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3, IMMOKALEE SPORTS COMPLEX

505 Escambia St., Immokalee, Florida

Final Construction Documents Submittal - Phase 2

Stantec Project ID: 215617854 County Project #80429.1.1 and 80320.1

County PO #4500236356

PROJECT COMPONENT SECTION

Structural

GENERAL NOTES

1. The governing Code for this Project is the Florida Building Code, 2023 Edition. This Code prescribes which edition of each referenced standard applies to this Project.

2. To the best of our knowledge, the Structural Drawings comply with the applicable requirements of the governing Building Code.

3. Construction is to comply with the requirements of the governing Building Code and all other applicable Federal, State, and Local Codes, Standards, Regulations and Laws.

4. The Structural Documents are to be used in conjunction with the Architectural Documents. If a conflict exists, the more stringent governs.

5. Details labeled "typical" apply to all situations that are the same or similar to those specifically referenced, whether or not they are keyed in at each location. Questions regarding the applicability of typical details shall be resolved by the Architect.

6. Openings shown on Structural Drawings are only pictorial. See the Architectural and M.E.P. drawings for the size and location of openings in the structure.

7. Contractors who discover discrepancies, omissions or variations in the Contract Documents during bidding shall immediately notify the Architect. The Architect will resolve the condition and issue a written clarification.

8. The General Contractor shall coordinate all Contract Documents with field conditions and dimensions and Project Shop Drawings prior to construction. Do not scale drawings; use only printed dimensions. Report any discrepancies in writing to the Architect prior to proceeding with work. Do not change size or location of structural members without written instructions from the Structural Engineer of Record.

9. The Contractor shall protect adjacent property, his own work and the public from harm. The Contractor is solely responsible for construction means and methods, and jobsite safety including all OSHA requirements.

10. The Structure is designed to be structurally sound when completed. Prior to completion, the Contractor is responsible for stability and temporary bracing, including, but not limited to, masonry walls. Wherever the Contractor is unsure of these requirements, the Contractor shall retain an engineer licensed in the state where this project is located to design and inspect the temporary bracing and stability of the structure.

11. Design Superimposed Loads:

Occupancy Live Load Superimposed Dead Load Assembly / Recreation 100 psf 15 psf Restrooms 100 psf 15 psf Roof 20 psf 20 psf Mechnical 250 psf 5 psf

Design superimposed dead loads listed above do not include masonry walls or other concentrated loads.

13. Design Wind Loads

a. Governing Code ASCE 7-22

b. Building Risk Category II

c. Ultimate Design Wind Speed Vult = 151 mph (3 second gust)

d. Nominal Design Wind Speed Vasd = 117 mph (3 second gust)

e. Mean Roof Height 15 feet

f. Directionality Factor Kd = 0.85

g. Topographic Factor Kzt = 1.0

h. Exposure C

i. Enclosure Classification Enclosed (at Restrooms and Equipment Building) and Open (at Canopy)

j. Internal Pressure Coefficient GCpi = ± 0.18

Roof Top Equipment Pressures Horizontal/Uplift = 55 psf / 44 psf (Ultimate)

14. Design Flood Loads

a. Flood Design Zone FEMA Zone AH

b. Base Flood Elevation (BFE) +34.5' NAVD

c. Design Flood Elevation (DFE) +35.5' NAVD

d. Elevation of Proposed Lowest Floor +35.5' NAVD

SHOP DRAWINGS

1. Twenty working days prior to submitting shop drawings, the Contractor shall submit for EOR's review a schedule which details the estimated quantity of shop drawings and the date the shop drawings will be received by the Architect. The EOR shall have the opportunity to review the proposed schedule and submit comments to the Contractor. The final shop drawing schedule shall be developed and submitted to the EOR. In accordance with the shop drawing schedule, the EOR will return the shop drawing items within ten working days, unless otherwise negotiated between Stantec and the Client, after having received the electronic shop drawing.

2. Submit specific components, such as columns, footings, etc., in a single package. Submit similar floors together.

3. On first submittal, clearly flag and cloud all differences from the Contract Documents. On resubmittals, flag and cloud all changes and additions to previous submittal; only clouded items will be reviewed.

4. The General Contractor is responsible for confirming and correlating dimensions at the job sites, for tolerances, clearances, quantities, fabrication processes and techniques of construction, coordination of the work with other trades and full compliance with the Contract Documents.

5. The General Contractor/Construction Manager shall review and approve submittals and shall sign and date each drawing prior to submitting to the Architect. This approval is to confirm that the Submittal is complete, complies with the Submittal Requirements and is coordinated with field dimensions, other trades, erection sequencing and constructability.

6. The Structural Engineer reviews submittals to confirm that the submittal is in general conformance with the design concept presented in the Contract Documents. Quantities and dimensions are not checked. Notations on submittals do not authorize changes to the contract sum.

Checking of the submittal by the Structural Engineer shall not relieve the Contractor of responsibility for deviations from the Contract Documents and from errors or omissions in the submittal.

A. The Contractor may request CAD files of the Structural Drawings, which may be provided - at the Structural Engineer's discretion - upon a written agreement between the Structural Engineer and the General Contractor.

7. The following items are shop drawings that shall be submitted for review:

a. Reinforcing Steel

b. Concrete/Grout Mixes

c. Structural Steel

d. Metal Decking

e. Product Data/Accessories

f. Pour Sequence/Construction Joint Locations

g. Embedded Items

h. Utility Penetrations through Structural Members

i. Embedded Utilities in Structural Members

DEFERRED SUBMITTALS

1. Refer to notes section titled "SHOP DRAWINGS" for additional requirements.

2. Deferred Submittals for special structural, load-carrying items that are required by Codes or Standards to resist forces must be prepared by, or under the direct supervision of a Delegated Engineer. The Contractor shall submit the deferred submittals to the Architect for review. The Contractor shall submit the reviewed deferred submittal documents to the building official for approval. Deferred submittal items shall not be installed until the deferred submittal documents have been approved by the building official.

3. A Delegated Engineer is defined as an engineer licensed in the state where this project is located who specializes in and undertakes the design of Structural Components or Structural Systems included in a specific submittal prepared for this Project and is an employee or officer of, or consultant to, the Contractor or Fabricator responsible for the submittal. The Delegated Engineer shall sign, seal and date the submittal, including calculations and drawings.

4. The Structural Engineer's review of Deferred Engineer submittals is limited to verifying that the specified structural submittal has been furnished, signed and sealed by the Delegated Engineer and that the Delegated Engineer has understood the design intent and used the specified Structural Criteria. No detailed check of calculations will be made. The Delegated Engineer is solely responsible for his/her design, including but not limited to the accuracy of his/her calculations and compliance with the applicable codes and standards.

SHALLOW FOUNDATIONS

1. Foundations design, soil preparation and compaction are based on Geotechnical Investigation, Data and Recommendations in Report # 22-306 by Velocity Engineering Services dated October 21, 2022.

2. Footing sizes and reinforcing are bases on an allowable soil bearing capacity of 2500 psf. All footings shall bear on natural soil or rock prepare per the Geotechnical Report.

3. Subgrade preparation shall be field controlled and tested by a Licensed Soil Engineer in accordance with Geotechnical Report. At completion, that Engineer shall prepare and submit to the Owner, Architect, Contractor and Structural Engineer a signed and sealed letter indicating that the recommendations of the Geotechnical Report have been followed.

4. Center all footings under their respective columns or walls, UNO.

5. Top of all footings is 2’-0” below the ground floor level, UNO.

EXCAVATION, BACKFILL AND DEWATERING

1. The Contractor is solely responsible for all excavation procedures including lagging, shoring, and protection of adjacent property, structures, streets and utilities in accordance with the requirements of the local building department and OSHA regulations. Do not excavate within one foot of the angle of repose of any soil bearing foundation unless the foundation is properly protected against settlement.

2. Do not backfill against walls until 7 days after the walls are braced by the structure or are temporary braced. Do not backfill cantilevered retaining walls until concrete is 3 days old. Do not backfill until after completion and inspection of any waterproofing.

3. The Contractor is responsible for the disposal of all accumulated water in a manner that does not inconvenience or damage the work.

SLABS ON GRADE

1. Refer to Geotechnical Report for subgrade preparation more than 12” below bottom of slab.

2. Above subgrade. Use fill containing not more that 10% passing #200 sieve and maximum 1 inch diameter. Compact to 95% of maximum dry density as determined by modified proctor ASTM D-1557. Each layer of fill shall not exceed 6” loose thickness. Compact prior to placement of the next layer.

3. Fill placement and compaction shall be monitored and accepted by the testing agency. Take a min. of one field density test (ASTM D-1556 or D-2922) for each 2,500 square feet of each layer. The testing agency shall randomly select test locations.

4. For interior slabs place 10 mil polyethylene sheeting between soil and bottom of slab. Do not use any sheeting below exterior concrete slabs.

5. Use 4” or 6” thick slabs on grade reinforced with 6 x 6 – W2.9 welded wire reinforcement supplied in flat sheets only. For 6” slabs, use two layers of W.W.F. with 2” of separation. Use chairs to support wire fabric in the center of slabs.

6. Provide crack control joints at 15 feet maximum to limit areas between joints to 225 sq. ft. in all floating slabs on grade. Locate to conform to bay spacing whenever possible. Add crack control joints at re-entrant corners which tend to invite cracks.

7. In sidewalks and walkways, locate isolation joints at 20 ft. O/C maximum score and tool between isolation joints in equal bays of 5 ft. or less.

8. See the Architectural Drawings for slab on grade depression and other requirements.

REINFORCED CONCRETE

1. Comply with ACI 301 and 318.

2. Provide structural concrete with a minimum ultimate compressive design strength in 28 days as follows:

Element Strength Modulus of Elasticity Footings 3500 psi -- Columns 4000 psi 3605 ksi Slabs on Grade 3500 psi -- Beams 5000 psi -- Structural Slabs 5000 psi --

3. Use normal weight concrete for all structural members UNO.

4. The use of calcium chloride and/or other chloride containing agents in concrete is prohibited.

5. Concrete mixes shall use largest coarse aggregate practical for members being cast.

15. Provide reinforcing steel placer with a set of Structural Drawings for field reference. Inspect reinforcing steel placing from structural drawings.

16. Submit shop drawings for all concrete mixes indicating concrete strength, specifications for admixtures, proposed locations of use and amounts of mixing water to be withheld for later addition at Project site. Do not add air entraining admixtures for slabs on grade.

17. Submit steel reinforcement shop drawings that detail fabrication, bending and placement. Include bar sizes, lengths, spacing, material grade, bar schedules, bent bar diagrams, bar arrangement, splices and laps, mechanical connections and supports for concrete reinforcement.

18. Test composite samples of fresh concrete obtained according to ASTM C172:

a. Obtain at least one composite sample for each 100 cu. yd. or fraction thereof of each concrete mixture placed each day.

b. Obtain one slump test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Comply with ASTM C143.

c. Cast and laboratory cure two sets of two standard specimens for each composite sample.

d. Cast and field cure two sets of two standard cylinder specimens for each composite sample.

e. Test one laboratory-cured specimen at 7 days and three at 28 days. If one of the first two 28 day tests falls below specified strength, test the remaining specimen at 56 days.

f. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, Contractor shall evaluate operations and provide corrective procedures for protecting and curing in-place concrete.

g. Test results shall be reported in writing to Architect, concrete manufacturer, and Contractor within 48 hours of testing.

19. Finish and measure slab surfaces so gap at any point between concrete surface and an unleveled, freestanding, 10-ft long straightedge resting on two high spots and placed anywhere on the surface does not exceed 1/4 inch.

5. The following items are deferred submittals - shop drawings and calculations shall be submitted for review:

a. Exterior Doors

b. Rooftop Mechanical Equipment, Curbs, Stands and Tie-Downs

c. Railings

d. Exterior Cladding/Architectural Features

e. Exterior Louvers

f. Pre-engineered / Prefabricated Restroom

g. Glulam Beams

6. In addition to the requirements above, the concrete elements in this project are categorized as follows:In addition to the requirements above, the concrete elements in this project are categorized as follows:

7. Provide ASTM A-615 Grade 60 reinforcing steel. Reinforcing shall be accurately placed, rigidly supported and firmly tied in place, with appropriate bar supports and spacers. Lap continuous reinforcing 48 bar dia. Provide cover over reinforcing as follows:

Element Bottom Top Sides Footings and Pile Caps 3" 2" 3" Grade Beams with Sides Formed 3" 2" 2"* Beams - NEWCG 1 1/2" 1 1/2" 1 1/2" Beams - All Others 2" 2" 2" Columns - NEWCG - - 1 1/2" Columns - All Others - - 2" Slabs on Grade 2" 1" 2" Slabs - NEWCG 3/4" 3/4" 1" Slabs - Covered Garage 3/4" 1" 1" Slabs - All Others 1 1/2" 1 1/2" 1 1/2" Walls Retaining Fill - - 2" Walls - NEWCG - - 1” Walls - All Others - - 1 1/2"

8. * If grade beam sides are unformed, excavate 2" wider (1" each side) than specified and increase cover to 3".

9. Where specified, provide plain, cold-drawn electrically-welded wire reinforcement conforming to ASTM A-185. Supply in flat sheets only.

Lap splice one cross wire spacing plus two inches.

10. Provide the following temperature reinforcing for one-way slabs, UNO:

Slab Thickness Reinforcing 3 1/2" - 4 1/4" #3 @ 12" o/c 4 1/2" - 6" #4 @ 18" o/c 6 1/2" - 7" #4 @ 15" o/c 7 1/2" - 9" #4 @ 12" o/c 9 1/2" - 12" #5 @ 14" o/c

11. Utilities shall not penetrate beams or columns but may pass through slabs and walls individually, UNO. For openings 24" long or less, cut reinforcing and replace alongside opening with splice bars of equivalent area with 48 bar dia. lap. Prepare and submit shop drawings for openings longer than 24". For rectangular openings 12" long or longer, add 1#5 x 6' mid depth diagonal at all 4 corners.

12. Provide construction joints in accordance with ACI 318, Sections 26.5.6 and 26.5.7. Provide keyways and adequate dowels. Submit drawings showing location of construction joints and direction of pour for review.

13. Provide 3/4" chamfer for all exposed corners.

CONCRETE MASONRY

1. Construct masonry in accordance with TMS 402, "Building Code for Masonry Structures"; and TMS 602, "Specifications for Masonry Structures".

2. The structure consists of a skeleton frame. UNO, masonry and tie columns are not load-bearing and shall not be erected until after structural framing supporting the level above is in place and all shoring and re-shoring in that story has been removed. Secure masonry to columns/ shear walls with galvanized dovetail anchors (or approved equal) in every second course.

3. Use 50% solid, nominal 8x8x16, concrete masonry units conforming to ASTM C90. Block net area compressive strength shall be 2000 psi.

Lay up units in running bond. Sawcut units which are not in multiples of 8". Units shall be at least 8" long. Bond corners by lapping ends 8" in successive vertical courses. Design of walls is based on a f'm of 2000 psi.

4. Use Type S mortar in accordance with ASTM C270 except use Type M mortar below grade. Head and bed joints shall be 3/8" for the thickness of the face shell. Webs are to be fully mortared in all courses of piers, columns and pilasters; in the starting course; and where an adjacent cell is to be grouted. Remove mortar protrusions extending 1/2" or more into cells to be grouted.

5. Use standard (9 gauge) horizontal joint reinforcing in every other course. Joint reinforcing and anchors in exterior walls shall conform to ASTM A 153 Class B2, with a coating thickness of 1.50 oz/sf; conform to ASTM A 641 in interior walls. Overlap discontinuous ends 6".

Use prefabricated corners and tees. Use truss type, except use ladder type in walls with vertical reinforcing. Extend joint reinforcing a minimum of 4" into tie column.

6. Use fine grout conforming to ASTM C-476, with a minimum compressive strength of 2500 psi in 28 days. Aggregate to conform to ASTM C404 for fine grout, with slump of 8" to 10". Grout all masonry containing reinforcing, all cells of 4 hour rated walls, and where indicated on the drawings. Allow mortar to cure 24 hours prior to grouting. Provide cleanout openings at the base of cells containing reinforcing steel to clean the cell and to tie the vertical bar to the dowel. In high-lift grouting, use 5'-0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and reconsolidate the previous lift.

7. Use ASTM A-615 Grade 60 reinforcing steel. Reinforce walls where indicated on the drawings and at all intersections, each side of openings and at the ends of walls. Use bar positioners at 10 ft. O/C where grout pour height exceeds 10 ft.

8. At bond/tie beam corners and intersections, place 1 #5 x 5'-0” T & B corner bar, with 30" legs each way, at the exterior face.

9. Beams not scheduled are min. 8" x 12" tie beams with 2 #5 bars top and bottom and #3 ties spaced at 48" O/C typical and 4 ties at 12" O/C at ends and intersections. UNO columns not scheduled are min. 8" x 12" tie columns with 4 #5 vertical bars and #2 ties at 12" O/C. Use 30" lap splices. Hook all bars at discontinuous ends.

10. Reinforced masonry wall construction shall be inspected by an Engineer or Architect in accordance with TMS 602.

11. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry wall, fill cells with grout for bolted course, one course above and two courses below.

12. Provide lintels or headers with min. 8" bearing over all masonry openings.

13. Use pressure-treated wood for wood in contact with masonry.

14. All masonry walls requiring 3 hour fire rating or more shall be solid grouted.

15. Testing frequency; four grout cubes will be sampled and tested for compressive strength per ASTM C1019 for each 5,000 sq. ft of wall surface.

CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS

1. For anchoring into concrete:

a. Adhesive anchors shall have been tested and qualified for us in accordance with ACI 355.4 and ICC-ES AC308. Pre-approved anchors include Hilti HIT-HY200, Powers PURE110+, and Simpson Set-XP.

2. For anchoring into grouted masonry:

a. Adhesive anchors shall have been tested and qualified for use in accordance with ICC-ES AC58. Pre-approved anchors include Hilti HIT-HY200, Powers PURE110+, and Simpson Set-XP.

3. Threaded rods for use with adhesive are galvanized ASTM F1554 Grade 36, UNO.

POST-INSTALLED ANCHORS - GENERAL

1. Substitution requests will be considered for products having an ICC-ES report recognizing the product for the appropriate application.

Substitute concrete anchors must be approved for use in cracked concrete. Substitution requests shall include signed and sealed calculations prepared by an engineer licensed in the state where this project is located who demonstrates that substituted product is capable of achieving the equivalent performance values of the design basis product.

2. Confirm the absence of reinforcing steel by drilling a 1/4" diameter pilot hole for each anchor. Do not cut reinforcing steel without approval of the Structural Engineer.

Install in accordance with manufacturer's instructions. Refer to manufacturer's installation instructions for appropriate drill size. Clean hole and remove dust. Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY200, ITW Ramset/Red Head Epcon A7 or C6 Injection System, Powers Power-Fast + System, Simpson Strong-Tie AT or ET, Allied Fastener Allied +, or accepted equivalent. Follow Manufacturer's Specifications for use and installation.

MECHANICAL ANCHORS

1. For anchoring into concrete:

a. Wedge-type mechanical anchors shall have been tested and qualified for use in accordance with ACI 355.2 and ICC-ES AC193. Pre-approved anchors include the Hilti Kwik Bolt TZ, Powers Power-Stud+SD1, and Simpson Strong-Bolt 2.

2. For anchoring into grouted masonry:

a. Screw anchors shall have been tested and qualified for use in accordance with ICC-ES AC106. Pre-approved anchors include the ITW Redhead Tapcon and Powers Tapper+.

14. Minimum Lap Splice Schedule:

WOOD STRUCTURAL NOTES - GENERAL

1. Wood construction shall conform to the NDS "National Design Specification for Wood Construction", latest edition.

2. All structural wood framing shall be No.1 Pressure Treated Southern Yellow Pine UON. See plan for wall stud sizes and spacing.

3. All wood in contact with concrete, masonry, earth or exposed to weather shall be preservative treated in accordance with AWPA standard U1.

4. Roof sheathing diaphragm notes: roof sheathing shall be nominal 19/32" plywood, structural 1 sheathing exp 1, UON, nailed with 10d Nails at 4" o.c. at boundaries and continous panel edges and at 6" at intermediate supports where there is no blocking, UON on plans. Provide one plywood clip per span between sheet edges. Provide solid 3x blocking between supports at all hips, ridges, valleys, and changes in roof slope.

Refer to roof diaphragm details on S-340.

5. All lumber shall be stamped with the grade mark of an approved grading agency.

6. Refer to nail schedule for minimum nailing unless noted otherwise on plans or details (all nails are common nails UON)

7. Design standards: American Forest and Paper Association, “National Design Specification for wood construction” (ANSI/AF&PA NDS, Current edition) with “NDS supplement”, current edition. American Softwood Lumber Standard Voluntary Product Standard PS20-15. APA E30– the Engineered Wood Association, “Engineered Wood Construction Guide”, and D510 “Paneldesign Specification”, latest editions. Structural Composite Lumber (SCL): evaluated in conformance with ASTM D 5456 with design values recognized in evaluation reports by ICC Evaluation Service (ICC-ES) or product reports issued by APA- the Engineered Wood Association.

8. All wood framing members including but not limited to wall studs and joists, are intended to act as a system as detailed in the structural drawings. It is the responsibility of the contractor to ensure safety and stability of the wood framing systems (i.e. temporary bracing if required during construction.

9. All sawn lumber shall conform to the American Softwood Lumber Standard, PS20-15. Lumber shall be of the species and grade shown below, unless noted otherwise.

10. All attachments of wood framing shall not be less than that described in table 2304.10.1 "fastening schedule" within the International Building Code, 2018.

11. Storage of all lumber and timber on site shall be kept off of the ground, under cover, and protected from damage.

12. All wood fasteners which are exposed to weather or moisture shall be grade 316 stainless steel. Fasteners which are interior and protected may be hot-dipped zinc galvanized. Contractor shall follow current manufacturer's guidelines based on weather exposure.

13. All metal hardware and framing accessories shall be manufactured by Simpson Strong-Tie company. All items shall be installed per the manufacturer's installation requirements. All nail/bolt holes shall be filled with the recommended fastener unless noted otherwise. Substitutions may be made with approval from the EOR.

14. Where framing hangers or wood connections are required but have not been specified on the structural drawings, contact the EOR for the appropriate connector to utilize.

15. Holes for bolts shall be drilled with a bit of the same nominal diameter as the bolt + 1/16". Lead holes for lag screws shall be drilled per NDS.

16. All bolts, carriage bolts, lag screws, expansion bolts, and epoxy bolts shall be installed with standard cut washers and nuts that bear directly on the wood. All nuts shall be tightened at the time of installation and re-tightened if necessary, due to wood shrinkage, prior to close-in or at the completion of the project. Bolts and lag screws shall conform to ANSI/ASME standard B18.2.1. Wood screws shall conform to b18.6.1. All bolts shall conform to ASTM A307 Grade A unless noted otherwise.

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NOTE: CONCRETE SHALL BE PROPORTIONED TO COMPLY WITH ACI 318-14 REQUIREMENTS

TABLES 19.3.2.1, 19.3.3.1 AND 26.4.2.2b.

EXTERIOR SLAB ON GRADE F0 S0 P0 C1

EXTERIOR BEAMS/SLABS F0 S0 P0 C1

EXTERIOR COLUMNS/WALLS F0 S0 P0 C1

INTERIOR SLAB ON GRADE F0 S0 P0 C0

INTERIOR BEAMS/SLABS F0 S0 P0 C0

INTERIOR COLUMNS/WALLS F0 S0 P0 C1

FOUNDATIONS F0 S0 P0 C1

FREEZE/THAW SULFATE PERMEABILITY CORROSION

ELEMENT

EXPOSURE CLASS

CONCRETE EXPOSURE CLASS

NOTE: LAP SPLICE LENGTHS SHOWN ASSUME FY = 60KSI. FOR FY = 75KSI, MULTIPLY LENGTHS SHOWN BY 1.25.

MASONRY FILLED CELLS - 15'' 23'' 35'' 48'' - - - -

STIRRUPS/TIES 12'' 15'' 19'' 23'' - - - - -

TIE COLUMNS - - 19" 23" 33" 39" - - -

TIE BEAMS (MID AND BOTTOM) - - 19" 23" 33" 39" - - -

TIE BEAMS (TOP) - - 25" 29" 43" 51" - - -

BEAMS (MID AND BOTTOM) - - 18'' 21'' 31'' 37'' 46'' 57'' 68''

BEAMS (TOP) - - 23'' 28'' 40'' 48'' 60'' 73'' 88''

SLABS 12'' 19'' 28'' 37'' 60'' 74'' - - -

WALLS 12'' 15'' 19'' 23'' 37'' 47'' 58'' 70'' 84''

COLUMNS 12'' 15'' 19'' 23'' 33'' 39'' 49'' 60'' 72''

FOUNDATIONS (MID AND BOTTOM) 12'' 15'' 19'' 23'' 33'' 37'' 42'' 47'' 53''

FOUNDATIONS (TOP) 15'' 20'' 25'' 29'' 43'' 49'' 60'' 74'' 89''

48 BAR DIAMETER 18'' 24'' 30'' 36'' 42'' 48'' 54'' 61'' 68''

#3 #4 #5 #6 #7 #8 #9 #10 #11

BAR TYPE

BAR SIZE

MIN. LAP SPLICE LENGTH SCHEDULE

This item has been digitally signed and sealed by James Ordija on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

24'-0"

24'-0"

3'-0"

20'-4"12'-0"

12'-0"

3'-0"

30'-0"

3'-0"

3'-0"

30'-0"

MW

MW

MW

M B

C

1 002 3 3. 672

M CM -F

1 003 3 4. 585

M CR- F L B43

2 097 3 3. 901

M CM -F

F

HH

L

HH

L

L

L

HH

LHH

L

L

HH

L

L

HH

HH

HH

HH

HH

HH

HH

HH

3 4. 45

HH

L

3 4. 13

L

L

W

N O

PA

R

KIN

G

CLEARANCE 4 2"

CLEARANCE 4 2"

C L

E A

R A

NC

E

C

LE

A R

A N

C E

2"

VFD

V

FD

V

FD

V

FD

UV PANEL

W /L

C T

R L

ELEC. PANEL ELEC. PANEL

L

L

L

L

L

L

L

L

L

-0 .0

-0 .0

-1 .0

-1 .0

-2 .0

-2 .0

-3 .0

-3 .0

-3 .5

-3 .5

-1

.5

-1

-1

-1

-1

-4 .0

-4 .0

-1

.5

-1

.5

-8 .0

-5 .0

-1

.5

-4 .0

-3 .5

-3

.5

-8 .0

-5 .0

-5 .0

-5 .0

-6 .0

-4 .0

N O

PA

R

KIN

G

1/ ST2-101.1

1/ ST1-1011/ ST2-101.2

NEW PUMP HOUSE

BUILDING - PHASE 2

SCOPE ONLY

NEW RESTROOM

PAVILLION - PHASE 1B

SCOPE ONLY

EXISTING FACILITY -

PHASE 2 SCOPE ONLY

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C o p y rig h ts t o a ll d e si g n s a n d d ra w in g s a re t h e p ro p e rt y o f St a n te c

R e p ro d u c ti o n o r u se f o r a n y p u rp o se o th e r th a n t h a t a u th o riz e d b y S ta n te c is f o rb id d e n of

File Name: TB-24X36-ISC - PH2

ORIGINAL SHEET - ARCH D

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-2 4x is c m a st e r

Is su e d

B y

A p p d

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R e v is io n

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S e rv ic e s

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S u it e

N a p le s

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-4

C o lli e r C o u n ty

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C o lli e r

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SITE PLAN

ST2-010

Im m o ka le e

S p o rt s C o m p le x

P h a se

1" = 60'-0"ST2-010

1 SITE PLAN

This item has been digitally signed and sealed by James Ordija on the date

1 2

A

B

5 5

TYP.

3' - 0"

5 5

TYP.

3' - 0"

5 5

TYP.

3' - 0"

3' - 0"3' - 0"

1 1

3 3

3' - 3"

3'

3'

- 3

3'

- 3

3'

3'

2 2

ST2-200.2

Te l:

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T h e s e d ra w in g s m a y in c lu d e in fo rm a tio n p ro vi d e d b y o th e rs

S ta n te c h a s n o t ve ri fie d t h e a c c u ra c y a n d /o r c o m p le te n e s s o f th is in fo rm a tio n a n d s h a ll n o t b e re s p o n s ib le f o r a n y e rr o rs o r o m is s io n s w h ic h m a y b e in c o rp o ra te d h e re in a s a re s u lt.

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Project No.:

Scale:

Revision:

Drawing No.

Sheet:

Title

C lie n t/

P ro je c t

Permit/Seal

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C o p y rig h ts t o a ll d e si g n s a n d d ra w in g s a re t h e p ro p e rt y o f St a n te c

R e p ro d u c ti o n o r u se f o r a n y p u rp o se o th e r th a n t h a t a u th o riz e d b y S ta n te c is f o rb id d e n of

File Name: TB-24X36-ISC - PH2

ORIGINAL SHEET - ARCH D

u s0

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_p ro je c ts

4\ st ru c tu ra l\ s0 _p ro d u c tio n s0 a

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-2 4x is c m a st e r

Is su e d

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C o lli e r C o u n ty

B o a rd o f

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C o lli e r

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NEW PUMP HOUSE

WIND PRESSURES

ST2-020.2

Im m o ka le e

S p o rt s C o m p le x

P h a se

4 & 5 ALL HEIGHTS 50 48 45 42 40 37

5 ALL HEIGHTS -67 -62 -56 -52 -47 -41

4 ALL HEIGHTS -54 -52 -49 -47 -44 -41

10 20 50 100 200 500

ZONE HEIGHT (FT)

AREA (FT2)

COMPONENTS AND CLADDING WALL PRESSURES (PSF)

ALL ZONES 37 32 25 20 20 20

3 -117 -106 -90 -78 -67 -67

2 -109 -98 -84 -73 -62 -62

1 -83 -74 -61 -51 -41 -41

10 20 50 100 200 500

ZONE

AREA (FT2)

COMPONENTS AND CLADDING PUMP ROOM ROOF PRESSURES (PSF)

3/16" = 1'-0"ST2-020.2

11 NEW PUMP HOUSE WEST ELEVATION

3/16" = 1'-0"ST2-020.2

3 NEW PUMP HOUSE EAST ELEVATION

3/16" = 1'-0"ST2-020.2

2 NEW PUMP HOUSE SOUTH ELEVATION

3/16" = 1'-0"ST2-020.2

4 NEW PUMP HOUSE NORTH ELEVATION

NOTES:

1. ALL NUMBERS ON THIS SHEET ARE THE COMPONENTS AND CLADDING

ULTIMATE PRESSURES PERPENDICULAR TO THE SURFACE BASED ON

TRIBUTARY AREA. FOR SERVICE LEVEL PRESSSURES, MULTIPLY VALUES BY 0.6.

2. NEGATIVE PRESSURES ACT AWAY FROM SURFACE, POSITIVE PRESSURES ACT

TOWARDS SURFACE.

3. FOR ROOF ZONE 3 AND WALL ZONE 5, 'a' = 3.25 FT AND 'h' = 15.083 FT

3/16" = 1'-0"ST2-020.2

5 NEW PUMP HOUSE ROOF PLAN

This item has been digitally signed and sealed by James Ordija on the date

CONTRACTOR NOTES:

1. REFER TO ARCHITECTURAL DEMOLITION PLAN FOR EXISTING CMU

WALLS TO BE REMOVED.

2. GC SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO DEMOLITION.

DO NOT DEMOLISH LOAD BEARING CMU WALLS WHICH MAY BE

SUPPORTING OVERHEAD BEAMS OR ROOF FRAMING. GC SHALL NOTIFY

EOR OF ANY UNFORESEEN CONDITIONS AND RECOMMEND SOLUTIONS

FOR REVIEW.

1' - 0"

1'

12" THICK WALL FOOTING, TYP.

PLACE AT SAME ELEVATION AS

EXISTING ADJACENT FOOTING

#5 @ 12" O.C. BOT

E.W., TYP.

AREA OF EXISTING SLAB ON GRADE TO BE

REMOVED FOR INSTALLATION OF NEW

WALL FOOTING. REPLACE WITH NEW 4"

SLAB PER STRUCTURAL NOTES. AREA TO

BE REMOVED BASED ON CONTRACTOR

MEANS AND METHODS.

ST2-360

SIM.

ALL NEW CMU REINFORCED

W/ #5 @32" O.C. MAX

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Project No.:

Scale:

Revision:

Drawing No.

Sheet:

Title

C lie n t/

P ro je c t

Permit/Seal

Dsgn. Chkd. YYYY.MM.DDDwn.

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C o n tr a c to r sh a ll v e rif y a n d b e r e sp o n si b le f o r a ll d im e n si o n s.

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O T sc d ra w in g a n y e rr o rs o r o m is si o n s sh a ll b e r e p o rt e d t o

S ta n te c w it h o u t d e la y

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C o p y rig h ts t o a ll d e si g n s a n d d ra w in g s a re t h e p ro p e rt y o f St a n te c

R e p ro d u c ti o n o r u se f o r a n y p u rp o se o th e r th a n t h a t a u th o riz e d b y S ta n te c is f o rb id d e n of

File Name: TB-24X36-ISC - PH2

ORIGINAL SHEET - ARCH D

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4\ st ru c tu ra l\ s0 _p ro d u c tio n s0 a

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Is su e d

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FACILITY BUILDING

RESTROOMS FLOOR

PLAN

ST2-101.1

Im m o ka le e

S p o rt s C o m p le x

P h a se

3/16" = 1'-0"ST2-101.1

1 PARTIAL RESTROOM GROUND FLOOR PLAN

This item has been digitally signed and sealed by James Ordija on the date

1 2

A

B

1 2

A

B

WF-3.0

W F

-3 .0

WF-3.0

W F

-3 .0

WF-3.0 WF-3.0

T/O CONC

EL= -2' - 0"

6" SOG

4" SOG

S

LA

B

ST2-101.2

ST2-200.2

ST2-200.2

ST2-200.2

55' - 0"

6'

6" SOG

2' - 0"2' - 0"

W F

-3 .0

36"x36" ACCESS HATCH, TYP. SEE

AQUATICS DRAWINGS FOR MORE

INFORMATION.

S

LA

B

W F

-3 .0

W F

-3 .0

W F

-3 .0

W F

-3 .0

TC-1

TC-1

REINFORCE AND GROUT

CORNER CELLS BELOW

ROOF BEAMS

2 #5 X 5'-0", TYP.

T/O SLAB

EL= 0"

4" SOG2

ST2-300

SIM.

ST2-310

4" SOG 4" SOG

ST2-310

ST2-310

ST2-200.2

T/O SLAB

EL= 0"

4" SOG

S

LO

P E

S

LO

P E

S

LO

P E

S

LO

P E

SLOPE

SLAB CONTROL

JOINTS, TYP

SLAB CONTROL

JOINTS, TYP

4" SOG

AT GRADE

HOUSEKEEPING PAD

PLACE EDGE REINF. CONTINUOUS.

SEE DETAIL 6/ST2-310 AT FENCE

POSTS.

EL = 0"

HP OF SLAB

22' - 3" 13' - 5" 7' - 8" 11' - 8"

SLOPE

4" SOG

SLAB PENETRATIONS FOR POOL

EQUIPMENT. REFER TO AQUATICS

DWGS. COORDINATE PENETRATIONS

PRIOR TO PLACING SLAB.

FOUNDATION NOTES

1. ELEVATIONS STATED ARE TO THE PROJECT DATUM OF FINISHED FLOOR ELEVATION

AT 0;-0". SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR NGVD DATUM.

2. FOR FOUNDATION SHEDULES, REFER TO ST2-300.

3. ALL WALL FOOTINGS ARE WF-2.0, U.O.N ON PLAN.

TIE COLUMN NOTES

1. FOR TC-1, PROVIDE REINFORCEMENT PER TYPICAL CROSS SECTION SHOWN BELOW.

MASONRY REINFORCING NOTES

1. FOR SCHEDULES AND TYPICAL DETAILS SEE SHEET ST2-330

2. TIE BEAMS (DESIGNATED AS TB-WxH) ARE CONTINUOUS. REFER TO SCHEDULE ON

ST2-320.

3. ALL EXTERIOR MASONRY WALLS ARE M8-524 U.O.N.

ALL INTERIOR MASONRY WALLS ARE M8-548 U.O.N.

M8-548

8" MASONRY

@48" O.C.#5 VERTICAL

REINFORCING

SLAB ON GRADE PLAN NOTES

4" CONCRETE SLAB REINFORCED WITH 6x6-W2.9xW2.9

WWM ON VAPOR BARRIER AND WELL COMPACTED SUBGRADE

6" CONCRETE SLAB REINFORCED WITH DOUBLE 6x6W2.9xW2.9 WWM

ON VAPOR BARRIER AND WELL COMPACTED SUBGRADE

8" CONCRETE SLAB REINFORCED WITH #4@12" EACH WAY TOP AND

BOTTOM ON WELL COMPACTED SUBGRADE

4" SOG

6" SOG

8" SOG

#5 REBAR

#3 TIES

@8" O.C.

12"

5/

8"

COLUMN NOTES:

1. SEE GENERAL STRUCTURAL NOTES FOR CONCRETE STRENGTH.

2. USE PLASTIC "COLUMN SPACERS" FOR ALL COLUMN REINFORCEMENT. PROVIDE 2 SETS LOCATED

WITHIN TOP 1/3 OF COLUMN HEIGHT.

3. HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 3" BELOW TOP.

4. PROVIDE 48 BAR DIAMETER LAP SPLICE FOR ALL COLUMN VERTICALS U.O.N.

P R

E -E

N G

IN

E

E R

E D

R O

O F

T R

U S

S E

S

'-0

O

.C . E

N T

IR

E

T R

U S

S S

Y S

T E

M B

Y

O

N T

R A

C T

O R

'S D

E

LE

G A

T E

D T

R U

S S

E N

G

IN

E E

R

2'

6'

2'

2' - 0" 55' - 0" 6' - 0" 2' - 0"

NOTES:

1. ALL SINGLE PLY WOOD TRUSSES SHALL BE ATTACHED TO CONCRETE BEAMS AND TIE BEAMS WITH "META16" EMBEDDED TRUSS ANCHORS. CONNECT 2 OR 3-PLY

GIRDER TRUSSES WITH DOUBLE "META16" EMBEDDED TRUSS ANCHORS. EMBEDDED TRUSS ANCHORS BY SIMPSON STRONG TIE.

2. SPECIFIED TRUSS ANCHORS WILL BE REVIEWED AGAINST FINAL TRUSS SHOP DRAWINGS TO CONFIRM UPLIFT.

65' - 0"

TB-8x14

T B

-8 x1

R B

-1

TB-8x14

TB-8x14

TB-8x14

T B

-8 x1

T

B -8 x1

T B

-8 x1

T B

-8 x1

T B

-8 x1

T B

-8 x1

T B

-8 x3

R B

-2 R

B -2

RB-2RB-2RB-2RB-2RB-1

R B

-3

RB-3

LAYER INTERSECTING

BEAMS SO RB-3 ON GRID A IS

OUTERMOST LAYER

EL = 12' - 6"

T/O BEAM

EL = 12' - 6"

T/O BEAM

ST2-340

TB-8x14

TB-8x14

8X

B O

N D

B E

A M

W / 2

#5

8X

B O

N D

B E

A M

W / 2

#5

ST2-200.2

ST2-330

SIM.

NOTE: PROVIDE TYPICAL

TRUSS SUPPORT POINTS AT

BOTH BEAM LOCATIONS

ST2-320

2X8 FASCIA (TYP). REFER TO

ARCH. DETAILS FOR

ADDITIONAL TRIM.

ENSURE CONTINUOUS FASCIA AT

CORNERS EACH DIRECTION (2

BACKSPANS MINIMUM)

T/O SLAB

EL= -8' - 0"

12" HYDROSTATIC MAT SLAB.

SEE ARCH DRAWINGS FOR

WATERPROOFING.

12" CONC. WALL

12" CONC. WALL

C O

N C

W

A

LL

C O

N C

W

A

LL

2" O

.C . T

B

O U

T E

R L

A Y

E R

#6 @ 12" O.C. T&B

INNER LAYER

ST2-200.2

ST2-300

T Y

P

1' - 0" 17' - 0" 1' - 0" 14' - 0" 1' - 0"

1'

1'

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T h e s e d ra w in g s m a y in c lu d e in fo rm a tio n p ro vi d e d b y o th e rs

S ta n te c h a s n o t ve ri fie d t h e a c c u ra c y a n d /o r c o m p le te n e s s o f th is in fo rm a tio n a n d s h a ll n o t b e re s p o n s ib le f o r a n y e rr o rs o r o m is s io n s w h ic h m a y b e in c o rp o ra te d h e re in a s a re s u lt.

A

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Project No.:

Scale:

Revision:

Drawing No.

Sheet:

Title

C lie n t/

P ro je c t

Permit/Seal

Dsgn. Chkd. YYYY.MM.DDDwn.

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C o n tr a c to r sh a ll v e rif y a n d b e r e sp o n si b le f o r a ll d im e n si o n s.

D

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O T sc d ra w in g a n y e rr o rs o r o m is si o n s sh a ll b e r e p o rt e d t o

S ta n te c w it h o u t d e la y

Th e

C o p y rig h ts t o a ll d e si g n s a n d d ra w in g s a re t h e p ro p e rt y o f St a n te c

R e p ro d u c ti o n o r u se f o r a n y p u rp o se o th e r th a n t h a t a u th o riz e d b y S ta n te c is f o rb id d e n of

File Name: TB-24X36-ISC - PH2

ORIGINAL SHEET - ARCH D

u s0

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4\ st ru c tu ra l\ s0 _p ro d u c tio n s0 a

_d ra w in g s\ st ru c tu ra l\ re v it c a d li n ks tb

-2 4x is c m a st e r

Is su e d

B y

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Y Y

Y Y

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R e v is io n

B y

A p p d

Y Y

Y Y

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St a n te c C o n su lt in g

S e rv ic e s

In c

K ra ft

R o a d

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N a p le s

FL

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C o lli e r C o u n ty

B o a rd o f

C o u m m is si o n e rs

C o lli e r

C o u n ty P a rk s a n d

R e c re a ti o n

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A A

NEW PUMP HOUSE

FRAMING PLAN

ST2-101.2

Im m o ka le e

S p o rt s C o m p le x

P h a se

3/16" = 1'-0"ST2-101.2

1 NEW PUMP HOUSE FLOOR PLAN

3/16" = 1'-0"ST2-101.2

2 NEW PUMP HOUSE ROOF PLAN

3/16" = 1'-0"ST2-101.2

3 POOL SURGE TANK

TYPICAL SURGE TANK & LID NOTES:

1. PROVIDE A CONTINUOUS 6" PVC WATERSTOP AT ALL JOINTS. PVC WATERSTOP IS PLACED ON THE WATER SIDE OF THE REBAR.

2. WATERSTOP SHALL BE FUSION WELDED PER MANUFACTURE REQUIREMENTS AT ALL SPLICES.

3. PROVIDE A MINIMUM NO LESS THAN 2" CONCRETE COVERAGE AROUND WATERSTOP.

4. SECURELY FASTEN WATERSTOP TO REINFORCING STEEL TO PREVENT DISPLACEMENT DURING CONCRETE PLACEMENT.

5. PROVIDE 1" DEEP CONE SHAPED PLASTIC BREAKAWAY FORM TIES.

6. PATCH ALL FORM TIE HOLES WITH EPOXY FORTIFIED NON-SHRINK NON-METALLIC GROUT.

7. A SURGE TANK DRAIN AND OVERFLOW PIPE MUST BE INSTALLED BY THE POOL CONTRACTOR IN EACH SURGE TANK BEFORE

POURING THE TANK FLOORS AND WALLS.

8. POOL PIPING BY THE POOL CONTRACTOR MUST BE ISNTALLED THROUGH THE SURGE TANK AND BUILDING WALLS AFTER

POURING THE FLOORS AND WALLS. THE POOL CONTRACTOR WILL PROVIDE POOL PIPING SLEEVES FOR INSTALLATION BY THE GENERAL CONTRACTOR DURING THE STEEL PLACEMENT. (SEE REINFORCEMENT AT OPENINGS DETAIL.)

9. PRIOR TO BACKFILLING AROUND SURGE TANKS, CONTRACTOR SHALL WATER TEST TANKS PER ACI 350.1-01 AND 350.1R-01.

10. SURGE TANK CONTRACTOR IS RESPONSIBLE FOR ALL COSTS RELATED TO SURGE TANK TESTING.

11. FOR ADDITIONAL WATERPROOFING PROTECTION, THE CONTRACTOR SHALL INCLUDE XYPEX CONCRETE ADMIXTURE IN THE

CONCRETE MIX USED FOR THE SURGE TANK WALLS, FOUNDATIONS, AND LIDS. REFER TO ARCHITECTURAL INFORMATION FOR

ALL OTHER WATERPROOFING REQUIREMENTS.

12. ARCHITECT AND POOL CONSULTANT SHALL VERIFY DOCUMENTATION OF ALL SURGE TANK WATER TESTING AND RESULTS.

SUBMIT TO STRUCTURAL ENGINEER FOR RECORDS.

13. SURGE TANK LEAKAGE SHALL BE CORRECTED AT CONTRACTOR'S COST.

14. ALL SURGE TANK REINFORCING STEEL SHALL BE BONDED AND GROUNDED IN ACCORDANCE WITH NEC REQUIREMENTS.

COORDINATE THIS WORK WITH THE ELECTICAL CONTRACTOR PRIOR TO PLACING FORM WORK.

15. REFER TO POOL DRAWINGS FOR ACCESS HATCH AND LADDER DETAILS AND SPECIFICATIONS. ACCESS HATCH OPENING SIZE

AND LOCATIONS SHOWN MUST BE REVIEWED AND APPROVED IN SHOP DRAWING SUBMITTALS. ALL ACCESS HATCH

REQUIREMENTS ARE TO BE COORDINATED BY THE POOL CONTRACTOR.

GENERAL PUMP HOUSE NOTES:

1. DUE TO THE PRESENCE OF VARIOUS POOL CHEMICALS IN AND AROUND THIS BUILDING, ALL CAST IN PLACE CONCRETE

USED AT THE PUMP HOUSE BUILDING SHALL BE PROPORTIONED TO MEET A MORE STRINGENT EXPOSURE CLASS THAN THOSE SPECIFIED IN THE OVERALL STRUCTURAL NOTES. AT THE PUMP HOUSE BUILDING, THE FOLLOWING EXPOSURE CLASSES PER ACI 318 SHALL APPLY AND THE MORE STRINGENT REQUIREMENTS OF EACH SHALL GOVERN:

A. SULFATE: S2

B. CORROSION PROTECTION: C2

C. WATER: W2

2. CONCRETE COVER OF REINFORCEMENT SHALL BE 2" (U.O.N.) FOR ALL CONCRETE ELEMENTS EXPOSED TO THE INTERIOR OF

THE PUMP ROOM, THE WATER-SIDE OF THE SURGE TANKS OR POOL EQUIPMENT.

3. THE BOTTOM CHORDS OF ALL ROOF STRUCTURAL ELEMENTS SHALL BE DESIGNED TO RESIST AN ADDITIONAL LIVE LOAD OF

62.4 PSF FOR HUNG PIPING. THE FINAL POOL PIPING LAYOUT SHOULD BE REVIEWED BY THE STRUCTURAL ENGINEER OF RECORD AS WELL AS THE DELEGATED ENGINEER OF THE ROOF MEMBERS (WHERE APPLICABLE) TO ENSURE NO DESIGN

MODIFICATIONS WOULD BE REQUIRED.

4. ALL STRUCTURAL COMPONENTS AND CONNECTORS FURNISHED AND INSTALLED WITHIN THE BUILDING SHALL BE RESISTANT

TO POOL CHEMICALS, SUCH AS STAINLESS STEEL TYPE 316 OR APPROVED EQUIVALENT.

5. ALL CAST IN PLACE CONRETE ON THIS SHEET SHALL BE F'C = 5,OOO PSI MINIMUM.

This item has been digitally signed and sealed by James Ordija on the date

GROUND FLOOR

0"

T/O FOUNDATION

-2' - 0"

T/O POOL SURGE

TANK

-8' - 0"

CONCRETE SLAB PER PLAN

CONCRETE WALL PER SECTION

MAT FOUNDATION PER PLAN

POOL SURGE TANK

M

IN

. L A

P S

P

LI

C E

LOAD BEARING CMU WALL PER PLAN

ST2-300

AT SLEEVES

PROVIDE 3/4" RECESS FOR

CMU AT TOP OF SURGE

TANK. REFER TO

ARCHITECTURAL DETAIL

FOR MORE INFORMATION.

GROUND FLOOR

0"

T/O FOUNDATION

-2' - 0"

T/O POOL SURGE

TANK

-8' - 0"

TYP.

16" PROVIDE CONT. WATERSTOP AT

ALL JOINTS, TYP.

12" CONCRETE SLAB W/

#6 @12" O.C. EW TOP & BOT.

7'

#5 @8" O.C. HORIZ

+HK, TYP.

#5 @8" O.C. VERT

+HK, TYP.

MAT FOUNDATION PER DETAIL3/ ST2-101.2

17' - 0" 14' - 0"12" 12"12"

OUTER LAYER IN DIRECTION

OF SLAB SPAN, TYP.

LOAD BEARING CMU WALL

ABOVE. SEE PLAN.

PROVIDE ISOLATION JOINT

WHERE SLAB ON GRADE

MEETS SURGE TANK

WHERE CMU WALL FOOTINGS

INTERSECT EXTERIOR FACE OF

SURGE TANKS, REFER TO

DETAIL .3/ ST2-300

GROUND FLOOR

0"

T/O FOUNDATION

-2' - 0"

T/O POOL SURGE

TANK

-8' - 0"

ST2-200.2

ROOF

12' - 6"

TIE BEAM PER PLAN

TIE BEAM PER PLAN

BEAM PER PLAN

PRE-ENGINEERED ROOF TRUSS

BY DELEGATED ENGINEER

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NEW PUMP HOUSE

BUILDING SECTIONS

AND DETAILS

ST2-200.2

Im m o ka le e

S p o rt s C o m p le x

P h a se

1/4" = 1'-0"ST2-200.2

3 CMU WALL OVER SURGE TANK WALL

1/4" = 1'-0"ST2-200.2

2 POOL SURGE TANK SECTION

1/4" = 1'-0"ST2-200.2

1 NEW PUMP HOUSE SECTION

This item has been digitally signed and sealed by James Ordija on the date

STD. HOOK

CORNER INTERSECTION

LA

P

S P

LI

C

E (T

Y P

T Y

P

0"

STD. HOOK

TYP

0"

NOTES:

1. PROVIDE MATCHING CORNER BARS FOR ALL HORIZONTAL REINFORCING AT INTERSECTIONS &

CORNERS.

2. DETAIL SHOWN AT FOOTINGS, HOWEVER CONDITION IS SIMILAR AT THE INTERSECTION OF

REINFORCED CONCRETE WALLS AND BEAMS UNLESS NOTED OTHERWISE.

VERTICAL BAR WITH MATCHING

DOWEL IN CONCRETE FILLED

CELL, SEE PLAN

PROVIDE MORTAR BED ON WEBS

AROUND GROUTED CELLS

WALL FOOTING, SEE PLAN FOR

SIZE AND REINFORCING

1/2" ISOLATION JOINT. USE

PREMOLDED JOINT FILLER,

TYPICAL

PROVIDE FULL MORTAR

BED AT TOP OF SUPPORT

HOOK DOWELS AT

TOP OF BOTTOM

REINFORCING EQ 8" OR EQ

12"

LA

P

S P

LI

C

E

P R

O V

ID

E

D

IA

SLAB ON GRADE PER PLAN

SEE PLAN

CONCRETE WALL PER PLAN

WALL FOOTING PER PLAN

PROVIDE 3-1/2" KEY WAY AND #5+HK X 3'-0"

FORMSAVER DOWELS WHERE WALL FOOTINGS

ARE INTERRUPTED BY POOL SURGE TANK WALLS.

FORMSAVERS SHALL OCCUR FOR EVERY

LONGITUDINAL OR TRANSVERSE FOOTING BAR

THAT IS INTERRUPTED.

CONCRETE WALL AT

POOL SURGE TANK

3"

3"

PLUMBING PER AQUATICS CONSULTANT. GC

SHALL LOCATE WALL OPENINGS BASED ON

AQUATICS CONSULTANT DRAWINGS.

LINK SEAL AND PENETRATION SLEEVE BY AQUATICS CONSULTANT.

GC SHALL COORDINATE SLEEVE WITH WALL THICKNESS. SEE

AQU…