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C)LIL, 219 1 � � 1 LF PHASE 1 TENANT SHELL A. ALL WORK SHALL CONFORM TO THE 6th EDITION OF THE FLORIDA BUILDING CODE (2017), AND ALL OTHER APPLICABLE CODES, STANDARDS, AND REGULATIONS OF THE CITY OF ZEPHYRHILLS, 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 ARCHITECT'S OFFICE, D. DRAWINGS ARE BASED ON A SURVEY, DATED DECEMBER 1, 2015, PREPARED BY J.W. KENNEDY, AND IS INCLUDED IN THESE DOCUMENTS. E. 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. F. ALL PROPOSED SUBSTITUTIONS SHALL BE APPROVED BY THE ARCHITECT, IN WRITING, PRIOR TO INSTALLATION. G. RETAIN THE PROJECT GEOTECHNICAL ENGINEER TO PROVIDE OBSERVATION AND TESTING SERVICES DURING THE GRADING (INCLUDING UTILITY TRENCHES) AND FOUNDATION PHASE OF CONSTRUCTION. ALL TESTING AND INSPECTION REPORTS, INCLUDING FINAL SUMMATION LETTER, SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND OWNER. H. 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, OR OTHER RELATED FIRE PERMITS. ZEPHYR, LLC WILL PAY FOR ''CONNECTION FEES" ASSOCIATED WITH UTILITY PERMITS. PAY FOR TEMPORARY FACILITIES FEES AS REQUIRED TO COMPLETE THE WORK IN A TIMELY MANNER. I. PROVIDE EACH SUBCONTRACTOR WITH A COMPLETE AGENCY -PERMITTED DRAWING SET AT TIME OF CONSTRUCTION. J. ALL ABBREVIATIONS INCLUDED FOLLOW INDUSTRY STANDARDS. CONTACT ARCHITECT IF ANY ABBREVIATIONS ARE NOT CLEAR, K. GC SHALL SUPPLY AND INSTALL ALL ASPECTS OF THE PROJECT DESCRIBED IN THIS DRAWING SET UNLESS OTHERWISE NOTED. SEE SCOPE OF WORK FOR EXCEPTIONS. L. GRAPHIC AND WRITTEN INFORMATION ON DRAWINGS SHALL BE COORDINATED WITH ALL TRADES PRIOR TO INSTALLATION. M. 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. N. THE GENERAL CONTRACTOR SHALL ALLOW DOLLAR GENERAL VENDORS TO CONDUCT ON -SITE REVIEWS OF PROGRESS AT VARIOUS TIMES. 0. GENERAL CONTRACTOR SHALL PROVIDE PEST INSPECTION AND EXTERMINATION SERVICES PRIOR TO START OF WORK. PROVIDE INVOICES AND A REPORT FROM THE EXTERMINATION PROFESSIONAL TO THE OWNER UPON COMPLETION, P. GENERAL CONTRACTOR SHALL PROVIDE WEEKLY CONSTRUCTION PROGRESS REPORTS TO THE OWNER, TENANT, AND ARCHITECT. PROJECT GENERAL NOTES NAME ROOM NAME X ELEV. LETTER 1 � ELEV. SHEET SHEET NUMBER XO DOOR NUMBER 4 OAXX2—ELEVATION NUMBER WINDOW NUMBER / DECOR ITEM NUMBER 3 �X EXTERIOR WALL FINISH NUMBER CEILING HEIGHT OX KEY NOTE BLDG, SECTION LETTER X 000 EQUIPMENT NUMBER X AX. X XX ROOM FINISH NUMBER BLDG. SECTION SHEET DETAIL NUMBER INTERIOR ELEVATION DESIGNATION X "— DIRECTION OF DETAIL AX X ID SHEAR WALL TYPE (STRUCTURAL) DETAIL SHEET A REVISION NUMBER XXX 000 EQUIPMENT / FIXTURE NUMBER (M.E.P.) 0'-0" BLDG. HEIGHT INDICATES SUSTAINABLE DESIGN ELEV REFERENCE POINT GREEN REFER TO STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL SHEETS FOR SPECIFIC SYMBOLS GENERAL DRAWING SYMBOLS LEGAL_ JURISDICTION: CITY OF ZEPHYRHILLS FLORIDA-_l_____ BUILDING CODE:-_ 20.17 FLORIDA BUILDING CODE FAMILY 6� TH EDI-TION�__ LEASE AREA: 14030 S.F. OCCUPANCY: M TYPE CONSTRUCTION: TYPE II B TITLE/SITE T1.0 TITLE SHEET CIVIL SITE PLANS SUBMITTED UNDER SEPARATE COVER STRUCTURAL S1.0 STRUCTURAL GENERAL NOTES S1.1 STRUCTURAL FOUNDATION PLAN S1.2 STRUCTURAL FRAMING PLAN - - - S2.1 FOUNDATION FRAMING DETAILS -_ - ARCHITECTURAL D1.0 DEMOLITION FLOOR PLAN - - A1.0 FLOOR PLAN -_- A3.0 ROOF PLAN A4.0 EXTERIOR ELEVATIONS -- - - A5.0 WALL SECTIONS BUILDING AREA AND OCCUPANT LOAD BASED ON FINAL BUILDOUT PLAN A6.0 CONSTRUCTION DETAILS TYPE AREA FACTOR OCCUPANTS STORAGE/STOCK/SHIPPING 2982 S.F. 1:300 GROSS 10 GRADE FLOOR AREA (MERCANTILE) 10644 S.F. 1:30 GROSS 355 TOTAL 365 OCCUPANTS PLUMBING FIXTURE CALCULATION WATER CLOSETS LAVATORIES DRINKING FOUNTAIN SERVICE SINK REQ./ ACTUAL REQ / ACTUAL REQ./ACTUAL REQ. / ACTUAL MEN 1/3 1/4 1/2 1/1 WOMEN 1/5 1/3 PROJECT SUMMARY DEMOLITION AND ROUGH FINISH OF MERCANTILE TENANT SPACE. REMODEL OF EXISTING BUILDING FACE, PROJECT DESCRIPTION LEGAL DESCRIPTION ACCESSIBILITY ACCESSIBILITY TO BE ESTABLISHED DURING TENANT BUILDOUT MECHANICAL -_- PLUMBING NO PLUMBING WORK THIS PHASE UNLESS OTHERWISE NOTED - ELECTRICAL NO ELECTRICAL WORK THIS PHASE UNLESS OTHERWISE NOTED. 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 STRUCTURAL ENGINEER SHAYAH SMILEY 410 PEACHTREE PARKWAY, STE 4245 CUMMING, GA 30041 678.720.8189 CIVIL ENGINEER CORNELISON ENGINEERING & DESIGN, INC. 38039 OLD 5TH AVENUE 33542 813, 788, 7835 PROJECT DIRECTORY REVIEW DATE %C � CITY OF ZEPyYRH 2 i PLANSEXr�rv±►NER ILLS � ALL WORK SHALL COMPLY WITH PREVAILING CODES FLORIDA BUILDING CODE, NATIONAL ELECTRIC CODE, AND THE CITY OF ZEPHYRHILLS ORDINANCES Kl L 00 U r� ICI W 0 Lb 0 Lo CV 0 � Cy) ��� �UWwY� Z < �WDF-- vx0 rr=T- J UQzUc� N t u— M� 0 rzi- - 0 z w LLI >> z r- 'OE F "' C %`P . o o t 4$S: L w 97 �- m r, w J 18022 0 0 0 0 0 0 0 0 CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: 08.01.2018 N/A N/A N/A N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 it -SHELL ONLY jAu PHASE 1 �I U I TITLE SHEET T1 I ■ 0 SHEET INDEX PLOT DATE: SSA_ _'_RAL GENERAL NOTES - FBC 2017 1. GENERAL a.Provide construction conforming to the 2017 Florida Building Code. Reference to other standards, specifications, or codes means the latest standard or code published and adopted. b.Material tests and inspections are required per Chapter 17 of the 2012 International Building Code. Refer to the project Statement of Special Inspections for required tests and inspections. Special inspection reports and a final report in accordance with Section 1704.1.2 of the 2017 Florida Building Code at the time the building is approved for occupancy. c. The structural general notes apply except where indicated otherwise on the drawings or in the specifications. A detail shown for one condition applies for all like or similar conditions even though not specifically indicated on the drawings. d.Verify all existing conditions, dimensions, and elevations before starting work. Notify the Architect and Structural Engineer of Record in writing of any discrepancy. e.The Contractor is solely responsible for the design, adequacy, and safety of erection bracing, shoring, temporary supports, and all other means, methods, techniques, sequences, and procedures of construction. r ction. f. Coordinate the structural contract documents with architectural, mechanical, electrical, plumbing, civil, and all other consultants. Notify the Architect and Structural Engineer of Record in writing of any conflict and/or omission. g.Coordinate and verify floor and roof opening sizes and locations with architectural, mechanical, plumbing, and electrical drawings. For additional openings not shown on the structural drawings refer to the architectural and mechanical drawings. h.Review of the submittals and/or shop drawings by the Structural Engineer of Record is only for general conformance with the contract documents and does not relieve the Contractor of the responsibility to review and check shop drawings before submittal to the Structural Engineer of Record. The Contractor must review and stamp all submittals prior to submission. The Contractor remains solely responsible for errors and omissions associated with the preparation of shop drawings as they pertain to member sizes, details, and dimensions specified in the contract documents. Do not begin fabrication until shop drawings are completed and reviewed by the Structural Engineer of Record. i. Do not make shop drawings using reproductions of the contract documents or referencing the contract documents. 2. EXISTING CONDITIONS a.Renovation of existing structures requires thorough coordination of the contract documents with existing conditions. The Contractor must verify all relevant existing conditions, dimensions, and details prior to beginning construction. Report any deviations from conditions or dimensions shown on the contract documents to the Architect and Structural Engineer of Record for review of the design and possible revision of the contract documents. b.The nature of structural demolition and stabilization is inherently uncertain. The exact condition and capacity of each structural element cannot be verified prior to the commencement of work. As a result, it is imperative to report any discrepancies between the contract documents and actual field conditions, as well as any element of questionable structural integrity immediately to the Architect and Structural Engineer of Record for review. c. No attempt has been made to define each specific structural element that must be removed, enhanced, or replaced. It is the responsibility of the Contractor to review the condition of individual elements, particularly rafters, joists, and structural deck boards, to determine which elements can be salvaged, which elements must be replaced, and which elements are questionable. The Contractor should consult with the Architect and Structural Engineer of Record to determine the appropriate procedure for handling elements in questionable condition. 3. REINFORCED CONCRETE c. Provide reinforced concrete conforming to the following standards: ACI 301-11, Specifications for Structural Concrete for Buildings ACI 318-10, Building Code Requirements for Reinforced Concrete ACI 302.1R-04, Guide for Concrete Floor and Slab Construction ACI 360R-10, Design of Slabs -on -Ground d.Unless noted otherwise, provide normal weight concrete with 3000 PSI compressive strength at 28 days. e.Provide 4% to 6% entrained air by volume in concrete permanently exposed to weather. f. Provide concrete with a maximum water-to-cementitious materials ratio of 0.50. g.Fully document and submit for review the proposed materials and mix design for all concrete. The Contractor is responsible for obtaining the required design strength. All concrete test data must be available at the job site. h.The use of calcium chloride, chloride ions, or other salts is not permitted. i. Place concrete at a slump of 5" f 1". j. Unless noted otherwise, provide construction or contraction joints in slabs -on -grade such that the maximum area between joints does not exceed 225 square feet with the length not exceeding twice the width. k.Chamfer or round all exposed corners a minimum of 3/4". I. Detail concrete reinforcement according to ACI SP-66 detailing manual. Submit shop drawings for approval, showing all fabrication dimensions and locations for placing concrete reinforcing and accessories. Do not begin fabrication until shop drawings are completed and reviewed by the Structural Engineer of Record. Unless specifically approved otherwise, detail all concrete walls and beams in elevation. m. Unless noted otherwise, provide reinforcing steel conforming to ASTM A 615, Grade 60. n.Provide welded wire fabric (mesh) in flat sheets (rolls not permitted) conforming to ASTM A 185 and ASTM A 82. Lap welded wire fabric a minimum of 6" at each splice. Place welded wire fabric 1" below the top of slabs -on -grade. o.Fiber reinforcing may be substituted for welded wire fabric in slabs -on -grade with the approval of the Structural Engineer of Record. Provide fiber reinforcing conforming to ASTM C 1116, Type III. Use only 100% virgin polypropylene fibrillated fibers with a minimum of 1.5 pounds per cubic yard of concrete unless otherwise directed by the fiber reinforcing manufacturer. p.Unless noted otherwise, #4 @ 12" o/c in 8" thick slabs on grade. Place rebar 2" below the top of the slab. q.Tie all reinforcing steel and embedded items securely in place prior to placing concrete. Provide sufficient supports to maintain the position of the reinforcement within specified tolerances during all construction activities. "Sticking" dowels, anchor rods, or other embedded items into wet concrete is not permitted. r. Provide corner bars at all corners and intersections of all footings, beams, and walls. s. Provide basic class "B" tension laps in all reinforcing bars indicated as continuous. t. The placement of all reinforcing steel must be reviewed by a professional engineer registered in the state of Florida or by a representative responsible to him (Ref: ACI 318, 1.3.1). u.Unless noted otherwise, provide the following concrete cover on all reinforcing steel: Concrete against earth (not formed): 3" v.Do not place pipes or ducts with a maximum dimension exceeding one-third the slab or wall thickness within the slab or wall unless specifically shown and detailed on the structural drawings. w. Do not weld or tack weld reinforcing steel unless approved or directed by the Structural Engineer of Record. Provide reinforcing steel conforming to ASTM A 706, Grade 60 where welding is approved or directed. 4. STRUCTURAL STEEL a.Provide structural steel conforming to the following standards: AISC Manual of Steel Construction, 14th Edition AISC 360-10, Specification for Structural Steel Buildings AISC 303-10, Code of Standard Practice for Structural Steel Buildings and Bridges AISC 326-09, Detailing for Steel Construction, 2nd Edition b.Unless noted otherwise, provide steel shapes made of material conforming to the following standards: Wide flange and WT shapes: ASTM A 992 Angles, plates, and channels: ASTM A 36 Hollow Structural Sections (HSS): ASTM A 500, Grade B c. Unless noted otherwise, provide anchor rods conforming to ASTM F 1554, Grade 36. d.Unless noted otherwise, make all connections with 3/4" diameter ASTM A 325 bolts. Assemble and inspect bolted connections in accordance with AISC "Specification for Joints Using ASTM A 325 or ASTM A 490 Bolts", 2009. e.Make all welded connections in accordance with AWS D1.1-04 "Structural Welding Code", using type E70XX electrodes. Use only certified welders. Proof of certification must be maintained at the job site. f. Unless specifically detailed on the contract documents, provide the following beam connections: 1. Where beam reactions are shown, provide connections to develop the reaction shown. 2. Where beam reactions are not shown, provide connections to develop one-half the total uniform load capacity shown in the Maximum Total Uniform Load Tables, in Part 3 of the AISC Manual. 3. Where reactions are subject to eccentricity, the eccentricity must be accounted for. g.Submit shop drawings prepared in accordance with AISC 326-09. Provide complete welding information using AWS symbols. Use prequalified welded joints per AISC and AWS D1.1 "Structural Welding Code." Do not begin fabrication until shop drawings are completed and reviewed by the Structural Engineer of Record. h.Do not use gas cutting torches to correct fabrication errors in structural steel framing. i. Provide temporary bracing for structural steel framing until all permanent bracing, moment connections, and floor/roof decks (diaphragms) are completely installed. j. Paint structural steel in accordance with the project specifications. Do not paint steel surfaces to be encased in concrete, surfaces to receive fireproofing, connections designated as friction type, surfaces to be welded, or surfaces receiving welded studs or DBA's in the field. k.Provide an allowance of 3% of structural/miscellaneous steel to be fabricated and placed during progress of work as may be directed by the Structural Engineer of Record in addition to all steel indicated on the contract documents. Credit any unused quantity at the end of the project. 5. OPEN WEB STEEL JOISTS, JOIST GIRDERS, AND STEEL DECKING a.Provide steel joists and joist girders conforming with the following standards: SJI JG-1.1-10, Standard Specification for Joist Girders SJI K-1.1-10, Standard Specification for Open Web Steel Joists, K-Series SJI LH/DLH-1.1-10, Standard Specification for Longspan Steel Joists, LH Series and Deep Longspan Steel Joists, DLH Series b.Provide fabrication and erection of steel decking conforming to the following standards: SDI Design Manual for Composite Decks, Form Decks, and Roof Decks c. Provide bridging in accordance with SJI recommendations. Add 'X' bridging to the second panel at each end of each run of horizontal bridging, and every sixth panel in between. Provide one continuous run of 'X' bridging near mid -span where four or more rows of bridging are required. d.Unless noted otherwise, design steel joists for a minimum net uplift of 15 PSF over the entire roof area. Install bridging immediately after erection and permanent fastening of joists. Install bridging before construction loads are applied to joists. Permanently attach lines of bridging to walls or beams where bridging terminates. Weld bridging to joists. e.Coordinate joist spacing with mechanical requirements. The average space between any three joists must not exceed the spacing shown on the drawings, and the spacing between any two roof joists must not exceed X'-X". OR Support for the mechanical roof top units has been designed specifically for the unit listed on the structural drawings or specified on the mechanical drawings. If any substitutions occur, notify the Structural Engineer of Record immediately so that the structural support may be revised if necessary. f. Provide double joists under masonry walls parallel to the joist framing for masonry walls supported on steel framed floors. g.Unless noted otherwise, provide double joists under all mechanical equipment supported by the roof. h.Provide steel deck of the type and gage indicated on the design documents. i. Unless noted otherwise, provide steel decking primed and painted or with a G60 galvanized coating. j. Install steel decking in accordance with the manufacturer's recommendation. Do not install steel decking until supporting joists are braced, bridged, and permanently fastened. k.Install decking such that it is continuous over a minimum of three spans. that the foundations may be redesigned as required. d.Coordinate top of footing elevations with the requirements of other trades (plumbing, electrical, etc.). e.Place all column footings and wall footings monolithically with adjacent footings at the same elevation. f. All footings must bear on original undisturbed soil where possible. g.Remove all organic soils and replace with clean structural fill at the direction of the Geotechnical Engineer. Place fill soils in 6" maximum (loose) lifts at moisture contents as described in the geotechnical report. Compact all fill within 10'-0" of the building limit to 95% Standard Proctor. Field density tests must be made as described in the geotechnical report to verify adequate compaction and design bearing pressure. h.Sides of foundations must be formed unless conditions permit earth forming. Foundations placed against the earth require the following precautions: slope sides of excavations as approved by the Geotechnical Engineer and clean up sloughing before and during concrete placement. i. Where footing steps are necessary, slope no steeper than one vertical to two horizontal. Do not backfill against basement walls walls supported at the to and bottom until slabs framing, an J 9 ( PP P ) 9, d diaphragms are in place to provide support at top and bottom of wall. Concrete diaphragms must reach 65% of their design 28 day compression strength prior to backfilling. k.Deposit backfill evenly against both sides of the wall until the lower finished grade is reached. I. Unless noted otherwise, place all slabs on grade on a 10 mil polyethylene vapor retarder and a crushed stone base over a properly compacted subgrade. 8. DESIGN LOADS a.Live Loads: Roof b.Dead Loads: Roof c. Wind Design Data: 6. Ultimate Wind Speed (3 second gust) 7. Wind Risk Category: 8. Wind Exposure: I. Unless noted otherwise, fasten steel roof deck to supporting structure according to the following options: 9. Internal pressure Coeffici (Roof exterior zones are areas of the roof within X'-X" of the roof perimeter. All other zones are interior zones.) 10.Comp ents and Cladding Pressures 4. Fasten to supports with #12 TEK screws in a 36/7 pattern at exterior zones and in a 36/3 pattern at interior zones. Fasten side laps with #10 TEK screws at 6 inches on center at roof perimeter, (3) #10 TEK screws per span at exterior zones, and (3) #10 TEK screws per span at interior zones. 20 PSF 5 PSF 146 MPH Category III Exposure B __� See Tat 1 ____ 5. Fasten to supports with 5/8" puddle welds in a 36/7 pattern at exterior zones and in a 36/3 pattern at interior zones. Fasten side laps with #10 TEK screws or 5/8" puddle welds at 6 inches on center at roof perimeter, (3) #10 TEK screws or (3) 5/8" puddle welds per span at exterior zones, and (3) #10 TEK screws or (3) 5/8" puddle welds per span at interior zones. �y 6. COLD FORMED METAL FRAMING^ a.Provide cold -formed metal framing conforming with the following standards: NAS-01, AISI North American Specification for the Design of Cold -Formed Steel Structural Member b.Provide studs, runner track, and associated accessories of the type and thickness indicated on the drawings or as recommended by the manufacturer for the indicated application. c. Provide studs, joists, runner track, and accessories manufactured of hot dip galvanized ASTM A 1003 steel with the following yield strength: 33,000 PSI 33-mil (20 gage) and 43-mil (18 gage) members 50,000 PSI 54-mil (16 gage), 68-mil (14 gage), and 97-mil (12 gage) members d.Provide minimum S-12 screws (cadmium or zinc coated). e.Install all cold -formed metal framing in accordance with the manufacturer's recommendations. f. Provide reinforcement for any member cut for the installation of plumbing or wiring such that the member is of equal strength to the member prior to cutting. g.Provide lateral bridging in load bearing walls consisting of 1 1/2" cold -rolled channels at 4'-0" on center vertically. Insert channels through stud web holes and screw or weld to each stud using 1 1/2" x 1" x 54-mil (16 gage) clip angles. Provide clip angles 1/4" less than the stud width. h.Provide joist bridging at 8'-0" on center maximum. Install joist bridging in accordance with the manufacturer's recommendations. i. Provide unpunched material for all joists and headers. j. Provide solid blocking behind all horizontal panel joints of exterior wall sheathing and interior shear wall sheathing. k. Design of exterior walls subject to wind pressures is based on lateral bracing of stud flanges provided by sheathing. If sheathing is not applied to both faces of the wall, provide bracing in accordance with SSMA Technical Note No. 2, published March 2005. 7. OTHER COMPONENTS a.Provide shop drawings for construction of all applicable specialty items including but not limited to concrete pilings, curtain wall glazing systems, light gage steel framing, ornamental guardrails, guards, handrails, pre-engineered wood trusses, skylights, and signage. Shop drawings must indicate the required materials, sizes, and locations for all posts and pickets including anchorage at the base of the posts. Shop drawings must be sealed by a professional engineer registered in the state of Florida. b.Provide curtain wall glazing system shop drawings that clearly indicate the attachment to the structure on all sides of the exterior glazing system required to adequately resist the applicable wind design pressures. c. The glazing Contractor must provide engineering calculations to document compliance with 2012 International Building Code, Sections 2403.2 through 2303.4 for butt joined glazing. d.The design of special connections between steel framing components (including but not limited to braced end connections, moment -resisting connections, modified beam seat connections, and member splice connections) not designed by the Structural Engineer of Record must be performed by a professional engineer registered in the state of Florida. 9. FOUNDATIONS a.The Owner must commission a geotechnical exploration of the site by a properly insured professional engineer registered in the state of Florida and forward the Geotechnical Engineer's report to the Structural Engineer of Record. The Geotechnical Engineer's report must conform to section 1802.6 of the 2017 Florida Building Code. The design of foundations is based on the following assumed soil criteria: Allowable Soil Bearing Pressure: 2000 PSF Equivalent Lateral Fluid Pressure - Active Case: 40 PSF/FT Equivalent Lateral Fluid Pressure - At -Rest Case: 60 PSF/FT Equivalent Lateral Fluid Pressure - Passive Case: 300 PSF/FT Coefficient of Sliding Friction: 0.35 Soil Density: 110 PCF Redesign of foundations my be required if the recommendations in the Geotechnical Report are different than the values listed above. The following conditions could also result in redesign of foundations: presence of expansive soils, high water table, potential for large settlements, or any other recommendations stated in the Geotechnical Engineer's report. b.The Geotechnical Engineer must verify the condition and/or adequacy of all subgrades, fills, and backfills prior to the placement of foundations, footings, slabs, walls, etc. c. If any interference appears between existing foundations and the specified design, notify the Architect so _J COMPONENTS & CLADDING PRESSURE SCHEDULE (NOTE 1) EFFECTIVE ROOF ROOF OVERHANG WALL PARAPET WIND ZONE 5 ZONE 5 AREA ZONE 1 ZONE 2 ZONE 3 ZONE 1 OVHG ZONE 2 OVHG ZONE 3 OVHG ZONE 4 (NOTE 2) ZONE 4 (NOTE 2) +16.0 PSF +38.3 PSF +38.3 PSF +16.0 PSF +16.0 PSF +16.0 PSF +35.1 PSF +35.1 PSF +87.7 PSF +87.7 PSF 10 SF -38,3 PSF -64.3 PSF -64.3 PSF -61.1 PSF -61.1 PSF -96.8 PSF -38.0 PSF -46.8 PSF -61.4 PSF -70.2 PSF +16.0 PSF +36.1 PSF +36.1 PSF +16.0 PSF +16.0 PSF +16.0 PSF +33.0 PSF +33.0 PSF +76.6 PSF +76.6 PSF 25 SF -37.1 PSF -55.3 PSF -55.3 PSF -59.8 PSF -59.8 PSF -71.0 PSF -36.0 PSF -42.7 PSF -57.3 PSF -64.0 PSF +16.0 PSF +34.3 PSF +34.3 PSF +16.0 PSF +16.0 PSF +16.0 PSF +31.5 PSF +31.5 PSF +68.2 PSF +68.2 PSF 50 SF -36.1 PSF -48.4 PSF -48.4 PSF -58.8 PSF -58.8 PSF -51.4 PSF -34.4 PSF -39.6 PSF -54.2 PSF -59.4 PSF +16.0 PSF +32.6 PSF +32.6 PSF +16.0 PSF +16.0 PSF +16.0 PSF +29.9 PSF +29.9 PSF +59.8 PSF +59.8 PSF 100 SF -35.1 PSF -41.6 PSF -41.6 PSF -57.8 PSF -57.8 PSF -31.8 PSF -32.9 PSF -36.5 PSF -51.1 PSF -54.7 PSF +16.0 PSF +28.6 PSF +28.6 PSF +16.0 PSF +16.0 PSF +16.0 PSF +26.3 PSF +26.3 PSF +56.2 PSF +56.2 PSF 500 SF -35.1 PSF -41.6 PSF -41.6 PSF -41.6 PSF 41.6 PSF -31.8 PSF -29.2 PSF -29.2 PSF -43.9 PSF 43.9 PSF NOTES: 1. (+) AND (-) SIGNES INDICATE PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACE, RESPECTIVELY. 2. PRESSURES APPLY 8'-10" FROM PROMINENT BUILDING CORNER IN EACH DIRECTION. • U by V l� W (Z d- 0 (V/ O w ODD 0CVOCY) Q co co r-- ULuLuC/) �WUC��� 00 V ~ wx L1J : Q J °CU�, }=UQ- z 0N� � N O LL MM• F+y *_,{�{{►{{/ NI��of' No 76433 •• ' .9 STATE OF �'.�F'••t0R\0• C� �A s MIMI CONTRACT DATE: 08,01.2018 BUILDING TYPE. N/A PLAN VERSION. N/A SITE NUMBER: N/A STORE NUMBER: N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 STRUCTURAL GENERAL NOTES 100 PLOT DATE: PROVIDE (2) 8" FLANGE) 50 KSI AT CORNER WALLS. � HOLDOWf U r. 0 D] E E. 1.1 8" x 14 GA STUDS (2 1/2" FLANGE) 50 KSI AT 12" O/C TYPICAL WITH 15/32" APA RATED SHEATHING. ATTACH WITH S-8 S AND 12" O/C IN FIELD. 2TICALLY 1 16" THICK TURNDOWN AT EDGE 0 2" FLANGE) 50 KSI AT 12" O/C TYPICAL D SHEATHING. ATTACH WITH S-8 SCREWS AT 3" O/C AT PANEL EDGES AND 12" O/C IN FIELD. PROVIDE BLOCKING AT 48" O/C VERTICALLY FOUNDATION PLAN 1 SCALE: 3/32" = V-0" NOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, SLOPES, ELEVATIONS AND OTHER INFORMATION NOT SHOWN. 2. MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. U z x It o Lb (c) D o CV � � c CO 00 �UiiiwC/)Lo � W C) v � LLJ U j cy) O N � N H co 0 z w z w J Q ry- O J Ll W J_ v) t jz ,.. 75 Q N''s,6" No 70,433 :* .. �'• STATE OF do oo 18022 0 0 0 0 0 0 0 0 A A CONTRACT DATE: 08.01,2018 BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: N/A STORE NUMBER: N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 STRUCTURAL FOUNDATION PLAN T i i i - i 1 _ _`_� �Ti CIT�,rj-T __ ill ■ PLOT DATE. (2) 12" X 12GA ( 50 KSI BOX LE FRAMING PLAN 1 SCALE: 3/32" = 1'-0" S 1.2 NOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, SLOPES, ELEVATIONS AND OTHER INFORMATION NOT SHOWN. 2. MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. 0 z w cn z w c� J Q Z 0 J W W _J ♦♦oP� No 76433 .-p• ; i= :9 STATE OF :W �'0��`',c4 O R 10 It. ���� •` 111111 oW lYy?a/3 18022 0 0 0 0 0 0 0 0 A CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: 08.01.2018 N/A N/A N/A N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 STRUCTURAL FRAMING PLAN lm2 PLOT DATE: PROVIDE 15/32" APA RATED EXPOSURE 1 SHEATING. ATTACH TO FRAMING w/ S-8 SCREWS @ 3" O/C AT PANEL EDGES AND 12" O/C IN FIELD. PROVIDE BLOCKING AT PANEL EDGES. STUD WALLS SEE PLAN FOR SIZE, SPACING AND SHEATHING (3) 0.145"0 POWER ACTUATED FASTENERS @ 16" O/C #5 @ 24" o/c #5 @ 12" O/C EACH WAY 2#5 BARS CONTINUOUS 1'4" 00,#5 BARS @ 18" O/C SECTION FOUNDATION AT VESTIBULE 1 SCALE: 3/4" = V-0" S2.1 SHEATHING - SEE PLAN FOR BOX COLUMN SIZE AND CONNECTION SIMPSON S/HD10S HOLDOWN WITH 22 #14 SCREWS AND 7/8" 0 HILTI HIT HY 200 EPDXY ANCHORS. PROVIDE 6 " EFFECTIVE EMBEDMENT. _AIIIII III 2#5 BARS CONTINUOUS #5 BARS @ 18" O/C SECTION HOLDOWN AT BOX COLUMN 2 SCALE: 3/4" = 1'-0" S2.1 1/2" PRE -MOLDED JOINT FIL 6" SLAB SEE PV PROVIDE 15/32" APA RATED EXPOSURE 1 SHEATING. ATTACH TO FRAMING w/ S-8 SCREWS @ 3" O/C AT PANEL EDGES AND 12" O/C IN FIELD. PROVIDE BLOCKING AT PANEL EDGES. STUD WALLS SEE PLAN FOR SIZE, SPACING AND SHEATHING 1/2"0 HILTI KWIK BOLT 3 ANCHORS AT 32" ON CENTER WITH 3" NOMINAL EMBEDMENT INTO EXISTING CMU FOUNDATION WALL. EXISTING FOUNDATION F I L 4X4 14 GA CLIP WITH (4) S-12 SCREWS INTO STUD AND HEADER STUD WALL SEE PLAN FOR SIZE AND SPACING SECTION WALL AT EXISTING FOUNDATION 3 SCALE: 3/4" = 1'-0" S2.1 T-0" #4 @ 24" o/c WWF SEE GENERAL NOTES 2#4 BARS CONTINUOUS 1' #4 BARS @ 18" O/C SECTION EXTERIOR SLABS 4 SCALE: 3/4" = V-0" S 2.1 .1. TOP/PARAPET RE -INSTALL EXISTING ROOF DECK REMOVED DURING DEMOLITION EXISTING JOISTS 1/2" FLANGE) 33 KSI JL SECTION JOIST AT STUD BEARING 5 SCALE: 3/4" = V-0" BOX BEAM SEE PLAN STUDS SEE PLAN FOR SIZE AND SPACING. ATTACH TO BOX BEAM WITH (2) 0.145"0 POWER ACTUATED FASTENERS @ 12" O/C ` TOP/BEAM +10'-0" STOREFRONT SEE ARCHITECTURAL SECTION BOX BEAM AT STOREFRONT 6 SCALE: 3/4" = 1'-0" TOP/PARAPET +22'-5" a ♦ II II ♦ ♦ II 6" x 14GA (2 1/2" FLANGE) BRACES @ 36" 0/C. PROVIDE (6) S-12 SCREWS AT EACH CONNECTION 3/16 BOT/DECK + 16'-2" . 6" x 14GA (2 1/2" FLANGE) 50 KSI ♦ 4X4 14 GA CLIP WITH (6) S-12 SCREWS INTO STUD AND HEADER STUD WALL SEE PLAN FOR SIZE AND SPACING SECTION AT TOWER PARAPET 7 SCALE: 3/4" = V-0" S2. 1 BOT/BEAM +10'-0" BOX BEAM SEE PLAN ' x 14GA (2 1/2" FLANGE) BRACES @ 36" 0/C. 2OVIDE (3) S-12 SCREWS AT EACH CONNECTION ' x 14GA (2 1/2" FLANGE) @ 16" O/C BOX BEAM SEE PLAN in SECTION AT TOWER HEADERS 8 SCALE: 3/4" = V-0" S2. 1 F_ ATTACH COLUMN EDGE MEMBER TO EXISTING CMU WALL WITH 1/2" HILTI HY 70 ANCHORS. PROVIDE HIS-N INSERTS AT GROUTED CELLS WITH 5" EFFECTIVE EMBEDMENT. PROVIDE HIT -IC INSERTS AT HOLLOW CELLS WITH 2" EFFECTIVE EMBEDMENT STUD WALLS SEE PLAN FOR SIZE, SPACING AND SHEATHING 1/2"0 HILTI KWIK BOLT 3 ANCHORS AT 32" ON CENTER WITH 3" NOMINAL EMBEDMENT INTO EXISTING CMU FOUNDATION WALL. EXISTING FOUNDATION i,,I�I�,,; - F I L SECTION COLUMN ATTCMU WALLTO EXISTING SCALE: 3/4" = V-0" S2. 1 8" BOX COLUMN 4" x 4" x 12 GA CLIP ANGLE. ATTACH TO BEAM (6) S-12 SCREWS. ATTACH TO CMU WALL WITH 1/4" HILTI KWIK CON II+ SCREWS BOX BEAM SEE PL 4" x 4" x 12 GA CLIP Al BEAM (6) S-12 SCREWS WALL WITH 1/4" HILTI KWIK CON II+ SCREWS RE -INSTALL EXISTING ROOF DECKSECTION REMOVED DURING DEMOLITION EXISTING JOISTS 8" BOX COLUMN —3 4" x 4" x 12 GA CLIP ANGLE. ATTACH TO BEAM AND COLUMN WITH (6) S-12 SCREWS BOX BEAM SEE PLAN --/ 4" x 4" x 12 GA CLIP ANGLE. ATTACH TO BEAM AND COLUMN WITH (6) S-12 SCREWS SECTION a Q BOT/BEAM + 10'-0" BOX BEAM AT COLUMN 10 SCALE: 3/4" = V-0" S3.1 dk BOT/BEAM IV +10'-0" I� II SECTION A -A BOX BEAM AT COLUMN 11 SCALE: 3/4" = 1'-0" S3.1 i c v co rl— z w z w U J Q 0 Ir 0 J LL >_ i w J cn ,��Npaui�y�� A.M. S ��,� Q _ Cd . •; No 16433ts cn . CC �'• �g ATE OF ` ON A- 18022 0 0 0 0 0 m A CONTRACT DATE: 08,01.2018 BUILDING TYPE. N/A PLAN VERSION: N/A SITE NUMBER: N/A STORE NUMBER: N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 STRUCTURAL FOUNDATION AND FRAMING DETAILS 2ml PLOT DATE: I _ I I I I I _L_ 1 'N 1n i 1_ I —.a I I O DEMOLISH FRONT FACE OF BREEZEWAY INCLUDING STOREFRONT. OREMOVE JOISTS AND BRACING IN BREEZEWAY, REMOVE DECK AS REQUIRED TO MAIN BUILDING STRUCTURAL ELEMENTS. O DEMOLISH INTERIOR FACE OF BREEZEWAY. COLUMNS AND STRUCTURE ABOVE TO REMAIN.. ® EXISTING COLUMNS TO REMAIN. O DEMOLISH EXISTING SECURITY DOOR AND FRAME. DEMOLISH EXISTING TERRAZZO FLOORING IN BREEZEWAY AND CONCRETE TO CURB. EXISTING FLOOR © INSIDE STRUCTURE TO REMAIN AND WILL ACT AS THE F.F. BASIS FOR THE NEW EXTERIOR SITE WORK. TAKE CARE TO AVOID EXISTING FOUNDATIONS FOR WALLS AND COLUMNS TO REMAIN O DEMOLISH ALL WIRING, CONDUIT, AND PIPING TO SOURCE. WALLS AND CEILING SHALL BE CLEAR OF ANY ITEMS FROM PREVIOUS USE. ® SAW CUT LOCATION AND START OF BREEZWAY FACE DEMOLITION. O REMOVE EXISTING DUCTWORK THROUGHOUT. 10 DEMOLISH EXISTING RESTROOM FIXTURES INCLUDING PLUMBING LINES. ABANDON SEWER LINES AS NEEDED AND PREPARE FLOOR TO ACCEPT NEW FINISHES. 11 DEMOLISH EXISTING FRAME WALL SHOWN DASHED, 12 DEMOLISH EXISTING RESTROOM FIXTURES. CAP PLUMBING LINES. DEMOLISH EXISTING OPENING TO EXTENTS SHOWN PROVIDE NEW HEADER AS REQUIRED FOR TYPICAL 13 INTERIOR DOOR TO BE INSTALLED IN PHASE 2., 14 DEMOLISH EXISTING DOORS AND FRAMES SHOWN DASHED. 15 DEMOLISH EXISTING DOORS SHOWN DASHED. FRAME TO REMAIN. 16 SEAL EXISTING EXTERIOR DOOR CLOSED. 17 DEMOLISH LIGHT FIXTURES AND ASSOCIATED WIRING. AFTER REMOVAL OF GUTTERS, REMOVE DAMAGED PAINT ON REAR OF BUILDING, CLEAN OF ANY DEBRIS, 18 AND APPLY CLEANING AGENTS TO DESTROY FUNGUS. 19 EXISTING ELECTRICAL TRANSFORMER AND PAD. SEE ELECTRICAL DRAWINGS. 20 DEMOLISH EXISTING SHED CANOPY SHOWN DASHED. DEMOLISH EXISTING WALLS AT OLLIES CORNER TO EXPOSE NICHE. PREP WALLS TO RECEIVE NEW 21 FINISHES. 22 EXISTING SLAB TO REMAIN. 23 REMOVE ALL EXISTING FLOOR FINISHES. PATCH AND REPAIR SLAB THROUGHOUT. SEE SHEET A1.0. 24 LOCATE ALL SANITARY AND STORM DRAIN LINES INTENDED FOR USE AND PURGE WITH COMMERCIAL EQUIPMENT TO THE MAIN. PROVIDE VIDEO OF CLEANED SEWER LINES TO OLLIES CONSTRUCTION MANAGER. 25 EXISTING BOLLARD TO REMAIN. 26 DEMOLISH EXISTING SLOPED RAMP. 27 DEMOLISH PARTITION OR DOOR. AS IS POSSIBLE TO OPEN UP STALL. 28 DEMOLISH EXISTING PANELS AND ALL ASSOCIATED WIRING TO SOURCE. 29 DEMOLISH CMU WALL SHOWN DASHED. 30 DEMOLISH DOOR OPENING TO EXTENTS SHOWN. PROVIDE 1/4" STEEL HEADER AT 74" 31 EXISTING WALLS TO REMAIN SHOWN HATCHED. 32 EXISTING STAIRS TO REMAIN. 33 EXISTING NON -ACCESSIBLE RESTROOMS TO REMAIN. CLEAN THOUROUGHLY AND SERVICE ALL EQUIPMENT. 34 EXISTING SHED CANOPY TO REMAIN. 35 REFER TO BUDDY'S PLAN SUBMITTAL FOR INTERIOR BUILDOUT UNDER SEPARATE COVER. KEYNOTES 1 /4" =1'-o" 1 B 1 33 12 , o 19 27 14 22 15 M 14 11 11 24 14 7 10 -- 28 (TYP.) (TYP.) 13 (TYP.) 2 3 I I . I DEMOLITION FLOOR PLAN 1/8"=1'-o" A I THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY THE EXISTING CONDITION SHOWN IN THIS PLAN PRIOR TO START OF WORK AND CONDUCT ALL DEMOLITION AND DEBRIS REMOVAL TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, WALKS, AND ADJACENT REPORT ANY DISCREPANCIES OR UNFORESEEN CONDITIONS TO THE ARCHITECT AND CONSTRUCTION MANAGER. FACILITIES. REMOVE EXISTING FURNITURE, FIXTURES, AND FITTINGS THROUGHOUT. COORDINATE WITH CONSTRUCTION MANAGER FOR DISPOSAL. CLEAR REMOVE ALL FINISHES IN WALLS TO REMAIN DOWN TO GYPSUM BOARD SUBSTRATE. PATCH AND REPAIR SUBSTRATE, THEN PAINT ALL WALLS OUT LOOSE DEBRIS FROM THE BUILDING PRIOR TO START OF DEMOLITION. TO REMAIN WITH PRIMER. DEMOLITION, DISPOSAL, AND REMOVAL OF ALL HAZARDOUS MATERIALS SHALL BE ACCOMPLISHED IN ACCORDANCE WITH ALL APPLICABLE DEMOLISH ALL WIRING, CONDUIT, POWER OUTLETS, AND HVAC DUCTWORK THROUGHOUT BUILDING THAT CANNOT BE IDENTIFIED. LAWS, RULES, AND REGULATIONS. ENSURE THAT OUTLETS IN EXISTING WALLS ARE IN GOOD REPAIR AND CONNECTABLE WITH UNINTERRUPTED WIRING. THE DEMOLITION CONTRACTOR SHALL MEET ALL REQUIREMENTS OF OSHA RELATED TO THE WORK DESCRIBED HEREIN. THE INTENT OF THE DRAWINGS IS TO PROVIDE NEW FLOOR FINISHES IN ALL FOH AREAS AND BACK TO OFFICE WALL. THE DEMOLITION CONTRACTOR SHALL PROVIDE AND INSTALL ADEQUATE SAFETY SIGNAGE THROUGHOUT THE BUILDING AND GROUNDS FOR THE DURATION OF DEMOLITION. SEE ELECTRICAL AND PLUMBING DRAWINGS FOR ADDITIONAL DEMOLITION NOTES. U I�1 r� V M�1 Zw� V A Icy:" F� f— CM � °� 5 Lo CD 0 O U co Usti dw..ryli cr_ �VL) cp 4--Hz�-Q ICI L U F- vllxUoc=co (-r- cy) < z oN� 0 N J LL. a 0 r` w cr Q o f� F r ` Z U ELL p •• �- c/) 18022 A A 0 0 a CONTRACT DATE: 08.01,2018 BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: N/A STORE NUMBER: N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 DEMOLITION PLAN I mo PLOT DATE: DEMOLITION GENERAL NOTES N/A 11 1 1 '!! 1 1 1 ' 1 I L ii - i _ I I 1 11 1/2" GYPSUM BOARD OVER 2X4 FURRING OVER 1" RIGID INSULATION (R5,7 MIN) 1O OVER EXISTING EXTERIOR WALLS. EXTEND INSULATION TO ROOF DECK IN ALL EXTERIOR WALL LOCATIONS, 2 EXTEND GYPSUM BOARD AND FURRING TO ROOF DECK ALONG THIS WALL (WALL 0 FACES VISIBLE TO CUSTOMER) FURRING AND INSULATION ON WALL AREA AROUND EXISTING PANELS SHALL BE 03 INSTALLED DURING PHASE 2. PHASE 2 PANELS SHOWN FOR REFERENCE ONLY. LEAVE AREA OPEN FOR PANEL DEMOLITION AND/OR NEW PANEL INSTALLATION. ® CLEAN AND PREPARE WALL TO RECEIVE NEW PAINT AS SPECIFIED IN PHASE 2. O5 EXTEND GYPSUM BOARD AND FURRING TO 10'-0" IN THIS LOCATION. © EXTEND GYPSUM BOARD TO FLOOR ABOVE IN AREAS WITH MEZZANINE ABOVE. O7 EXISTING STAIR TO MEZZANINE. ® PROVIDE NEW 4 CONCRETE PAD WITH THICKENED EDGE. SEE STRUCT. 0 PROVIDE CONCRETE RAMP WITH MAXIMUM SLOPE OF 1/4" PER FOOT. NEW 8" STEEL STUD FRONT FACE WALL. SEE STRUCTURAL FOR STUD SPACING 10 AND OTHER FRAMING REQUIREMENTS. ALIGN CENTER OF STUD WITH EXISTING COLUMN GRID LINE. 11 EXISTING COLUMN. 12 NEW HEADER AT 10'-0". REFER TO STRUCTURAL. 13 EIFS FINISH WITH R5.0 MIN INSULATION. 14 MATCH EXISTING OLLIES FINISH COLOR TO THIS CORNER. 15 REPAIR ANY DAMAGED FINISHES IN EXISITING NON —ACCESSIBLE RESTROOMS. 16 EXISTING CMU AND CONCRETE FRAME DEMISING WALL. 17 EXISTING SHED CANOPY ABOVE TO REMAIN. RAISED PLANTING BED. 74' X 21'-8". PROVIDE 8" STEM WALL AND 11" CAP. ENSURE APPROXIMATELY 8'-0" CLEARANCE ON THREE SIDES, AND ALIGN WITH 18 OLLIES FACE ON REAR SIDE. SET TOP OF CAP AT 28". FIELD VERIFY ALL DIMENSIONS AND COORDINATE WITH CIVIL ENGINEERING. 19 ADA RAMP. FIELD VERIFY GRADES AND RAMP LENGTH REQUIRED. 20 RAISED SEAT SET AT 30" ABOVE ADJACENT LEVEL GRADE. SEAT THICKNESS SHALL BE EQUAL TO WIDTH OF COLUMN. 21 TENANT LEASE LINE. 22 STEPS DOWN SECURITY DOOR: CURRIES, MODEL 707 FLORIDA PRODUCT APPROVAL #FL8394-R5 SINGLE -PLY ROOFING: DURO-LAST ROOFING FLORIDA PRODUCT APPROVAL #FL16039.1 KEY NOTES N/A B STOREFRONT: TRULITE GLASS AND ALUMINUM, SERIES 3100 FLORIDA PRODUCT APPROVAL #FL25676.1 SLIDING STOREFRONT DOORS: ASSA ABLOY BESAM RESILIENCE FLORIDA PRODUCT APPROVAL #5436 SUBSTITUTIONS TO THE ABOVE NAMED PRODUCTS MUST BE APPROVED BY THE OWNER, IN WRITING, AND SUBMITTED TO THE JURISDICTION FOR APPROVAL, PRIOR TO ORDERING. DOOR # ELEV # WIDTH HEIGHT O OB 3-0" 7'-0" 1-3/4" (1) VON DUPRIN GUARD—X EXIT ALARM LOCK #2670-28, (1) HAGER DOOR CLOSER #5400, (1) DOOR SWEEP, WEATHERSTRIPPING, (1) NATIONAL GUARD HD THRESHOLD #425 HD-3 FT. HOLLOW CORE METAL FIRE RATED DOOR PAINTED: EXTERIOR SW #7041 "VAN DYKE BROWN" SEMI —GLOSS, INTERIOR SW #6991 "BLACK MAGIC" SEMI —GLOSS. (1)VON DUPRIN GUARD—X EXIT ALARM LOCK #2670-28, (1) VON DUPRIN GUARD—X DOUBLE DOOR STRIKE #2609, HOLLOW CORE METAL FIRE RATED DOOR 2 4 OC 6'-0" 8'-0" 1-3/4" (1) DETEX DOUBLE DOOR HOLDER #DDH-2250 TOP & BOTTOM, (2) HAGER DOOR CLOSER #5400, (2) BURNS PULL PLATE #5410-32D-26D—GRIP, (2) BURNS PUSH PLATE #54—US32D, (1) 2" DOOR SCOPE PAINTED: EXTERIOR SW #7041 "VAN DYKE BROWN" SEMI —GLOSS, INTERIOR SW #6991 #DS/1000MB, (2) 8" DOOR HOLDER #608Z, (1) NATIONAL GUARD HD THRESHOLD #425 HD-6 FT., (2) DOOR "BLACK MAGIC" SEMI —GLOSS. SWEEPS #770SAV-3FT., WEATHERSTRIPPING #892SAV-84 INCH. (1) 7015SC8-26D RIM CYLINDER. 1O PULL HANDLE. O ALARM PANIC DEVICE. O FULL HEIGHT ASTRAGAL. ® 2" DOOR SCOPE. O KICK DOWN DOOR HOLD OPENERS FLOOR PLAN 1/8"=V-0" GLASS SCHEDULE OA 1" INSULATED GLASS O SAFETY GLASS BY MFR. © 1" INSULATED TEMPERED GLASS © 1/4" TEMPERED GLASS NOTE: PROVIDE STOREFRONT WINDOWS WITH A SHGC OF .46 OR BETTER. DAYTIME VISIBILITY INTO DINING ROOM SHALL BE MAINTAINED. **** ALL STOREFRONT GLAZING SHALL BE LOW "E" SOLAR GLASS **** b T 6_17 A 9:p 01104 z I�1 0 M�1 Z W d- i— UCM CE ) o D Lo (D00 U�co U)� .. CO Lo �VvWY� �Nz�Q� WDco �x fj . r- U zv t oN� 0 N J LL 1� 0 v rn m Q O z Lu co �G ... Cia' z,L z Lu jfi G� r ,. D Y Q 1930 t. o rr C� LL r.. ` LLI a •, yy cn z m LLI LLI 18022 0 0 0 0 0 0 0 0 0 0 L CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: 08.01.2018 N/A N/A N/A N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 FLOOR PLAN Al mO FLORIDA PRODUCT APPROVALS N/A I C EMERGENCY EXIT DOOR EXTERIOR RECEIVING/EXIT DOORS 0 0 DOOR ELEVATIONS/HARDWARE SCHEDULE 1/4"=1'-0" I D I WINDOW ELEVATIONS/SCHEDULE 1/4"=1'—o" E I PLOT DATE: ............... . ............... {............... i. ....... .{..... . . 1 ■ 1 1 ■ , , 2 t ■ ■ , t ■ ■ J ■ r ■ g ■ , 1 , J ..r............... r ............... *............... 11......... .7...... . ..1..1 ....... ■ 11 ■ t 1 , ■ ■ , r , S ■ ■ ; A4.0 D ROOF STRUCTURE DEMOLITION 1/4" =1'-o" I A I A. PAINT UNDERSIDE OF PARAPET FLASHING WITH FACTORY BONDED PAINT GRIP OR PRIMER B. TOP NAILING AT THE PARAPET CAP FLASHING WILL NOT BE ACCEPTED. C. PENETRATIONS IN ROOFING MEMBRANE AND FLASHING SHALL ONLY BE MADE AS INDICATED IN THE PRODUCT APPROVALS. D. PROVIDE 15 YEAR WARRANTY ON ALL SINGLE -PLY ROOFING MEMBRANE PRODUCTS. E. ALL SHEET METAL FLASHING SHALL BE 22 GA. MINIMUM. F. PENETRATIONS CLOSER THAT 12" FROM ONE ANOTHER WILL NOT BE ACCEPTED. ROOF NOTES N/A DI 1O ROOF AREA TO BE DEMOLISHED SHOWN HATCHED. O2 DEMOLISH EXISTING RTU. CAP CURB. O3 EXISTING WASTE VENT. ® EXISTING CAPPED ROOF CURB TO REMAIN. O5 DEMOLISH EXISTING ROOF DRAIN AND ASSOCIATED PIPING. DEMOLISH ROOF JOIST. O DEMOLISH STEEL BEAM BACK TO COLUMN. ® DEMOLISH ROOFING AND ROOF DECK AS REQUIRED TO THIS JOIST. O9 NEW ROOF DECK AREA SHOWN HATCHED. INSTALL NEW INSULATION AND SINGLE -PLY ROOF MEMBRANE. 10 CAP EXISTING WASTE VENTS THAT WILL NO LONGER BE USED. 11 EXISTING COLUMN TO REMAIN. 12 NEW GALVANIZED METAL CAP FLASHING. 13 INSPECT EXISTING COPING. REPAIR AS REQUIRED AND PAINT AS SCHEDULED. 14 REPLACE EXISTING GUTTER AND DOWNSPOUT SYSTEM. 15 HIGH ROOF PARAPET AT ADJACENT TENANT. 16 INSPECT EXISTING SINGLE -PLY ROOF FOR DAMAGE. PATCH AND REPAIR AS NEEDED. KEY NOTES N/A V V 2: �w rn A�� CM woLo �0p a C)C� �� ww�� � W c) v�L"�ac~o ►.0 x fj I- V z - oN� 0 N y� J LL • • O ti Q C F l,:.� o W °°'• cn ° r i I_E D. JJ LL W 18022 0 0 0 0 Z\ 0 0 0 ca w Lu J CONTRACT DATE: 08.01.2018 BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: N/A STORE NUMBER: N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 PLOT DATE: ROOF PLAN 3mO I I L_ ! 11 11 I I_ I I 10 NORTH/PARTIAL BUDDY'S ELEVATION 3/16"=V-0" A I 15 ' — f I f I 0 J 8 —,-- 14 — 10 • U z w� A0 o� M � o D Ln (000 UCcy) 00� 0 �wwC/)L9 Wz�Y� � LU xc�oc=� UQzUco N SON EAST ELEVATION 3/16"=1'-0" a 0 0 z C ` ey%� W V • • tl 0 ILL 97 •',.. LLJ cd w w J WEST ELEVATION 3/16"=1'-0" 18022 I - - 0 OPEN TO CONTRACT DATE: 08.01.2018 BEYOND BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: N/A SOUTH ELEVATION 3/16"=1'-0' D STORE NUMBER: N/A 1O SIGNAGE TO BE PERMITTED BY TENANT UNDER SEPARATE COVER, 15 EXISTING CANOPY TO REMAIN. DOLLAR GENERAL O ALUMINUM AWNINGS SUBMITTED BY VENDOR UNDER SEPARATE COVER. 16 NEW STEEL DOOR AND FRAME. SEE DOOR SCHEDULE. GALL O VD GALVANIZED METAL COPING. PAINT IN FIELD. 17 NEW ANODIZED ALUMINUM STOREFRONT AND GLAZING. ZEPHYRH LLSLFLL 33541 ® EIFS CORNICE. 18 THIN BRICK WAINSCOT. 0 EIFS BUMPOUT. 12" TALL, SLOPED AT TOP FOR DRAINAGE. 19 PUSH-BUTTON BUZZER LOCATION (SEE PHASE 2). © EIFS SILL. 6" TALL. 20 LOCATION FOR NEW WALL PACK LIGHTING (SEE PHASE 2) O7 DRAINABLE EIFS FINISH OVER 1/2" PLYWOOD OVER 8" METAL STUDS. 21 FACE OF NEW TENANT SPACE SHOWN HATCHED. ® DRAINABLE EIFS FINISH OVER CMU. 22 NEW SLAB. REFER TO SHEETAI.0. SHELL ONLY REPAIR ADJACENT TENANT FACADE AS NECESSARY AT TRANSITION TO NEW WORK TO PHASE 1 PROVIDE LIKE -NEW APPEARANCE. 10 REPAINT EXISTING COPING AND GUTTER SYSTEM. 11 EXISTING TRANSFORMER. 12 PIPE BOLLARD. BUILDING 13 SEE BUDDYS PLAN FOR FULL SCOPE OF THIS ELEVATION. ELEVATIONS 14 BOLT AND SEAL DOOR CLOSED. CLEAN SURFACE OF CMU PRIOR TO APPLICATION OF NEW PAINT. PATCH ALL 15 DAMAGEDLOCATIONS. 4mO KEY NOTES N/A r+ PLOT DATE: f i 8 — _ -- 8 i - - - - i e L — - - - --- - I -- _ I- I 1 _ 11 1 1 1 -- -- _EL. 22'-5" T.O. PLATE KRAFT FACED BATT INSL F 1" EIFS WITH R-5.0 MIN. F 8" STEEL STUD. RI STRUCTURAL FOR S NEW FOOTING AND (WHERE OCCURS) SEE STRUCT. 1 A6.0 -------------------------- I I I I r-%t inni AC r c+iwlnl r ni v n�r�riwin _EL.22-5" _ -- - - -- T.O.PLATE JVER. - SINGLE -PLY JVER RIGID KRAFT FACED BATT INSULATION. JSULATION. R25 R-13 MIN. XIST. ROOF I 1" EIFS WITH R-5.0 MIN. POLYISO. ,HOWN HATCHED. I 8" STEEL STUD. REFER TO STRUCTURAL FOR SPACING. EL. 1 T-0" _ _ _ _ _ _ _ SOFFIT HEIGHT _EL. 8'-8--- _ -- - - -- B.O.BEAM FIELD VERIFY ROUGH OPENING WITH DOOR MANUFACTURER NEW ASSA ABLOY ANODIZED ALUMINUM SLIDING DOOR SYSTEM NEW FOOTING ANL (WHERE OCCURS) SEE STRUCT. IVER. =XIST. ROOF SHOWN HATCHED. 10'-0" ADER IYLYY VV 1II14Ia MIL/ ♦ LJJ10. (WHERE OCCURS) SEE STRUCT. r l in�f nnr niwir+i r_PLY 'R RIGID ILATION. GLE-PLY i RIGID ATION. R25 .ROOF JN HATCHED. • U Z T w � �^ � F�1 cc) �-- M o_jIo cp0p C/) (o �Vww�� �WUC�Y� w�E=cam yVQzc>) _ �N> 0 CV \ALL • • l� 0 v rn �. Ir Q w j4', co LEE B . ; r" E z Lu ``` • �1R9747'J m �? fr LL w U) Z Q 18022 0 0 0 0 0 0 0 CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: 08.01.2018 N/A N/A N/A N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 WALL SECTIONS WALL SECTION @ TOWER LEG 1/2"=1'-o" 1 A I WALL SECTION @ TOWER LEG 1/2"=1'-o" 1 B I WALL SECTION @ TOWER LEG 1/2"=1'-o" I C I 4500 PLOT DATE: I C IIsFT% C FLASHING TO MATCH WINDOW FRAME. FRAME WINDOW HEAD 3' =1'-0" 19 ANODIZED ALUMINUM STOREFRONT FRAMING. SEALANT SOLID SURFACE SILL AND APRON KRAFT-FACED BATT BACKER ROD AN INSULATION. R-13 MIN. SEALANT. GYPSUM BOARD OVER 6" STEEL STUD FRAMING. 1" DRAINABLE EIF SEE STRUCT. FRAME WINDOW SILL 3"=V-011 120 STEEL DOOR HEAD 3°=11-0`14 STEEL DOOR. DRAINAGE TRACK SEE SHEET A2.0. ADA COMPLIANT ALUMINUM STRESHOLD AT EXTERIOR DOORS ONLY. TRANSITION TO THRESHOLD EXTERIOR DOOR ONLY P>1 HVCT. SEE FINISH PLAN, STEEL DOOR THRESHOLD 3' =1-0" 15 6" STEEL STUDS AND KRAFT-FACED BATT INSUL DUROLAST SINGLE -PLY MEMBRANE \ DUROLAST TRIM 12" X 12" LOUVER. DUROLAST SINGLE -PLY MEMBRANE LOUVER 3"=V-0'I 16 NOT USED 31'=1AY ET I 2X TOP PLATE, BUILT UP FOAM CORNICE 1"THICKER PER STEP. RUN DUROLAST UP PARAPET 8" STEEL STUD WALL. SEE STRUCT. 1/2" PLYWOOD OVER 6" STUDS WITH R-13 KRAFT-FACED BATT INSUL. DUROLAST SINGLE -PLY ROOFING MEMBRANE OVER MIN R-25 RIGID POLYISO INSULATION, OVER NEW ROOF DECK. ROOF DECK. SEE STRUCT. LINTEL. SEE STRUCT. LOUVER 3 =1 -011 C_m U Z Z G� Zw � �rr Lb °� o D Ln co 0U �i� Nc� w�* co .. cr Ln �UwWU)an o�Nz�Q� w w 0�=� �—UQz>Uc� N rz 3 oN 0 rl- rn 0 O O F F�O w z `LLJ A ` • ON U co LEE B. 1 Q N1AI`IcKE S= AS O LL R97470 • V w LLJ Lu J 18022 0 0 0 0 0 0 0 A CONTRACT DATE: BUILDING TYPE: PLAN VERSION: SITE NUMBER: STORE NUMBER: 08.01.2018 N/A N/A N/A N/A DOLLAR GENERAL GALL BLVD ZEPHYRHILLS, FL 33541 SHELL ONLY PHASE 1 CONSTRUCTION DETAILS 6mO PLOT DATE: