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<br />GENERAL REQUIREMENTS
<br />BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (IBC), 2018 Edition, as adopted and modified by the City of Everett,
<br />Washington, governs the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from
<br />compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used.
<br />SCOPE OF STRUCTURAL WORK: Provide structural design of existing office building interior redesign. Provide load path for altered roof loads through
<br />building to new foundation footings.
<br />DEFINITIONS: The following definitions apply to these general notes:
<br />® "Structural Engineer of Record" (EOR) - The Structural Engineer who is legally responsible for stamping & signing the structural documents
<br />for the project. The FOR is responsible for the design of the Primary Structural System.
<br />® "Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the EOR, who performs specialty structural engineering
<br />services necessary to complete the structure, who has experience and training in the specific specialty. The General Contractor,
<br />subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements shall retain the
<br />SSE. Submittals shall be stamped and signed by the SSE. Documents stamped and signed by the SSE shall be completed by or under the
<br />direct supervision of the SSE with a PE or SE license issued by the State of Washington.
<br />® "Deferred Submittals - Deferred Submittal is engineering work to be designed -by -others or bidder -designed.
<br />NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
<br />SPECIFICATIONS: Refer to these notes, structural drawings, and architectural drawings which serve as specifications for this project.
<br />STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all
<br />details of the work.
<br />ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes,
<br />non -bearing walls, stairs, railings, waterproofing, finishes and other nonstructural items.
<br />STRUCTURAL RESPONSIBILITIES: The FOR is responsible for the strength and stability of the Primary Structure in its completed state.
<br />CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job -related safety standards such
<br />as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary
<br />shoring, bracing and other elements required to maintain stability until the structure is completed. It is the contractor's responsibility to be familiar with the
<br />work required in the construction documents and the requirements for executing it properly.
<br />DISCREPANCIES: In case of discrepancies between these general notes, the contract drawings, and specifications, and/or reference standards, the
<br />FOR shall determine which shall govern. Discrepancies shall be brought to the attention of the FOR before proceeding with the work. Accordingly, any
<br />conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price.
<br />SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the
<br />drawings and actual site conditions shall be brought to the attention of the FOR before proceeding with the work. All underground utilities shall be
<br />determined by the Contractor prior to excavation.
<br />ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information
<br />shown on the drawings and details is approximate and not necessarily complete.
<br />DESIGN CRITERIA
<br />CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed
<br />construction.
<br />DEAD LOAD:
<br />Wood Floor = 15 psf
<br />Wood Roof = 15 psf
<br />SNOW LOAD: The roof snow load is determined by using Chapter 7 of ASCE 7-16 in accordance with IBC Section 1608 and City of Everett Municipal
<br />Code 16.01.010 with the following factors:
<br />Ground Snow Load, Pg = 15 psf
<br />Flat Roof Snow Load, Pf = 25 psf
<br />Snow Exposure Factor, Ce = 0.9
<br />Importance Factor, Is =1.0
<br />Thermal Factor, Ct = 1.0
<br />Slope Factor, Cs = 1.0
<br />WIND LOAD:
<br />Interior Partition Load = 5 psf
<br />DEFLECTIONS:
<br />Floor Total Load Deflection Limit: L/360
<br />Floor Live load Deflection Limit: L/480
<br />Roof Total Load Deflection Limit: L/240
<br />Roof Live load Deflection Limit: L/360
<br />LIVE LOADS:
<br />Roof (Live) 20 PSF
<br />Roof (Snow) 25 PSF
<br />Offices 50 PSF
<br />Lobby 100 PSF
<br />Handrail/Guardrail 50 PLF OR 200# (TOP RAIL)
<br />Component reactions need not be combined with top rail loadings.
<br />SUBMITTALS
<br />ALTERNATES: Product or manufacturer components specified in these drawings are used as the basis of design for this project. Alternates for specified
<br />items may be submitted to the FOR for review. However, contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative
<br />component has the same or greater load capacity than the specified item.
<br />DEFERRED SUBMITTALS: Per IBC Section 107.3.4.1, drawings, calculations, and product data for the design and fabrication of items that are
<br />designed -by -others shall bear the seal and signature of the Washington State Registered Professional Engineer (SSE) who is responsible for the design
<br />and shall be submitted to the Architect/EOR and the building department for review prior to fabrication. Allow one week for FOR review time.
<br />The SSE shall submit stamped and signed calculations and shop drawings to the FOR for review. Review of the SSE's shop drawings is for general
<br />compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All
<br />necessary bracing, ties, anchorage, and proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design
<br />drawings and calculations. The design of the connection to the primary structure is the responsibility of the supplier and SSE. Submitted calculations are
<br />for cursory review only and will generally not be returned. Deferred submittals include but are not limited to the following:
<br />Handrails & Guardrails
<br />TESTS & INSPECTIONS
<br />INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC Sec 110. The contractor shall coordinate all
<br />required inspections with the Building Official. Submit copies of all inspection reports to the Architect/EOR for review. The Building Official may accept
<br />inspection of and reports by approved inspection agencies in lieu of Building Official's inspections. The contractor shall obtain approval of Building
<br />Official to use the third -party inspection agency and contractor shall alert the Architect/EOR as such.
<br />SPECIAL INSPECTIONS: In addition to the inspections required by IBC Sec 110, a Special Inspector shall be hired by the Owner as an independent
<br />third -party inspector to perform the special inspections per IBC Ch. 17. Special inspections shall be performed by an approved testing agency as outlined
<br />in the Special Inspection Schedule, the contract documents, and/or the project specification. Special Inspections shall meet the requirements outlines in
<br />the specific materials sections of IBC Sec 1705. The contractor is responsible for scheduling the inspections, per the city/Building Official requirements.
<br />Special Cases
<br />Continuous inspection of post -installed anchors during installation of anchors and reinforcing bars installed in horizontal or upwardly inclined
<br />orientations to resist sustained tension loads.
<br />Periodic inspection of post -installed anchors during installation of anchors and reinforcing bars installed in vertical orientation.
<br />STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1, 1704.6.2, or 1704.6.3, the Owner or the Owner's authorized
<br />agent shall employ the FOR to perform structural observations. Structural observations do not include or waive the responsibility for the inspections in
<br />IBC Section 110 or the special inspections in Section 1705 or other sections in the code.
<br />The following structural observations are required to be completed by the FOR during construction. The FOR is to be notified when elements listed
<br />below are substantially complete and ready for observation. Contact the FOR a minimum of (2) business days prior to covering the work.
<br />® Reinforced Concrete Foundations
<br />® Substantial completion of Roof & Floor Framing
<br />SOILS AND FOUNDATIONS
<br />REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations."
<br />GEOTECHNICAL INSPECTION: Site soil conditions, fill placement, and load -bearing requirements shall be as required by IBC Section 1705.6 and
<br />Table 1705.6. Assumed values shall be field verified by the Building Official prior to placing concrete. The Building Official shall be permitted to waive the
<br />requirement for a geotechnical investigation where satisfactory data from adjacent area is available that demonstrates an investigation is not necessary
<br />for any of the conditions in IBC Sections 1803.5.1 - 1803.5.6 and IBC Sections 1803.5.10-1803.5.11.
<br />DESIGN SOIL VALUES: (Assumed)
<br />Allowable Soil Bearing Pressure
<br />1500 PSF DL + LL
<br />SLABS -ON -GRADE & FOUNDATIONS: All slabs -on -grade and foundations shall bear on structural compacted fill or competent native soil per the
<br />Geotechnical report or as noted in these documents. Exterior perimeter footings shall bear not less than 18 inches below finish grade, or as required by
<br />the Geotechnical Engineer and the Building Official. Interior footings shall bear not less than 12 inches below finish floor.
<br />CAST -IN -PLACE CONCRETE
<br />REFERENCE STANDARDS: Conforms to the latest editions of the following:
<br />(1) ACI 318 "Building Code Requirements for Structural Concrete and Commentary".
<br />(2) IBC Chapter 19.
<br />FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI
<br />301) with Selected ACI and ASTM References."
<br />CONCRETE MIXTURES: Conform to ACI 318 Chapter 19 "Concrete: Design and Durability Requirements."
<br />MATERIALS: Conform to ACI 318 Chapters 19 & 20.
<br />SUBMITTALS: Provide all submittals required by ACI 301 Sec 4.1.2. Submit mix designs for each mix in the table below.
<br />TABLE OF MIX DESIGN REQUIREMENTS
<br />Member Strength Test Age Maximum Exposure Max Minimum
<br />Type/Location Apsi) (days) Aggregate Classification W/C Ratio Air Content
<br />Footings 3000 28 1" F2, C1 0.45 4.5%
<br />MIX DESIGN NOTES:
<br />(1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shown in the table above are
<br />controlled by strength requirements.
<br />(2) Cementitious Content: The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Sec 4.2.1 "Materials". Maximum amount of
<br />fly ash shall be 20% of total cementitious content unless reviewed and approved otherwise by EOR. .
<br />(3) Air Content: Conform to ACI 301 Sec 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use Exposure Category FO,
<br />SO, WO, and CO unless noted otherwise. Tolerance is +/-1.5%. Air content shall be measured at point of placement.
<br />(4) Exposure Classification: The mix design provided shall meet the requirements of ACI 318 Chapter 19, based on the exposure classification
<br />indicated in the table above.
<br />(5) Slump: Unless otherwise specified or permitted, concrete shall have at the point of delivery, a slump of 4" +/- 1 ". For additional criteria, reference
<br />ACI 301 Sec 4.2.2.2.
<br />FORMWORK: Conform to ACI 301 Sec 2 "Formwork and Form Accessories." Removal of Forms shall conform to Sec 2.3.2 except strength indicated in
<br />Sec 2.3.2.5 shall be 0.75 f'c,
<br />MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec 4.3.
<br />HANDLING, PLACING, CONSTRUCTING, AND CURING: Conform to ACI 301 Sec 5.
<br />EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non-structural embedded items before
<br />placing concrete. Contractor shall refer to mechanical, electrical, plumbing, and architectural drawings and coordinate all other embedded items.
<br />CONCRETE REINFORCEMENT
<br />REFERENCE STANDARDS: Conform to:
<br />(1) ACI 301 "Standard Specifications for Structural Concrete, Sec 3 "Reinforcement, and Reinforcement Supports."
<br />(2) IBC Chapter 19, Concrete.
<br />(3) ACI 318 and ACI 318R.
<br />(4) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement."
<br />(5) CRSI MSP-2 "Manual of Standard Practice."
<br />SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, data, and drawings." Submit placing drawings showing fabrication dimensions and locations
<br />for placement of reinforcement and reinforcement supports.
<br />MATERIALS:
<br />Reinforcing Bars ASTM A615, Grade 60, deformed bars.
<br />FABRICATION: Conform to ACI 301, Sec 3.2.2 "Fabrication," and ACI SP-66 "ACI Detailing Manual."
<br />PLACING: Conform to ACI 301, Sec 3.3.2 "Placement." Placing tolerances shall conform to Sec 3.3.2.1 "Tolerances."
<br />CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3.
<br />Concrete cast against earth 3"
<br />REFERENCE STANDARDS: Conform to:
<br />(1) AISI "Specification for the Design of Cold -Formed Steel Structural Members."
<br />(2) IBC Section 2210 and 2211.
<br />MATERIALS:
<br />Studs and Track -18 gage and lighter ASTM A653 Grade A or ASTM Al011 Grade 33, Min FY=33 KSI
<br />Sheet Metal Screws Grabber Wafer Self -Drilling, #8xl/2
<br />Fastenings not shown As recommended by the manufacturer.
<br />SIZE AND PROFILE: Cold -formed steel framing members shall be as specified in the Steel Stud Manufacturer's Association ICC ESR-3064P and of the
<br />size and profile as shown on the drawings. Alternate members' equivalent in shape, size, stiffness, and strength by manufacturers not current members
<br />of the Steel Stud Manufacturer's Association shall be subject to review and approval by the EOR.
<br />INTERIOR WALL STUDS DESIGN CRITERIA: The lateral force and deflection limits on interior partition walls shall be per Chapter 16 of the IBC. The
<br />lateral load deflection criteria shall be L/240 for plaster and drywall finishes. The studs shall be attached to the new structure so as to not interfere with
<br />other trades of the project.
<br />CONNECTORS: Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, center the
<br />connector between the two members, and place one half of the screws or bolts in each member. UNO, all screws all be #8 x 1.25" Hex Washer Head.
<br />WOOD FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />(1) IBC 23 "WOOD."
<br />(2) NDS and NDS Supplement - "National Design Specification for Wood Construction."
<br />(3) ANSI/TPI 1 "National Design Standard for Metal -Plate -Connected Wood Truss Construction."
<br />(4) BCSI 2013 "Building Component Safety Information."
<br />ALTERNATES: Alternates for specified item may be submitted to the FOR for review. Contractor shall submit a current ICC-ESR/IAPMO-ER report
<br />identifying that an alternative component has the same or greater load capacity than the specified item,
<br />IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
<br />certifying agency.
<br />MATERIALS:
<br />Sawn Lumber: Conform to grading rules of WWPA, WCLIB, or NLGA. Fingerjointed studs acceptable at interior non-structural walls only.
<br />Member Use Size Species Grade
<br />Studs, Blocking 2x DF No. 2
<br />Glued Laminated Timber: Conform to AITC 117 "Standard Specifications for Structural Glued Laminated Timber of Softwood Species, Manufacturing
<br />and Design" and ANSI/AITC Al90.1 "Structural Glued Laminated Timber." Glued laminated member beams shall not be cambered other than the stock
<br />camber of 5000', unless shown otherwise on the plans or specifications.
<br />Member Use Sizes Species Stress Class Uses
<br />Beams All DF/DF 24F-V4 Simple Spans
<br />Joist Hangers and Connectors: Simpson Strong -Tie Company Inc. as specified in their latest catalogs was used as the basis of design for this project.
<br />Alternate connectors by other manufacturers may be substituted provided they have current ICC-ESR/IAPMO-ER approval for equivalent or greater load
<br />capacities and are reviewed and approved by the FOR prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where
<br />connector straps connect two members, place 1 /2 of the nails or bolts in each member. Nail straps to wood framing as late as possible in the framing
<br />process to allow the wood to shrink and the building to settle.
<br />Nails and Staples: Conform to IBC Sec 2303.6 "Nails and Staples." Unless noted on plans, nail per IBC Table 2304,10.1. Unless noted otherwise all
<br />nails shall be COMMON. Nail sizes specified on the drawings are based on the following specifications:
<br />Size _ Length Diameter
<br />8d 2-1/2" 0.131"
<br />10d 3" 0.148"
<br />16d 3-1/2" 0.162"
<br />16d Sinker 3-1/4' 0.148"
<br />Lag Bolts/Thru-Bolts: Conform to ASTM A307. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood.
<br />Wood Holdowns: Holdowns specified are as manufactured by Simpson Strong -Tie Company Inc. Additional framing members shall be provided per the
<br />manufacturer's requirements. Acceptable equivalent product substitutions are available from other manufacturers with FOR approval. Do not countersink
<br />holdown bolts.
<br />Engineered Wood Products (EWP): The following materials are based on lumber manufactured by TrusJoist by Weyerhaeuser. Trus-Joist by
<br />Weyerhaeuser was used as the basis of design for this project. Alternate products by other manufacturers may be substituted provided they have current
<br />ICC-ESR/IAPMO-ER approval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR.
<br />a) Parallel Strand Lumber (PSL): Conform to ICC-ES Report No. ESR-1387, CCMC Report No. 11161-R, or NES Report No. NER-481. Use
<br />2.2E unless noted otherwise.
<br />NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "Fastening Schedule" except as noted on the drawings.
<br />Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing.
<br />STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the drawings, construction shall conform to IBC Sec 2308 "Conventional Light -Frame
<br />Construction" and IBC Sec 2304 "General Construction Requirements."
<br />(1) Wall Framing (Unless noted otherwise on plans and details) All interior walls shall be 2x4 @ 16"OC and all exterior walls shall be 2x6 @ 16"OC.
<br />Provide (2) bundled studs min at wall ends and each side of all openings. All solid sawn lumber beams and headers shall be supported by a
<br />minimum of (1) trim and (1) king stud and all glulam or engineered wood beams and headers by (2) trim and (2) king studs. Provide minimum (2)
<br />2x8 headers at all interior and exterior wall openings. Stitch -nail bundled studs with (2)10d @ 12"OC. Provide solid blocking thru floors to supports
<br />below for bearing walls and posts. Attach bottom plates of stud walls to wood framing below with 16d @ 12"OC. Refer to shear wall schedule for
<br />specific sheathing, stud, and nailing requirements at shear walls, Provide gypsum sheathing on interior surfaces and plywood sheathing on
<br />exterior surfaces.
<br />(2) Roof/Floor Framing: (Unless noted otherwise on plans and details) Provide double joists/rafters under all parallel bearing partitions and solid
<br />blocking at all bearing points. Provide double joists around all roof/floor openings. Multi-joists/rafters shall be stitch -nailed together with (2)10d @
<br />12"OC. Provide roof sheathing edge clips centered between framing at unblocked plywood edges. All floor sheathing shall have tongue and groove
<br />joints or be supported by solid blocking. Allow 1/8" spacing at all panel edges and ends of roof/floor sheathing. Roof/floor sheathing shall be laid
<br />face grain perpendicular to framing members.
<br />(3) Blocking: Unless noted otherwise on plans and details, all blocking shall be full -height 2x at solid sawn framing systems or roof truss.
<br />MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate.
<br />METAL CONNECTORS/PT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Type 316L. At the
<br />Owner's risk and discretion, hot -dipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the
<br />finish has a minimum zinc content of at least 1.85 oz./SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment
<br />and moisture exposure for appropriate use based on the method of preservative treatment of the wood.
<br />(E) SHTG TO RE
<br />(E) 2x JC
<br />WHERE OCC
<br />LTP4 EA BLKG TO
<br />BEAM, (2) LOCS
<br />(E) DROP BEAM
<br />POST & FTC
<br />BELOW PER 11/S1
<br />SCALE:1" = 1'-0"
<br />(E) POS1
<br />(E) SONOTUBE
<br />FTG TO REMAIN
<br />FTG & REINF PER PLAN.
<br />BAR TO BE DRILLED &
<br />EPDXY SET W/ SET XP
<br />PER MFR INSTALLATION.
<br />MO -at
<br />�'F-T :I _z
<br />SCALE: 1 " = 1'-0"
<br />Q_ POST/FTC
<br />�E POST/FTG
<br />(E) RAFTERS PARALLEL
<br />TO INT WALL —�
<br />(E) RAFTER PEEP TO
<br />INT WALL @ SIM
<br />i
<br />............... .
<br />i
<br />Q
<br />CD
<br />(E) FLR SHTG
<br />(E) JOISTS PARALLEL
<br />10 INT WALL
<br />(E) JOISTS PERP TO
<br />INT WALL @ SIM
<br />a
<br />SCALE: 1 = 1'-0"
<br />AV VERIFY OR ADD A34
<br />CLIP EA RAFTER
<br />T/(E) MAIN
<br />FLR SHTG
<br />(E) CEILING RAFTER
<br />B/CEILING
<br />2x8 BLKG BELOW RAFTERS
<br />POST W/ (2) 8d
<br />END NAILS & (2)
<br />8d TOE NAILS, A3z
<br />(2) LOOS RAFTER
<br />SK-1 TOP
<br />(2) AC4, (1) ES
<br />(E) DROP BEAM
<br />(3) OR (4) 2x4
<br />POST, MATCH BEAM
<br />QTY ABOVE
<br />ABU BASE W/ 5/g"00"
<br />J—BOLT OR �/8"Ox8"
<br />THEN HD
<br />T/(E) FTG
<br />T/(N) FTG
<br />SK-1 BOTTOM
<br />SCALE: 1 " = 1'-0"
<br />(E) SONOTUBE
<br />FTG & POST
<br />TO REMAIN —
<br />POST/
<br />FTG
<br />CE
<br />2x4 \T B\ @ 24"OC
<br />2 10d Ca� EA: END
<br />362T250--43 DEFLECTION TRACK W/
<br />350T150-30 TOP TRACK W/
<br />(2) #8 SMS TO EA STUD
<br />(2) #8x1'/2" SCREWS TO EA BLKG
<br />350S162-30 STUD @ 16"OC
<br />GWB & FINISHES PER ARCH
<br />BOTT TRACK W/
<br />TO EA STUD &
<br />SCREWS TO EA BLKG
<br />2) 10d @ EA END
<br />zx4 FLAT BLKG @ 24"OC
<br />SK-4
<br />(E) 2x WALL FRAMING
<br />(E) BEAM
<br />(WHERE OCCURS)
<br />2x8 BLKG BTWN RAFTER
<br />W/ (2) 8d END NAILS
<br />& (2) TOE NAILS
<br />�— SAWCUT (E) RAFTERS
<br />TO FACE OF BEAM
<br />SEAM PER PLAN
<br />2) LPC42, (1) ES
<br />BUNDLED STUD
<br />POST PER PLAN
<br />SK-3
<br />FT & REBAR PER PLAN. (N)
<br />dC TO BE PLACED AROUND
<br />FTG AS SHOWN IF REO'D
<br />�T PER 11/S1
<br />I i /�5 11 K �"'� �, ,�
<br />NOTE: IF PLACEMENT OF (N) CA, e "`01' V E R ET
<br />FTG DOES NOT OVERLAP (E) REVIEWED O PERMIT
<br />FTG, PLACE FTG PER PLAN
<br />AS STANDARD SQUARE FTG
<br />PLMN VIEW
<br />NEW
<br />I ��EXISTING SONC"'T"BE FOOTING
<br />SCALE:1" = 1'-0"
<br />SK-2
<br />
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