1-2026 01 19 - Little Creek - Structural Bid.pdf

STRUCTURAL SPECIFICATIONS AND GENERAL CONDITIONS (04-12)

GENERAL

1. Where these specifications conflict with other project specifications, these specifications shall govern.

2. C.S. Davidson, Inc. will assume no responsibility and/or liability for problems which arise from failure to follow these plans, specifications, and the design intent they convey or for problems which arise from others' failure to obtain and/or follow the Engineer's guidance.

3. All work shall be performed in accordance with local applicable codes and regulations. Appropriate safety measures satisfying local and OSHA requirements shall be provided.

4. Proper temporary bracing of all construction work in progress is the Contractor's responsibility.

5. If during demolition existing conditions do not agree with information shown on the design drawings, the Contractor shall notify the Engineer immediately.

6. The Contractor shall be responsible for the location and protection of all existing utilities during construction and the repair of any damaged facilities.

7. Sections and details shown, while drawn for specific locations, are intended to establish the general types of details to be used throughout.

8. Drawings should not be scaled. Contact the Engineer for clarification of any dimension in question.

9. Anchor bolt layout shall be performed under the direction of a professional land surveyor.

10. All dimensions shall be verified by the Contractor. Layout shall be checked and coordinated between all construction documents and specifications prior to the start of work.

11. Shop drawings prepared by the subcontractors, suppliers, etc. shall be reviewed by the Engineer for conformance with design concept only. Each shop drawing submitted shall be stamped, initialed and dated as being reviewed by the construction manager/general contractor. Work shall not begin without the review by the Engineer.

12. Any engineering design provided by others and submitted for review or record shall bear the stamp and signature of a professional structural engineer registered in the state in which the project is located.

13. Relation of Specifications and Drawings are as follows:

A. To be equal authority and priority. Should they disagree in themselves, or with each other, bids shall be based on the most expensive combination of quality and quantity of work indicated. The appropriate work, in the event of the above mentioned disagreements shall be determined by the Owner's Representative.

B. Figures take precedence over scaled measurements.

C. Large scale details take precedence over smaller scale details.

D. Architectural drawings, if applicable, shall take precedence in regard to dimensions, when in conflict with Mechanical and Structural drawings, except for the size of structural members.

E. Specifically titled drawings and sections of the specifications take precedence over indications of items in a collateral way.

14. Issued documents, other than those notated “ISSUED FOR CONSTRUCTION” and/or “100% CONSTRUCTION DOCUMENTS”, shall not be considered to be final. Budgetary exercises performed using documents other than final construction documents shall be considered preliminary.

15. Where specific products are called for (i.e. Hilti HUS anchors or DeWALT anchors), The Contractor may submit equivalent products for E.O.R. to review.

Submit data showing comparative capacities of products.

CONSTRUCTION PROCEDURES AND SAFETY REQUIREMENTS

1. The contract structural drawings and specifications represent the finished structure. Unless otherwise indicated, they do not indicate the means or methods of construction.

2. Provide all measures necessary to protect the workmen and other persons during construction. Provide all necessary measures to avoid excessive stresses and to hold the structural elements in place during construction. Such measures shall include, but not be limited to, bracing, shoring for construction equipment, shoring for earth banks, forms, scaffolding, planking, safety nets, support and bracing for cranes and hoists, guying, etc.

3. Engage properly qualified persons to determine where and how temporary precautionary measures shall be used. Observation visits to the site by structural engineer's field representative shall not include the items noted above.

4. Supervise and direct the work so as to maintain sole responsibility for all construction means, methods, techniques, sequences, and procedures. Retain the services of a professional structural engineer licensed in the state in which the project is located to design and supervise any scaffolding for workmen, and all shoring of forms and elements of the construction.

FOUNDATION CONSTRUCTION

1. Allowable soil bearing pressure (net) assumed in design is 2,500 PSF (pounds per square foot).

2. Soil bearing capacity shall be field verified by an approved soil testing agency and documented in writing to the Engineer.

3. If soil of design capacity is not encountered at footing elevations shown, excavate to a depth necessary to attain design capacity and extend foundations as required. Obtain Engineer's approval prior to lowering the foundations.

4. The bottoms of all exterior footings shall extend a minimum of 3'-0" below finished grade unless noted otherwise.

5. Excavate all foundations to reasonable exact outline and depth avoiding over-excavation and cave-in of surrounding material. Bottoms of all foundations shall be dry, soil proof-rolled, and rock surfaces leveled and cleared of loose debris prior to pouring.

6. Neatly level and trim all foundation excavations prior to setting steel.

7. Pipes extending under footings shall be placed before footing is placed and the void produced in laying the pipe shall be filled with 3,000 psi concrete.

8. Thoroughly compact all foundation and slab subgrade material prior to placement of stone bases or concrete.

9. Provide weathertight covering for all foundations after excavation; do not expose to rainwater or freezing.

10. Where foundations are formed, backfill edges immediately after form removal.

11. No fill or backfill shall be placed against retaining or foundation walls until grout or concrete has attained design strength and supporting members are in place, unless prior written approval is obtained from the Engineer.

12. All backfill shall be granular material approved by the Engineer. Backfill shall be deposited and machine compacted in 8-inch maximum layers. Compaction shall be a minimum of 95% of the maximum dry weight density at the optimum moisture content in accordance with ASTM D1557 (Modified Proctor) as verified by a testing laboratory.

13. All backfill adjacent to retaining structures shall be compacted using hand operated equipment; no heavy equipment shall be allowed within 5 feet of any wall.

14. For all foundation construction that will be exposed to freezing temperatures during construction, the bottom of all footings (interior and exterior) shall extend a minimum of 3'-0" below grade (at no additional cost to the owner). Contractor shall contact the Engineer of Record for approval to lower foundations and obtain concrete pier sizes, if necessary.

CONCRETE MASONRY CONSTRUCTION

1. All concrete masonry shall conform to the requirements of ASTM C90 unless noted otherwise. Concrete masonry construction shall conform to the requirements of ACI 530/ASCE 5/TMS 402, building code requirements for Masonry Structures, latest edition and ACI 530.1/ASCE 6/TMS 602, Specifications for Masonry Structures, latest edition, including all supplements.

2. 28 day design compressive strength of masonry (f'm) used is as follows:

A. Standard Masonry = 2,000 psi.

3. All CMU block units shall be layed up in running bond pattern, with vertical head joints located at center of units in alternate course below, unless otherwise shown on the Contract Drawings.

4. The Contractor shall be responsible for the temporary bracing of all masonry construction. Bracing shall remain in place until masonry has had sufficient time to gain design strength. Where masonry attaches to floor and/or roof systems, bracing shall remain in place until the diaphragm has been anchored in its final position.

5. Grout lifts for reinforced masonry walls shall not exceed 5' -4" in height. High lift grout procedures may be used only after written approval is provided by the Engineer.

6. All mortar shall conform to ASTM C270. Mortar shall be Type S (except Ivany Block). Mortar shall be Type M for walls below grade or walls exposed to earth.

Mortar shall be mixed to the proportions indicated in ASTM C270.

7. Grout shall conform to the requirements of ASTM C476. Fill grouted cores, bond beams, and wall reinforcement where shown on plans with 3,000 psi small aggregate concrete mix with 8"-11" slump. Grout samples shall be tested per the Cast-in-place Concrete Construction specifications.

8. All steel lintels shall be temporarily shored where a height of masonry greater than half the span of the lintel will be placed above the lintel prior to masonry gaining design strength. Shoring shall remain in place until masonry has gained design strength and all required permanent bracing is installed.

9. All steel lintels for exterior masonry shall be galvanized. Lintel sizes, unless indicated otherwise on the drawings, shall be as follows:

A. Clear opening of 3'-4" or less = (1) 5 x 3-1/2 x 5/16 angle (L.L.V.) per 4" of masonry wall thickness with 8" min. end bearing on 16" thick of solid or grouted masonry.

B. Clear opening of 6'-4" or less = (1) 6 x 3 1/2 x 3/8 angle (L.L.V.) per 4" of masonry wall thickness with 8" min. end bearing on 16" thick of solid or grouted masonry.

10. Provide vertical control joints in above grade masonry walls so that the distance between joints does not exceed the lesser of 1 1/2 times the overall wall height, or 25 feet. Control joints shall not be placed greater than 8" from a bearing plate or jamb of an opening. A control joint shall be placed at one side of an opening less than 6'-0" wide and at both sides of openings over 6'-0" wide. Provide vertical control joints at intersections of reinforced & unreinforced walls, U.N.O.

Submit a shop drawing showing control joint locations to the Engineer for approval prior to construction. Coordinate exact control joint & expansion joint locations with architectural drawings.

11. Horizontal joint reinforcement shall consist of truss type ASTM A951 cold drawn No. 9 gauge galvanized wire steel, located 16" o.c. Cross rods to be welded to side rods at 16" o.c. to form a truss. Lap splices 6" minimum. Provide horizontal reinforcing in the two courses above and below openings and at the top of walls or partitions.

12. Masonry cores below grade shall be grouted solid.

13. Head joints shall be mortared solid the full depth of the face shell. Webs shall be fully mortared at grouted cores.

14. A minimum of one course of masonry shall be grouted solid below transitions in masonry thickness.

15. Cold Weather Masonry Construction shall conform to the requirements of AC1

530.1/ASCE 6/TMS602, latest edition.

16. Masonry stair shafts and elevator shafts shall be grouted solid, unless noted otherwise.

17. Reinforcing steel shall be deformed, billet-steel conforming to ASTM A615 -

Grade 60. Welding of reinforcing steel must be approved by the Engineer and shall be performed in accordance with the requirements of the AWS Code, D1.4, Structural Welding Code - Reinforcing Steel latest edition and be performed only by qualified welders. Shop drawings for the fabrication and placement of reinforcing steel shall be submitted to and approved by the Engineer before fabrication commences.

18. Submittals required to be reviewed and approved by the Engineer prior to concrete masonry construction include, but are not limited to: Mix designs, Reinforcement Shop Drawings, Vertical Control Joint Location Plans.

19. Mortar shall be sampled and tested according to ASTM C 270, C 780, and C 1586.

20. Wet setting of reinforcing steel is prohibited unless approved by the Engineer.

DESIGN DATA

Building Code = 2018 International Building Code

Roof Load:

Dead Load = 25 PSF (includes structure weight) Live Load = 35 PSF Snow Load: (Roof Live Load May Control)

Ground Snow Load, Pg = 30 PSF Flat Roof Snow Load, Pf = 21 PSF Snow Exposure Factor, Ce = 1.0 Snow Load Importance Factor, Is = 1.0 Thermal Factor, Ct = 1.0

Wind Load:

Basic Wind Speed (3-second gust) = 115 MPH Building Category = II Exposure Category = C Internal Pressure Coefficient, GCpi = ±0.18 Wind Design Pressure (MWFRS) = 27 PSF Net Uplift Load Varies, See Load Diagram. Min. Net Uplift load = 10 PSF

Earthquake Design Data:

Building Category = II Seismic Importance Factor, Ie = I.0 Mapped Spectral Response Accelerations:

Ss = 0.152 S1 = 0.044 Site Class = D (assumed)

Spectral Response Coefficients:

SDS = 0.162

SD1 = 0.071

Seismic Design Category = B Basic Seismic Force-Resisting System = Light-Frame (Wood) Walls Sheathed with

Wood Structural Panels Rated for Shear Resistance

Design Base Shear = 2.67 kips (0.7E For ASD Load Combinations/1.0E for LRFD Load Combinations) Seismic Response Coefficient, Cs = 0.0247 Response Modification Factor, R = 6.50 Analysis Procedure = Equivalent Lateral Force Procedure

All loads indicated on the drawings are ASD loads unless otherwise noted elsewhere in the drawings.

Concrete Masonry and Concrete shall be designed per either ASD or LRFD methods; other material design methods shall be based on ASD unless otherwise indicated by the design drawings.

MIN. 28-

DAY

COMP.

STRENGTH

MAX.

W/C

RATIO

SLUMP

RANGETYPE OF CONSTRUCTION

(1) Footings, interior slabs-on-grade < 4" thk. & slabs-on-metal deck

(3) Exterior slabs, walls, beams, columns, piers & grade beams

(2) Interior slabs-on-grade > 4" thk.

3,000 PSI

4,500 PSI

4,000 PSI

0.53

0.45

0.45

3" - 6"

3" - 6"

3" - 6"

CAST-IN-PLACE CONCRETE CONSTRUCTION

1. All concrete work shall conform to the requirements of ACI 318, Building Code

Requirements for Reinforced Concrete, latest edition and ACI 301, Specifications for Structural Concrete for Buildings, latest edition, including all revisions, except as modified herein.

2. Concrete shall be supplied by a qualified ready-mixed concrete plant in accordance with the following requirements:

A. Entrained Air = 4 to 7% for all exposed concrete, footings, piers, exterior slabs, all concrete exposed to freezing temperatures, and where otherwise noted.

B. Coarse aggregate shall be:

1. Normal weight coarse aggregate - AASHTO NO. 57 stone.

Maximum aggregate size = 1.5" C. Submit mix designs to Engineer for approval. No admixtures permitted without Engineer's approval.

D. Chloride containing admixtures are not permitted.

E. Fine aggregate must be natural sand, unless approved by the Engineer.

F. Air-entraining admixtures are not permitted on trowel finished slabs.

G. For Interior Slabs-on-grade > 4" thick:

1. When specified as temperature and shrinkage reinforcement, cold-drawn steel fibers meeting ASTM A820 criteria shall be added at a minimum rate of 25 lb. / cu. yd. or macro synthetic fibers made from virgin polyolefin shall have an equivalent diameter between 0.016" and 0.05" with a minimum aspect ratio (length / equivalent diameter) of 50, and added at a minimum rate of 4 lb. / cu. yd.

2. Fibrous reinforcement shall be manufactured by SIKA, BASF, Grace, or approved equal.

3. Slabs must be laser-screened, U.N.O.

H. For Exterior Slabs <= 5" thick: 6x6 W2.9 x W2.9 welded wire reinforcement, U.N.O.

3. At Contractor's option, fly ash, ground granulated blast furnace slag, or other pozzolans may be substituted for Portland cement, up to 25% of the cementitious content. Concrete mixes using these materials must be approved by the Engineer.

4. When concrete arrives at the project with slump below that suitable for placement, as indicated by the Specifications, water may be added only if neither the maximum permissible water-cement ratio nor the maximum slump is exceeded. The water shall be incorporated by additional mixing equal to at least half of the total mixing required. Discharge of the concrete shall be completed within 1-1/2 hours, or before the truck drum has revolved 300 revolutions, whichever comes first, after the introduction of the mixing water to the cement and aggregates or the introduction of the cement to the aggregates. Truck batch slips must include time of batching, total drum revolutions upon arrival at site, and quantity of water (in gallons) per cubic yard available to be added to attain the maximum design water-cement ratio.

5. Reinforcing steel shall be deformed, billet-steel conforming to ASTM A615 - Grade

60. Welding of reinforcing steel must be approved by the Engineer and shall be performed in accordance with the requirements of the AWS Code, D1.4, Structural Welding Code - Reinforcing Steel latest edition and be performed only by qualified welders. Reinforcing steel to be welded shall conform to A706 - Grade 60.

6. When specified, welded wire fabric shall conform to ASTM A1064 and supplied in flat sheets only. Bar chairs are required at the recommended spacing for structural slabs.

7. Reinforcing steel splices shall be ACI Class B splices unless indicated otherwise.

8. Provide adequate bolsters, hi-chairs, support bars, etc., to maintain specified clearance for the entire length of all reinforcing bars. Provide accessories which are plastic tipped or galvanized with turned-up ends for reinforcement at all faces of exposed concrete, interior or exterior.

9. Shop drawings for the fabrication and placement of reinforcing steel shall be submitted to and approved by the Engineer before fabrication commences.

10. Concrete shall be placed only after approval of the reinforcement and mix designs by the acting special inspection agency or the Engineer. Contractor is responsible for coordinating inspections prior to concrete placement.

11. Schedule the pouring of foundations on the same day the excavation is completed.

12. Cure all concrete in accordance with accepted ACI Standards and conformance to

ACI 308.1, Standard Specification for Curing Concrete, latest edition, for the worst case weather conditions anticipated during the curing period. All concrete construction and procedures shall conform to the requirements of ACI 306.1, Standard Specification for Cold Weather Concreting, latest edition.

13. No aluminum of any type shall be allowed in the concrete work unless coated to prevent aluminum-concrete reaction.

14. Mechanically vibrate concrete. Slabs-on-grade need only be vibrated around floor ducts and other embedded items.

15. Do not place pipes, ducts, reglets or chases in structural concrete or composite floor systems without approval of the structural engineer.

16. Maximum free drop of any concrete = 5'-0".

17. Chamfer all exposed concrete edges a minimum of 3/4" x 3/4".

18. Provide a minimum of concrete cover for reinforcing bars as follows unless noted otherwise on drawings:

1. Footings = 3 inches earth face, 2 inches all others, U.N.O.

2. Concrete walls, beams, and piers = 2 inches earth face, 1-1/2 inches all others, U.N.O.

19. Nine (9) 4x8 test cylinders shall be prepared for every 50 cubic yards of concrete placed on any given day to represent all concrete placed on that day. Three (3) cylinders shall be tested at seven (7) days and three (3) cylinders shall be tested at 28 days for verification of concrete design strength with three (3) cylinders remaining.

20. Concrete Finishes, as defined in Chapter 5 of ACI 301, shall be as follows, U.N.O.:

1. Formed surfaces not exposed to public view: Rough-form finish

2. Formed surfaces exposed to public view: Smooth-form finish.

3. Walls as indicated: Rubbed finish

4. Typical interior commercial/industrial floor: Troweled finish

5. Floors to receive ceramic tile, portland cement, terrazzo, etc.: Scratch finish

6. Exterior slabs on grade, walkways, etc.: Non-slip broom finish

21. Provide vertical control joints in concrete walls at a maximum 30'-0" O.C. spacing.

Submit a control joint location plan to the Engineer for approval prior to construction. Control joints shall not be placed in concrete shear walls.

22. Concrete submittals required to be reviewed and approved by the Engineer prior to cast-in-place concrete construction include, but are not limited to: Mix designs, Reinforcement Shop Drawings, Control Joint Plans for Walls, and Control Joint Plans for Slabs.

23. Slabs on Grade:

A. Slabs on grade shall be placed in accordance with the requirements of ACI

302.1R.

B. Slab finishing operations shall meet ACI Class 1 (Typical), Class 5

(Warehouse) floor requirements in accordance with Chapter 8 of ACI 302.

Floors receiving a surface hardener must be finished to ACI Class 6 floor requirements.

C. A minimum floor flatness (FF) / levelness (FL) tolerance meeting ACI FF 25/ FL 20 (Typical) FF 35/ FL 25 (Warehouse) requirements shall be achieved through placing and finishing the slab per the guidelines set forth in Table 8.15 of ACI 302.1R.

D. Curing of slabs shall begin as soon as finishing operations are complete by either water curing, wet covering, or liquid membrane-forming curing compound in accordance with Chapter 9 of ACI 302.1R for a period of seven (7) days.

E. Sawcut control joints must be completed within 1 to 4 hours of finishing and to a minimum depth of 1/3 the slab thickness (1/4 for slabs with welded wire fabric). Provide joints at a maximum 15'-0" O.C. spacing Submit a sawcut joint location plan to the Engineer for approval.

F. Slab joint sealant shall be preformed electrometric sealants which meet the requirements of ASTM C920-87 (Typical), or be a two-component epoxy resin (Warehouse) epoxy resin with a minimum shore A hardness of 80 in accordance with ASTM D2240.

G. Do not allow construction equipment on newly placed slabs for a minimum of seven (7) days.

H. When strip pouring, allow seven (7) days before placing adjacent slab sections.

I. A slab on grade pre-construction conference involving the Owner, Contractor and Engineer is recommended to review installation procedures and requirements.

WOOD FRAMING

1. All work shall be performed in accordance with the National Design

Specification for Wood Construction, latest edition, as issued by the

AWC/AFPA.

2. All materials, unless noted otherwise, shall be as indicated in items 3-15.

3. All exposed wood and wood in direct permanent contact with masonry or concrete shall meet the requirements of AWPA use category UC3B. All wood exposed to ground contact shall meet the requirements of AWPA use category UC4A.

4. Studs, plates, ledgers, and bracings = Spruce pine fir No. 2 or better.

5. Joists and beams = Spruce pine fir No. 2 or better.

6. Posts and Shear Wall Chords = Southern pine No. 2 or better.

7. Moisture content of all structural lumber shall be 19% maximum as verified by stamp.

8. All hardware for pressure-treated lumber, fire-retardant-treated lumber, or other exterior lumber shall be stainless steel (grade 304 or better) or hot dipped galvanized.

A. Bolt heads and nuts bearing on wood shall be provided with standard cut washers.

B. Minimum nailed connections for wood framing members shall be in accordance with the local building code or table 2304.10.1 of the International Building Code if not noted on the project drawings.

C. All attachments to existing wood framing shall be predrilled to prevent splitting.

D. All metal wood connectors shown in the project drawings are manufactured by Simpson Strong-Tie. Installation shall be as recommended by the manufacturer. Written approval by engineer is required for substitutions.

E. All metal framing clips and fasteners shall be hot dipped galvanized after fabrication. All Simpson Strong-Tie connectors shall have ZMAX G185 galvanized coatings.

F. Lag screws shall have a minimum bending yield strength of 45,000 psi.

G. All lag bolt connections shall be predrilled with a proper size. Lead hole diameter in accordance with the AITC Timber manual.

9. Wood trusses shall comply with the following standards:

A. ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected

Wood Truss Construction."

B. TPI HIB "Commentary and Recommendations for Handling, Installing and Bracing Metal Plate Connected Wood Trusses."

C. TPI DSB "Recommended Design Specification for Temporary

Bracing of Metal Plate Connected Wood Trusses."

10. Wood roof truss manufacturer shall submit to the Engineer for review, shop drawings and design calculations sealed by a professional engineer licensed in the state in which the project is located. Wood roof trusses shall be designed for the loads indicated in items 12-15.

11. For roof trusses greater than 60 feet in length, a qualified registered design professional shall provide a design for temporary construction bracing (restraint) and permanent truss bracing (restraint).

12. All wind loads and snow loads, including balanced, unbalanced, drift and sliding snow, determined using the the most recent applicable version of the International Building code (IBC), as referenced in the 'Design Data'.

13. Minimum Top chord live load = 35 psf

14. Top chord dead load = 10 psf

15. Bottom chord dead load = 15 psf

16. Sheathing:

A. Roof Sheathing = Exterior, APA rated sheathing 40/20, min. 19/32" thick, U.N.O.

B. Floor Sheathing = Interior, APA rated sheathing 48/24, min. 23/32" thick, U.N.O.

C. Structural Wall Sheathing = Interior or exterior as applicable, APA structural 1 rated sheathing Wall-16, min. 15/32" thick, U.N.O.

D. Non-structural Wall Sheathing = Interior or exterior as applicable, APA rated Sheathing Wall-24, min. 15/32" thick, U.N.O.

E. APA Rated OSB, can be substituted for structural or non- structural interior and exterior wall & roof sheathing.

17. Roof and floor sheathing shall be nailed to framing members with 8d nails according to the following patterns:

A. At supported edges of each sheathing panel, nails shall be spaced at

6" o.c. max., U.N.O.

B. At intermediate supports of each sheathing panel, nails shall be spaced at 12" o.c. max., U.N.O.

C. Sheathing panels shall be placed with long dimension of the panel spanning between framing members.

D. The short ends of the sheathing panels shall be staggered so that they are not continuous.

18. Wall sheathing shall be nailed to framing members with 8d nails according to the following patterns:

A. At supported edges of each sheathing panel, nails shall be spaced at

6" o.c. max., U.N.O.

B. At intermediate supports of each sheathing panel, nails shall be spaced at 12" o.c. max., U.N.O.

C. Sheathing panels for shear wall shall not be less than 4'x8', except at boundaries and changes in framing, and framing members or blocking shall be provided at the edges of all panels.

DELEGATED DESIGNS/SUBMITTALS

1. Unless otherwise noted in the construction documents, shop drawings and calculations shall be required on the following items:

A. Shoring and Bracing for Building Elements (calculations*) B. Concrete Reinforcement (shop drawings) C. Masonry Reinforcement (shop drawings) D. Pre-engineered Wood Trusses (shop drawings* and calculations*)

2. Contractor shall allow for Engineer's review time of 10 business days. If a submittal is needed sooner please note in submittal and the Engineer will make an effort meeting the request in a timely manner. In an effort to coordinate and meet the demands of the project schedule, the Contractor shall send the Engineer of Record a submittal schedule for review and comment.

3. Submittals (shop drawings) noted with a (*) above and all calculations shall be signed and sealed by an Engineer registered in the state in which the project is located.

4. Contractor shall submit all submittals noted above to the code official at their request.

POST INSTALLED ANCHORS

1. All adhesive anchors (unless specifically noted otherwise on plans or details) to be

Hiti HIT-HY 200 Safe Set, DeWALT AC200+, or approved equal adhesive anchoring system with either threaded rods or rebar and installed per manufacturer's written instructions.

(Refer to table below for minimum embedment depth)

2. Minimum embedment depth may vary depending on site conditions, adjacent fasteners, and edge distances. Final anchor size, location and embedment depths must be approved by a licensed professional engineer.

3. All adhesive anchors (U.N.O.) in masonry to be Hilti HIT-HY 70, DeWALT AC100+ Gold, or approved equal masonry adhesive anchoring system with threaded rods and metal screen tubes installed per manufacturer's written instructions. Anchors shall be 5/8" diameter minimum, embedment depth of 6" minimum, U.N.O.

4. All expansion anchors (unless specifically noted otherwise on plans or details) to be Hilti Kwik Bolt TZ, DeWALT Power-Stud+ SD2, or approved equal expansion anchors installed per manufacturer's written instructions.

POST INSTALLED ANCHOR MIN. EMBED. DEPTH

TABLE

INTO UNCRACKED, NORMAL WEIGHT, REINFORCED

CONCRETE, U.N.O.

REBAR - ANCHOR

SIZE

MIN. EMBED.

DEPTH

#4 - 1/2"⌀

#5 - 5/8"⌀

3"

3 1/2"

LEGEND OF ACRONYMS & ABBREVIATIONS

& USE FOR "AND" WHEN APPROPRIATE

@ USE FOR "AT" WHEN APPROPRIATE

A.C.T. ACOUSTICAL CEILING TILE

ADDL. ADDITIONAL

A.F.F. ABOVE FINISHED FLOOR

ALUM. ALUMINUM

ARCH. ARCHITECTURAL

BL BUILDING LINE

BLDG. BUILDING

BLK. BLOCK

B.O.F. BOTTOM OF FOOTING

BRG. BEARING

BTWN. BETWEEN

C. CARPET

C.I.P. CAST-IN-PLACE

CL CENTERLINE

CLG. CEILING

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

COL. COLUMN

CONC. CONCRETE

CONT. CONTINUOUS

D. OR DP. DEEP

db REINFORCING BAR DIAMETER

DIA. DIAMETER

DIM. DIMENSION

DN. DOWN

DWG. DRAWING

EA. EACH

E.F. EACH FACE

ENG. ENGINEER(S) / ENGINEERING

ELEC. ELECTRIC / ELECTRICAL

ELEV. ELEVATOR

EQ. EQUAL

EQUIP. EQUIPMENT

E.W. EACH WAY

EX. EXISTING

EXT. EXTERIOR

F.E. FIRE EXTINGUISHER

F.E./C FIRE EXTINGUISHER WITH CABINET

F.F. FINISHED FLOOR

F.G. FINISHED GRADE

FIB. FIBERGLASS

FIN. FINISH(ED)

FLR. FLOOR

FTG. FOOTING

GA. GAUGE

GALV. GALVANIZED

GYP. GYPSUM

H.A.S. HEADED ANCHOR STUD

HGT. HEIGHT

H.M. HOLLOW METAL

HORIZ. HORIZONTAL

HVAC HEATING / VENTILATION / AIR CONDITIONING

I.F. INSIDE FACE

INSUL. INSULATION

INT. INTERIOR

L. LENGTH

L.L.H. LONG LEG HORIZONTAL

L.L.V. LONG LEG VERTICAL

MAX. MAXIMUM

MET. METAL

MFG. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

N.I.C NOT IN CONTRACT

NO. NUMBER

O.C. ON CENTER

O.F. OUTSIDE FACE

PennDOT PENNSYLVANIA DEPT. OF TRANSPORTATION

PL. PLATE

PLF POUNDS PER LINEAL FOOT

PNT. PAINT

PWD. POWDER

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RAD. RADIUS

REQ. REQUIRED

REINF. REINFORCING

RET. RETURN

SC SLIP CRITICAL

SECT. SECTION

SIM. SIMILAR

SLR. SEALER

SPC. SPACE

S.S. STAINLESS STEEL

STL. STEEL

T&B TOP AND BOTTOM

THK. THICK

T.O.F. TOP OF FOOTING

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

V. VINYL

VAR. VARIES

V.C.T. VINYL COMPOSITION TILE

VERT. VERTICAL

W. WIDE / WIDTH

W/ WITH

WD. WOOD

W.W.R WELDED WIRE REINFORCING

- REINFORCED MASONRY WALL

- CONCRETE

- PROPOSED CONDITIONS

- EXISTING CONDITIONS

- SECTION MARK

GENERAL LEGEND

"TEXT"

"Text"

S1

SIM

- WOOD SHEAR WALL

CHECK EACH

THAT APPLIES

TYPE OF SPECIAL INSPECTION

OR OBSERVATION CREDENTIALS

INSPECTION OF STEEL CONSTRUCTION

SECTION 1705.2

INSPECTION OF CONCRETE CONSTRUCTION

SECTION 1705.3

INSPECTION OF MASONRY CONSTRUCTION

SECTION 1705.4

INSPECTION OF WOOD CONSTRUCTION

SECTION 1705.5

INSPECTION OF SOIL CONSTRUCTIONS

SECTION 1705.6

INSPECTION OF DRIVEN DEEP FOUNDATIONS

SECTION 1705.7

INSPECTION OF CAST-IN-PLACE DEEP FOUNDATIONS

SECTION 1705.8

INSPECTION OF HELICAL PILE FOUNDATIONS

SECTION 1705.9

INSPECTION OF FABRICATED ITEMS

SECTION 1705.10

INSPECTION FOR WIND RESISTANCE

SECTION 1704.6;1705.13

INSPECTION OF SPRAYED FIRE-RESISTANT MATERIALS

SECTION 1705.14

INSPECTION OF MASTIC AND INTUMESCENT FIRE-RESISTANT

COATINGS

SECTION 1705.15

INSPECTION OF EXTERIOR INSULATION AND FINISH SYSTEMS

(EIFS)

SECTION 1705.16

INSPECTION OF FIRE-RESISTANT PENETRATIONS AND JOINTS

SECTION 1705.17

TESTING OF SMOKE CONTROL

SECTION 1705.18

ACI AMERICAN CONCRETE INSTITUTE CERTIFIED CONCRETE

FIELD TESTING TECHNICIAN

AWS AMERICAN WELDING SOCIETY CERTIFIED WELDING INSPECTOR

ASNT AMERICAN SOCIETY OF NON-DESTRUCTIVE TESTING

AWCI ASSOCIATION OF WALL AND CEILING INDUSTRIES

MCA MODEL CODE AGENCY (ICC,BOCA,SBCCI, ICBO)

SPECIAL INSPECTION CERTIFICATION

PA PROFESSIONAL ARCHITECT (CURRENTLY LICENSED)

PE PROFESSIONAL ENGINEER (CURRENTLY LICENSED)

OTHER SPECIALIZED TRAINING COURSEWORK OR OTHER BASIS FOR

COMPETENCY DEEMED ACCEPTABLE

X

X

X

X

DRAWING LIST

SHEET

NUMBER SHEET NAME

S-001 GENERAL NOTES

S-002 DIAGRAMS & HEADER PLANS

S-101 STRUCTURAL PLANS

S-201 FOUNDATION DETAILS

S-301 WOOD FRAMING DETAILS

S-401 SECTIONS

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01.19.2026

NOTE:

LOADS INDICATED ARE THE FULL UPLIFT. FOR UPLIFT ON JOIST, SUBTRACT 15 PSF

(0.6 DEAD LOAD) FROM UPLIFT PRESSURES INDICATED FOR NET UPLIFT.

WIND UPLIFT TABLE

TRIBUTARY

AREA (SQ. FT)

ZONE 1

(PSF)

ZONE 2

(PSF)

54.6 79.6 94.6

82.054.6 69.6

32.0 54.6 64.6

100 17.0 44.6 49.6

ZONE 3

(PSF)

66.9

66.9

54.5

42.0

ZONE 4

(PSF)

106.9

94.4

74.4

59.4

ZONE 5

(PSF)

WOOD WALL HEADER SCHEDULE

HEADER

DESIGNATION WALL TYPE SECTIONS

H1 2x6 STUD

WALL

(3) 2x10 W/ 2x6 TOP PL.

CLEAR OPENING

REFER TO

PLAN FOR

LOCATION

SIZE

(3) 2x6 W/ 2x6 TOP PL.

MIN. NO. OF

JACK

STUDS

(1) 2x6

(2) 2x6

MIN. NO.

OF KING

STUDS

(1) 2x6

(1) 2x6

1/2" PLYWOOD, TYP.

NOTES:

1. COORDINATE EXACT LOCATIONS, LENGTHS AND HEIGHTS WITH ARCHITECTURAL DRAWINGS.

2. ALL THREE PLY MEMBERS SHALL BE FACE FASTENED TOGETHER W/ 12d-16d NAILS @ 12" O.C. TOP & BOTTOM STAGGERED

ON OPPOSITE SIDES (E.S. STAGGERED) OR 1/4" DIA. SDS x (4" LONG FOR 4 1/2" WIDE MEMBERS OR 5" LONG FOR 5 1/4" WIDE

MEMBERS) @ 24" O.C. TOP & BOTTOM STAGGERED

3. ALL TWO PLY MEMBERS SHALL BE FACE FASTENED TOGETHER W/ 12d-16d NAILS @ 12" O.C.

(2) ROWS TOP & BOT. OR 1/4" DIA. SDS SCREWS x3 3/8" LONG TOP & BOT @ 24" O.C.

5 1/2"

2x6 STUD

WALL

2x6 STUD

WALL

(3) 1.75x11.25 2.0E LVL's W/ 2x6 TOP PL.

(2) 2x6 (2) 2x6

H2

H3

/4

1/8" PLYWOOD, TYP.

1/2" PLYWOOD, TYP.

/4

5 1/2"

(3) 1.75x14 2.0E LVL's W/ 2x6 TOP PL.

(3) 2x6 (1) 2x6 2x6 STUD

WALL

H4 1

1/8" PLYWOOD, TYP.

REFER TO

PLAN FOR

LOCATION

REFER TO

PLAN FOR

LOCATION

REFER TO

PLAN FOR

LOCATION

23 3

23 3

/8

45 5

H2

H

H

H

H3

H2

H2H2

H

WDSW1

25' - 0"

W D

S W

W D

S W

WDSW2

11' - 6"

WDSW2

8' - 0"

H4

(2) 2X6 POSTS

(3) 2X6 POSTS(2) 2X6 POSTS (2) 2X6 POSTS

(2) 2X6 POSTS

6X6 POSTS

H2

(2) 2X6

POSTS

S-002A

W A

L L

O P

E N

IN

G

S

HEADER, REFER TO WD.

WALL HEADER SCHEDULE

CRIPPLE STUD, MATCH

WALL SPACING

BOT. PLATE

NOTES:

1. PROVIDE SIMPSON A35 CLIP ON E.S., INSTALL PER MFG. SPECS.

2. ALL JACK STUDS AND KING STUDS SHALL BE NAILED AS NOTED IN THE

TYPICAL NAILING DIMENSION AT BUILT-UP WOOD COLUMNS ON SHEET S3.2.

REFER TO NOTE

1, TYP.

JACK STUD, 2x STUD TO MATCH

WALL FRAMING MIN., REPLACE

WITH COLUMN WHERE INDICATED

KING STUD,

2x STUDS TO MATCH

WALL FRAMING

HEADER, REFER TO WOOD WALL HEADER SCHEDULE

KING STUD, 2x STUDS TO

MATCH WALL FRAMING

U.N.O., REFER TO WD.

WALL HEADER

SCHEDULE

2x SILL PLATE, DOUBLE 2x SILL PLATE REQ'D. AT

OPENINGS GREATER

THAN 6'-4" IN WIDTH,

REFER TO WD. WALL

HEADER SCHEDULE

HEADER BOT. PLATE

JACK STUD, 2x STUD TO

MATCH WALL FRAMING

MIN., REFER TO WD. WALL

HEADER SCHEDULE

KING STUD, 2x STUDS TO

MATCH WALL FRAMING U.N.O.,

REFER TO WD. WALL HEADER

SCHEDULE

2x SILL PLATE, DOUBLE 2x SILL

PLATE REQ'D. AT OPENINGS

GREATER THAN 6'-4" IN WIDTH,

REFER TO WD. WALL HEADER

SCHEDULE

HEADER, REFER TO WD.

WALL HEADER SCHEDULE

JACK STUD, 2x STUD TO

MATCH WALL FRAMING

MIN., REFER TO WD.

WALL HEADER

SCHEDULE

DOUBLE

TOP PLATE

KING STUD, 2x STUDS TO

MATCH WALL FRAMING U.N.O.,

REFER TO WD. WALL HEADER

SCHEDULE

HEADER, REFER TO WD.

WALL HEADER SCHEDULE

DIAPHRAGM PANEL

(NORMALLY 4' x 8' ) LAY IN A

STAGGERED JOINT PATTERN

CONT. OVER 2 OR MORE

SPANS.

REFER TO TYP. HOLD-

DOWN ANCHOR DETAIL,

THIS SHEET

HOLD-DOWN ANCHOR,

REFER TO WOOD SHEAR

WALL SCHEDULE

CHORD STUDS, REFER

TO SHEAR WALL

SCHEDULE

PROVIDE BLOCKING (TO

MATCH WALL STUDS) AT ALL

PANEL EDGES ONLY WHERE

NOTES IN THE SHEAR WALL

SCHEDULE

EDGE NAILING

NAILING AT INTERMEDIATE SUPPORTS

2X6 WALL STUDS

NOTE:

REFER TO WOOD SHEAR WALL SCHEDULE FOR

EDGE AND FIELD NAILING REQUIREMENTS. THE

USE OF STAPLE EQUIVALENTS IS PROHIBITED.

REFER TO TYP. HOLD-

DOWN ANCHOR DETAIL

FOUNDATION

HOLD-DOWN ANCHOR,

REFER TO WOOD SHEAR

WALL SCHEDULE

CHORD STUDS, REFER

TO SHEAR WALL

SCHEDULE

PROVIDE BLOCKING (TO

MATCH WALL STUDS) AT ALL

PANEL EDGES ONLY WHERE

NOTES IN THE SHEAR WALL

SCHEDULE

DIAPHRAGM PANEL

(NORMALLY 4' X 8') LAY IN A

STAGGERED JOINT

PATTERN CONT. OVER (2)

OR MORE SPANS

EDGE NAILING

NAILING AT INTERMEDIATE SUPPORTS

2X6 WALL STUDS

AT TOP OF OPENING PROVIDE (2) 2X6 WD.

BLOCKING & SIMPSON CS20 COIL STRAP

CONT. W/ (8) 0.131" X 2 1/2" NAILS MIN.

EACH END; BETWEEN ENDS NAIL EVERY

HOLE STAGGERED SIDES

WINDOW OPENING

IN SHEAR WALL

NOTE:

REFER TO WOOD SHEAR WALL SCHEDULE FOR

EDGE AND FIELD NAILING REQUIREMENTS. THE

USE OF STAPLE EQUIVALENTS IS PROHIBITED.

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NOT TO SCALE S-002

C

TYPICAL WOOD SHEAR

WALL ELEVATION

DETAIL

NOT TO SCALE S-002

B

WALL OPENINGS LESS

THAN 12'-0"

NOT TO SCALE S-002

AWALL OPENINGS - 12'-0"

WOOD SHEAR WALL SCHEDULE

SHEAR WALL PANEL HOLD DOWNS

CHORD STUDS

SILL ANCHORAGE

REMARKS

MARK LENGTH THK. (IN.) RATING

BLOCKED PANEL

EDGES REQUIRED

NUMBER OF

SIDES

EDGE

NAILING

TYPE ANCHOR DIA. (IN.) ANCHORAGE TYPE SPACING (IN.)

WDSW1

REFER TO

PLAN

7/16"

WOOD STRUCTURAL

PANELS

Yes ONE 8d @ 4" O.C. HDU2-SDS2.5 5/8" DIA.

SSTB20 ANCHOR

BOLT

(2) 2x6

1/2" DIA.

J-BOLT

24" O.C.

WDSW2

REFER TO

PLAN

7/16"

WOOD STRUCTURAL

PANELS

Yes ONE 8d @ 4" O.C. HDU8-SDS2.5 7/8" DIA.

SSTB28 ANCHOR

BOLT

(3) 2x6

1/2" DIA.

J-BOLT

24" O.C.

1/8" = 1'-0"

WIND UPLIFT DIAGRAM

1/8" = 1'-0"

HEADER AND SHEAR WALL PLAN

P L A

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P L A

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T H

NOTES:

1. EDGES OF ALL SHEATHING PANELS SHALL BE FULLY BLOCKED, U.N.O. IN SHEAR WALL SCHEDULE ABOVE. SHEAR WALL BLOCKING CAN BE INSTALLED ON THE FLAT.

2. ANCHOR BOLTS AND HOLD DOWNS REFERENCED ABOVE ARE BY SIMPSON STRONG TIE, OR APPROVED EQUAL. INSTALL PER MANUFACTURER'S REQUIREMENTS.

3. AT ALL INTERMEDIATE SUPPORTS EACH SHEATHING PANEL NAILING SHALL BE SPACED AT 12" ON CENTER, MAXIMUM, U.N.O. ABOVE.

4. SILL PLATES AND TOP PLATES SHALL BE CONTINUOUS. CONTACT ENGINEER OF RECORD FOR SOLUTIONS IF CONDITION IS NOT MET.

5. IN LIEU OF SIMPSON TITEN ANCHORS, 1/2" DIAMETER F1554 CAST-IN ANCHORS MAY BE USED. ALL ANCHORS SHALL HAVE A STEEL PLATE WASHERS. COORDINATE WITH

TYPICAL SHEAR WALL HOLD DOWN DETAIL ON WASHER SIZE. THE EDGE OF THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF BOTTOM PLATE ON

SHEATHED SIDE.

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TYPICAL WOOD SHEAR

WALL ELEVATION W/

OPENING IN SHEAR

WALL DETAIL 01.19.2026

60' - 1 1/4"

7 5/8"

58' - 10"

7 5/8"

/4

/8

/8

WF2.5 (-2' - 8")

W F

.5

-2

W F

.5

-2

WF2.5 (-2' - 8")

B

S-201

TYP.

A

S-201

TYP.

PROVIDE POLYDRAIN PRE-

SLOPED TRENCH DRAIN, OR

APPROVED EQUAL; REFER TO

PLUMBING DWGS.

FLOOR SLOPE

FLOOR SLOPE

C

S-201

TYP.

L A

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O .C

L A

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T R

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S

O .C

WOOD ROOF TRUSSES @ 24" O.C., MAX.

S-401

RIDGE

T R

U S

S M

A N

U F

A C

T U

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R

C

O O

R D

W

R

O O

F

ASSUMED ATTIC SPACE AT

ROOF TRUSS BOTTOM

CHORD; REFER TO ROOF

TRUSS ELEVATION

ATTIC LADDER TO BE

COORDINATED W/ OWNER

WDSW1

WDSW1

WDSW2 WDSW2

WDSW2

A

S-301

TYP.

A

S-301

TYP.

B

S-301

TYP.

CONNECT GARAGE DOORS

TO 2X WOOD JAMBS PER

MANUFACTURER'S

SPECIFICATIONS, TYP.

HORIZONTAL TRACK SUPPORT

FOR GARAGE DOORS TO BE

SUPPORTED FROM ROOF

TRUSSES ABOVE PER

MANUFACTURER'S

SPECIFICATIONS, TYP.

MASONRY REINFORCING SPLICE

LENGTH SCHEDULE

REINF. SIZE VERT. OR HORIZ. (IN.)

#3 27

#4 36

#5 45

NOTES:

1. WHEN SPLICING BARS OF DIFFERENT SIZES

USE SPLICE LENGTH FOR LARGEST BAR.

2. MINIMUM HOOK LENGTH EQUALS 16db FOR

NO. 3-8 BARS & 17db FOR NO. 9,10&11 BARS.

3. SPLICE LENGTHS GIVEN ARE MINIMUM,

U.N.O.

12 * db

17db (FOR NO. 9-11 BAR)

16db (FOR NO. 3-8 BAR)

CONCRETE REINFORCING SPLICE LENGTH SCHEDULE

REINF. SIZE

3000 psi

#3 17

#4 23

#5 28

NOTES:

1. TOP HORIZONTAL BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12" OF

FRESH CONCRETE CAST IN THE MEMBER BELOW THE REINFORCEMENT. BOTTOM

HORIZONTAL BARS ARE ALL OTHER HORIZONTAL BARS.

2. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE VALUES ABOVE BY 1.3.

3. FOR EPOXY COATED REINFORCEMENT WITH COVER LESS THAN 3db OR CLEAR SPACING

LESS THAN 6db, MULTIPLY VALUES ABOVE BY 1.5. FOR ALL OTHER EPOXY COATED

REINFORCEMENT, MULTIPLY THE VALUES ABOVE BY 1.3.

4. ALL SPLICES ASSUMED TO BE CLASS B SPLICES.

5. WHEN SPLICING BARS OF DIFFERENT SIZES, USE SPLICE LENGTH FOR LARGEST BAR.

6. MINIMUM HOOK LENGTH EQUALS 16db FOR NO. 3-8 BARS & 17db FOR NO. 9, 10, & 11 BARS.

7. SPLICE LENGTHS GIVEN ARE MINIMUM, U.N.O.

4000 psi

TOP HORIZ.

BARS (IN.)

VERTICAL (IN.)

OR BOTTOM HORIZ.

TOP HORIZ.

BARS (IN.)

VERTICAL (IN.)

OR BOTTOM HORIZ.

12 * db

17db (FOR NO. 9-11 BAR)

16db (FOR NO. 3-8 BAR)

FOUNDATION PLAN NOTES:

1. FINISHED FIRST FLOOR ELEV.= 470.50 (0'-0"), U.N.O.

2. ALL ELEVATIONS NOTED THUS (-X'-X") DESIGNATE TOP OF FOOTING OR PIER ELEVATIONS AND ARE WITH RESPECT TO THE FINISHED

FIRST FLOOR ELEVATION.

3. TOP OF INTERIOR FOOTING ELEVATION IS (-0'-8") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.

4. TOP OF EXTERIOR FOOTING ELEVATION IS (-2'-8") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.

5. ALL WALL FOOTINGS SHALL BE WF2.5, U.N.O. ALL INTERIOR NON-LOAD BEARING WALLS MAY BEAR ON THICKENED SLAB, U.N.O.

6. ALL WALLS TO CENTER ON WALL FOUNDATIONS, U.N.O.

7. ALL INTERIOR FLOOR SLABS SHALL BE 6" THK. NON-AIR ENTRAINED FIBER-REINFORCED CONCRETE ON 4" OF PennDOT 2A COMPACTED

STONE, U.N.O. PROVIDE SAWCUT CONTROL JOINTS AS INDICATED IN THE CAST-IN-PLACE CONCRETE CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS. SUBMIT A CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.

8. ALL EXTERIOR CONCRETE SLABS SHALL BE 4" THK. AIR ENTRAINED CONCRETE W/6x6 W2.9xW2.9 W.W.R. ON 6" PennDOT 2A COMPACTED STONE, U.N.O. ALL EXTERIOR SLABS SHALL BE TURNED DOWN AROUND PERIMETER AND EXTEND TO (-3'-0") BELOW

FINISHED GRADE. SEE SLAB TURNDOWN DETAIL, SHEET S-201.

9. MASONRY WALLS SHALL BE REINFORCED W/ #5 @ 24" O.C. WHERE REINFORCING IS SHOWN, U.N.O. PROVIDE CONTROL JOINTS IN CMU WALLS AS INDICATED IN THE CONCRETE MASONRY CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS, U.N.O. SUBMIT A

CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.

10. REFER TO WALL FOOTING SCHEDULE, THIS SHEET.

11. REFER TO ARCHITECTURAL DRAWINGS FOR ALL NECESSARY EMBEDDED ITEMS, RAMPS, STAIRS, LANDINGS, AND FINISH DETAILS.

12. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.

13. CONTRACTOR SHALL VERIFY WALL LOCATIONS WITH ARCHITECTURAL PLANS PRIOR TO FOUNDATION LAYOUT. ANY DISCREPANCIES

SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND ENGINEER.

14. ALL STRUCTURAL WOOD BEARING AND SHEAR WALLS TO BE 2x6 @ 16" O.C.

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3/16" = 1'-0"

FOUNDATION PLAN

P L A

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O R

T H

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF2.5 2' - 6" 1' - 0" (3) #4 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER

3/16" = 1'-0"

ROOF FRAMING PLAN

P L A

N N

O R

T H

WOOD ROOF FRAMING PLAN NOTES:

1. ALL ELEVATIONS NOTED THUS (+X'-X") REFERENCED TO FINISHED FIRST FLOOR ELEVATION.

2. TRUSS BEARING ELEV. = (+12' - 0"), U.N.O.

3. ALL ROOF SHEATHING SHALL BE A MIN. 40/20 MIN. 19/32 THK. AND BE NAILED AS NOTED IN THE GENERAL SPECIFICATIONS.

4. DETAILS AS SHOWN INDICATE TYPICAL CONNECTIONS AND CONDITIONS.

5. ROOF TOP UNIT LOCATION AND WEIGHTS TO BE COORDINATED WITH MECHANICAL ENGINEER / CONTRACTOR. ROOF TRUSS DESIGN TO ACCOUNT FOR

ANY PROPOSED UNITS.

6. REFER TO ARCHITECTURAL PLANS FOR TOP OF NON-LOAD BEARING WALL HEIGHTS AND ROOF SLOPES.

7. REFER TO ARCHITECTURAL AND HVAC PLANS FOR EXACT LOCATIONS OF ROOF TOP UNITS, ROOF DRAINS, AND ROOF VENTS.

8. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.

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IN

8"

#4 BAR @ 12"

O.C., TYP.

FINISH GRADE

TOOLED EDGE

OPTIONAL

CONSTRUCTION

JOINT

12" HOOK

M

IN

OPTIONAL

CONST. JOINT

#5 BAR @ 24"

O.C. GROUT

SOLID

1/2" ISOLATION

JOINT MATERIAL

NOTE:

REFER TO CIVIL AND ARCHITECTURAL

PLANS FOR SIZE AND LOCATION OF

LANDINGS.

WALL BEYOND

REFER TO ARCH.

PLANS FOR DOOR &

WINDOW SCHEDULE

OF LANDING

8" TYP.

AROUND PERIMETER

#4 @ 12" O.C.

SLOPE 1/4"/FT.

REFER TO WALL FTG.

SCHEDULE FOR SIZE

AND REINF.

TOOLED EDGE12" HOOK, TYP.

M

IN

NOTES:

1. PROVIDE CONCRETE EQUIPMENT PADS

WHERE INDICATED ON CIVIL, ARCHITECTURAL

OR MEP DRAWINGS.

2. REFER TO CIVIL, ARCHITECTURAL, OR MEP

DRAWINGS FOR EXACT SIZE OF CONCRETE

PADS.

3/4"

CHAMFER,

TYP.

COMPACTED SUBGRADE

6 x 6 - W2.9 x W2.9 W.W.R., TYP.

OPTIONAL CONSTRUCTION JOINT

PROVIDE TURNDOWN ON ALL

SIDES OF THE PAD

FINISHED GRADE

#4 BAR @ 12" O.C., TYP.

2'-0"

#4 BAR @ 12" O.C., TYP.

2'-0"

INTERIOR CONCRETE

SLAB

REFER TO PLAN FOR

WALL THICKNESS

EXTERIOR GRADE

5/8" DIA. F1554 HOOKED

ANCHOR BOLTS W/ 2" HOOK.

7" EMBEDMENT @ 48" O.C.

2x6 PRESSURE TREATED

SILL PLATE

4" COMPACTED STONE

REFER TO ARCH. DWGS.

FOR PERIMETER

INSULATION

8" CMU FOUNDATION WALL

REFER TO WALL FOOTING

SCHEDULE FOR SIZE &

REINF.

DOWELS PER

SSTB ANCHOR

BOLT DETAIL &

WHERE

INDICATED ON

PLAN

1/2" THK. ISOLATION

JOINT MATERIAL

M

IN

VERTICAL

REINFORCEMENT

AS REQUIRED

GROUT AS REQUIRED

CONCRETE MASONRY WALL

DOWEL MAY BE BENT UP TO

1IN. LATERALLY PER

6IN. VERTICALLY

CONCRETE FOUNDATION

V A

R

IE

S

1/2"CONTROL JOINT

CONTROL

JOINT FILLER

(WATERSTOP)

JOINT

SEALER, TYP.

HORIZONTAL

REINFORCING (CUT 1/2

@ CONTROL JOINT)

PROVIDE VERT. REINF. ON

EA. SIDE OF CONTROL JOINT;

SEE PLAN FOR REINF. SIZE

NOTES:

1. PROVIDE CONTROL JOINTS AS INDICATED

IN PLAN AND IN THE CONCRETE MASONRY

CONSTRUCTION SECTION OF THE

GENERAL SPECIFICATIONS

2. HORIZ. REINF. CONTINUOUS THROUGH

JOINT ONLY AT SILL OR LINTEL

NO. 9 GAUGE HORIZONTAL

JOINT REINFORCEMENT

(LADDER TYPE SHOWN,

TRUSS TYPE IS SIMILAR)

@ 16" O.C.

REFER TO PLAN FOR REBAR

SIZE & SPACING WHERE

INDICATED

2' - 0" MIN. SPLICE TYP.

2' - 8"

No. 9 GAGE HORIZONTAL LADDER

JOINT REINFORCEMENT @ 16"

O.C.

(1) FULL HEIGHT VERT. REINF. TO

MATCH TYP. WALL REINF. IN CORNER;

REFER TO PLANS FOR DETAILS

CORNER

No. 9 GAGE HORIZONTAL LADDER

JOINT REINFORCEMENT @ 16"

O.C.

WALL END OR MASONRY OPENING

(2) FULL HEIGHT VERT. REINF. TO

MATCH TYP. WALL REINF.; REFER

TO PLAN FOR DETAILS

GROUT ALL CELLS HAVING VERTICAL BARS

GROUT JAMB SOLID FULL HEIGHT

NO. 9 GAUGE HORIZONTAL

CONT. REINFORCEMENT

LADDER TYPE @ 16" O.C., TYP.

1 1/2" X 1/4" GALVANIZED Z

STRAP ANCHORS @ 48" O.C.

2" 2"24"

(1) FULL HEIGHT VERT. REINF. TO

MATCH TYP. WALL REINF.; REFER

TO PLAN FOR DETAILS; LOCATE IN

CENTER OF WALL U.N.O.

INTERSECTION

16" CMU

14" CMU

12" CMU

10" CMU

8" CMU

12 5/8"

10 5/8"

8 5/8"

6 5/8"

4 5/8" "d"

EQUAL

"d"

EQUAL

WALL SECTION - SINGLE REINFORCING

"d" = 1/2 x SPECIFIED UNIT THICKNESS

WALL SECTION - DOUBLE REINFORCING

"d" = ACTUAL UNIT THICKNESS MINUS 3.00 INCHES

ELEVATION

PLAN

SHEAR WALL, REFER TO PLANS

AND SCHEDULE THIS SHEET

TYP. SILL PL. ANCHOR

BOLT

2x6 CONT. SILL PLATE, (TREATED), TYP.

CORNER

CHORD STUDS,

REFER TO SHEARWALL

SCHEDULE

HOLD-DOWN

ANCHOR, REFER

TO SHEARWALL

SCHEDULE

HOLD-DOWN

ANCHOR BOLT,

REFER TO SHEARWALL

SCHEDULE & TYP. REINF. @

SSTB ANCHOR BOLT DETAIL

1/2" DIA. ANCHOR BOLT W/

WASHER @ 4'-0" O.C., TYP.

2x6 SPF NO.2 STUDS @ 16" O.C.

CHORD STUDS. REFER

TO SHEARWALL

SCHEDULE

SHEARWALL HOLD-DOWN -

REFER TO SHEARWALL

SCHEDULE

1/2" THK. PLATE WASHER W/

ANCHOR BOLT, REFER TO SHEAR

WALL SCH. FOR SPACING

/2

2 1/2"

#5 BAR @ 24" O.C.

GROUT SOLID

1/2" ISOLATION

JOINT MATERIAL

NOTE:

REFER TO CIVIL AND ARCHITECTURAL

PLANS FOR SIZE AND LOCATION OF

LANDINGS.

WALL BEYOND

REFER TO ARCH.

PLANS FOR DOOR &

WINDOW SCHEDULE

SLOPE PER

ARCH. DWGS.

REFER TO WALL FTG.

SCHEDULE FOR SIZE

AND REINF.

4" COMPACTED STONE

REFER TO ARCH.

DWGS. FOR PERIMETER

INSULATION

C O

N T

A C

T I N

F O

R M

A T

IO

N

D E

S

IG

N

M U

L A

G R

O U

P

C

O T

T A

G E

H

IL

L R

O A

D

Y O

R K

P A

.8

.0

B L A

IR

L

E H

M A

N

H

A N

O V

E R

R O

A D

Y O

R K

P

A

L

IT

T L

E C

R E

E K

P A

R K

M A

IN

T

E N

A N

C E

B U

IL

D

IN

G

F O

U N

D A

T

IO

N

D E

T A

IL

S

S-201

N E

W C

O N

S T

R U

C T

IO

N

F O

R

.8

.2 .0

NOT TO SCALE S-201

DSLAB TURNDOWN

NOT TO SCALE S-201

B

TYPICAL SECTION AT

EXTERIOR DOOR

LANDINGS

NOT TO SCALE S-201

E

EXTERIOR CONCRETE

EQUIPMENT PAD

NOT TO SCALE S-201

K

VERTICAL

REINFORCEMENT

LOCATION

NOT TO SCALE S-201

F

FOUNDATION DOWEL

ALIGNMENT DETAIL

NOT TO SCALE S-201

G

MASONRY WALL

CONTROL JOINT

NOT TO SCALE S-201

J

MASONRY WALL

HORIZONTAL

REINFORCEMENT

DETAIL

NOT TO SCALE S-201

H

TYPICAL MASONRY

WALL REINFORCING

DETAIL

NOT TO SCALE S-201

A

TYPICAL EXTERIOR

WALL

NOT TO SCALE S-201

L

TYPICAL SHEAR WALL

HOLDOWN DETAIL

1" = 1'-0" S-201

C

SECTION AT GARAGE

DOOR LANDINGS

R E

C O

R D

O F

IS

S

U E

D A

T E

IS

S

U E

R E

V

.1

.1

IS

S U

E D

F O

R P

E R

M

IT

.0

.1

IS

S U

E D

F O

R B

REFER TO ARCH.

DWGS.

2x TOP PL.; NOTE SOME AREAS

REQUIRE TRIPLE TOP PL. REFER

TO FRAMING PLAN FOR

LOCATIONS

H2.5A SIMPSON HURRICANE TIE, E.S.

OF TRUSS, TYP.; INSTALL TO ACHIEVE

DOUBLE CAPACITY OF TIE; REFER TO

MFR. SPECS FOR INSTALLATION &

FASTENER REQUIREMENTS

ROOF TRUSS

BEARING WALL; REFER TO

PLAN FOR LOCATION &

SHEAR WALL SCHED. FOR

DETAILS

NOTE: FRAMING NOT SHOWN FOR CLARITY

10d COMMON NAILS

MIN. OF (10)

10d COMMON NAILS

MIN. OF (10)

INSIDE CORNER DETAIL

OUTSIDE CORNER DETAIL

EDGE SHEATHING NAILING

PATTERN; REFER TO

GENERAL NOTES AND

SHEAR WALL SCHED. FOR

NAIL SIZE & SPACING

NON EDGE SHEATHING NAILING PATTERN;

REFER TO GENERAL NOTES AND SHEAR

WALL SCHED. FOR NAIL SIZE & SPACING

NON EDGE SHEATHING

NAILING PATTERN; REFER

TO GENERAL NOTES AND

SHEAR WALL SCHED. FOR

NAIL SIZE & SPACING

WOOD STRUCTURAL PANEL

PER GENERAL NOTES

WOOD STRUCTURAL

PANEL PER GENERAL

NOTES16d NAIL @ 24" O.C.

16d NAIL @ 24" O.C.

DOUBLE 2x6

TOP PLATE

SIMPSON HGA10

@ 2'-0" O.C.

GABLE END TRUSS

DRYWALL

CEILING

2x6 NAILER

PERPENDICULAR PARALLEL

PRE-

FABRICATED

ROOF TRUSSES

NON-BEARING WALL DOUBLE 2x TOP PLATE

SIMPSON STC ROOF TRUSS

CLIP @ EA. TRUSS1

/2

G A

P

NON-BEARING WALL

PRE-FABRICATED

ROOF TRUSSES

(2) 3" BOX

NAILS EA. SIDE

2x WD. BLOCKING @ 48" O.C.

/2

G

A P

DOUBLE 2x TOP PLATE

SIMPSON STC ROOF TRUSS

CLIP @ EA. TRUSS

NOTE:

AT CONTRACTORS OPTION IN LIEU OF SIMPSON CLIPS

PROVIDE SIMPSON SDPW DEFLECTON SCREWS

SDPW14312 - 1/2" L 0-3/4" GAP 2x TOP PLATE SDPW14500 - 5" L 0-1 1/2" GAP 2x + 3/4" WSP SDPW19600 - 6" L 0-1 1/2" GAP (2) 2x TOP PLATE

ROOF TRUSS BY

TRUSS SUPPLIER

SIMPSON H2.5A HURRICANE TIE @ EA.

TRUSS, MAXIMUM UPLIFT CAPACITY

OF 535#. TRUSS SUPPLIER TO

CONFIRM UPLIFT REACTION DOES NOT

EXCEED CAPACITY OF TIE

DOUBLE TOP PLATE

EXTERIOR WALL STUD;

REFER TO PLAN

2x BLOCKING

(4) 10d NAILS

(5) 10d NAILS

ROOFING MATERIAL,

REFER TO ARCH. DWGS.

PLYWOOD SHEATHING, REFER TO GENERAL NOTES;

SHEATHING SHALL BE CONTINUOUS OVER LADDER

TRUSS AND FIRST TRUSS BEYOND GABLE END

2x LADDER TRUSS, REFER TO PLAN

PREFABRICATED ROOF TRUSS,

BY SUPPLIER

SIMPSON HGA10, REFER TO

OTHER DETAILS

10d…