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HomeMy WebLinkAbout5845-5947 Gall BlvdNORTH END FACADE REMODEL A. ALL WORK SHALL CONFORM TO THE 2014 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. PROJECT GENERAL NOTES I NAME ROOM NAME X ELEV. LETTER 1 ELEV. SHEET SHEET NUMBER OX DOOR NUMBER 4OAX.X2 �— 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.X � ROOM FINISH NUMBER BLDG. SECTION SHEET Ix INTERIOR ELEVATION DESIGNATION DETAIL NUMBER X DIRECTION OF DETAIL X ID SHEAR WALL TYPE (STRUCTURAL) DETAIL SHEET 0 REVISION NUMBER xxx 000 EQUIPMENT / FIXTURE NUMBER (M.E.P.) 01- BLDG. HEIGHT ELEV REFERENCE POINT REFER TO STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL SHEETS FOR SPECIFIC SYMBOLS GENERAL DRAWING SYMBOLS _ I v.P i iorj7kY:rrFd ZtaTii Jl "? TP e 0 VICINITY MAP OWNER ZEPHYR, LLC 7162 READING ROAD, STE 730 CINCINATTI, OH 45237 ARCHITECT L.B. MANSKE ARCHITECTURE & DESIGN, INC. LEE B. MANSKE, AIA, NCARB 2422 N. RUTGERS COURT WICHITA, KS 67205 316.749.5873 PROJECT DIRECTORY TITLE 1 2 3 4 T1.0 TITLE SHEET ARCHITECTURAL D1.0 DEMOLITION PLAN AND ELEVATION A1.0 FLOOR PLAN AND ELEVATION A2.0 REFLECTED CEILING PLAN AND STOREFRONT ELEVATIONS A3.0 BREEZEWAY SECTION STRUCTURAL S1.1 STRUCTURAL PLAN SHEET INDEX U z FBI z G� o A H Co p Lo CD Op N U�C c� �cnoCo .. Qui ""60 i wEwi ���[-- ~ Q C V D �zUcoU) 1.. � N � LLl C3 N 2 LL a 0 Q w U) Z w U J 17036 0 0 CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade TITLE SHEET T1.0 PLOT DATE: 11-10-18 14 3 ---------------------- 14 2 1 2 5 1 T T r i I ! j' I i 1 �I ;� � I T � ,� L I � it �� � :i h !-�!--i!--' -IL L-1L-_I1 - !I -A!-A !I !!__ i I i -� _J!- L L _-li - �' ji j! II 1 1 ;i l 9LL ' 1 I 4 ! ! i 4 4 18'-6%' 10 1 26'-6Y4' 4 2 4 ---- �--------------- � -- �-1 2 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY THE EXISTING CONDITION SHOWN IN THIS PLAN PRIOR TO START OF WORK AND REPORT ANY DISCREPANCIES OR UNFORESEEN CONDITIONS TO THE ARCHITECT AND CONSTRUCTION MANAGER. REMOVE EXISTING FURNITURE, FIXTURES, AND FITTINGS THROUGHOUT. COORDINATE WITH CONSTRUCTION MANAGER FOR DISPOSAL. CLEAR OUT LOOSE DEBRIS FROM THE BUILDING PRIOR TO START OF DEMOLITION. DEMOLITION, DISPOSAL, AND REMOVAL OF ALL HAZARDOUS MATERIALS SHALL BE ACCOMPLISHED IN ACCORDANCE WITH ALL APPLICABLE LAWS, RULES, AND REGULATIONS. THE DEMOLITION CONTRACTOR SHALL MEET ALL REQUIREMENTS OF OSHA RELATED TO THE WORK DESCRIBED HEREIN. THE DEMOLITION CONTRACTOR SHALL PROVIDE AND INSTALL ADEQUATE SAFETY SIGNAGE THROUGHOUT THE BUILDING AND GROUNDS FOR THE DURATION OF DEMOLITION. CONDUCT ALL DEMOLITION AND DEBRIS REMOVAL TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, WALKS, AND ADJACENT FACILITIES. REMOVE ALL FINISHES IN WALLS TO REMAIN DOWN TO GYPSUM BOARD SUBSTRATE. PATCH AND REPAIR SUBSTRATE, THEN PAINT ALL WALLS TO REMAIN WITH PRIMER. DEMOLISH ALL WIRING, CONDUIT, POWER OUTLETS, AND HVAC DUCTWORK THROUGHOUT BUILDING THAT CANNOT BE IDENTIFIED. ENSURE THAT OUTLETS IN EXISTING WALLS ARE IN GOOD REPAIR AND CONNECTABLE WITH UNINTERRUPTED WIRING. THE INTENT OF THE DRAWINGS IS TO PROVIDE NEW FLOOR FINISHES IN ALL FOH AREAS AND BACK TO OFFICE WALL. SEE ELECTRICAL AND PLUMBING DRAWINGS FOR ADDITIONAL DEMOLITION NOTES. 14 29-0/' 2 � �-=-/ 4 -71 I F r, - - - - I n n II jl u ' 1 �� 2 O SAWCUT CMU AND CONCRETE FACADE AT COLUMN LINE. DEMOLISH FACADE IN THIS AREA. O CMU COLUMN TO REMAIN. REMOVE ANY EXISTING STUCCO FROM ALL FACES. COLUMN TO BE DEMOLISHED. O DEMOLISH EXISTING AWNING. © EXISTING BUILDING CORNER TO REMAIN. O EXISTING CONCRETE CURB. ADJACENT TENANT (HARBOR FREIGHT). �J DEMOLISH EXISTING BREEZEWAY CEILING, INCLUDING FRAMING MEMBERS, CONDUIT, WIRING, AND FIXTURES. 10 DEMOLISH EXISTING STOREFRONT. PREP OPENINGS TO RECEIVE NEW STOREFRONT FRAMING AND GLAZING AS SCHEDULED. FIELD VERIFY EXISTING ROOF STRUCTURE ABOVE CEILING AND REPORT FINDINGS (ID TO ARCHITECT. DEMOLISH EXISTING WALL AS REQUIRED TO ENLARGE STOREFRONT ROUGH 12 OPENING HEIGHT AND ALIGN TOP OF ROUGH OPENING WITH STOREFRONT AT ADJACENT TENANT (BUDDY'S). INSTALL NEW 2X12 BOX HEADER. PRIOR TO DEMOLITION OF FACADE FACE, DETACH ANY ROOF BRACING, DECKING, INSULATION, AND ROOFING THAT ABUTS TO PROPOSED DEMOLITION. STORE 13 DECKING FOR REINSTALLATION. CUT BACK AND DEMOLISH INSULATION AND SINGLE -PLY ROOFING. EXISTING ROOF JOISTS TO REMAIN. 14 DEMOLISH EXISTING COPING. 18'-8% 19'-1Y4' 14 �- - - rt : !j j j i 1 _ L i 4 I ' 10 DEMOLITION ELEVATIONS 1/4"=1'-a' 1 A 18'-11y" 2&A' 7 2 ------ -- — —— — — --- --- 4 3 2 DEMOLITION FLOOR PLAN 1/4'-1'-0, 19 U H T h� V MCI Z w O o vJ W D Lo N 00 UN Co Li) U) CC) -- F+wU)L,Z Uo W C) V ~ D Q �u VzUCY)cn �i CV1:31 � L1J cc C\j 5 Iz LL a 0 1- 'OF Q F (y ,C ,( Ciae•a••••rgoV� �' w Z W LEE B. ' • a MAHIS- KE p � m a 4 AR: 7470 � � Q d z Q m w w J 17036 CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade DEMOLITION PLAN DI mO DEMOLITION NOTES DEMOLITION KEY NOTES PLOT DATE: 7-01-18 4 0 10 EXTERIOR INSULATION AND FINISH SYSTEM STO. CORP. FLORIDA PRODUCT APPROVAL: FL20110 PRODUCT:STOTHERM STOREFRONT SYSTEM YKK FLORIDA PRODUCT APPROVAL: FL4666-R3 PRODUCT: YWW 50T ALTERNATES TO THE ABOVE SYSTEMS ARE ALLOWED. GENERAL CONTRACTOR SHALL PROVIDE PROPER FLORIDA PRODUCT APPROVAL PAPERWORK TO THE OWNER AND ARCHITECT FOR APPROVAL PRIOR TO SUBMISSION TO THE JURISDICTION. DOOR HARDWARE PROVIDE ONE PAIR OFFSET PIVOTS PER DOOR MFR, TOP AND BOTTOM PROVIDE FALCON C953-7 OR C-987-7 AS REQUIRED PROVIDE FALCON 1690 CONCEALED VERTICAL PANIC HARDWARE PROVIDE ACCESSIBLE ALUMINUM THRESHOLD PER MFR. PROVIDE SWEEP (VISTA 231 STD) NGP 101 VA PROVIDE SIGN STATING'THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS' 4 1❑ SHERWIN WILLIAMS SW 6803'DANUBE' 2] SHERWIN WILLIAMS SW 9109'NATURAL LINEN' �3 SHERWIN WILLIAMS SW 6105'DIVINE WHITE' 44 SHERWIN WILLIAMS SW 7680'LANYAR9 5❑ SHERWIN WILLIAMS SW 9133 °JASPER STONE' NOTE Z'OCORS SUBJECT TO FINAL OWNER APPROVAL 0 1' DRAINABLE STOTHERM EIFS ON FRONT FACE OF FACADE AND SURROUNDING COLUMNS. O PATCH SIDEWALK AT LOCATIONS OF DEMOLISHED COLUMNS O EXISTING SIDEWALK TO REMAIN. ® NEW STOREFRONT WINDOWS AND DOORS. EXISTING CMU BREEZEWAY WALLS. PATCH STUCCO AS REQUIRED AND APPLY O FINISH SIMILAR TO EIFS ON REMAINDER OF BUILDING. EXISTING FRAMED WALLS. PATCH STUCCO AS REQUIRED AND APPLY FINISH 0 SIMILAR TO EIFS ON REMAINDER OF BUILDING. Q NEW GALVANIZED METAL COPING. PAINT AS SCHEDULED. 0 EXISTING WALL TO ADJACENT TENANT. PROTECT DURING CONSTRUCTION. O EXISTING CURB TO REMAIN. 10 ADJACENT TENANT LEASE LINE. 11 TENANT SPACES NOT IN SCOPE. PATCH AS REQUIRED TO REPAIR INTERIOR DUE TO INSTALLATION OF NEW STOREFRONT. 12 PROVIDE 2' EIFS AT CORNICE BASE. 13 PROVIDE 3' EIFS AT CORNICE CAP. 14 THIS PORTION OF NEW WALL ALIGNS WITH THE REAR OF THE EXISTING COLUMNS. 15 THIS PORTION OF THE NEW WALL ALIGNS WITH THE FRONT OF THE EXISTING COLUMNS. 0 0 PROVIDE CORONADO STONE IDAHO DRYSTACK,'CARMEL MOUNTAIN', FULLY 13 GROUTED, SURROUNDING ENTIRE COLUMN. 14 EXISTING BRICK WAINSCOT AT EXISTING HARBOR FREIGHT EXTERIOR ELEVATION 1/4'=1'-0' 0 0 4" 1 FLOOR PLAN 1/4'=1'-0' w Z ui �< O •': co�' 9 • LEE B. '� m A r; S I<E `�yy\�J Q R97470 J ° ui Z Q on w w J 17036 0 0 0 A CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade FLOOR PLAN AND ELEVATIONS I no PRODUCT APPROVALS I C COLOR SCHEDULE I D I KEY NOTES PLOT DATE: 11-10-18 GLASS SCHEDULE O 1' INSULATED GLASS r 1/4' TEMPERED GLASS © 1' INSULATED TEMPERED GLASS NOTE: PROVIDE SHGC OF .7 OR BETTER, AND A U FACTOR OF .65 OR BETTER FOR ALL GLAZING. ENSURE DAYTIME VISIBILITY INTO TENANT SPACES IS MAINTAINED. **** ALL STOREFRONT GLAZING SHALL BE LOW 'E' SOLAR GLASS **** 0 1. 18'-6%' W 14'-5' 14'-5' 18'-11Y2 0 G) 0 0 0 O CONNECT NEW LIGHTING FIXTURES TO EXISTING CIRCUIT (TYP.). PROVIDE 16' WIDE VENTED SMOOTH SOFFIT BY JAMES HARDIE ON FRONT AND CO REAR OF BREEZEWAY. PAINT SW 6995'SUPERWHITE•. O PROVIDE 48' X 96' NON VENTED SMOOTH SOFFIT PANELS BY JAMES HARDIE IN FIELD OF BREEZEWAY. PAINT SW 6995 SUPERWHITE'. ®SOFFIT HEIGHT 19-0- SET AT NORTH SIDE OF AREA OF WORK. MAINTAIN HEIGHT ACROSS ENTIRE ELEVATION. O5 EXISTING SOFFIT. © EXISTING TENANT SPACE NOT IN SCOPE. 0 GENERAL CONTRACTOR SHALL FIELD VERIFY EXISTING ROUGH OPENING SIZES, F.F. ELEVATION STOREFRONT ELEVATIONS 1/4"=1'-o', REFLECTED CEILING PLAN 1/4"=1'-(Y' KEY NOTES U ONO r� V Fy w � A o O D Lo 00 N U r" (y E-I Co W � Lr) Z (D,zj- 10 rr a(� �zUc)U) N W d' Cr N :�i LL 0 OF.FLOCD Q ti LEE B, ui .�-d J " MANSI<E y!� : ,L AR97470 Q 17036 0 0 0 0 0 0 CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade CEILING PLAN ID STOREFRONT ELEVATIONS PLOT DATE: 2mO 7-01-18 EXISTING WALL AT INTERIOR FACE OF BREEZEWAY NEW STOREFRONT WINDOWS AND DOORS. SEE SHEET A1.0 AND A2.0. EXISTING ROOFING, DECK, AND INSULATION EXISTING MAIN WALL FOOTING REPLACE DUROLAST ROOF WITH NEW MATERIAL. REPLACE INSULATION TO MATCH EXISTING FOOTINGS TO REMAIN. GALVANIZED COPING. PAINT IN FIELD. CORNICE. SUCCESSIVELY THICKER IN 1" INTERVALS. � PLYWOOD SHEATHING OVER 6" STEEL FRAMING AT 16" O.C. 1" STOTHERM EIFS AT COLUMN BEYOND. 1" STOTHERM EIFS. PROVIDE MINIMUM R-VALUE OF 6 R-19 KRAFT FACED BATT INSULATION 1" STOTHERM EIFS AT COLUMN BEYOND. U 0 n v n OF F4 6 OCo °°ooss000•lo � w LEE B, •: 7 w • MANSKE �'.. AR97470 • • �L' a w Y z Q 2 m w w J 17036 0 A 0 0 A CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade WALL SECTION NOT USED 1 81 WALL SECTION 3mO PLOT DATE: 7-01-18 PROVIDE (2) 6" X 14 GA (2 1/2" FLANGE) 50 KSI BOX COLUMNS AT CORNERS AND ENDS OF WALLS. SEE 7/S2L1 FOR HOLDOWN CONNECTION EXISTING STOREFRONT FRAMING PLAN f 1 \ SCALE: 3/32" = V-0" \ S 1.1 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. 1000S162-54 JOISTS (10" STUD 1 5/8" FLANGE X 16GA) AT 16" ON CENTER. 60OS162-54 (6" STUD 1 5/8" FLANGE X 16 GA) STUDS AT 16" ON CENTER EXISTING DECK AND ROOFING CONTINUOUS L3x3x1/4 CONTINUOUS ANGLE. ATTACH TO STUDS WITH POWDER ACTUATED FASTENER. MINIMUM PUDDLE WELD DECK TO ANGLE AT 12" ON CENTER EXISTING JOIST 40OS162-68 BRACES (4' STUD 1 5/8" FLANGE X 14GA) AT 48" ON CENTER. PROVIDE (6) S-12 SCREWS INTO 10" JOIST L3x3x1/4 x 0'-5" C8x11.5 x 24' LONG. ATTACH TO CMU PIER S ECTIO N JOIST AT HIGH PARAPETr2 WITH 3/8" 0 HILTI KWIK HUS-EZ ANCHORS SCALE: 3/4" = V-0" STRUCTURAL 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 2017 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. 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. L 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 TOP/PARAPET capacity of each structural element cannot be verified prior to the commencement of work. As a result, OIL it is imperative to report any discrepancies between the contract documents and actual field conditions, 17 -10 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. MASONRY 7/16" APA RATED 24/16 SPAN RATING OSB, EXPOSURE 1 WITH WITH NO. 8, TAPPING SCREWS WITH A MINIMUM HEAD DIAMETER OF 0.285 INCH, 6" 3/16 ON CENTER AT PANEL EDGES, 12" ON CENTER IN FIELD. PROVIDE STEEL BLOCKING BEHIND ALL HORIZONTAL JOINTS AND FASTEN BOTH PANELS TO BLOCKING 6" ON CENTER. 3/16 3/16 (2) 120OS250-97 (12" STUD 2 1/2" FLANGE X 12 GA) BEAM. ATTACH TO PIER AT BEARING WITH (2) 5/8" HILTI HY 70 WITH 5 5/8" EMBEDMENT. PROVIDE 8" END DISTANCE FROM EACH END, SEE SECTION A -A EXISTING CMU PIER 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 A 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 -48A 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 V-10" FROM PROMINENT BUILDING CORNER IN EACH DIRECTION. a.Provide concrete masonry conforming to the following standards: ACI 530-11/ASCE 5-11/TMS 402-11, Building Code Requirements for Concrete Masonry Structures ACI 530.1-11/ASCE 6-11/TMS 602-11, Specifications for Concrete Masonry Structures b. Load bearing masonry walls are designed in accordance with Chapters 1 and 2 of ACI 530. c. Brick veneer is designed in accordance with Chapter 6 of ACI 530. d.Provide light -weight, hollow, load bearing concrete masonry units conforming to ASTM C 90 with a compressive strength of masonry (f'm) of 1500 PSI and a net strength of 2000 PSI on the net cross -sectional area of CMU determined in accordance with ASTM C 140. e.Provide mortar conforming to ASTM C 270, Type M or S. Standard mortar bed joint thickness is 3/8" and must not exceed 5/8". f. Unless noted otherwise, provide grout for reinforced masonry conforming to ASTM C 476 with minimum compressive strength of 2500 PSI. Pea gravel concrete with a minimum compressive strength of 3000 PSI may be substituted for grout only with approval of the Structural Engineer of Record. g.Unless noted otherwise, lay masonry units in running bond. h.Provide ladder type horizontal joint reinforcing conforming to ASTM A 82. Unless noted otherwise, place 9 gage or heavier, zinc coated ladder type horizontal joint reinforcing at 16" on center. Lap horizontal joint reinforcing minimum 12". Use prefabricated 'L's and 'Ts at corners and intersections. i. For grouted walls, the maximum height of grout lifts must not exceed T-0". The maximum ungrouted height of 8" or thicker CMU walls prior to grouting must not exceed 12'-0". Refer to Table 7 of ACI 530.1 for the maximum ungrouted height of CMU walls thinner than 8". Consolidate and reconsolidate grout in accordance with paragraph 3.5.E of ACI 530.1. Walls higher than T-0" must have inspection holes at the base of the wall. j. Lap vertical masonry wall reinforcing as follows: #4 Bars 25" #5 Bars 31" k. Provide vertical control joints in all masonry walls not retaining earth. Unless noted otherwise on the architectural drawings, place vertical control joints at three times the wall height, but not closer than 25'-0" on center or farther than 50'-0" on center. I. Unless noted otherwise, provide minimum (1) #5 vertical bar, grouted full height, at each side of openings and at all corners and ends of walls, including both sides at ends of wall panels at vertical control joints. m. Unless noted otherwise, anchor sides and tops of masonry wall panels to the structure by dovetail anchors, metal straps, or equivalent. n.Place ties for brick veneers at not more than 16" vertically or 24" horizontally. 4. REINFORCED CONCRETE a.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 b.Unless noted otherwise, provide normal weight concrete with 3000 PSI compressive strength at 28 days. c. Provide 4% to 6% entrained air by volume in concrete permanently exposed to weather. d.Provide concrete with a maximum water-to-cementitious materials ratio of 0.50. e.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. f. The use of calcium chloride, chloride ions, or other salts is not permitted. g.Place concrete at a slump of 5" f 1". h. 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. i. Chamfer or round all exposed corners a minimum of 3/4". j. 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. k. Unless noted otherwise, provide reinforcing steel conforming to ASTM A 615, Grade 60. I. 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. m. 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. n. Unless noted otherwise, #4 @ 12" o/c in 8" thick slabs on grade. Place rebar 2" below the top of the slab. o.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. p.Provide corner bars at all corners and intersections of all footings, beams, and walls. q.Provide basic class "B" tension laps in all reinforcing bars indicated as continuous. r. 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). s. Unless noted otherwise, provide the following concrete cover on all reinforcing steel: Concrete against earth (not formed): 3" t. 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. u.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. 5. STEEL DECKING e.Provide steel deck of the type and gage indicated on the design documents. f. Unless noted otherwise, provide steel decking primed and painted or with a G60 galvanized coating. gAnstall steel decking in accordance with the manufacturer's recommendation. Do not install steel decking until supporting joists are braced, bridged, and permanently fastened. h.Install decking such that it is continuous over a minimum of three spans. L Unless noted otherwise, fasten steel roof deck to supporting structure according to the following options: (Roof exterior zones are areas of the roof within X'-X" of the roof perimeter. All other zones are interior zones.) 1. 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. 2. 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. 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 Members 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. L 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. V F�1 T� V Z H w o V ~, Iv` t.iJ 0 w LO CU 0 p N IN�� �U CD wr r-)��0 ~�Q�Iz V VzvCY)U)_ 0 N LLJ N � cc GCE • coo d- O Z Lu m Z w U J Q O J LL w J_ U) Q Q 07 8. DESIGN LOADS a. Live Loads: 7�36 Roof 20 PSF b.Dead Loads: Roof 5 PSF c. Wind Design Data: Q 6. Ultimate Wind Speed (3 second gust): 146 MPH Q 7. Wind Risk Category: Category III 8. Wind Exposure: Exposure B Q 9. Internal pressure Coefficient: f 0.18 Q 10.Components and Cladding Pressures: See Table �OWN A.M. *�*�MPy ••�C E N ss�� N0 76433 SO STATE OF 'QJ ,�.A� Q..``�'� ,�' F• S O R , O •��,,,,� ;/ONV `.�. Ip11[I19 CONTRACT DATE: BUILDING TYPE: N/A PLAN VERSION: N/A SITE NUMBER: STORE NUMBER: N/A Zephyr Plaza GALL BLVD ZEPHYRHILLS, FLORIDA Facade STRUCTURAL PLAN 11 - I M I L t4 t iry Simi PLOT DATE: vk0��5*ck) 0 Its"I lot 3�6 00 :10 3TATa .