CONCRETE REINFORCEMENT:

(1)

STRUCTURAL NOTES

S001

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

1 REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

SCALE: DRAWN BY: CHECKED BY: ISSUE DATE: PROJECT:

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

www.avantitampa.com FLORIDA CERTIFICATE OF AUTHORIZATION No. 26537

1345 N. Falkenburg Rd. Tampa, Florida 33619

FM DMS

10-XX-20

20-034

AS SHOWN

I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE DRAWINGS &

SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

STRUCTURAL NOTES

GOVERNING CODES:

This design is based on the following codes: A.Florida Building Code, Sixth Edition (2017).

B. Building Code Requirements for Structural Concrete ACI 318 (2014 EDITION).

C.Specification for the Design, Fabrication, and Erection of Structural Steel for Building, ASD Design method. D.Building Code Requirements for Masonry Structures, (ACI 530-11 / ASCE 5-11 / TMS 402-11).

E. Structural Welding Code D1.1-D1.1M-2010.

DESIGN LOADS:

A. Wind load based on using the ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” methods of calculation for wind pressures and the following factors:

1. Mean Roof Height of 27'-0” (Block Building) 2. Mean Roof Height of 28'-0” (Metal Building)

3. Wind speed of 140 (Vult), 109 MPH (ASD Level) nominal. 4. Exposure Category 'C'.

5. Risk Category II.

6. Internal Pressure Coefficient of +/- 0.18 (“Enclosed” building).

7. This building is IN A WIND BORNE DEBRIS REGION as defined by Florida Building Code. All glazing is assumed to be protected in accordance with Section 1609.1.2 of the Florida Building Code.

B. Roof live load of 20 PSF with allowable load reductions based on area as outlined in the Florida Building Code. C.Roof dead load of 20 PSF for block building.

D.Roof dead load per metal building manufacturer.

E. Roof collateral load (superimposed dead load) of 5 psf (includes wet sprinkler system). F. Metal building horizontal drift:

1. H/100 Metal Panel Walls 2. H/140 Masonry Walls

G.Floor dead load of 86 PSF (bare plank + 2" topping) + 10 PSF (superimposed dead load) for block building. H.Floor live load of 80 PSF for block building.

DISCREPANCIES BETWEEN DRAWINGS & EXISTING CONDITIONS:

A. These drawings were prepared based on field data gathered during the design process. However, as the demolition of the existing structure allows for better views of the existing structure, there may be discrepancies between the drawings & the actual conditions. These

discrepancies should be brought to the attention of the architect immediately. Please confirm all dimensions to the existing structure before ordering, purchasing, or installing any new work.

SHOP DRAWINGS:

A. When shop drawings or submittals are required (1) electronic copy (combined PDF format) shall be submitted along with a transmittal. GC shall review submittals for subcontractor coordination items prior to our review. Contractor shall allow for (10) ten business days for shop drawing and submittal review. The following shop drawings and/or submittals are required:

1. Concrete mix design submittals of all concrete used in structural applications clearly identifying their intended use (i.e. “slab-on-grade”). 2. Complete metal building erection drawings shall be submitted for approval prior to fabrication, showing all anchor bolt settings, foundation

reactions, transverse cross sections, sidewall, endwall and roof framing, flashing and sheeting, and accessory installation details. Design drawings shall be signed and sealed by a registered Engineer licensed in the State of Florida.

3. Field density testing reports. 4. Concrete mix design test reports.

5. Concrete reinforcing layout shop drawings. 6. Precast shop drawings.

DRAWINGS AND SPECIFICATIONS:

A.Do not scale these drawings for dimensions not given. Advise Project Architect of any conflicts between these drawings and the Architectural drawings. Verify all field conditions and confirm column locations in respect to building wall alignment prior to the start of work.

B. These drawings are to be used in combination with the architectural, mechanical, plumbing, electrical, and civil drawings. Refer to these other drawings for details that relate to structural components.

C. These construction documents have been prepared from the most complete information available to the engineer. All data on existing construction conditions are approximate & shall be verified prior to commencing work.

D. The contractor shall comply with the manufacturer's instructions & recommendations to the extent-printed information are more detailed or stringent than the requirements contained in the plans.

E. The plans show the location of all fixtures & equipment & are intended to convey the general intent of the work in scope & layout. They are not intended to show in minute detail all of the accessories intended for the purpose of execution of the work, but it is understood that such details are part of this work.

F. The Contractor shall perform no portion of the work at any time without Contract Documents or, where required, approved shop drawings, product data or supplemental details for such portion of the work.

G.The Contractor is responsible for means and methods of construction to ensure the safety of the building until the structural system is completed. The structural system is unstable until all connections have been made and all concrete has reached the minimum design strength as specified in these drawings.

H. The Contractor shall notify this office when the structural system is substantially completed and before sheathing, ceilings or roofing is installed.

CONCRETE:

A.Concrete strength requirement:

1. 3000 psi: Foundations, slab-on-grade, block fill 2. 5000 psi: slab-on-grade for metal building

B. Maximum Slump: 4" (+/- 1") for all concrete, except use 8"-11” for filling cells in block. Fly ash, if used, shall not exceed 20% by weight of total cementitious content. Slump limits shall be strictly adhered to.

C.Ready mix design:

1. Type I or III portland cement per ASTM C150 (fly ash, if used, shall not exceed 20% by weight of total cementitious content). The ready-mix shall use only one brand of cement throughout project

2. Water-cement ratio (by weight) of 0.52 max for 4,000 psi mixes and 0.57 for 3,000 psi mixes. Water shall be potable and clean conforming to ASTM C 94.

3. Graded aggregate with a maximum aggregate size of 1½”. Course aggregate shall be a blend conforming to AASHTO #4, #57 and #89 grading requirements (1½” to 3/8” nominal size). Aggregates shall be natural, non-reactive, and uniformly washed before use and shall conform to ASTM C33.

D. The concrete shall contain the maximum size aggregate permitted by ACI Code up to 3/4” maximum. The guidelines for maximum aggregate size are not greater than 1/5 the narrowest opening in the forms, and/or 1/3 the depth of the slab. Course aggregate shall meet #467

gradation as defined in ASTM C33, with at least 3% retained on the 1 1/2" sieve and at least 8% retained on the 1" sieve.

E. Small rock mixes are not permitted for slab-on-grade. When used in ACI blended mix, small rock is permitted but shall not exceed 20% by weight of total course aggregate content.

F. Concrete formwork: Concrete formwork shall be in a clean condition for use as finished surface forms. Forms shall not be removed until the concrete is of sufficient strength to support its own weight and proposed construction loads.

G.Minimum Concrete Cover:

1. Concrete permanently exposed to earth = 3 inches. 2. Concrete exposed to earth or weather = 1-1/2 inches 3. Concrete not exposed to earth or weather = 3/4 inches

H. Concrete must be batched, mixed, and transported in accordance with The Specifications for Ready-Mixed Concrete ASTM C94. Concrete shall be placed with-in 90 minutes of batch time.

I. Expansion and Contraction Joints: Floor (contraction) joints shall be saw cut or prefabricated at a maximum spacing of 2 to 3 times the slab thickness in feet (i.e. 8'-12' o/c for a 4” thick slab). These contraction joints shall be approximately 1/8" wide and extend to a minimum depth of 1/4 the slab thickness. A 1/4" perimeter expansion (isolation) joint shall be used at floors adjoining walls and around all columns. These isolation joints shall be formed by installing an asphalt impregnated fiber sheet that extends the entire thickness of the slab.

J. The concrete supplier shall provide mix designs of all concrete used in structural applications clearly identifying their intended use (i.e. “slab-on-grade”).

K. When pouring against earth, the embankment shall be wetted first and all pours on direct sun days will be misted at least twice following initial set. Isolation joints shall be provided at all columns and expansion felt at the perimeter of the slab.

L. Finish on the surface of floor shall be machined troweled followed by hand finishing as required. M.Exterior walks and parking areas to be light brushed finished.

N. Curing of concrete shall be in accordance with ACI 318.

O.Provide vapor barrier at slab on grade areas. Provide seam tape and pipe boots at all penetrations. P. Air-entrained concrete shall not be used at interior floor slab.

CONCRETE REINFORCEMENT:

A.Reinforcing steel bars shall be Grade 60 (60 KSI ASTM A615) steel and tied with drawn steel wire. B. Welded Wire Fabric shall conform to ASTM A185.

C.Placement of reinforcing steel shall be as shown on plans and per the "Manual of Standard Practice for Detailing Reinforced Concrete Structures", ACI 315 manual on placing steel reinforcing.

D.Provide minimum lap splice of 48 bar diameters, but not less than 18 inches, for all reinforcing bars, unless noted otherwise. Stagger splices in adjacent bars at least 24 inches, except in strip footings, masonry tie beams (top of wall) and as otherwise noted.

E. Provide a minimum length of 16 bar diameters of standard hook wall reinforcement into footing or slab, unless noted otherwise. Length of standard hook shall be 12 bar diameters.

F. In wall footings, grade beams and bond beams, provide bent bars at corners and intersections of the same number and size as the straight bars.

TERMITE TREATMENT OF SOIL & STRUCTURE:

A. All buildings shall have pre-construction treatment protection against subterranean termites. A certification of compliance must be issued to the building department by a licensed pest control company before a certificate of occupancy will be issued. The certificate of compliance shall state: “The building has received a complete treatment for the prevention of subterranean termites. The treatment is in accordance with the rules and laws of Florida Department of Agriculture and Consumer Services.” All of this work shall be in conformance with Florida Building Code Section 1816.

B. A permanent sign that identifies the termite treatment provider and the need for re-inspection and treatment contract renewal shall be provided. The sign shall be posted near the water heater or electrical panel. The sign and the posting method shall be in accordance with Florida Building Code Section 105.11.

C. All condensate and roof downspouts shall discharge at least 1'-0” away from the structure sidewall, whether by underground piping, tail extensions, or splash blocks. Gutter with downspouts are required on all buildings with eaves of less than 6” horizontal projection (except gable end rakes or a roof above another roof). Irrigation/ sprinkler systems and risers for spray heads shall not be installed within one foot of the building sidewall. This placement of these water sources close to the building sidewall shall be in accordance with Florida Building Code Section 1503.6.

D. The exterior wall covering shall terminate not closer than 6” from the final earth grade to allow for inspection for termite infestation. The exception to this is paint or decorative cementitious finishes less than 5/8” thick adhered directly to the masonry foundation sidewall. The termination of exterior wall coverings shall be in accordance with Florida Building Code Section 1403.8.

E. If soil treatment is used for subterranean termite protection, the initial treatment shall be performed after ALL excavation, backfilling and compaction is complete. Any soil area that is disturbed after initial soil treatment shall be retreated with chemical treatment including spaces boxed or formed. This is required under Florida Building Code Section 1816.1.1.

F. If soil treatment is used for subterranean termite protection, space in concrete floors boxed out or formed for subsequent installation of plumbing traps, drains, or any other purpose shall be created by using plastic or metal permanently placed forms of sufficient depth to

eliminate any planned soil disturbance after initial chemical soil treatment. The placement and construction of the permanent forms shall be in accordance with Florida Building Code Section 1816.1.3.

G.If soil treatment is used for subterranean termite protection, the chemical treated soil shall be protected against rainfall dilution by a 6 mil (min.) vapor barrier. If rainfall occurs prior to placement of the vapor barrier, chemical re-treatment is required.

H.If soil treatment is used for subterranean termite protection, concrete overpour and mortar accumulation along the foundation perimeter shall be removed prior to exterior soil treatment.

I. If soil treatment is used for subterranean termite protection, chemical soil treatments shall also be applied under all exterior concrete or grade within one foot of primary structure sidewalls. Also, a vertical chemical treatment barrier shall be applied promptly after construction is completed, including initial landscaping and irrigation / sprinkler installation. Any soil disturbed after the chemical vertical barrier is applied shall be promptly retreated. This exterior chemical treatment shall be in accordance with Florida Building Code Section 1816.1.6.

J. After all work is completed, loose wood and debris shall be completely removed from under the building and within one foot of the structure. All wood forms and supports shall be completely removed. This includes, but is not limited to: wooden grade stakes, forms, contraction spacers, tub trap boxes, plumbing supports, bracing, shoring, forms, or other cellulose-containing material place in any location where such materials are not clearly visible and readily removal prior to completion of the work.

FOUNDATIONS:

A.Maximum soil bearing pressure used for design...2,000 PSF.

B. Notify Engineer if footing excavation reveals unsuitable or unstable soils, or materials or conditions not anticipated in the area.

C. A foundation survey shall be performed and a copy of the survey shall be on the site for the building inspector's use. At the contractor's option, in place of a foundation survey all property markers shall be exposed and a string stretched from marker to marker to verify required setbacks.

D. Concrete placement shall occur immediately after footing excavation & placement of reinforcing steel. Any freestanding water shall be pumped out of footing excavation prior to concrete placement

E. A qualified testing laboratory shall be retained to perform the following minimum in-place density tests: This suggested testing shall be used in absence of a testing program suggested by a soil engineer as contained in a soil report performed for this project. Compaction beneath all floor slab should be verified for a depth of 12 inches and meet the 95 percent criteria.

1. One density test for each 2,500 square feet of compacted subgrade. 2. One density test at each column.

3. One density test per 50 feet of wall footing.

CONCRETE MASONRY UNITS:

A.Concrete block work under this section shall be as per plans and shall be plumb, true to line with level courses accurately placed. Where no pattern is indicated, masonry shall be laid in a running bond.

B. All concrete blocks shall have a minimum f'm of 1500 PSI and be of normal weight conforming to ASTM C-90 Type N-1. Concrete masonry units shall be dry when laid.

C.Mortar shall be used within 2 1/2 hours after initial mixing. Mortar that has stiffened due to evaporation within this period shall not be

retempered or restored to workability. Mortar shall be Type S (f'm = 1800 PSI at 28 days) for above grade work, and Type M (f'm = 2500 PSI at 28 days) for below grade (and retaining walls).

D.Hollow units shall be laid with full mortar coverage of horizontal and vertical face shells. Webs shall also be bedded in all courses of piers, columns, and pilasters, and in the starting courses on footings, and where adjacent to cells or cavities to be filled with coarse grout. Mortar joints shall be 3/8" thick except where otherwise indicated. Exterior walls to be covered shall have flush joints, and interior wall joints shall be tooled with a round jointer.

E. Horizontal joint reinforcing (wire type with 9 gage equal to Dur-o-wal) shall be placed at 16" o/c. vertically and shall extend at least 6" into vertical columns or pilasters. Horizontal reinforcement shall not be continuous across control joints and shall be placed fully embedded in face-shell mortar beds for their entire length (minimum mortar cover of 5/8").

F. Vertical reinforcement (where required) shall be placed in the center of masonry cores unless shown otherwise. This reinforcement shall be lapped (where required) a minimum of 48 bar diameters or 2'-1" whichever is greater. Masonry cores shall be filled with coarse grout conforming to ASTM C476.

1. 3000 PSI at 28 days 2. 3/8” aggregate 3. 8” - 11” slump

G.Bond beams shall consist of load-bearing units filled with coarse grout and reinforced as indicated unless noted otherwise in contract drawings. Reinforcement shall be continuous except through expansion (control) joints. Where bond beam is not broken at control joint, a dummy control joint shall be formed in the bond beam.

H.Unfinished work shall be stepped back for tooling with new work. Toothing may be employed only when specifically approved. Before laying new work, loose mortar shall be removed and the exposed joint thoroughly cleaned.

I. Use masonry saws to cut block as required.

J. If wall reinforcing is not shown plans, place one #5 bar in a cell filled with coarse grout at a maximum spacing of 48”. Also fill the first cell adjacent to any opening, and located three filled cells at any wall corner or intersection.

K. Provide clean-outs for filling cells in lifts exceeding 4 ft, but lifts shall not exceed 12'-0.

L. At the completion of the work all holes in joints of masonry surfaces to be exposed or painted (except weep holes) shall be filled with mortar and suitably tooled. Masonry walls shall be dry brushed at the end of each day's work and also after final pointing, and shall be left clean and free from mortar spots and droppings. Any cracks in masonry shall be repaired. Defective joints shall be cut out and repointed.

M.Space masonry control joints at a maximum of ?'-0” o.c. (unless noted otherwise).

N. All masonry that is retaining earth, as in a retaining wall or stem wall shall be filled solid for portion in contact with earth.

PRE-ENGINEERED METAL BUILDING:

A. The metal building shall be designed, fabricated and supplied by a manufacturer who: 1. Has at least five years experience as a metal building fabricator.

2. Is in “good standing” with the “Metal Building Manufacturer's Association” (MBMA). 3. Is currently a AISC approved fabricator, Category MB (or better)

B. The metal building design shall be based on the same loading requirements as outlined under the “design loads” section of this specification. The design of this building shall be performed by a registered Engineer licensed in the State of Florida.

C.Complete erection drawings shall be submitted for approval prior to fabrication, showing all anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing and sheeting, and accessory installation details. Design calculations shall be submitted with shop drawings, signed and sealed by a registered Engineer licensed in the State of Florida.

D. The metal building design engineer shall submit loading which the metal building will impose on the building foundations and slabs.

E. Metal building manufacturer shall determine anchor bolt diameter. The Avanti Group, Inc. shall determine length and type of bolt. Use ASTM F1554 Grade 36.

F. Foundation design reactions have been shown in these drawings. If the metal building manufacturer determines reactions that are greater than these shown in the drawings, the Project Engineer shall be notified immediately.

POST-INSTALLED ANCHORS

The below Products are the design basis for this project. Substitution requests for products other than those listed below may be submitted by the contractor to the Engineer-of-Record (EOR) for review. Substitutions will only be considered for products having a code Report

recognizing the product for the appropriate application and project building code. Substitution submittals shall demonstrate that the substituted product is capable of achieving the equivalent performance values of the design basis product.

A. Adhesive Anchors (Epoxy):

1. Into Concrete: Adhesive for rebar and anchors shall have been tested in accordance with ACI 355.4 and ICC-ES AC308 for cracked concrete and seismic applications. Pre-approved products include:

a) HILTI HIT-HY 200 (ICC-ES ESR-3187)

b) SIMPSON STRONG-TIE “SET-XP” (ICC-ES ESR-2508)

2. Anchoring System shall utilize traditional preparation of the anchor hole (Blowing and brushing) per the manufactures requirements. 3. Anchoring adhesive shall be a two-part component 100% solid epoxy based system supplied through a static-mixing nozzle supplied by the

manufacturer. This requirement shall be met regardless of which epoxy product or manufacturer that is used on this project.

4. The threaded rods to be used in combination with Epoxy system shall be fabricated from steel meeting or exceeding the properties of ASTM A36.

B. Mechanical Anchors (Expansion/Screw Anchors):

1. Into Concrete: Anchors shall have been tested in accordance with ACI 355.2 and ICC-ES AC193 for cracked and seismic applications. Adhesive anchors shall be installed by a certified adhesive anchor installer where designated on the contract documents. Pre-approved products include:

a) Screw Anchor- HILTI “KWIK HUS-EZ” (ICC-ES ESR 3027) b) Expansion Anchor- HILTI “KWIK BOLT TZ” (ICC-ES ESR 1917)

c) Screw Anchor- SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR 2713)

d) Expansion Anchor- SIMPSON STRONG-TIE “STRONG-BOLT 2”(ICC-ES ESR-3037)

PRE-FABRICATED WOOD ROOF TRUSSES:

A. These roof trusses shall be designed by a State of Florida licensed professional engineer and all shop drawings created for this project shall be signed and sealed by a Delegated Engineer. This submittal shall comply with the Delegated Engineer Requirements listed below.

B. The truss web configuration shown in these drawings is for informational purposes only. The final web layout shall be the responsibility of the truss manufacturer (designer).

C. The building drawings shall control as to the shape of the trusses. D. The design criteria for these trusses is:

1. Wind load design criteria is stated in the project criteria section.

2. Trusses are components of the building, thus the parts & components factors (based on area) shall be applied to the trusses to obtain wind loads internal to the truss.

3. Roof dead and live load is stated in the project criteria section. E. Truss design drawings shall include the following minimum information:

1. Span, depth of slope and spacing of trusses.

2. Minimum bearing width as controlled by Fc of the lumber in the truss.

3. Design dead, live and wind uniform loads and any concentrated loads and their point of application. 4. Adjustment to allowable lumber values and plates for condition of use.

5. Reactive forces and locations. Special attention shall be made for uplift forces. 6. Connection plate type, thickness (or gauge), size and location for each joint. 7. Lumber size, species, and grade for each member.

8. Location of all continuous lateral bridging.

F. Truss placement diagrams shall be prepared by the truss manufacturer and presented to the architect for review. The diagrams shall show all truss-to-truss connections and locations of all continuous lateral bracing members required by truss manufacturer's design.

G.The uplift forces calculated by the truss manufacturer shall control in determining the final hurricane clips to be place at the truss reactions. The truss manufacturer shall use "Main Wind Force Resistance System" loads to calculate these loads for connection to building. The truss manufacturer shall confirm the hurricane clips indicted on these project drawings are adequate for their design. Additional clips or larger clips are the responsibility of the truss manufacturer.

H. Trusses shall be designed so that no horizontal reactions are imposed on the structure under vertical loads.

I. Design standards shall conform to the applicable provisions of the “National Design Specification for Wood Construction” published by the American Forest and Paper Association and the “Design Specification for Metal Plate Connected Wood Trusses” published by the Truss Plate Institute.

J. All connection plates shall be a minimum thickness of 0.036” and shall be manufactured from steel meeting the requirements of ASTM A446 Grade A or a higher grade when required by truss design. Connection plates shall be hot dipped galvanized according to ASTM A525, coating designation G60.

K. Lumber used in trusses shall not have wane or knots occurring in the connector plate area which effects more than 10% of the required plate area or number of teeth required by the design. Connector plates shall be applied to both faces of truss at each joint and should provide firm even contact between the plate and the wood. All wood members shall be accurately cut and fabricated so that all truss units are uniform. See Truss Plate Institute “Quality Standards for Metal Plate Connected Wood Trusses QST-88” for tolerance and other special requirements. L. All trusses must be securely braced and anchored both during erection and after permanent installation in accordance with “Commentary and

Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB-91)” as published by the Truss Plate Institute. Erection bracing shall hold trusses straight and plumb and in safe condition until decking and permanent truss bracing is applied to form a structural sound framing system. All erection and permanent bracing shall be installed and all trusses shall be permanently fastened before application of any loads. Safe erection of the trusses is the responsibility of the building contractor.

PRECAST CONCRETE HOLLOW CORE SLABS:

A. This section shall furnish all labor and materials for the manufacturer, delivery and installation of precast concrete hollow core as specified herein and shown on drawings.

B. The Manufacturer shall be PCI Plant Certified and shall be a firm specializing in providing prestressed concrete products and service of the types specified herein. The Manufacturer shall have a proven background of experience and record of performance in the fabrication of prestressed hollow core of the quality and scope required on this project.

C. Where prestressed concrete units are shown or scheduled as requiring a fire resistance classification, provide units that are designed by the PCI Rational Method of Design as specified in the Florida Building Code.

D.Manufacturer shall make and test concrete Compression specimens representative of the work in accordance with ASTM C-192, latest issue. E. Shop drawings shall be submitted for approval prior to fabrication, showing identifying marks of each unit, openings requiring hangers (other

than plumbing and electrical) and anchorage details. Design calculations shall be submitted with shop drawings, signed and sealed by a registered Engineer licensed in the State of Florida.

F. The prestressing steel shall be uncoated three wire, 5/16" or 3/8" diameter stressed relieved strand (250 or 270 KSI) conforming to ASTM-416. The wire shall be free of substances that would prevent bond to concrete.

G.Prestressed concrete hollow core shall be machine extruded in one single operation on long production lines in smooth rigid forms in 3'-4" nominal widths.

H. Any openings that require hanger type supplementary steel members shall be designed, furnished and installed by prestressed concrete manufacturer. All holes shown on structural drawings shall be cut by prestressed concrete manufacturer. Any other holes or openings shall be cut in field by trade requiring the openings. In no case shall any hole be cut without approval of the prestressed concrete manufacturer. I. The units shall be provided with tolerances recommended by the Prestressed Concrete Institute's "Manual for Quality Control for Plants and

Production of Precast Prestressed Concrete Products." These tolerances are as follows: 1. Width Full Units +/-1/4" Length +/-1/2"

2. Width Sawcut Units +/-1/2" Thickness +/-1/4" 3. Deviation from Square +/-1/4"

J. The prestressed concrete units shall be erected into final position under the supervision of the manufacturer or erector experienced in the installation of the type of units specified herein.

K. The prestressed concrete units shall be aligned and leveled prior to grouting keyway joints in accordance with requirements and tolerances of PCI-MNL-116. This operation is to be performed prior to units being loaded or ends restrained. The keyways between units shall be cleaned and filled solidly with grout. Grout that may have seeped through to surface areas below shall be removed before hardening. The tops of grout joints shall be adequately smooth to prevent any unevenness that might interfere with the placing of carpets or roofing. Transitions due to differential levels should be finished not steeper than 1:12.

L. The grout for joints shall be mixed in proportions of one part Portland cement and three parts sand and shall have a minimum compressive strength of 3000 psi at 28 days.

M.The prestressed units shall be thoroughly cleaned and prepared prior to placement of the structural topping to insure adequate bond. The 2” structural concrete topping shall have a minimum strength of 4000 psi at 28 days. The thickness of such topping at the center of span shall be the thickness shown on the drawings and may vary due to camber from the center to the supports as required for a level surface.

(2)

WIND PRESSURES

S002

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

1 REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

FM DMS

10-XX-20

20-034

AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

a = 7'-0"

a

2

3

5

4

2

1

2

3

5

4

5 WIND ZONES ON STRUCTURE

(BLOCK BLDG)

a

WIND ZONES ON STRUCTURE

(METAL BLDG)

CORNER AREA FIELD AREA CORNER AREA FIELD AREA GENERAL NOTES:

WIND LOADS ARE BASED ON ASCE 7-10 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" USING THE FOLLOWING CRITERIA: 1. DESIGN CRITERIA:

WIND SPEED: Vult = 14O MPH (ULTIMATE), Vasd = 108 MPH (NOMINAL). BUILDING RISK CATEGORY II.

"ENCLOSED" BUILDING CLASSIFICATION (GCpi = +/- 0.18). BUILDING EXPOSURE CATEGORY 'C'.

MEAN ROOF HEIGHT LESS THAN 28'-0". ROOF ANGLE OF LESS THAN 7 DEGREES.

2. ALL WIND PRESSURES SHOWN ABOVE ARE IN PSF (LB/SQ FT).

3. NOTE WIND PRESSURES SHOWN ARE "ULTIMATE" AND CAN BE CONVERTED TO NOMINAL (ASD) BY MULTIPLYING BY 0.6.

4. WALL WIND PRESSURES SHOWN HAVE BEEN REDUCED 10% SINCE ROOF ANGLE LESS THAN 10 DEGREES PER ASCE 7-10.

5. GROSS PRESSURES ARE FOR WINDOWS, DOORS, VENEER, ROOFING, ROOFING ACCESSORIES AND OTHER BUILDING COMPONENTS AND CLADDING.

6. GROSS PRESSURES SHALL BE LINEARLY INTERPOLATED FOR (A) NOT SHOWN IN TABLE.

7. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED SURFACE.

8. WIND PRESSURE TABLES ARE BASED ON FBC SIXTH EDITION (2017) / ASCE 7-10 ULTIMATE WIND SPEEDS.

10. BUILDING IS IN A WIND-BORNE DEBRIS REGION AND ALL GLAZING IS ASSUMED PROTECTED IN ACCORDANCE WITH SECTION 1609.1.2 OF THE FLORIDA BUILDING CODE (IMPACT GLAZING OR OTHER APPROVED PROTECTION DEVICE). 46.7 48.7 44.6 50.8 61.1 54.9 46.7 50.8 48.7 65.2 52.8 44.6 48.7 46.7 48.7 52.8 52.8 73.5 102.4 61.1 73.5 123.0 81.8 42.5 1 2 3 46.7 48.7 44.6 42.5

ZONE UPLIFT PRESSURE

< 50 SQ. FT. UPLIFT PRESSURE < 20 SQ. FT.

UPLIFT PRESSURE

< 100 SQ. FT.

NEGATIVE WIND PRESSURE ON GLAZING & WALL COMPONENTS

LOCATION ON BUILDING

< 10 SQ. FT. UPLIFT PRESSURE

POS. PRESSURE

POSITIVE WIND PRESSURE ON GLAZING & WALL COMPONENTS

POS. PRESSURE LOCATION ON BUILDING < 20 SQ. FT. POS. PRESSURE < 10 SQ. FT. < 50 SQ. FT. < 100 SQ. FT. POS. PRESSURE

ROOF WIND UPLIFT PRESSURES

NEG. PRESSURE < 100 SQ. FT. < 50 SQ. FT. < 10 SQ. FT. NEG. PRESSURE < 20 SQ. FT.

NEG. PRESSURE NEG. PRESSURE

1 2 3 4 5 4 5 CORNER AREA FIELD AREA CORNER AREA FIELD AREA GENERAL NOTES:

WIND LOADS ARE BASED ON ASCE 7-10 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" USING THE FOLLOWING CRITERIA: 1. DESIGN CRITERIA:

WIND SPEED: Vult = 14O MPH (ULTIMATE), Vasd = 108 MPH (NOMINAL). BUILDING RISK CATEGORY II.

"ENCLOSED" BUILDING CLASSIFICATION (GCpi = +/- 0.18). BUILDING EXPOSURE CATEGORY 'C'.

MEAN ROOF HEIGHT LESS THAN 27'-0". ROOF ANGLE OF LESS THAN 27 DEGREES.

2. ALL WIND PRESSURES SHOWN ABOVE ARE IN PSF (LB/SQ FT).

3. NOTE WIND PRESSURES SHOWN ARE "ULTIMATE" AND CAN BE CONVERTED TO NOMINAL (ASD) BY MULTIPLYING BY 0.6.

4. GROSS PRESSURES ARE FOR WINDOWS, DOORS, VENEER, ROOFING, ROOFING ACCESSORIES AND OTHER BUILDING COMPONENTS AND CLADDING.

5. GROSS PRESSURES SHALL BE LINEARLY INTERPOLATED FOR (A) NOT SHOWN IN TABLE.

6. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED SURFACE.

7. JOIST/TRUSS NET UPLIFT LOAD COMBINATION IS 0.6D + 0.6W. "W" IS AS SHOWN ABOVE AND "D" = 12 PSF.

8. WIND PRESSURE TABLES ARE BASED ON FBC SIXTH EDITION (2017) / ASCE 7-10 ULTIMATE WIND SPEEDS.

9. BUILDING IS IN A WIND-BORNE DEBRIS REGION AND ALL GLAZING IS ASSUMED PROTECTED IN ACCORDANCE WITH SECTION 1609.1.2 OF THE FLORIDA BUILDING CODE (IMPACT GLAZING OR OTHER APPROVED PROTECTION DEVICE). 46.3 48.3 44.3 50.4 60.6 54.5 46.3 50.4 48.3 64.7 52.4 40.2 42.2 42.2 44.3 89.3 56.5 70.9 105.7 62.7 97.5 113.9 77.0 42.2 1 2 3

ZONE UPLIFT PRESSURE

< 50 SQ. FT. UPLIFT PRESSURE < 20 SQ. FT.

UPLIFT PRESSURE

< 100 SQ. FT.

NEGATIVE WIND PRESSURE ON GLAZING & WALL COMPONENTS

LOCATION ON BUILDING

< 10 SQ. FT. UPLIFT PRESSURE

POS. PRESSURE

POSITIVE WIND PRESSURE ON GLAZING & WALL COMPONENTS

POS. PRESSURE LOCATION ON BUILDING < 20 SQ. FT. POS. PRESSURE < 10 SQ. FT. < 50 SQ. FT. < 100 SQ. FT. POS. PRESSURE

ROOF WIND UPLIFT PRESSURES

NEG. PRESSURE < 100 SQ. FT. < 50 SQ. FT. < 10 SQ. FT. NEG. PRESSURE < 20 SQ. FT.

NEG. PRESSURE NEG. PRESSURE

1 2 3 4 5 4 5

a = 8'-0"

a

5

4

3

2

3

2

1

2

3

2

5

3

5

4

5

46.3 48.3 44.3 42.2

(3)

4 5 1-1 2" 25'-0" 1 2 3 A C E A.1 D.1 30'-0" 29'-6" 9'-6" 15'-0" 69'-0" 16'-0" 16'-0" 15'-0" 80'-0" B.1 9'-0" C.1 9'-0" S401 5 S401 4 FF EL 0'-11 2 " AFF FLOOR SLAB:

8" CONCRETE SLAB (F'c 5,000 PSI MIN) WITH 6x6 W2.9/W2.9 WIRE MESH IN UPPER PART ON 6 MIL VAPOR BARRIER ON

TERMITE TREATED COMPACTED SUBGRADE

S401 12 3.0 -4.8 33.0 #5 HAIRPIN, TYP. WHERE SHOWN PER DETAIL 3/S401 3.0 -4.8 33.0 3.0 -4.8 33.0 2.0 -17.4 45.0 16.5 -17.6 43.0 2.0 -10.8 44.0 2.0 -10.8 44.0 2.0 -17.4 45.0 2.0 -17.4 45.0 3.0 -4.8 33.0 F43 F43 F43 F43 F60 F53 F53 F53 F53 F53 F53 2.0 -17.4 45.0 F56 2.0 -10.8 44.0 F56 F53 2.0 -10.8 44.0 16.5 -17.6 43.0 22.0 -23.4 57.0 22.0 -23.4 57.0 F60 F53 TE10 TE10 TE10 TE10 TE10 TE10 TE10 TE10 _TE10 ±1.2 ±4.2 ±4.2 ±4.2 ±4.2 ±4.2 ±4.2 ±4.2 ±4.2 ±14.9 ±14.9 ±1.2 ±1.2 ±19.8 ±19.8 ±1.2 A 9 B C D E 20'-0" 20'-0" 20'-0" 20'-0"

(E) OPEN OFFICE

30'-0" 80'-0" 2" GAP 32'-0" 2" GAP S402 5 S402 1 S402 2 _{@ SILL} ANGLE

CONC PAD PER DETAIL 3/S402 FF EL 0'-0" AFF S402 4 FLOOR SLAB:

4" CONCRETE SLAB (F'c 3,000 PSI MIN) WITH 6x6 W1.4/W1.4 WIRE MESH IN UPPER HALF OF SLAB ON 6 MIL

VAPOR BARRIER ON TERMITE TREATED COMPACTED SUBGRADE TOF EL -4'-0" AFF SF30 SF30 SF20 SF20 SF20 SF30 13'-2 1 4" TOF EL -0'-8" AFF TOF EL -1'-4" AFF 1'-4" TOF EL -2'-0" AFF TOF EL -1'-4" AFF 2'-8" TOF EL -0'-8" AFF TOF EL -2'-0" AFF

FOUNDATION PLAN

S101

SCALE: 1/8" = 1'-0"

N

FOUNDATION PLAN

AREA 'A'

SHEET NUMBER

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REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

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P (813) 655-2884

FM DMS

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AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

SCALE: 1/8" = 1'-0"

N

FOUNDATION PLAN

AREA 'B'

1. REFER TO STRUCTURAL NOTES FOR SOIL COMPACTION REQUIREMENTS. REINFORCING "CHAIRS" ARE REQUIRED PER FLORIDA BUILDING CODE.

2. THE CONCRETE SLAB SHALL BE CAST ON A VAPOR BARRIER ON WELL-COMPACTED, CLEAN, TERMITE-TREATED FILL. SLAB CURING IS REQUIRED.

3. THE CONCRETE SLAB ON GRADE HAS NOT BEEN SPECIFICALLY DESIGNED TO SAFELY SUPPORT ANY CRANE LOADS. IF USED AS SUCH, SUBMIT SIGNED AND SEALED CALCULATIONS VERIFYING SLAB'S CAPACITY TO BE UTILIZED IN SUCH A MANOR.

4. CENTERLINES OF WALLS AND COLUMNS SHALL COINCIDE WITH THE FOUNDATION CENTERLINES, UNLESS SPECIFICALLY SHOWN OTHERWISE.

5. ELEVATIONS SHOWN ON THESE PLANS REFER TO 0'-0" REFERENCE ELEVATION (TOP OF GROUND FLOOR SLAB).

6. SEE DRAWING S001 FOR STRUCTURAL NOTES.

7. VERIFY ALL DIMENSIONS, ELEVATIONS, SLAB STEPS AND SLAB FINISHES WITH BUILDING DRAWINGS PRIOR TO COMMENCING CONSTRUCTION. FOR ADDITIONAL DIMENSIONAL INFORMATION NOT GIVEN HERE, REFER TO BUILDING DRAWINGS.

8. SLAB ON GRADE CONTRACTION JOINTS (CJ) SHALL BE TOOLED OR SAWCUT WITHIN 6 HOURS OF POURING. SEE DETAIL 1/S401. JOINT PATTERN SHALL BE SHOWN ON PLAN.

9. SIDE FORMS SHALL BE USED FOR ALL FOOTINGS UNLESS IT CAN BE DEMONSTRATED THAT SOILS ARE STABLE ENOUGH TO MAINTAIN VERTICAL "FORM-CUT" DURING CONSTRUCTION. INSPECTOR TO VERIFY AND ADVISE.

10. SEE 1/S401 FOR CONSTRUCTION JOINT DETAILS (SLAB COLD JOINTS, IF NEEDED.)

FOUNDATION NOTES

CONTRACTOR NOTES

1. CONTRACTOR SHALL USE METAL BUILDING

MANUFACTURER'S PLANS FOR COLUMN AND ANCHOR BOLT PLACEMENT. SEE DETAIL 2/S401 FOR ANCHOR BOLT EMBEDMENT SPECIFICS.

2. SEE MBM SHOP DRAWINGS FOR SLAB RECESSES AT OVERHEAD DOOR.

REINFORCEMENT

Fx LENGTH

MARK

_SIZE

DEPTH

WIDTH TOP CENTER BOTTOM REMARKS

-- (2) #5 BARS CONT 1'-0" 1'-6" CONT TE10

FOOTING SCHEDULE

--

-SF20 _CONT _2'-0" _1'-0" _{(3) #5 BARS CONT}

GENERAL NOTES:

8F8-1B

DOORS/WINDOWS 1663 5'-4"

-REMARK

MIN LOAD/FT

MAX SPAN

LOCATION

MARK

LINTEL SCHEDULE

TYPE

L-1

1. ALL LINTELS ARE 8" WIDE PRECAST LINTELS AS MANUFACTURED BY CAST-CRETE OR APPROVED EQUAL. 2. LENGTH REPRESENTS THE OVERALL LENGTH OF THE LINTEL WITH A MINIMUM 4" BEARING AT EACH END. 3. ALTERNATE LINTELS WILL BE ACCEPTED BASED ON REQUIRED LOAD CAPACITY STATED IN CHART. 4. NOTE LINTEL MAY ACT AS COMPOSITE WITH BOND BEAMS AT THE FLOOR AND/OR ROOF LEVELS.

GENERAL NOTES:

REQ W/ 1 1₂_{" MIN CONC}

COVER 8" NOM

8F16-1B/1T

VARIES SEE SCHEDULE AT BOTTOM OF CAVITY QUANTITY OF #5 REBAR AT TOP QUANTITY OF #5 REBAR NOMINAL HEIGHT F = FILLED W/ GROUT NOMINAL WIDTH IN LINTEL VARIES

BOTTOM REIN PROVIDED LINTEL CAVITY

#5 REBAR AT BOTTOM OF GROUT

8" NOM CMU

#5 REBAR AT TOP, MIN ONE 1. THE BOTTOM OF ALL FOOTINGS SHALL BE (1'-6") MIN BELOW FINISHED EARTH GRADE.

2. USE #5 TRANS BARS @ 48" OC MAX AT ANY CONTINUOUS FOOTING w/ (3) OR MORE BARS. 3. SEE DETAIL 11/S401 FOR FOOTING STEP.

1. USE (1) #5 BAR IN FILLED CELL @ 48" OC MAX.

2. USE (1) #5 BAR @ EACH SIDE OF OPENING PER DETAIL 7/S401. 3. USE (3) #5 BARS @ CORNERS PER DETAIL 7/S401.

4. AT THE CONTROL JOINTS IN MASONRY USE DETAIL 9/S401, SEE BLDG DRAWINGS FOR LOCATION.

5. FOR HORIZONTAL REINFORCING USE 9 GA DUR-O-WAL @ 16" OC. 6. FOR BOND BEAM CORNER REINFORCING DETAILS SEE 8/S401. 7. FOR STEP IN MASONRY BOND BEAM SEE DETAIL 10/S401. 8. SEE DETAIL 6/S401 FOR TYPICAL WALL REINFORCING.

MASONRY WALL REINFORCING NOTES

NOTES:

+

1. THE LOADS ON PLAN WERE PROVIDED TO THE ENGINEER BY NUCOR BUILDING SYSTEMS AND USED IN DESIGN OF THE FOUNDATION SYSTEM. COMPLETE SHOP DRAWINGS FOR THE METAL BUILDING, PER THE STRUCTURAL NOTES, SHALL BE SUBMITTED FOR THE ENGINEER'S REVIEW AND APPROVAL. PLEASE NOTE IF REACTIONS DIFFER FROM THOSE ABOVE, THE FOUNDATION SIZES ARE SUBJECT TO CHANGE.

2. THE LOAD VALUES SHOWN ARE IN KIPS. XX.X

XX.X XX.XXX.X D+W

D+L

VERT HORIZ

FOUNDATION DESIGN SCHEDULE

8F16-1B

DOORS/WINDOWS 5365 7'-6"

-L-2

--

-SF30 _CONT _3'-0" _1'-0" _{(3) #5 BARS CONT}

B

A

SCALE: NTS

N

KEY PLAN

F43 F53 F56 -- (4) #5 BARS EW 4'-3" 1'-6" 4'-3" -- (5) #5 BARS EW 5'-3" 1'-6" 5'-3" -- (5) #5 BARS EW 5'-6" 1'-6" 5'-6" F60 _6'-0" _6'-0" _1'-6" _- _- _{(6) #5 BARS EW}

(4)

4 5 1-1 2" 25'-0" 1 2 3 A C E A.1 D.1 30'-0" 29'-6" 9'-6" 15'-0" 69'-0" 16'-0" 16'-0" 15'-0" 80'-0" B.1 9'-0" C.1 9'-0" S401 1 _{@ JOINTS} A 9 B C D E 20'-0" 20'-0" 20'-0" 20'-0" 30'-0" 80'-0" 32'-0" 2" GAP S401 1 _{@ JOINTS}

CONTRACTION JOINT PLAN

S102

SCALE: 1/8" = 1'-0"

N

CONTRACTION JOINT PLAN

AREA 'A'

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

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REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

FM DMS

10-XX-20

20-034

AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

SCALE: 1/8" = 1'-0"

N

CONTRACTION JOINT PLAN

AREA 'B'

1. JOINT SPACING TO BE 2-3 TIMES THE SLAB THICKNESS IN FEET. (EX. 6" SLAB RESULTS IN 12-18' SPACING. RECOMMEND USING 2 TIMES THE THICKNESS FOR MAX SPACING. 2. SECTIONS BETWEEN CONTROL JOINTS

SHOULD BE APPROXIMATELY SQUARE, BUT NO MORE THAN 1.5:1 RATIO.

GENERAL NOTES

B

A

SCALE: NTS

(5)

A B C D E 8" HC PLANK PLANK BRG EL 11'-4" AFF

L-2

S501 1 S501 3 S501 2

L-2

FLOOR FRAMING PLAN

S201

SCALE: 1/8" = 1'-0"

N

FLOOR FRAMING PLAN

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

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REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

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P (813) 655-2884

FM DMS

10-XX-20

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AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

B

A

SCALE: NTS

N

KEY PLAN

(6)

30'-0" 30'-0" 20'-0" 20'-0" 20'-0" 20'-0" 30'-0" 30'-0" 25'-0" A B C D E 4 5 6 7 8 9 80'-0"

ROOF PLAN

1 2 3 A C E A.1 D.1 30'-0" 29'-6" 9'-6" 15'-0" 69'-0" 25'-0" 25'-0" 15'-0" 80'-0" 30'-0" SLOPE 1:12 MAX SLOPE 1:12 MAX SLOPE 1:12 MAX SLOPE 1:12 MAX 32'-0" 2" GAP PRE-MANUFACTURED WOOD TRUSSES @ 24" OC. 5

8" THICK APA RATED EXPOSURE

(1) SHEATHING W/ ZONE 1 & 2: 8d NAILS @ 6" OC AT EDGES, 6" OC INTERMEDIATE ZONE 3: 8d NAILS @ 4" OC AT EDGES, 6" OC INTERMEDIATE

(SEE DIAGRAM FOR ZONES)

L-1 L-1 T-2 ZONE 3 T-1 ZONE 2 T-2 ZONE 3 T-2 ZONE 3 T-1 ZONE 2 T-2 ZONE 3 L-1 L-1 L-1 L-1 L-1 L-1 L-1 L-1 L-1 L-1 W6x15 HOIST BEAM

26 GA GALVALUME TYPE 'TM-LOCK'' STANDING SEAM ROOF SYSTEM BY TAMCO w/ (1) #10 PANCAKE HEAD SCREW @ 6" OC MAX S501 4 @ HOIST BEAM L-1 L-1

ROOF FRAMING PLAN

S301

SCALE: 3/32" = 1'-0"

N

ROOF FRAMING PLAN

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

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REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

FM DMS

10-XX-20

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AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

40.0

20.0

6.0 1.5 1.5 6.0 2.5 2.0 MISCELLANEOUS MECHANICAL / ELECTRICAL

TYPICAL ROOF TRUSS & STANDING SEAM ROOF

AREA

TOTAL LOAD TOTAL LIVE LOAD TOTAL DEAD LOAD FUTURE OFFICE CEILING WOOD TRUSSES @ 24" OC PLYWOOD SHEATHING STANDING SEAM ROOF

COMPONENT

(ALL LOADS SHOWN ARE IN POUNDS PER SQ FT)

ROOF DESIGN LOAD SCHEDULE

GENERAL NOTES:

1. CODE PERMITTED LIVE LOAD REDUCTIONS BASED ON AREA SHALL BE TAKEN.

STRUCTURAL COMPONENTS: CONNECTORS/ANCHORS SIMPSON STRONG TIE CO.

FL11473

REMARKS FASTENERS

TYPE MARK

SIMPSON CONNECTOR SCHEDULE

META12 (7) 10d x 11 -2" NAILS T-1 -(10) 10d x 11 2" NAILS T-2 DOUBLE META

(7)

STRUCTURAL DETAILS

S401

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

1 REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

FM DMS

10-XX-20

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AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

18 1/2 (IN) TOTAL LENGTH (IN) 18 1 7/8 3/4 24 24 24 18 5/8 12 12 12 12 12 12 (IN) SPACING C TO C 12 24 1 1/4

CONTRACTION JOINT

TOP OF SLAB 4 (IN) DEPTHSLAB 9 8 7 6 5 10 (IF APPLICABLE)

CONSTRUCTION JOINT

1 1/8 DIAMETER

SMOOTH DOWEL SCHEDULE

1

S401

CONTRACTION & CONSTRUCTION JOINTS

SCALE: 1 1/2" = 1'-0"

1

8" WIDE SAW CUT TO BE MADE NO LATER

THAN 24 HOURS AFTER PLACEMENT OF CONCRETE SLAB. CUT SHALL BE MIN SLAB THICKNESS/4 IN DEPTH (IE 1" FOR A 4" THICK SLAB)

DOWELS SHALL BE SAW CUT NOT SHEAR CUT TO PREVENT END DEFORMATION. CENTER ROD OVER JOINT. SEE SCHEDULE ABOVE FOR SIZE & SPACING

PER METAL BLDG MANUFACTURER

'L'

3000 psi CONC (min)

ASTM F1554 STEEL

TOP OF FOOTING/PIER

1 1/4" 16"

ANCHOR BOLT SCHEDULE

ANCHOR BOLT DIA

7/8" 3/4" 1" 12" 10" 14" 5/8" 8" LENGTH (L) NOTE: DIAMETER SHALL BE DETERMINED BY METAL BUILDING MANUFACTURER. TACK 2 S401

ANCHOR BOLT DETAIL

SCALE: NTS

3" SQ BY 1

4" THICK WASHER

LOCATED AT END OF HEADED ANCHOR BOLTS AT CONTRACTOR'S OPTION

DOUBLE NUTS MAY BE USED IN LIEU OF TAK WELDING THE PLATE WASHER

3

S401

HAIRPIN REINFORCING

SCALE: 1/4" = 1'-0"

1'-0" 45 DEGREES 1/2 x SLAB 48 BAR DIA LAP SPLICE (IF REQUIRED) #5 REBAR AS SHOWN ACI STD 90 DEG HOOK THICKNESS TIE HAIRPIN TO BACK SET OF ANCHOR BOLTS 15'-0" 48 BAR DIA

LAP SPLICE_{(IF REQUIRED)}

1'-0"

HAIRPIN

4 S401

PERIMETER COLUMN FOOTING

SCALE: 3/4" = 1'-0"

COLUMN BY MBM CONC SLAB PER PLAN MIN CLR 6"

1'-6" MIN _{PER PLAN} _1'-0"

HAIRPIN IF REQ SEE PLAN FTG PER PLAN GL STEEL LINE FTG PER PLAN 1'-6" MIN 6" CLR 1'-0" _MIN CONC SLAB PER PLAN 5 S401

PERIMETER FOOTING

SCALE: 3/4" = 1'-0"

GL STEEL LINE WALL FOOTING HOOK BARS INTO BOND BEAM

REINFORCEMENT PER PLAN

48 BAR DIA MIN LAP SPLICE 9 GA DUR-A-WAL HORIZONTAL REINFORCEMENT EVERY OTHER COURSE

CLEAN-OUT REQUIRED AT ALL FILLED CELLS FOR HIGH LIFT GROUTING (OVER 4'-0")

6 S401

TYPICAL WALL REINFORCING

SCALE: 3/4" = 1'-0"

GROUT JAMB SOLID TO LINTEL BEARING (3) ADDITIONAL BARS PLACED AS SHOWN, SEE PLAN NOTES FOR TYP REINFORCING BAR SIZE

ELEVATION ADDITIONAL REINFORCING BAR,

ONE EACH SIDE OF OPENING

4" MIN LINTEL BEARING

WALL OPENING

BUILDING CORNER

7 S401

TYPICAL MASONRY DETAILS

SCALE: 3/4" = 1'-0"

(2) #5 CORNER BARS W/ 48 BAR DIA MIN LAP

WALL INTERSECTION

BUILDING CORNER

8 S401

BOND BEAM CORNER CONTINUITY

SCALE: 3/4" = 1'-0"

(1) #5 VERT BAR IN FILLED CELL @ EACH SIDE OF JOINT CONCRETE MASONRY

SASH SLOT UNIT @ EACH SIDE OF CONTROL JOINT

PVC OR HARD RUBBER SHEARING LUG

#3 SMOOTH ROD 32" LONG - GREASE ONE END & PLACE CENTERED OVER CONTROL JOINT. PLACE SMOOTH ROD(S) IN EQUAL NUMBERS & LOCATION AS REINFORCING IN BOND BEAM

PLAN VIEW OF

BOND BM

PLAN VIEW OF

MASONRY CTRL JOINT

DISCONTINUOUS AT CONTROL JOINT JOINT REINFORCEMENT W/ SEALANT CAULK JOINT

BOND BEAM UNIT CONCRETE MASONRY JOINT WIDTH

DISCONTINUOUS AT HORIZ REINFORCEMENT FOAM, DEPTH = 1.25 TIMES CELL POLYETHYLENE

CONTROL JOINT BREAKER ROD CLOSED

9 S401

MASONRY CONTROL JOINT

SCALE: 3/4" = 1'-0"

LAP SPLICE

48 BAR DIAMETERS 48 BAR DIAMETERSLAP SPLICE

(2) ROWS OF KNOCKOUT BLOCKS W/ (2) #5 BARS CONT IN EACH ROW VERTICAL REINFORCING CONT PER PLAN HATCHED AREA

INDICATES FILLED CELLS

10 S401

MASONRY BOND BEAM STEP

SCALE: 3/4" = 1'-0"

"A" MIN LAP 48 BAR DIA 2 TIMES "A" TOP OF FTG NOTE FTG STEP IS AT BLOCK JOINT SEE FTG SCHEDULE FOR SIZES AND REIN

EL PER PLAN

11 S401

FOOTING STEP IN MASONRY

SCALE: 3/4" = 1'-0"

EPOXY SMOOTH DOWEL 6" MIN INTO (E) SLAB, SEE CONSTRUCTION JOINT DETAIL FOR SIZE AND SPACING OF DOWELS

12 S401

PERIMETER FOOTING

SCALE: 3/4" = 1'-0"

CONC SLAB PER PLAN (E) SLAB

(8)

STRUCTURAL DETAILS

S402

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

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PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

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P (813) 655-2884

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AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

FTG PER PLAN

48 BAR DIA MIN LAP SPLICE

FINISH FLOOR EL PER PLAN 4 S402

STEMWALL

SCALE: 3/4" = 1'-0"

2" EXISTING TOF EL PER PLAN 8" NOTES:

1. BRACE WALLS AS REQ UNTIL UPPER SLAB IS POURED & REACHES 2,500 PSI MIN. 2. SEE ELEVATOR MFG SHOP DRAWINGS FOR SUMP PIT, WHERE REQ.

3. GC SHALL COORDINATE ELEVATOR PIT SIZE, DEPTH, & SILL DETAIL.

4. WHERE ELEVATOR PIT SLAB IS BLOCKED OUT TO ALLOW FOR PLACEMENT OF HYDRAULIC ELEVATOR JACK, FILL BLOCKOUT W/ CONCRETE AFTER JACK IS SET.

4'-0" VERIFY WITH ELEVATOR SUPPLIER

SEE ELEVATOR SHOP DRAWINGS

24" 24"

48" BAR DIA

MIN LAP SPLICE

1 S402

ELEVATOR PIT WALL

SCALE: 3/4" = 1'-0"

8"

12" THICK MAT FTG UNDER ELEVATOR SHAFT. FTG SHALL HAVE # 5 BARS @ 12" OC EW IN TWO MATS PLACED 3" FROM TOP OR BOTTOM OF FTG

PLACE TOPPING AT BOTTOM OF SHAFT WITH A MAX THICKNESS OF 2". TOPPING SHALL SLOPE TO 12" X 12" SUMP AT CORNER OF PIT

8" THICK POURED IN PLACE CONCRETE WALL WITH # 5 BARS 12" OC VERTICAL & HORIZONAL INSTALL WATERPROOFING ON EXTERIOR SIDES OF WALL AS PER THE ARCHITECTURAL DRAWINGS

EXTEND MASONRY WALL REINFORCING INTO WALL OF ELEVATOR PIT

CONC SLAB PER PLAN

#5 'L' BARS @ 24" OC

INSTALL CONT 31₂_{" BY 1 1/2" WATER KEYWAY}

WITH 1/4" BY 1" HYDROTITE CJ WATERSTOP BY GREENSTREAK (OR EQUAL)

8" CONC BLOCK WALL W/ REIN PER PLAN

1

2" EXPANSION

JOINT MATERIAL CONC SLAB PER PLAN

48 BAR DIA MIN LAP SPLICE

FINISH FLOOR EL PER PLAN 5 S402

STRIP FOOTING

SCALE: 3/4" = 1'-0"

8" CONC BLOCK WALL W/ REIN PER PLAN

1

2" BUILDING FELT OR

EXPANSION JOINT MATERIAL CONC SLAB

PER PLAN

SLOPE GRADE AWAY FROM BLDG MAINTAIN & 6" MIN COVER OVER FTG

FTG PER PLAN CONTINUOUS SILL ANGLE

5"x5"x3/8" THICK (GALV) ATTACH TO PIT WALL W/ 3/4" EPOXY ANCHORS @24" OC (& @ ENDS) W/ 65 8" MIN EMBEDMENT

2

S402

ELEVATOR PIT SILL ANGLE

SCALE: 1-1/2" = 1'-0"

2"

BLOCKOUT IN SLAB WHERE SHOWN IN ARCHITECTURAL DRAWINGS OR ON ELEVATOR SHOP DRAWINGS.

SEE ARCH DRAWINGS FOR DEPTH. GC TO COORDINATE (VERIFY) WITH ELEVATOR SHOP DRAWINGS. 5'-0"

3

S402

WALKWAY PAD

SCALE: 1/2" = 1'-0"

5'-0" WALKWAY SLAB:

4" CONC SLAB (F'c 3,000 PSI MIN) W/ 6x6-W1.4xW1.4 WWM #5 BAR CONT @ PERIMETER 4" A A 8" 8"

SECTION A-A

(9)

STRUCTURAL DETAILS

S501

SHEET NUMBER

ANGELOS RECYCLING

14806 N 12TH ST LUTZ, FL 33549

1 REVISIONS

PROPOSED ADDITION FOR:

CLIENT:

ASH ENTERPRISES, INC.

1750 HEMLOCK ST, TAMPA, FL 33605

2 3 4 5 X

AVANTI

THE

consulting engineers

P (813) 655-2884

FM DMS

10-XX-20

20-034

AS SHOWN

10-21-20 PROGRESS SET - NOT FOR CONSTRUCTION/BID

PLANK BRG EL PER PLAN

2

S501

PLANK EDGE BEARING ON WALL

SCALE: 3/4" = 1'-0"

1" MAX TOP OF PLANK EL PER PLAN

1

S501

HC SLAB TO EXTERIOR WALL

SCALE: 3/4" = 1'-0"

3" MIN BRG #4 TIE BAR x 2'-6" LONG @ 3'-4" 0C IN GROUTED CORE FORMED CONC EDGE w/ (1) #5 BAR CONT

HC & CONC TOPPING PER PLAN

8" CONC BLOCK WALL PER PLAN

8" HOLLOW CORE PLANK & TOPPING PER PLAN

L6x6x3

8" CONT ANGLE W/ 34"

EPOXY @ 24" OC W/ 65₈_{" MIN EMBED}

TO CMU & 1₂_{" DIA EXPANSION}

ANCHORS W/ 31₂_{" MIN @ 3'-4" OC}

8" CONC BLOCK WALL PER PLAN TWO ROWS OF KNOCK OUT BLOCK W/ (1) #5 BAR CONT IN GROUT FILLED ROW

TOP OF PLANK EL PER PLAN

3

S501

HC SLAB TO INTERIOR WALL

SCALE: 3/4" = 1'-0"

3" MIN BRG FUTURE CONC TOPPING #4 BAR x 3'-0" LONG @ 3'-4" 0C IN GROUTED CORE

HC & CONC TOPPING PER PLAN

8" CONC BLOCK W/ REIN PER PLAN

4 S501

BEAM TO MASONRY CONN

SCALE: 3/4" = 1'-0"

8"

(2) L6"x4"x3

8" LLH x 1'-0" ANGLE W/ (2) 34"

DIA A325 BOLTS IN 11₂_{" LONG}

SLOTTED HOLES (HORIZ) & (4) 3 4" DIA

EPOXY ANCHORS W/ 63

4" MIN EMBED

INTO GROUT FILLED CELLS

STEEL BEAM PER PLAN 8" CONC BLOCK W/

REINFORCING PER PLANS, PROVIDE (2) GROUT FILLED CELLS AT BEAM BEARING