B08_-_Attachment_13_-_CASA_324271_STRUCT_drawings_0002.pdf

GENERAL NOTES

1. These notes complement the drawings and should not be considered inclusive of all items.

2. Where a detail is shown for one condition, it shall apply for all like or similar conditions, even though not specifically shown on the drawings.

3. The contractor is responsible for means, methods, and sequences of construction to meet the requirements of the construction documents.

4. It is the contractor's responsibility to be in compliance with all applicable OSHA regulations.

5. Contractor is responsible for all temporary shoring and erection bracing required during construction.

6. Contractor shall verify all dimensions and conditions before executing work. Notify the Contracting Officer in writing of any discrepancy.

7. Coordinate structural contract documents with architectural, mechanical, electrical, plumbing, and civil documents. Notify the

Contracting Officer in writing of any conflict and/or omission prior to performing work.

8. Coordinate and verify floor and roof opening sizes and locations with architectural, mechanical, electrical, and plumbing documents.

For additional openings, inserts, sleeves, curbs, and pads not shown in the structural documents, see architectural, mechanical, electrical, and plumbing documents.

9. Shop drawings shall be independently developed. Reproduction of structural design drawings for use as shop drawings is prohibited.

SUBMITTALS

1. All submittals shall be submitted to the Contracting Officer for approval prior to work.

2. The contractor shall review all shop drawings prior to submittal to the Contracting Officer for review of general compliance, dimensions, and quantity. Shop drawings submitted to the Contracting Officer shall be stamped by the contractor to indicate completion of review.

3. Contractor is not relieved of any requirements of the contract documents by virtue of the structural engineer's review of shop drawings, product data, etc., unless the contractor has clearly and explicitly informed the structural engineer in writing of any deviations or substitutions at time of submission, and the structural engineer has given written approval for the specific deviations or substitutions.

4. The review of shop drawings by the structural engineer is to make sure the main structural intent is correct. Review will exclude dimensions and quantities.

5. Each submittal will be reviewed and returned within 10 business days. Expedited review may be requested but may not be possible.

6. Submit concrete mix designs for approval prior to pouring concrete. Refer to concrete notes, plans, and details for mix design requirements.

7. Submit rebar drawings for approval prior to rebar fabrication and placement. Drawing shall include the following at a minimum:

rebar size, quantity, steel grade, bend schedule & diagram, lap slices, layout drawing for placement, and details as required for placement. Show wall steel in elevation. Indicate control joint locations. No fabrication shall begin until shop drawings are completed and approved.

8. Submit wood truss shop drawings for approval prior to fabrication. Drawings shall include the following as a minimum: engineer's stamp, design loads, detailed truss layout, truss/wall connection loads, truss bracing requirements, and field erection requirements.

The truss submittal package shall meet the requirements of section 2303.4 of the 2018 IBC. Shear and uplift anchorage requirements shall be clearly noted on the shop drawings so that these designed connections can be verified.

DELEGATED DESIGN:

1. Delegated designs include, but are not limited to, the following building components:

A. Wood trusses B. Glazed systems (including but not limited to window units, curtain walls, and storefronts that exceed ten (10) feet in height)

2. Shop drawings and calculations for these components shall be submitted to the architect unless noted otherwise. Deferred submittals shall be sealed, signed, and dated by the delegated component Structural engineer registered in the project state. Refer to other sections of these general notes for specific requirements of deferred submittals. Review of deferred submittals shall be for general conformance with the contract documents and shall not relieve the contractor and its engineer of the full responsibility for design. Do not begin fabrication until deferred submittals are approved.

3. Deferred submittal building components shall accommodate allowable building deflections and drift as set forth by the building code and construction tolerances as defined by the AISC “code of standard practice for steel buildings and bridges” and ACI “specification for tolerances for concrete construction and materials.” See specifications for design criteria.

STRUCTURAL DESIGN CRITERIA:

1. BUILDING CODE: 2024 International Building Code (IBC)

2. RISK CATEGORY: II

3. DEAD LOADS:

A. Roof: 15 PSF

4. LIVE LOADS:

A. Roof: Live Load: 20 PSF & 300 lbs. (not concurrent) B. All areas have been designed for the required concentrated load corresponding to the area uniform load (non-concurrent with uniform load.)

C. Live loads have been reduced as allowed by the governing building code.

5. SNOW LOAD CRITERIA:

A. Snow Load Importance Factor; Is: 1.0 B. Ground Snow Load, Pg: 5 PSF C. Flat-Roof Snow Load, Pf: 3.4 PSF D. Exposure Factor, Ce: 0.8 E. Thermal Factor, Ct: 1.2

6. WIND LOADS PER:

A. Basic Wind Speed (3 second gust)

a. Vult: 130 MPH

b. Vasd: 101 MPH

B. Wind Exposure: D C. Internal Pressure Coefficients: +0.18, -0.18 D. Refer to drawing 5/S003 for velocity pressures for components & cladding design.

7. SEISMIC DESIGN DATA

A. Seismic Importance factor; Ie: 1.0 B. Seismic Site Class: D

C. SS: 0.14

D. S1: 0.05

E. SDS: 0.113

F. SD1: 0.073

G. Seismic Design Category: B

a. Light Frame (Wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance

• Response Modification Coefficient, R: 6.5

• System Overstrength Factor, Ωo: 3.0

• Deflection Amplification Factor, Cd: 4.0

H. Seismic Response Coefficients, CS: 0.017 I. Seismic Base Shear:

a. Plan North / South: 0.3 kips

b. Plan East / West: 0.3 kips

J. Seismic Forces Analysis per Equivalent Lateral Force Procedure

FOUNDATIONS:

1. The design of foundations and slabs-on-ground are based on the recommendations in Andersen Andre Consulting Engineers' (AACE) geotechnical report dated May 22, 2025 (AACE File No. 24-114).

2. Foundation sizes are based on an allowable bearing pressure of 1,500 PSF.

3. All foundations to be supported on suitable bearing material as determined by the owner's on-site geotechnical representative. Notify the

Contracting Officer immediately if suitable bearing material cannot be obtained, prior to installing foundations, footings, slabs, or walls.

4. Sub-grade shall be compacted to 95% of modified proctor (ASTM D1557,) unless a site-specific geotechnical report recommends otherwise.

5. Coordinate flooring elevations with below slab plumbing, and lower footing elevations as required to avoid interference. All top of footings required to be lower further than 2'-8" below finished floor elevation shall be coordinated with the structural engineer.

6. Plumbing lines that run parallel with wall footings shall be at least 2'-0" from the edge of the footing.

7. Plumbing lines that cross wall footings shall either cross below the footing with at least 12" of compacted fill between the top of the pipe and the bottom of the footing, or cross above the footing and through the wall. All pipes that cross footings, either above or below, shall be sleeved. Coordinate sleeve requirements with plumbing plans.

8. Piping (including conduit) shall not be embedded in or pass through foundations without written consent of the structural engineer.

9. Where footing steps are necessary, they shall be no steeper than one vertical to two horizontal.

10. Basement walls (walls supported at the top and bottom by slabs or floor framing) require the following precaution: do not backfill against the wall before the slabs at top and bottom are cast and have reached 75% of design strength.

CONCRETE & REINFORCING:

1. All concrete work shall conform to ACI 301, "Specifications for Structural Concrete for Buildings." Design is based on ACI 318, "Building Code Requirements for Structural Concrete."

2. Unless noted otherwise, provide a 15-mil polyethylene vapor barrier beneath the interior slab-on-grade with joints lapped not less than 6 inches and taped.

3. Control joints shall be placed where shown on plans, at column lines and at intermediate lines such that spacing between joints does not exceed 16'-0", with an aspect ratio of panels not to exceed 1.5. Locate construction joints at control joints.

4. Provide a sub-base layer of graded aggregate base (GAB) beneath the vapor barrier. The aggregate base shall be compacted to meet the same compaction requirements as the sub-grade; refer to the Foundations general notes for sub-grade compaction requirements.

5. Use of calcium chloride, chloride ions, or other salts in concrete and concrete admixtures is not permitted.

6. The air content in all concrete exposed to weather at point of placement shall be proportioned according to ACI 318 Table 19.3.3.1 for exposure class F1, moderate. Provide air content that complies with floor system fire rating requirements.

7. See construction testing section of the general notes for minimum concrete testing requirements.

8. Begin curing slabs immediately after finishing concrete. Curing method shall be compatible with adhered finishes. A moist cure or dissipating curing compound shall be used at cementitious finishes. Submit product data to the architect for review.

9. Horizontal construction joints are permitted only where indicated. The architect shall approve the location of vertical construction joints.

Construction joints shall be thoroughly roughened by mechanical means, and cleaned.

10. Provide 3/4" chamfer on all exposed corners.

11. Detail concrete reinforcing and accessories in accordance with ACI "detailing manual", SP-66. Submit shop drawings for approval, showing all fabrication dimensions and locations for placing reinforcing steel and accessories. Do not begin fabrication until shop drawings have been approved/approved as noted.

A. Detail all concrete walls and beams in elevation unless specifically approved otherwise. Cut sections showing bar locations and concrete cover.

12. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted otherwise.

13. Welded wire fabric (mesh) shall conform to ASTM A1064 and shall be provided in flat sheets (rolls not permitted). Lap two squares at splices.

14. Tie all reinforcing steel and embedments securely in place prior to placing concrete. Provide sufficient supports to maintain the position of reinforcing within specified tolerances during all construction activities. "Sticking" dowels into wet concrete is not permitted.

15. Provide continuous reinforcing wherever possible; splice only as shown or approved; stagger splices where possible. Dowels shall match the size and spacing of the specified reinforcing and shall have full tension lap splices.

A. Lap Splice Lengths: f'c=3000 psi f'c=4000 psi

a. Bar Size Lap Splice Lap Splice

b. #4 30" 26"

c. #5 36" 32"

d. #6 44" 38"

e. #7 64" 54"

f. #8 72" 62"

g. #9 82" 70"

B. In-lieu of lap splices, mechanical couplers may be used in certain locations approved by the SEOR; submit the mechanical coupler product data and location to be used to the SEOR for approval.

16. Wall footing reinforcing bars shall run continuous through column footings.

17. Reinforcing steel shall have the following concrete cover unless noted otherwise:

A. Concrete cast against earth (not formed): 3" B. Formed concrete exposed to earth or weather:

a. #6 through #18 bars: 2"

b. #5 bars and smaller: 1-1/2"

C. Concrete not exposed to earth or weather:

a. Slabs and walls: 1"

b. Beam stirrups and column ties: 1-1/2"

18. Do not place pipes or ducts exceeding one-third wall thickness within the wall unless specifically shown and detailed on structural drawings.

19. Pipes and conduit shall not be placed within elevated slabs, they must be properly hung from structure beneath. Refer to mechanical, electrical and plumbing drawings for utility support.

20. Concrete mix designs, in accordance with ACI 318, shall be submitted to the testing agency and the architect.

21. All concrete shall meet the following requirements:

A. General concrete requirements:

a. All concrete, unless noted otherwise, shall be normal weight and have the following minimum 28-day compressive strength.

1. Foundations: 3,000 PSI

2. Slab-on-grade: 3,000 PSI

b. Portland cement: ASTM C150. Type I

c. Fly ash, if used: ASTM C618, class F or C, maximum 25%, by weight, of total cementitious material.

d. Ground granulated blast-furnace slag (GGBFS), if used: ASTM C989, grade 100 or 120, maximum 25%, by weight, of total cementitious material.

e. Combined fly ash and GGBFS shall not exceed 33%, by weight, of total cementitious material.

f. Do not use admixtures containing calcium chloride.

g. Air-entraining admixture: ASTM C260 (as needed; follow manufacturing dosage)

h. Water-reducing admixture: ASTM C494 / C494M, type A (as needed; follow manufacturing dosage.)

i. Normal weight aggregates shall meet ASTM C33 with a maximum size of 1" unless noted otherwise on plans

j. Welded wire reinforcement shall meet ASTM A1064

k. Reinforcing bars shall meet ASTM A615, grade 60, deformed

l. All concrete exposed to weather (including foundations) shall be air-entrained with air content at point of placement of 3 - 6%

m. Do not air-entrain slab concrete (entrapped air content not to exceed 3%)

n. Slump limit: 5 inches

o. Maximum water / cement ratio: 0.50

POST-INSTALLED ANCHORS:

1. Post-installed anchors include adhesive and mechanical anchors.

2. Post-installed anchors shall only be used where specified in the drawings. Contractor shall obtain approval from the engineer of record (EOR) prior to using post-installed anchors for missing or misplaced cast-in-place anchors.

3. Care shall be given to avoid conflicts with existing rebar when drilling holes. Holes shall be drilled and cleaned per the manufacturer’s instructions.

4. Anchors shall be installed per manufacturer’s installation instructions and per plan specified edge distance, anchor-to-anchor spacing, and embedment depth.

5. Adhesive anchors must be installed in concrete aged a minimum of 21 days (and 2500 psi minimum compressive strength) per

ACI 318, Appendix D. Manufacturer approval letter will be required for earlier installation times. Notify EOR for final approval.

6. All adhesive anchor installations in the horizontal or vertical overhead orientation shall be conducted by a certified adhesive anchor installer as certified by ACI/CSRI per ACI 318. Current AAI certificates must be submitted to the engineer or record for approval before any adhesive anchor installations begin.

7. All post-installed anchors in concrete shall have a current published ICC-ES evaluation report indicating the anchor is approved for installation in cracked concrete and shall have seismic qualification in accordance with ACI355.2 and ICC-ES AC193.

8. Special inspection shall be provided for all adhesive and mechanical anchors. Special inspectors shall perform inspections per contract documents, schedule of special inspections, and appropriate ICC-ES reports.

9. Substitution requests for products other than those listed below, shall be submitted to the EOR for acceptance. Product ICC-ES code reports shall be included with the submittal package.

10. Approved post-installed anchors are as follows:

A. Expansion Anchors:

a. Power-Stud+ SD2 (Dewalt)

b. Kwik Bolt TZ2 (Hilti)

c. Strong-Bolt 2 (Simpson Strong-Tie)

B. Concrete Screw Anchors:

a. Screw-Bolt+ (Dewalt)

b. Kwik Bolt HUS EZ (Hilti)

c. Titen HD (Simpson Strong-Tie)

C. Masonry Screw Anchors:

a. Screw-Bolt+ (Dewalt)

b. Kwik Bolt HUS EZ (Hilti)

c. Titen HD (Simpson Strong-Tie)

D. Epoxy Anchors:

a. Pure220+ w/ F1554 Gr. 36 bolt (Dewalt)

b. HY 200V3+ HAS (Hilti)

c. SET-3G w/ F1554 Gr. 36 bolt (Simpson Strong-Tie)

WOOD:

1. Sawn members that are headers, joists, rafters, and posts shall be Southern Pine (SP) of #2 grade or better; wall studs shall be Spruce-Pine-Fur (SPF) of #3 or stud grade. Southern Pine is an acceptable substitute for Spruce-Pine-Fur.

2. All references to "nails" on the plans shall be common nails unless noted otherwise on the plans.

3. All wood embedded or in contact with concrete, masonry, earth or directly exposed to weather shall be pressure treated.

4. Refer to the "Wood Truss Notes" for additional notes for the wood truss manufacturer.

5. Refer to the "Wood Framing Fastening Schedule" on the plans for typical framing attachments not otherwise detailed.

6. Refer to the "Wood Sheathing Attachment Plan" for the required nailing pattern.

7. All metal (plates, nails, bolts, etc.) In contact with pressure treated and fire-retardant wood shall have G185 zinc galvanized coating.

8. Top and bottom plates of all walls shall be the thickness of a nominal 2x and at least equal to the stud width.

9. A double top plate shall be provided for all load bearing stud walls. The top plate shall be nailed together with 16d common wire nails @ 16" o/c. Top plate splices shall have (6) 16d nails on each side of splice, and the splice shall be lapped with adjacent wall at intersections and corners; splice length shall be at least 4-feet long.

10. Provide triple studs at all corners and at all beam bearings through to foundation, unless noted otherwise.

11. Refer to the typical wood details for limitations of cutting, notching, and boring of studs and joists.

12. All wood connectors and product model numbers are based off Simpson Strong-Tie, connectors from other manufacturers shall equal or exceed Simpson Strong-Tie.

PARALLEL STRAND LUMBER (PSL):

1. PSL beams have been designed to the following design properties. of the versa-lam as noted above.

A. Modulus of Elasticity, E: 1.666 x 106

B. Bending Stress, Fb: 2117 psi C. Shear Stress, Fv: 241 psi D. Basis of design: Parallam Plus PSL by Trus Joist (Service Level 1)

a. The Parallam Plus product is preservative treated; other substitution products must also be preservative treated.

b. Other manufacturer's PSL shall meet or exceed the strength and deflection properties noted above.

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

GENERAL NOTES

S001

TB

MS

MH

64 119

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

9-5-2025

CONSTRUCTION TESTING:

1. It is the responsibility of the contractor to schedule the required testing with a third-party testing agency.

2. Concrete:

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

a. Testing frequency: one composite sample for each 100 cu. yd. or fraction thereof of each concrete mixture placed each day.

b. Slump: ASTM C143; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture.

c. Air content: ASTM C231 pressure method, for normal-weight concrete; ASTM C173 volumetric method, for lightweight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

d. Concrete temperature: ASTM C1064; one test hourly when air temperature is 40 degrees F and below or 80 degrees F and above, and one test for each composite sample.

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

f. Compressive-strength tests: ASTM C39; test one set of two laboratory-cured specimens at 7 days and one set of two specimens at 28 days. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from the same composite sample and tested at age indicated.

g. Strength of each concrete mixture will be satisfactory if every average of and three consecutive compressive-strength tests equals or exceeds specified compressive-strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.

h. Test results shall be reported in writing to the EOR, concrete manufacturer, and contractor within 48 hours of testing.

3. Soils:

A. Compaction tests for soils shall be according to ASTM D1556, ASTM D2167, ASTM D2937, and ASTM D6938, as applicable.

a. Paved and building slab areas: at subgrade and at each compacted fill and backfill layer, at least one test for every 2000 sq. ft. But in no case shall be fewer than three tests.

b. Foundation wall backfill: at each compacted backfill layer, at least one test for every 100 ft. or less of wall length but no less than two tests.

c. For areas not meeting project compaction and bearing pressure requirements, follow the third-party testing agency's recommendations for meeting project requirements.

WOOD TRUSSES:

1. Wood trusses are a deferred submittal. See deferred submittal section of the general notes. Submittal shall include species, sizes, lumber grades, and connection details.

2. Submit calculations and shop drawings for details, fabrication, and erection of wood trusses:

A. Coordinate calculations with shop drawings.

B. Drawings shall clearly indicate location of details for erection.

C. Drawings shall include design loads.

D. Drawings shall include truss layout, spacing, type, material member properties and all details of connections including type, size, and spacing of connectors.

E. Drawings shall include truss/wall connection loads and truss bracing requirements.

F. Provide calculations for all typical and non-typical connections and for attachment to primary structural frame.

3. Fabrication shall not begin until shop drawings are submitted and approved.

4. Wood trusses shall be designed in accordance with the applicable provisions of the latest edition of the National Design

Specifications for Wood Construction, Design Specifications For Metal Plate Connected Wood Trusses, The Truss Plate Institute, and Section 2303.4 of the 2014 International Building Code.

5. Wood roof trusses shall be designed for a top chord dead load of 10 psf, bottom chord dead load of 5 psf, top chord live load per 2024 IBC, wind per the components & cladding wind pressure plan, and applicable snow loads per ASCE 7-22.

For wind uplift load combinations, 0.6D = 6 psf to reflect the minimum dead load in an uplift condition.

6. Design wood trusses to withstand the design loads without exceeding the following deflection criteria:

A. Roof Truss Live Load Deflection: L/240 & 5/8" B. Cantilever Live Load Deflections: L/180

7. Wood trusses shall be spaced a maximum of 24" o/c unless noted otherwise on the drawings.

8. Trusses shall be located at end wall conditions so that the roof sheathing has a maximum span of 24" to the end wall.

9. Truss layout on the plan is generic in nature; the truss manufacturer shall locate trusses to meet all plan requirements.

10. Shear and uplift anchorage requirements shall be clearly noted on the shop drawings so that these designed connections can be verified.

11. The wood truss cross-section shown in building sections are schematic in nature. The roof truss manufacturer is responsible for the exact truss layout that meets the intent of the structural and architectural drawings & details.

12. Gypsum board attached directly to the bottom chord of the truss shall be considered adequate for bracing truss bottom chord.

Where gypsum board is attached to the bottom chord of the truss by resilient channels or hat channels, the bottom chord of the truss shall not be considered braced and the truss manufacturer shall design & provide bracing for the bottom chord. The truss manufacturer shall coordinate ceiling type and locations with the architectural drawings.

13. All truss-to-truss connections shall be designed and furnished by the truss manufacturer.

14. The top chord shall be considered permanently braced by the wood roof sheathing.

15. Trusses shall be permanently restrained and braced in a manner consistent with good building practices as outlined in BCSI and in accordance with the requirements of the construction documents. Trusses shall furthermore be anchored or restrained to prevent out-of-plane movement so as to keep all truss members from simultaneously buckling together in the same direction.

Such permanent later restraint shall be accomplished by: (a) anchorage to solid end walls; (b) permanent diagonal bracing in the plane of the web members; or (c) other suitable means.

16. Truss temporary bracing, permanent truss restraint bracing, & truss member/component bracing shall be designed and specified by the truss design engineer and shall be furnished by the contractor.

17. All bracing for the trusses shall follow current BCSI standards.

18. Permanent building stability bracing to transfer lateral load forces to the lateral load resisting system has been designed by the structural engineer of record and is shown on the plans.

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

GENERAL NOTES

S002

TB

MS

MH

65 119

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

STRUCTURAL WOOD SHEATHING SCHEDULE

LOCATION

1. Roof

2. Typical Exterior Wall

3. Exterior Shear Wall

APA RATING

40/20 24/16 24/16

MINIMUM

THICKNESS

19/32", 5/8" 7/16"

NAIL

SIZE

8d 8d

BOUNDARY

4" 3"

Unblocked Unblocked

Blocked

FIELD

NAIL SPACING

BLOCKED vs UNBLOCKED

4" 12"

DIAPHRAGM

--- SEE WOOD SHEAR WALL SCHEDULE ---

WOOD SHEAR WALL SCHEDULE

MARK

SW-1

SHEATHING

7/16" OSB (Ext. Side)

FASTENERS

OSB: 8d NAILS

FASTENER SPACING

EDGE: @ 3" o/c FIELD: @ 12" o/c

HOLDOWN AT ENDS OF WALL

7,300# (ASD) TENSION CAPACITY

BASIS OF DESIGN:

HDUE9-SDS3.5 (OR EQUAL) w/ 7/8"

DIA. THREADED ROD; DRILL &

EPOXY ANCHOR ROD w/ 8" MIN.

EMBED. IN CONCRETE)

STUD-PACK @

ENDS OF WALL

(3) 2x6

HOLDOWN TO STUD-PACK

FASTENING

7,300# (ASD) SHEAR

CAPACITY

BASIS OF DESIGN:

(16) 1/4" x 3.5" SIMPSON SDS Screws (OR EQUAL)

WALL

LOCATION/TYPE SIZE

WOOD

SPECIES* GRADE

M A

IN

L E

V E

L 2x6

N/A

2x4

SPF

SPF

SPF

STUD

STUD

STUD

INTERIOR BEARING

NON-BEARING

EXTERIOR BEARING

WALL STUD SCHEDULE

NOTES:

1. SPF: SPRUCE PINE FIR

2. ALL STUDS @ 16" o/c UNLESS NOTED

OTHERWISE

3. BEARING WALLS SHALL BE BLOCKED AT 6' - 0" o/c

IF NOT SHEATHED ON BOTH SIDES BY EITHER

WOOD PANELS OR GYPSUM BOARD. NON-

BEARING WALLS DO NOT REQUIRE BLOCKING.

* ACCEPTABLE ALTERNATE: SOUTHERN PINE #3 OR

STUD GRADE

TYPICAL WOOD FRAMING FASTENING SCHEDULE

W A

L L

R O

O F

CONNECTION

1. Blocking between joists or rafters to top plate

5. Truss to top plate

6. Built-up girder and beams

7. Truss-to-truss

LOCATION

toe nail @ 6" o/c, each side face nail facenail at top and bottom staggered on opposite side

FASTENING

0.131" x 2-1/2" hurricane tie (212# uplift capacity)

0.148" x 3" @ 20" o/c delegated design to truss manuf.

9. Top plate to stud

10. Stud to sole plate

11. Double studs

12. Double top plates

13. Double top plate splice

14. Top plates, laps and intersections

15. Continuous header, two pieces

16. Continuous header to stud

17. Built-up corner studs

NOTE:

1. Schedule meets the requirement of the 2018 IBC Table 2304.10.1.

2. 8d common (0.131" x 2-1/2")

3. 10d common (0.148" x 3")

4. 16d common (0.162" x 3-1/2")

5. 20d common (0.192" x 4")

6. NAIL ALTERNATIVE FOR ALL NAIL SIZES: Simpson Strong-Drive SDS25 HEAVY-DUTY CONNECTOR SCREW OR

EQUAL.

2 - 0.162" x 3-1/2"

2 - 0.162" x 3-1/2"

2 - 0.162" x 3-1/2" @ 24" o/c

0.162" x 3-1/2" @ 16" o/c

6 - 0.162" x 3-1/2"

4 - 0.162" x 3-1/2"

0.162" x 3-1/2"

6 - 0.148" x 3"

2 - 0.148" x 3" end nail end nail face nail face nail each side of lap splice (min 24" lap splice) face nail face nail @ 16" o/c along each edge toe nail face nail @ 12" o/c

18. Built-up stud-pack 2 rows - 0.148" x 3" face nail @ 9" o/c (each ply)

2. Sub-fascia board to truss tail end nail 2 - 0.162" x 3-1/2"

3. Roof panel to support (truss, blocking) edge and field spacing: @ 4" o/c 2 - 0.131" x 2-1/2"

4. Ceiling gypsum wallboard edge spacing: @ 7" o/c field spacing: @ 10" o/c

5d coolers

8. Wall panels to studs and plates 0.131" x 2-1/2" edge and field spacing: @ 4" o/c

8. Rim board to truss tail 2 - 0.162" x 3-1/2" each truss

ABBREVIATIONS

ADD'L

ADJ.

A/E A.F.F.

ALT

ARCH.

BC

BLDG

BOT.

B/

CANT.

CFMF

C.J.

CL

CLR.

CMU

COL.

CONC.

CONT.

DBA

DIM.

DWL.

EA.

E.F.

E.S.

E.W.

EIFS

ELEV.

EMBED.

EOR

EQ.

E.W.T.

EX.

EXP. JT.

FFE

F.M.

FT.

FTG.

FDN.

F.V.

GALV.

GA.

G.C.

GR.

HORIZ.

HVAC

ID

INSUL.

INFO.

INT.

JT.

K

KSF

LDT

LLH

LLV

MANUF.

MAX.

MECH.

MEP

MEZZ.

MIN.

MISC.

MHS

N/A

NIC

NTS

o/c

OD

OFS

O.H.

OPP.

PAF

PL.

PREFAB.

PT

REINF.

REQ'D.

RTU

SCHED.

SDF

SIM.

SOG

SP

SPEC.

SSMR

STIFF.

STRUCT.

T&B

TBD

TC

T.D.

TEMP.

T/

TYP.

U.N.O.

VAR.

VERT.

WF

W.P.

W.W.F.

w/

ADDITIONAL

ADJUSTABLE

ARCHITECT/ENGINEER

ABOVE FINISHED FLOOR

ALTERNATE

ARCHITECT

BOTTOM CHORD

BUILDING

BOTTOM

BOTTOM OF

CANTILEVER

COLD FORMED METAL FRAMING

CONTROL JOINT

CENTER LINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

DEFORMED BAR ANCHOR

DIMENSION

DOWEL

EACH

EACH FACE

EACH SIDE

EACH WAY

EXTERIOR INSULATION & FINISHING

SYSTEM

ELEVATION

EMBEDMENT

ENGINEER OF RECORD

EQUAL

END WALL TRUSS

EXISTING

EXPANSION JOINT

FINISHED FLOOR ELEVATION

FIELD MEASURE

FOOT/FEET

FOOTING

FOUNDATION

FIELD VERIFY

GALVANIZED

GAUGE

GENERAL CONTRACTOR

GRADE

HORIZONTAL

HEATING, VENTILATION & AIR

CONDITIONING

INSIDE DIAMETER

INSULATION

INFORMATION

INTERIOR

JOINT

KIPS

KIPS PER SQUARE FOOT

LARGE DIAMETER TAPCON

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MANUFACTURER

MAXIMUM

MECHANICAL

MECHANICAL, ELECTRICAL,

PLUMBING

MEZZANINE

MINIMUM

MISCELLANEOUS

MH STRUCTURES

NOT APPLICABLE

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE OF STUD

OPPOSITE HAND

OPPOSITE

POWER ACTUATED FASTENER

PLATE

PREFABRICATED

PRESSURE TREATED

REINFORCE (D) (ING) (MENT)

REQUIRED

ROOF TOP UNIT

SCHEDULE

SELF DRILLING FASTENER

SIMILAR

SLAB-ON-GROUND

SOUTHERN PINE

SPECIFICATION

STANDING SEAM METAL ROOF

STIFFENER

STRUCTURAL

TOP AND BOTTOM

TO BE DETERMINED

TOP CHORD

TURN DOWN

TEMPORARY

TOP OF

TYPICAL

UNLESS NOTED OTHERWISE

VARIES

VERTICAL

WIDE FLANGE

WORK POINT

WELDED WIRE FABRIC

WITH

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

R

S

T

U

V

W

MATERIALS LEGEND

EARTHCONCRETE GRAVEL

TYP.

a = 3'-0"

T Y

P a

3' -0

5 54

GENERIC WALL ELEVATION ROOF PLAN

TYP.

a = 3'-0"

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

SCHEDULES

S003

TB

MS

MH

66 119

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NOT TO SCALES003

3 STRUCTURAL WOOD SHEATHING SCHEDULE

NOT TO SCALES003

4 WOOD SHEAR WALL SCHEDULE

NOT TO SCALES003

2 WALL STUD SCHEDULE

NOT TO SCALES003

1 WOOD FRAMING FASTENING SCHEDULE

NOT TO SCALES003

5 COMPONENTS AND CLADDING WIND PRESSURE PLAN

1 2 3 4 5

B

C

D

E

4" SLAB-ON-GRADE OVER 15-MIL

VAPOR BARRIER OVER 4"

COMPACTED G.A.B.; REINF.

SLAB w/ 6x6-W2.1xW2.1 W.W.F.

T.D.

T.D.

T.D.

T .D

T.D.

T .D

T.D.

T .D

6'-1"4'-4"1'-8 1/8"11'-0 7/8"

23'-2"

6' -5

9'

-0

1' -0

1'

-0

3' -0

'-5

C .J

C.J.

S301

S301

S301

S301

S301

8x8 (P.T. SP#1)

8x8 (P.T. SP#1)

F

F3.5 [T/ 0"]

F3.5 [T/ 0"] 6'-1"6'-0 1/8"11'-0 7/8"

1/

2"

3'-9 1/2"1'-3 1/2"

6x6 (SP#2)

6x6 (SP#2)

S301

S W

-1

SW-1

S W

-1

SW-1

S W

-1

SW-1

3 3

FOUNDATION LEGEND

INDICATES KEY NOTE; REFER TO FRAMING PLAN NOTES ON THIS SHEET

T.D.

F-#

T/ X' - X"

INDICATES REINFORCING AT RE-ENTRANT CORNERS; REF. 5/S301

SW-#

INDICATES LOAD BEARING STUD WALL; REFER TO SCHEDULE 2/S003

INDICATES HOLD DOWN ANCHOR ; SEE SHEARWALL SCHEDULE 4/S003

C.J.

MARK DESCRIPTION

TURN-DOWN SLAB; REF. 3/S301

FOOTING MARK; REFER TO FOOTING SCHEDULE 2/S101

INDICATES WOOD SHEAR WALL; REFER TO SHEAR WALL SCHEDULE 4/S003

SLAB CONTROL JOINT; REF. 1/S301

SPOT ELEVATION

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

FOUNDATION PLAN

S101

TB

MS

MH

67 119

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189856

S101

1 FOUNDATION PLAN

FOOTING SCHEDULE

Type Width Length Thickness Top Reinf. Bott Reinf. Count Volume

F3.5 3' - 6" 3' - 6" 2' - 0" 6 #5, E.W. 6 #5, E.W. 2 49.00 CF

Grand total: 2 2 49.00 CF

S101

2 FOOTING SCHEDULE

FOUNDATION PLAN NOTES

TAG # TAG DESCRIPTION

1 Refer to General Notes for other applicable notes. Ref. S001

2 Top of slab elevation is 0'-0" with respect to ground floor reference elevation, unless noted otherwise; see civil drawings for datum elevation.

Elevations noted on plan are relative to ground floor reference elevation.

3 Footings for exterior posts to be poured monolithic with site paving. Provide 1" standoff base and anchorage with uplift load rating of 1,800# and a down load rating of 1,500#; basis of design is the CPT88Z by Simpson Strong-Tie (OR EQUAL) with (2) 1/2" expansion bolts to footing with 4" embedment.

4 Control joints shall only be cut in slab on ground as shown on plan.

5 All columns and footings are centered about the column centerlines, unless noted otherwise.

6 Post to bear on pressure treated sill plate (integral with wall). Anchor post to slab with shear wall hold-down as specified in shear wall schedule, 4/S002.

B L D

G

SCALE OF FEET

2 0 2 4

1 2 3 4 5

B

C

D

E

6'-1"4'-4"1'-8 1/8"11'-0 7/8"

23'-2"

6' -5

9'

-0

1' -0

1'

-0

1' -1

1" 1'

-1

'-5

S401

S401

S401

F

5" / 12"

5" / 12" 5" / 12"

"PREFAB. WOOD ROOF

TRUSSES @ 24" o/c

3-2x6

3- 2x

3-2x6

3-2x6

3-2x6

3-2x6

(4

2x

P .T

. S P

#2 [T

/ 8

1/

4"

(4

2x

P .T

. S P

#2 [T

/ 8

1/

4"

1' -2

/4

5'

-2

/4

1' -2

/4

'-0

1' -2

/4

1'-2 1/4" 11'-6 3/4" 1'-2 1/4" 10'-5" 1'-2 1/4"

5.25x11.875 P.T. PSL [T/ 8' - 11 7/8"]

S402

S401

TYP. @ HIP

TRUSS

TYP. @

GIRDER TRUSS

S401

GIRDER TRUSS

HIP TRUSS

HIP

T

RUSS

HIP

T

RUSS

HIP TRUSS

HIP TRUSS

GIRDER TRUSS

G

IR

D E

R T

R U

S S

G

IR

D E

R T

R U

S S

WOOD FRAMING LEGEND

INDICATES KEY NOTE; REFER TO FRAMING PLAN NOTES ON THIS SHEET.

INDICATES LOAD BEARING STUD WALL; REFER TO SCHEDULE 2/S003.

TB

MARK DESCRIPTION

INDICATES TRUSS BEARING ELEVATION

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

ROOF FRAMING PLAN

S102

TB

MS

MH

68 119

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CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

S102

1 FLOOR FRAMING PLAN

WOOD FRAMING PLAN NOTES

TAG # TAG DESCRIPTION

1 Refer to General Notes for other applicable notes. Ref. S001.

2 Elevations noted on plan are relative to ground floor reference elevation 0'-0".

3 All wood joist to beam connections shall be made with joist hangers, unless noted otherwise.

4 All beams and headers longer than 4'-0" shall be supported by (2) 2x stud-packs matching wall width, unless noted otherwise.

5 In addition to sections and details referenced in this plan, see all typical details.

6 Beam end to bear on post full width. Provide concelead connector with a minimum uplift rating of 1,800# and a minimum down load rating of 1,400#. Basis of design is Simpson StrongTie CBT4Z (OR EQUAL).

7 Beam end to frame to side of adjacent beam. Provide beam hanger with a minimum uplift rating of 2,150# and a minimum down load rating of 1,610#. Basis of design is Simpson StrongTie HGUS5.50/8 with (48) 10d nails (OR EQUAL).

8 Tie all hip trusses to corner stud with twist stap with an uplift load rating of 850#; basis of design is Simpson Strong-Tie MTS12 with (14) 0.148"x1.5" nails (OR EQUAL). -- Load rating requirement to be verified during shop drawing phase with wood truss shop drawings.

9 Bear girder truss directly over double studs. Provide hurricane tie with an uplift load rating of 2,000#; basis of design is Simpson Strong-Tie LGT2 (OR EQUAL) with (18) #9x1.5" SD screws (OR EQUAL) to wall studs and (16) #9x1.5" SD screws (OR EQUAL) to truss. -- Load rating requirement to be verified during shop drawing phase with wood truss shop drawings.

10 Beam end to bear on post full width. Provide a strap on both sides of beam to tie beam to post against uplift. Each strap to have a minimum uplift rating of 700#; basis of design is Simpson Strong-Tie MSTA12 with (10) 0.148"x2.5" nails (OR EQUAL).

B L D

G

SCALE OF FEET

2 0 2 4

W.W.F

SAWN JOINT

WIDTH: 1/8"

DEPTH: 1/4 OF "t" t

C

LR

2"

STONE BASE

VAPOR BARRIER

D

IA

2' -0

M

IN

36 DIA.

2'-0" MIN.

HORIZ. REINF.

BEND OR LAP OUTSIDE BARS OR

PROVIDE CORNER BARS AS SHOWN

(LARGER BAR SIZE GOVERNS LAP)

36 DIA.

2'-0" MIN.

@ FOOTING CORNERS @ FOOTING INTERSECTION

(2) #4, 1" CLEAR FROM TOP

OF SLAB

• (3) #4 T&B FOR SLABS ≥ 6".

• DO NOT ADD BARS AT

JOINTS, UNLESS SHOWN

OTHERWISE.

2"

1" CLR

1'- 6"

1'- 6"

2" 2"

1'-6"1'-6"

C.J.

C .J

C.J.

AT DISCONTINUOUS JOINTSAT RE-ENTRANT CORNERS

2x WALL, SEE WALL

STUD SCHED. 1/S003

(3) #5 CONT.

(1 TOP & 2

BOT.)

P.T. SILL PL.

WALL SHEATHING,

SEE SCHED. 3/S003

1' -6

SILL PL. ANCHOR

• REFER TO TYPICAL

DETAIL 4/S301

EXT. FINISHES,

SEE ARCH PLANS

SITE PAVING,

SEE CIVIL PLANS

1'-6"

3" x 3" x 1/4"

PL. WASHER

NOTE:

A MINIMUM OF (2) ANCHORS ARE REQUIRED PER

SILL PLATE SEGMENT, WITH (1) ANCHOR LOCATED

FROM THE END OF EACH SILL PLATE SPLICE AT

LEAST 6 INCHES BUT NOT MORE THAN 12 INCHES.

5/8" Ø x 8"

CONCRETE SCREW

ANCHOR @ 24" o/c

SLAB & T.D.

PER PLAN

E M

B E

D

7" M

IN

3"

2x WALL, SEE WALL

STUD SCHED. 1/S003

(3) #5 CONT.

(1 TOP & 2 BOT.)

P.T. SILL PL.

WALL SHEATHING,

SEE SCHED. 3/S003

1' -6

SILL PL. ANCHOR

• REFER TO TYPICAL

DETAIL 4/S301

EXT. FINISHES, SEE

ARCH PLANS

SITE PAVING,

SEE CIVIL PLANS

6 1/2" 1'-6"

6 1/2"

NOT TO SCALES301

4 SILL PLATE ANCHORAGE

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

TYPICAL CONCRETE DETAILS

S301

TB

MS

MH

69 119

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

NOT TO SCALES301

1 TYPICAL SLAB CONTROL JOINT

NOT TO SCALES301

2 TYPICAL FOOTING CORNER REINFORCING

NOT TO SCALES301

5 TYPICAL SLAB-ON-GROUND ADDITIONAL REINFORCING

S301

3 TURNDOWN SLAB

S301

6 TURNDOWN SLAB AT DOUBLE WALL

SCALE OF FEET

0 1 2 3

(1) "H" PANEL CLIP EA.

EDGE AT MID-SPAN

BETWEEN SUPPORTS, TYP.

FLOOR TRUSSES (AS

SHOWN), FLOOR JOIST OR

ROOF TRUSSES (AS OCCURS)

TYPICAL NAILING FOR

INTERMEDIATE SUPPORT

LOCATION (FIELD), SEE 3/S003

TYPICAL NAILING FOR WOOD PANEL

JOINT LOCATION (EDGE OF PANEL)

PLYWOOD OR OSB

ROOF SHEATHING4' - 0" TYP.

8' - 0" T

YP.

NOTES:

1. FLOOR DIAPHRAGM IS SHOWN, ROOF DIAPHRAGM

IS SIMILAR.

2. SEE 3/S003 FOR ROOF SHEATHING TYPE.

EDGE NAILING AT

BOUNDARY, SEE 3/S003

EDGE NAILING,

SEE 3/S003

TWO 2x4 LAMINATIONS

WITH ONE ROW OF

STAGGERED 10d COMMON

WIRE NAILS

(D = 0.147" , L = 3")

THREE 2x4 LAMINATIONS

WITH ONE ROW OF

STAGGERED 30d COMMON

WIRE NAILS

(D = 0.207" , L = 4-1/2")

THREE 2x6 LAMINATIONS WITH TWO ROWS OF 30d

COMMON WIRE NAILS

(D = 0.207" , L = 4-1/2")

6"

6"

2- 1/

2"

8"

3-

3-

2" 2"

4"

9"

9"

FOUR 2x8 LAMINATIONS

WITH TWO ROWS OF 1/2"

DIAMETER BOLTS

1-1/2" 1-1/2"

1-1/2"

1-1/2"

1-1/2"

1-1/2"

2 ADDITIONAL NAILS AT EACH END

NAILING PATTERN FOR EACH PLY

• 0.162"x3-1/2" @ 16" o/c (TOP & BOT.)

1/2" SHEATHING SPACERS AS

REQ'D. TO MATCH STUD WIDTH

NOTES:

1. NAIL ALL HEADERS, BEAMS, AND LINTELS w/ 16d (0.162"x3-1/2")

NAILS @ 16" o/c TOP & BOTTOM (MIN.)

2. NAIL EACH ADDITIONAL PLY WITH ADDITIONAL ROWS OF NAILS.

3. ALL HEADERS TO BE PLACED DIRECTLY ABOVE OPENING.

4. NAIL ALL JACK STUDS AND KING STUDS TOGETHER WITH (2) 16d

(0.162"x3-1/2") NAILS @ 24" o/c.

TYP.

8"

TYP.

8"

HOLD-DOWN

• SEE SHEAR WALL SCHED.

2 ROWS, 16d @ 4"

HOLD-DOWN

• SEE SHEARWALL

STUD PACKS AT END

OF SHEAR WALLS

AT CORNER

HOLD-DOWN

• SEE SHEAR WALL SCHED.

STUD PACKS AT END

OF SHEAR WALLS

AT TEE INTERSECTION

NAILING PER SHEAR

WALL SCHED.

WOOD SHEATHING

• SEE SHEAR WALL SCHED.

EXTERIOR SIDE

NAILING PER SHEAR

WALL SCHED.

WOOD SHEATHING

• SEE SHEAR WALL

SCHED.

SEE SHEAR WALL SCHED. FOR

SHEATHING REQ'D.

EXTERIOR SIDE

SHEATHING, SEE

SCHED. 3/S003

PRE-FABRICATED,

WOOD ROOF TRUSS

SHEATHING,

SEE SCHED.

2x P.T. SUB-

FASCIA

EDGE

NAILING

1'

-1

/2

HURRICANE TIE

• UPLIFT: 463#

• SHEAR (LOAD PERP. TO TOP PL): 410#

• SHEAR (LOAD PARALLEL TO TOP PL): 213#

• BASIS OF DESIGN: SIMPSON 'H1A' w/ (16) #9 x

1-1/2" SD SCREWS (OR EQUAL)

NOTE:

PROVIDE ADDITIONAL BRACING AS

REQ'D. BY TRUSS MANUF.

BOUNDARY

EDGE NAILING

BLOCKING, SEE

1/S402 & 2/S402

TB

+8' - 0"

SEE PLAN

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

TYPICAL WOOD DETAILS

S401

TB

MS

MH

70 119

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

NOT TO SCALES401

2 WOOD PANEL LAYOUT & NAILING

NOT TO SCALES401

4 ROOF TRUSS EAVE

NOT TO SCALES401

1 STUD-PACK CONNECTION REQUIREMENTS

NOT TO SCALES401

5 HOLD-DOWN DETAILS

S401

3 TYPICAL WOOD HEADER DETAIL

SCALE OF FEET

OPEN

OPEN

EXTERIOR WALL KEYNOTES

1. PROVIDE BLOCKING @ 48" o/c IF WALL IS NOT

SHEATHED ON BOTH SIDES, BUT BLOCKING IS

REQUIRED AT ALL SHEAR WALLS (SEE SHEAR WALL

ELEVATION).

2. ATTACH EACH END OF EACH TRUSS TO THE TOP

PLATE WITH (2)-10d TOENAILS AND A HURRICANE TIE

(SEE 4/S401 FOR HURRICANE TIE SPECIFICATIONS).

3. HEADER: SEE PLAN FOR SIZE; (6)-10d TOENAILS EACH

END TO KING STUDS.

4. SILL PLATE ANCHORAGE PER TYPICAL SILL PLATE

ANCHORAGE DETAIL AND PROVIDE A MINIMUM OF 2

ANCHORS PER SILL PLATE. SEE 4/S301 FOR TYPICAL

SILL PLATE ANCHORAGE DETAIL.

5. PROVIDE STRAP WITH TENSION CAPACITY OF 794# AT

ENDS OF HEADER TO JACK STUD. BEND AND NAIL

TOP OF STRAP OVER HEADER AS REQUIRED. (BASIS

OF DESIGN IS SIMPSON 'LSTA12' WITH (10) 0.148"x2 1/2"

NAILS - OR EQUAL).

6. LINE NOT USED.

7. SEE PLAN FOR SPECIFIED HURRICANE TIE TO TOP

PLATE.

8. WOOD SHEATHING PANEL AND ATTACHMENT PER

STRUCTURAL WOOD SHEATHING SCHEDULE, 3/S003.

9. WOOD 2x BLOCKING REQUIRED BETWEEN ROOF

TRUSSES. SEE DETAIL 2/S402.

10. ATTACH EACH STUD TO TOP PLATE AND SILL PLATE

WITH A HURRICANE TIE WITH 212# UPLIFT CAPACITY

(SIMPSON 'H3' - OR EQUAL - IS BASIS OF DESIGN).

11. SHEATHING SPLICE PLATE. SPLICE PLATE IS BUILT-

UP FROM 2x4 FLATWISE BLOCKING AND SAME

THICKNESS SHEATHING. SEE DETAIL A-A BELOW.

12. PROVIDE SMPSON 'H3' (OR EQUAL) HURRICANE TIE

AT WINDOW/DOOR OPENINGS BETWEEN KING STUDS

AND SILL PLATE; THIS IS NOT REQUIRED WHERE

HOLDOWNS OCCUR.

13. PROVIDE HOLDOWN AND SLAB ANCHOR PER THE

SHEAR WALL SCHEDULE. ATTACH THE HOLDOWN TO

THE STUD-PACK PER THE HOLDOWN

MANUFACTURER'S INSTRUCTIONS.

14. NUMBER OF KING STUDS: 2 PER SIDE

15. NUMBER OF JACK STUDS: 1 PER EACH END OF

HEADER

(SEE PLAN FOR LOCATION AND LENGTH)

SHEAR WALL (SW-#)

h

A-A

121212 13 13

ROOF SHEATHING,

SEE SCHED. ON 3/S003

BOUNDARY EDGE NAILING PER

STRUCTURAL WOOD SHEATHING

SCHEDULE

10d TOENAILS @ 6" o/c

(BOTH SIDES OF SHEAR TRUSS)

DOUBLE 2x- TOP PLATE

ROOF TRUSS

2x- BLOCKING

(COLLECTOR)

h h: COORD. DIM.

w/ EAVE DETAILS

SHEATHING, SEE

SCHED. 3/S003

PRE-FABRICATED,

WOOD ROOF TRUSS

SHEATHING, SEE SCHED.

2x P.T. SUB-FASCIA

EDGE NAILING

HURRICANE TIE

• UPLIFT: 463# (to be verified during shop drawing phase with wood truss shop drawings)

• SHEAR (LOAD PERP. TO TOP PL): 410#

• SHEAR (LOAD PARALLEL TO TOP PL): 213#

• BASIS OF DESIGN: SIMPSON 'H1A' w/ (16) #

9 x 1-1/2" SD SCREWS (OR EQUAL)NOTE:

PROVIDE ADDITIONAL BRACING

AS REQ'D. BY TRUSS MANUF.

BOUNDARY

EDGE NAILING

WHERE HEIGHT AT WALL EXCEEDS 15",

PROVIDE 2x4 SITE BUILT FRAME

BETWEEN EA. TRUSS IN-LIEU OF

BLOCKING; ATTACH WALL SHEATHING

TO 2x4 FRAME w/ 10D NAILS @ 6" o/c

TB

+8' - 0"

1'-2 1/4" 1'-1" SEE PLAN

SOFFIT, SEE

ARCH. PLANS

BEAM, SEE PLANS

1' -1

/2

HURRICANE TIE

• UPLIFT: 400# (to be verified during shop drawing phase with wood truss shop drawings)

• BASIS OF DESIGN: SIMPSON

'H2.5T' w/ (10) 0.131"x2.5" NAILS

(OR EQUAL)

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO.

PMIS/PKG NO.

SHEET

OF

TITLE OF SHEETA/E FIRM

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL9

/3 /2

:0

:0

A M

TYPICAL WOOD WALL

SECTIONS

S402

TB

MS

MH

71 119

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT09/05/2025

189856

NOT TO SCALES402

1 TYPICAL EXTERIOR & LOAD BEARING WALL

NOT TO SCALES402

2 TYPICAL BLOCKING AT ROOF TRUSS TO BEARING WALL

S402

3 ROOF TRUSS EAVE AT BEAM

SCALE OF FEET