3x1/4"xCONT. ATTACHED W/ 5/8" DIA. x 4" EMBED STAINLESS STEEL ExP. BOLTS @ 48" O.C. IN GROUTED CELLS METAL ROOF DECK SEE PLAN STEEL JOIST SEE PLAN 7x7x3/8" EMBED PLATE W/(2)-5/8"0 x 5" LG. H.S. SEE DETAIL A -A sECTION � 3/4" = 1'-0" �-O SECTION 5 3/4" = 1'-0" �-O METAL DECK (SEE PLAN) EXISTING WALL STEEL JOIST SEE PLAN STABILIZER PLATE 4404", DO NOT WELD STEEL COLUMN (SEE PLAN) EXISTING WALL ob T/CMU WALL SEE PLAN SINGLE K.0 BLOCK W/(1) #5 CONT. TOP AND BOTT. GROUT SOLID OL JST. BRG. SEE PLAN DBL. K.0 BLOCK W/(1) #5 CONT. TOP AND BOTT. GROUT SOLID CORRUGATED MASONRY TIES, 16" O.C. TO EXIS CMU EXISTING WALL L3x3x1/4"xCONT. ATTACHED W/ 5/8' -IA. x 4" EMBED STAINLESS STEEL ExP. BOLTS @ 48" O.C. IN GROUTED CELLS METAL ROOF DECK RFF PI AN STEEL JOIST SEE PLAN 7x708" EMBED PLATE W/(2)-5/8"0 x 5" LG. H.S. SEE DETAIL A -A CMU WALL, SEE PLAN `PRECAST LINTEL, SEE PLAN AND SCHEDULE WINDOW/DOOR, SEE ARCH SECTION 2 3/4" = 1'-0" �-O 3/4" = 1'-0" S4.0 L3x3x1/4"xCONT. ATTACHED TO EXISTING WALL W/5/8" DIA. x 4" EMBED STAINLESS STEEL EXP. BOLTS @ 16" O.C. IN GROUTED CELLS METAL ROOF DECK SEE PLAN STEEL JOIST SEE PLAN SECTION 9 3/4" = 1'-0" �_O T/CMU WALL SEE PLAN EXTEND BC BOTTOM Cnunu ur ivla I unucn run J 1 MDIL L I T AND UPLIFT FORCES AS DETERMINED BY JOIST MANUFACTURER (MIN. AT MIDSPAN OF JOIST GIRDER). OL T/CMU WALL SEE PLAN SINGLE K.0 BLOCK W/(1) ---� #5 CONT. TOP AND BOTT. GROUT SOLID DBL. K.0 BLOCK W/(1) #5 CONT. TOP AND BOTT. GROUT SOLID L3x3x1/4"xCONT. ATTACHED W/ 5/8" DIA. x 4" EMBED STAINLESS STEEL ExP. BOLTS @ 16" O.C. IN GROUTED CELLS METAL ROOF DECK SEE PLAN BRIDGING SEE PLAN L 3x3x3/16" STEEL ANGLE AS NEEDED FOR BRIDGING SUPPORT AT WALL WITH 1/2"0 EXP BOLTS (4" MIN. EMBED) INTO FILLED CELL CMU WALL, SEE PLAN SECTION 3 3/4"=1'-0" �-O (SEE PLAN) 3/4" V-0" K�7 T/CMU WALL SEE PLAN SINGLE K.0 BL.°-K W/(1) #5 CONT. TOP 'AND BOTT. GROUT SOLID OL B/ DECK VARIES SEE PLAN STEEL JOIST SEE PLAN DBL. K.0 BLOCK W/(1) #5 CONT. TOP AND BOTT. GROUT SOLID C.M.U. WALL (SEE PLAN) GROUT C.M.L COURSES AS REQUIRE[ 7-1 /2x 12"x 3/4' PLATE W/( x 6" LONG HEADED STUI DOUBLE K.O. W/ (1) #5 TOF (FULLY GROL VERTICAL - (SEE PLAN) L3x3x1/4"xCONT. ATTACHED W/ 5/8" DIA. x 4" EMBED STAINLESS STEEL ExP. BOLTS @ 16" O.C. IN GROUTED CELLS METAL ROOF DECK SEE PLAN BRIDGING SEE PLAN L2-1/2x2-1/2x1/4" (2)-5/8"0 x 4" EMBED ExP. BOLTS CMU WALL, SEE PLAN PRECAST LINTEL, SEE PLAN AND SCHEDULE WINDOW/DOOR, SEE ARCH SECTION 4 3/4" = 1'-0" �-O TO FULLY GROUTED CELLS SECTKM 8 3/4" = 1'-0" �-O CHORD ANGLES. STEEL JOIST SEE PLAN GUTNERMAN STRUCTURAL INC. :130 CROWN OAK CENTRE DRIVE LONGWOOD, FL 32750 P: 407.701-0875 Ml uLherman STRUCTURAL V F*1 I�1 w A O o nS 'J � D Lo ll O O N ���I _ u �z Lu Y ay u vz��� N Lli N 2 cr 04 05-11-18 -f H No. 60880 ' STATE OF sIONAL rrrrriiii►���� John Gutherman Jr., P.E. FL. REG. #6o88o CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA STRUCTURAL FRAMING SECTIONS S4mO PLOT DATE: 5-11-18 DOOR BUTTS LOCKS CLOSERS KICKPLATE THRESHOLD STOP DOOR LOCATION DOOR SIZE m0 w MISCELLANEOUS DETAIL LOCATIONS DOOR NOTES NO. Lz a w pLL Q J a 1 2 3 4 1 2 3 4 5 6 1 2 3 1 2 3 4 1 2 3 4 1 2 3 w cQY7 C6 w , X [n LL.cr_ V Q = W 0 N > cls v W m ¢ 8 ? Cw7 O x c� �? �J� ZO ►= Z O O m Z� r m 12 g W } m 0 J ¢ 2 N N v (7 ¢ m X a Z �_ Z w pNp}� Q d j W Q �� r z m r p U ? ` _ m x b x o x . ao } w J Q io .- ,�c 'v d r to .-. m S z m w m n ,n 0 F- rn Z Q w a:W Q O w w W � N � w F N ww to p w caw H Y W O N Q o O `vi o o ai � ai a a w w w � �'� >O ¢ 2 m g ¢ > 2 9 p U z Q vli v� v � 3 g r 06 9� o[ a o x O 9 V co p0 CC a = m z = z z z0 M cacd� cd � O a a a a ¢ L] _ cn co a N N Z a O Z� O O Q O C.) Q Q Q F' ¢ U 0 Z !A J W W �� Q xm � W Q Q co J W p O Q Q Q O p Q r r r W J 0 � 3 Z O �-+ m> W J m U r a a a LL z o _ m cn v> > a LL = a a v� to � U a Z , m 1 DINING 6!-V x T-0' x 1-3/4' A AL AL X X X X X X 13/A6.0 20/A6.0 3/A6.0 8, 9,11 2 DRIVER 3-9 x 7'-0' x 1-3/4' B HM HM X X X X X 17/A6.0 19/A6.0 18/A6.0 7, 11, 16 3 DELIVERY 3-6 x T-0' x 1-3/4' B HM HM X X X X X 17/A6.0 19/A6.0 18/A6.0 7,11,16 TYPICAL EXTERIOR WALL: 8' CMU. FURR INTERIOR WITH 1-1/2' CONTINUOUS DOW THERMAX HEAVY DUTY POLYISO (139.8), OVERLAID WITH 2x4 STUDS LAID FLAT UO.N.. EXTEND FURRING TO 10-6'. EXTEND INSULATION TO ROOF DECK. WALL SUBSTRATES: PROVIDE 1/2' CEMENT BOARD TO 12 A.F.F. PROVIDE t GYPSUM WALL BOARD FROM 12' A.F.F. TO 10-9. GLASS SCHEDULE (: 1' INSULATED GLASS © 1' INSULATED TEMPERED GLASS © 1/4• TEMPERED GLASS NOTE: SHADING COEFFICIENT SPECIFICATION PER LOCAL CODE REQUIREMENTS. DAYTIME VISIBILITY INTO DINING ROOM SHALL BE MAINTAINED. NOTES: 1. SEE SCHEDULE FOR GLASS TYPES. 2. REFER TO FLOOR PLAN, ELEVATIONS AND WALL SECTIONS FOR ROUGH OPENING DIMENSIONS. 3. ALL STOREFRONT MATERIAL AND GLAZING SHALL BE SUPPLIED AND INSTALLED BY U.O.N. 4. ALL ALUMINUM DOOR AND WINDOW FRAMES SHALL BE BLACK ALUMINUM FINISH. 5. REFER SPECIFICATIONS FOR GLASS & ALUM. STOREFRONT. DOOR SCHEDULE 1/4'=1'-o' DIMENSIONS: ALL DIMENSIONS ARE TO FACE OF STUD OR FACE OF CMU U.O.N. REFER TO FOUNDATION PLAN FOR FACE OF CONC. DIMENSIONS. WINDOWS / DOORS: SEE SHT. A1.1 FOR WINDOW TYPES AND DOOR SCHEDULE. B. ALL DOOR AND WINDOW OPENING DIMENSIONS ARE TO ROUGH OPENING. N CV N �o N 0 r 9-3Y' R.O. © © B © Q a:) a / / / � © \ / B b O BLACK ALUMINUM FINISH 34' DOOR A ULL o � BLACK -f ANOD. O ALUM. THE GENERAL CONTRACTOR SHALL PROVIDE YKK STOREFRONT, FLORIDA PRODUCT APPROVAL: #FL25676 0 ff- 71B] DELIVERY DOOR: CURRIES, MODEL 707 FLORIDA PRODUCT APPROVAL #FL8394-R5 1. NOT USED. 2. NOT USED. 3. NOT USED. 4. NOT USED. 5. NOT USED. 6. NOT USED. 7. INCLUDES PANIC HARDWARE, ORDERED THRU LOCKNET SECURITY DOORS, (1-800-887-4307). PROVIDE PUSH/PULL BARS. (ROCKWOOD GEOMETEK #RM790216 8. MOUNT VERT.'PULL!) (#RM7902 36' MOUNT HORIZ.'PUSH•) M N N N 0 T 13 As.o T-10' R.O. 3-8' 2 O O © © O Lr o T � B 4 A7.1 BLACK ALUMINUM FINISH PEEP HOLE AT EXTERIOR ONLY KICKPLATE O INTERIOR SIDE ONLY 20 A6.0 DOOR/WINDOW ELEVATIONS I B O PROVIDE (; STEEL STUDS, PERPENDICULAR TO INSULATION AT THIS LOCATION. O ELECTRICAL MAIN SWITCH BOARD. REFER TO ELECT DWGS O PROVIDE ELECTRICAL PANELS, SEAM -RECESSED. MAINTAIN CONTINUOUS INSULATION. ® GAS METER LOCATION. O PROVIDE 3-5Ar STEEL STUDS, PERPENDICULAR TO E)GSTING WALL AT THIS LOCATION. © COLUMN. SEE STRUCTURAL O PROVIDE 5V SQUARE LANDING, 4' THICK, VNTH THICKENED EDGES ® CONCRETE LOADING RAMP. SEE STRUCTURAL_ O PROVIDE i3 WIDE BY (' TALL CONCRETE CURB WITH STEEL RAILING AT EDGES OF LANDING AND RAMP. 1 Q E)GSTING CMU WALL CALCULATED AS A 2-HOUR FIRE WALL TO PARAPET. NO PENETRATIONS ALLOWED. 11 EASTING CONCRETE/CMU PIER. REMOVE ALL FINISHES PFIOR TO START OF CONSTRUCTION. 12 CONCRETE FLOOR SLAB. TENANT SHALL BE RESPONSIBLE FOR FLOOR FINISHES 9 STOREFRONT DOOR PANIC HARDWARE SHALL BE: DOR-O-MATIC 2092 RIM PANIC HARDWARE AND EXTERIOR PULLS WITH QUALITY #520 DOOR PULL 10. NOT USED. 11. MAXIMUM DOOR OPERATING PRESSURE: 5 LBS INTERIOR: 8.5 LBS EXTERIOR MEASURED AT 90 DEGREES TO THE DOOR AT THE STRIKE EDGE. 12. NOT USED. 13. NOT USED. 14. NOT USED. 15. NOT USED. 16. PROVIDE WIDE ANGLE PEEP HOLE AT 49 A.F.F. DOOR SCHEDULE NOTES D 0 v w m z Lu co LEE B. •:7 m • MANSKEIa rr d AR97470 ;• z ' q ui Y co z Q 18009 0 0 0 0 0 m w Lq CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: xxxxx C TENANT SHELL ZEPHYRHILLS, FLORIDA PHASE 1 SHELL FLOOR PLAN 100 WALL LEGEND GENERAL DOOR/WINDOW NOTES I F FLOOR PLAN NOTES t KEY NOTES PLOT DATE: 5-12-18 9 PROVIDE MIN 6' WIER AND 2 HEAD FOR MAIN SCUPPER AND OVERFLOW OPENINGS 22 GA. G.I. CONDUCTOR HEAD WALL BASE FLASHING SYSTEM 22 GA G.I. SCUPPER FLASHING- SET PRIMED FLANGES INTO ROOF CEMENT OVER FIELD ELASTOMERIC PLIES AND NAIL FLANGES TO ALL SEALANT ON SUBSTRATE SURFACES USING ALL SIDES APPROPRIATE FASTENERS SEAL CUT EDGES AT SCUPPER OPENING USING WOVEN GLASS FABRIC EMBEDDED INTO AND COVERED WITH FLASHING CEMENT SYSTEM CAP SHEET FLASHING SHEET NOTE: ALL SEAMS @ FLASHING TO BE SOLDERED 2 0 Q WATERPROOFING: A. PAINT UNDMIDE OF PARAPET CAP FLASHING WITH FACTORY BONDED PAINT GRIP OR PRIMER. B. TOP NAILING AT PARAPET CAP FLASHING WILL NOT BE ACCEPTED. C. PENETRATIONS IN ROOFING MEMBRANE AND FLASHING SHALL ONLY BE MADE AS INDICATED ON THE DRAWINGS OR SPECS. D. SEE SPECIFICATIONS FOR SEALANT SPECS. E. ALL SHEET MTL FLASHING SHALL BE 22 GA MIN. O BUILT-UP FOAM ROOF CRICKETS. SEE DETAIL 12/A6.0. O SCUPPER AND DOWNSPOUT. SEE DETAIL D/A3.0. O CHANGE IN PARAPET ELEVATION SEE DETAIL 7/A6.0. ® GALVANIZED METAL PARAPET CAP. SEE DETAIL 2 & 5/A6.0. 'DURO-LAST SINGLE PLY ROOF MEMBRANE OVER ONE LAYER OF 1/2 RIGID POLYISO O INSULATION BOARD OVER TWO LAYERS OF 2 POLYISO OVER ROOF DECK OVER TRUSSES. PROVIDE MEMBRANE WITH 60 MIL THICKNESS. INSTALL PER MANUFACTURERS SPECIFICATIONS. © OVERFLOW SCUPPER, SEE DETAIL D/A3.0. O ADJACENT EXISTING ROOF TO REMAIN. PROVIDE DUROLAST UP PARAPET OF EXISTING WALL AND TURN OVER PARAPET. ® PROVIDE NEW COPING. U z 0 A O � M O �DL 00 U cr�*" M co I\ Wco �Lo wp � D c!) VoC zUc)c~/) N w mot N � LL a 0 X Q W OF,F40 z Lu • MANSKE U Cn ' •. R97470 C� - Y Q DO W W J 18009 0 0 0 0 0 0 0 0 0 CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXX C TENANT SHELL ZEPHYRHILLS, FLORIDA ROOF PLAN 3mO DESIGN AND SIZE PER LOCAL REQUIREMENTS SCUPPER FLASHING ROOF PLAN NOTES I C KEY NOTES PLOT DATE: 5-12-18 F ---- �' T.O. PLATE — — — TRUSS BEARING Lol NORTH ELEVATION 1/4•=1,-(r 2 3 121 mm 121 19'-51/2 T.O. PLATE _ 13'-4' — — TRUSS BEAR 4 17 EAST ELEVATION 1/4•=1w MISCELLANEOUS A. SEE SCOPE OF WORK FOR RESPONSIBILITIES. B. CONTINUE WALL FINISHES BEHIND ALL SIGNS, LIGHT FIXTURES, LADDER, COLLECTOR HEADS, DOWNSPOUTS AND ELECTRICAL SWITCHGEAR/PANELS. C. REFER TO A8.1 FOR NATIONAL ACCOUNT PRICING CONTACTS. SEALERS (REFER TO SPECS) D. SEALANT AT ALL WALL AND ROOF PENETRATIONS. E. SEALANT AT ALL WINDOW AND DOOR FRAMES AT HEAD AND JAMB. DO NOT SEAL SILL @ WINDOWS. LEGEND STANDING SEAM METAL PANEL - SEE EXTERIOR FINISH SCHEDULE ITEM #4 GENERAL NOTES N/A I F 1O STOREFRONT, TYPICAL O2 SWITCH GEAR. PAINT TO MATCH WALL SECURITY DOOR SEE SHEET A1.0. ® PARAPET COPING. PAINT IN FIELD. SEE DETAIL 2/A6.0. Q COLUMN GRID. © NOT USED. O GAS METER. DO NOT PAINT. ® WALL SHALL BE FINISHED PRIOR TO INSTALLATION OF SWITCHGEAR. O SCUPPER, COLLECTOR, AND VERTICAL DOWNSPOUT G MIN. PAINT TO MATCH ADJACENT WALL 10 WALL PACK LIGHT FIXTURE. 11 STOREFRONT DOOR. REFER TO DOOR SCHEDULE, SEE SHEET A1.1. 12 PROVIDE 6' SOUARE DOWNSPOUTS OVERFLOW SCUPPER. INSTALL? HIGHER THAN MAIN SCUPPER. COORDINATE 13 WITH SLOPED INSULATION. 14 EXISTING SHOPPING CENTER BUILDING. 15 STO POWERWALL STUCCO. 16 LOADING AREA AND RAMP. 17 STANDING SEAM MATERIAL MOUNTED VERTICALLY. U z Z G� W rn A o � M 0 U-) �]00 P U cj""ll cy U)0� UWU)L9Z v 0) 0 cr V2Uciti cc W �4 N 2 LL °dr W z Lu R•. �'o tee•- •.••' LEE B. : m • MANSKE 1 Z �tl-; °C a 11% AR97470 ui Y co z Q QO W W J 18009 CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXX C TENANT SHELL ZEPHYRHILLS, FLORIDA EXTERIOR ELEVATIONS A4.0 KEY NOTES N/A I G I PLOT DATE: 5-12-18 PIPE SAFE1 LOADING AREA A SE s �, �-o / \ EL19-4•-•-•-•-•---•-•-•-•- - - - �- T.O. CMU EXTEND DUROLAST EXTEND DUROLAST. ROOFING OVER PARAPET. ROOFING OVER PARAPET. 8" DUROLAST SINGLE -PLY tOOFING MEMBRANE OVER /2" RIGID AND TWO LAYERS 8" CMU. bF 2" POLYISO INSULATION. INSTALL PER MFR. INSTRUCTION. DUROLAST SINGLE -PLY ROOFING MEMBRANE OVER 1/2" RIGID AND TWO LAYERS OF 2" POLYISO INSULATION. INSTALL PER MFP, INSTRUCTION. 1 1/2" ROOF DECK SEE STRUCT. ROOF TRUSS. SEE STRUCT. SUBSTRATE OVER 2x4 LAID FLAT AT PANEL POINTS AND 16" O.C. EXTEND TO 10'-6" MIN. 1-10 DOW THERMAX HEAVY DUTY RIGID INSULATION. EXTEND TO ROOF DECK FOUNDATION AND SLAB. SEE STRUCT. 1 1 /2" ROOF DECK SEE STRUCT. ROOF TRUSS. SEE STRUCT. 1-1/2" DOW THERMAX HEAVY DUTY RIGID INSULATION. EXTEND TO ROOF DECK FOUNDATION AND SLAB. SEE STRUCT. FUTURE CEILING HEIGHT I u GALVANIZED COPING. PAINT IN FIELD. LAP SIDING FLASHING ...... ...... - - _ _EL.14_-S'_jj�. B.O. LAP SIDING 8" STO POWERWALL STUCCO BAND FLASHING TO MATCH STANDING SEAM SUBSTRATE OVER 2x4 LAID FLAT AT PANEL POINTS AND 16" O.C. EXTEND TO 10'-6" MIN. ' STANDING SEAM ROOFING HUNG VERTICALLY 8" STO POWERWALL STUCCO BAND _ _ _ _ _ _ _ _ _ _EL1_0'-0 3/8" WINDOW HEAD R.O. STOREFRONT. SEE SHEET A1.0. SIDEWALK. SEE CIVIL. • U V M�1 w O o °C w Lo' o �QO U�cy (o w 00 z �Y6o ~ Q Q v x�=�F­ UZ(.3cy)cl) ._. N N LU ., cr- �N 2 cr LL • • 1� 0 v w U) z w OF _U Al LEE B. 7r f • a z ��� • AR97470 � �V _ g _ F '• w Y N t z Q 2 m w 18009 0 0 0 0 0 0 0 A CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: X)0000C TENANT SHELL ZEPHYRHILLS, FLORIDA WALL SECTIONS WALL SECTION AT DRIVE THRU 3/4• = "-(r I C I WALL SECTION AT REAR WALL/SECURITY DOOR 3/4" = 1'-q I B I WALL SECTION AT FRONT/ WINDOW 3i4• = 1--0• ■ PLOT DATE: 5-12-18 GALVANIZED METAL LINTEL. SEE STRUCTUR SEALANT & BACKER RC IPAINTABLE I FLASHING. SERVICE D SCHEDULE BACK FROI NOTE: SEE FLOOR FINISH PLAN FOR FLOOR FINISHES SERVICE DOOR - — SEE DOOR SCHEDULE AND SCOPE OF WORK FINISH FLOOR--�,, OVER CONCRETE SLAB ADA COMPLIANT — ALUMINUM THRESHOLD - SET IN SEALANT l� PRE -MOLDED EXPANSION JOINT urnnro SEE AL HEAD @ SERVICE DOOR 17 I� THRESHOLD @ SERVICE DOOR 1 18 1 CMU - MASONRY WAL ANCHORS. MIN (4) PER SIDE SEALANT & BACKER ROD SERVICE DOO' SCHEDULE-S BACK FROM F...._ ... ....... JAMB @ SERVICE DOOR 1 191 SUBSTRATE - SEE SHEET A1.0 —� ANODIZED ALUMINUM WINDOW FRAME - SEE WINDOW SCHEDULE. DEBRIS IMPACT BACKER ROD GLAZING. SEE SHE4 AND SEALANI A1.1 TYPICAL WINDOW JAMB DETAIL 1201 ALUM. FLASHING SAME FIN. AS WINDOW FRAME. R.O. 3/40 BACKER ROD & SILICONE ANODIZED ALUMINUM WINDOW FRAME - SEE WINDOW SCHEDUI ALIGN FRAME AS SHOWN HEADER - SEE STRUCTURAL . d Q — LAG BOLT & WASHER TYPICAL WINDOW HEAD 1131 ANODIZED ALUMINUM WINDOW FRAME - SEE WINDOW SCHEDULE. - GLAZING. SEE SHEET A1.1 - -- ----- --------- ---------- ------- ANODIZED METAL SILL LAP & GAP WOOD SIDING ON W WOOD FURRING AT 16' O.C. AIR & MOISTURE BARRIER FLASHING LAPPED 21/2' OVER ALUM. FLASHING — KEEP 1/4' CLEAR GAP BETWEEN SIDING & ACCENT BAND FOR FLASHING WEEPING FLASHING 8' STUCCO STRIP FLASHING STANDING SEAM METAL PANEL SYSTEM ON AIR & MOISTURE BARRIER ON EXISTING SHEATHING STANDING SEAM METAL PANEL SYSTEM ON AIR & MOISTURE BARRIER ON EXISTING SHEATHING FLASHING CMU 8' STUCCO STRIP a STOREFRONT PIZZA HUT FINISH DETAIL 1 16 1 EXTEND DUROLAST ROOFING OVER PARAPET COPING. PAINT IN 24 GA. G.I. COVER PLATE FIELD. SET INTO SEALANT BEAD APPLIED ALONG BOTH MIN. SLOPE = 1'/ FT SIDES OF JOINT - SECURE USING SCREW THRU STEEL/NEOPRENE WASHER CENTERED OVER 1/4- GAP BETWEEN ADJACENT SECTIONS OF NEW COPING. ° SCREW THRU a NEOPRENE WASHER @ — W O.C. @ INSIDE FACE ONLY ° LAP & GAP SIDING ON SECURE OUTSIDE 3/8' WOOD FURRING FACE OF METAL @ 16' O.C. ON SECTIONS USING TWO EXISTING AIR & NAILS THRU SLOTTED MOISTURE BARRIER & HOLES UNDER COVER SHEATHING PLATE ° CMU a 24 GA. G.I. CAP FLASHING PIZZA HUT PARAPET DETAIL N.T.S. I 9 i �— COUNTER FLASH @ EXTERIOR FACE NOTE: JOINTS ARE TO OCCUR AT 10-0- MAX. COPING JOINT N.T.S. 5 2' EMBED. ® TERMINATION BAR AT TYPICAL HEIGHT OF 18- ABOVE ROOF DECK ® SINGLE 2X TOP PLATE. O FACTORY PAINTED 24 GAUGE PARAPET COPING. SLOPE 1/4:1 TOWARDS O DUROLAST SINGLE -PLY ROOFING MEMBRANE ON BACKSIDE OF ROOF WITH FIBER CANT STRIPS UNDER COPING. LAP FRONT AND BACK PARAPET. EDGE 20 DOWN VERTICAL FACE. LAP EXPOSED COPING EDGE EXPOSED ENDS AT VERTICAL PARAPET TRANSITION. IMPORTANT: ONLY FASTEN PARAPET COPING ALONG THE FRONT AND BACK VERTICAL EDGE. NEVER ON TOP OF COPING. PARAPET CAP AND DUROLAST TRANSITION AT LADDER OPENING 1•=1'-a' 7 DURO-LAST SINGLE — PLY ROOF MEMBRANE — BUILT-UP RIGID INSUL CRICKET OVER PLYWOOD ROOF DECK RIGID INSULATION OVER 2x FRAMING SLOPE PER I ROOF PLAN STEEL ROOF DIAPHRAGM FOAM CRICKETS 1 112N=1'-(r I12 4' 8 ; .. CONTACT LEE COBB WITH DURO-LAST AT 800434-3876 FOR ROOF MEMBRANE QUESTIONS. NOTES Oj PROVIDE A WOOD NAILER TO MATCH THE THICKNESS OF THE WALL FINISH. NOMINAL O THICK IS TYPICAL BUT MAY VARY. TOP OF WOOD NAILER SHALL BE FLUSH WITH TOP OF WALL FINISH. THE WOOD NAILER SHALL EXTEND AT LEAST 1/20 INCH BEYOND THE LOWER HORIZONTAL EDGE OF THE PARAPET COPING TO ALLOW FOR PROPER FASTENING. O FASTENERS USED TO ATTACH THE COPING TO WOOD NAILERS, MUST BE SPACED NO GREATER THAN 18 - INCHES ON -CENTER. O ALLOW FOR 1/8 - INCH EXPANSION GAP BETWEEN 10-FOOT LENGTHS OF COPING. PROVIDE A COPING JOINT COVERS BETWEEN ENDS OF COPING PIECES AND AT CORNERS. JOINT COVERS SHOULD BE MADE FROM THE SAME MATERIAL AS THE COPING AND SHOULD LAP THE JOINTS A MINIMUM OF 6' ON EITHER SIDE. JOINT COVERS SHALL BE FASTENED THE SAME WAY AS THE COPING. O4 FIBER CANT STRIP SLOPED 1/4:12 TOWARDS ROOF.. O5 ROOF MEMBRANE TO GO OVER TOP OF PARAPET AND FASTENED TO NAILER ON EXTERIOR FACE OF WALL © FACTORY PAINTED 24 GAUGE METAL COPING WITH 4- DROP FRONT, BACK AND ENDS (WHERE SHOWN). O WALL FINISH: 12' SPLIT FACED CMU ® SINGLE 2X TOP PLATE ANODIZED) DOOR - SEE SCHEDULE CONCRETE ADA COMPL ALUMINUM' - SET IN SEA PRE-MOLDE EXPANSION PARAPET CAP N.T.S. 12 STOREFRONT DOOR SILL s'=1'-0' 3� ANODIZED ALUM. WINDOW FRAME WEEP HOLES SILL RECEPTOR W/ FASTENER 1/4' SETTING BED SIDEWALK 4 EXPANSION FILLER ALIGN AS SHOWN WITH 4 EDGE OF SLAB 4 4 4 a NOTE: SEE DETAIL 16/A6.1 FOR ADDITIONAL INFORMATION REGARDING WATER PROOFING AT AND NEAR WINDOWS / DOORS WILL (a9 FULL IiE1UliT OPENINGS 3-=1'-0" U z M�1 0 Z w o �3" Q o U1 cc 0 w L a �Qo p/c) C\l r� G7 IU Cc co U0Y�O w F-- Q l i Q cj Cc VzUcicf) N LLi w N 2i 04 w z w U 71 �•OF•FC r); • O co i LEE B. V d a • MA*Y z • d R97470 = .•• ���� Y rn r� w w J :11• CONTRACT DATE: BUILDING TYPE: ONE-OFF PLAN VERSION: N/A SITE NUMBER: XXXXX STORE NUMBER: XXXXXX TENANT SHELL ZEPHYRHILLS, FLORIDA CONSTRUCTION DETAILS ROOF 6mO PLOT DATE: 5-12-18