APPROVED BLD PLN RESUB 1-Architectural_Planw
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HUTMACHER DECK
SHEET INDEX
S1O0
SHEET INDEX &GENERAL STRUCTURAL NOTES
S1O1
GENERAL STRUCTURAL NOTES
S2O0
PLANS &DETAILS
S3O0
DETAILS
STRUCTURAL NOTES
GENERAL REQUIREMENTS
BUILDING CODE &REFERENCE STANDARDS: THE "INTERNATIONAL BUILDING CODE" (IBC), 2018 EDITION, AS ADOPTED AND MODIFIED BY THE CITY OF EDMUNDS,
GOVERNS THE DESIGN AND CONSTRUCTION OF THIS PROJECT. REFERENCE TO A SPECIFIC SECTION IN THE CODE DOES NOT RELIEVE THE CONTRACTOR FROM
COMPLIANCE WITH THE ENTIRE MATERIALS REFERENCE STANDARDS NOTED BELOW. THE LATEST EDITION OF THE MATERIALS REFERENCE STANDARDS SHALL BE
USED.
SCOPE OF STRUCTURAL WORK: STRUCTURAL DESIGN OF REPLACEMENT DECK.
DEFINITIONS: THE FOLLOWING DEFINITIONS APPLY TO THESE GENERAL NOTES:
• "STRUCTURAL ENGINEER OF RECORD" (EOR) -THE STRUCTURAL ENGINEER WHO IS LEGALLY RESPONSIBLE FOR STAMPING &SIGNING THE STRUCTURAL
DOCUMENTS FOR THE PROJECT. THE FOR IS RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.
• "SPECIALTY STRUCTURAL ENGINEER" (SSE) - A LICENSED PROFESSIONAL ENGINEER, NOT THE EOR, WHO PERFORMS SPECIALTY STRUCTURAL ENGINEERING
SERVICES NECESSARY TO COMPLETE THE STRUCTURE, WHO HAS EXPERIENCE AND TRAINING IN THE SPECIFIC SPECIALTY. THE GENERAL CONTRACTOR,
SUBCONTRACTOR, OR SUPPLIER WHO IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF SPECIALTY -ENGINEERED ELEMENTS SHALL
RETAIN THE SSE. SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE SSE. DOCUMENTS STAMPED AND SIGNED BY THE SSE SHALL BE COMPLETED BY OR
UNDER THE DIRECT SUPERVISION OF THE SSE WITH A PE OR SE LICENSE ISSUED BY THE STATE OF WASHINGTON.
• "DEFERRED SUBMITTALS -DEFERRED SUBMITTAL IS ENGINEERING WORK TO BE DESIGNED -BY -OTHERS OR BIDDER -DESIGNED.
NOTE PRIORITIES: NOTES ON THE INDIVIDUAL DRAWINGS SHALL GOVERN OVER THESE GENERAL NOTES.
SPECIFICATIONS: REFER TO THESE NOTES, STRUCTURAL DRAWINGS, AND ARCHITECTURAL DRAWINGS WHICH SERVE AS SPECIFICATIONS FOR THIS PROJECT.
STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO
SHOW ALL DETAILS OF THE WORK.
STRUCTURAL RESPONSIBILITIES: THE FOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE PRIMARY STRUCTURE IN ITS COMPLETED STATE.
CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS
SUCH AS OSHA AND WSHA. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE
TEMPORARY 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 WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY.
THE CONTRACTOR SHALL SUBMIT PLANS SHOWING THE LOCATION, WEIGHT, SIZE AND ANCHORAGE OF ALL HANGERS SUPPORTING ALL MECHANICAL, ELECTRICAL,
PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ALL ROOF -MOUNTED EQUIPMENT SHALL BE INCLUDED ON THESE PLANS AND SHALL SHOW THE
WEIGHTS, SIZES, MOUNTING/ATTACHMENT DETAILS, AND LOCATIONS. SUBMIT PLANS TO THE FOR FOR REVIEW PRIOR TO INSTALLATION.
DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THESE GENERAL NOTES, THE CONTRACT DRAWINGS AND SPECIFICATIONS, AND/OR REFERENCE STANDARDS,
THE FOR SHALL DETERMINE WHICH SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE FOR BEFORE PROCEEDING WITH THE WORK.
ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE.
SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE PRIOR TO FABRICATION AND/OR CONSTRUCTION. CONFLICTS
BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE FOR BEFORE PROCEEDING WITH THE WORK. ALL
UNDERGROUND UTILITIES SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO EXCAVATION OR DRILLING.
ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATIONS OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EXCAVATION. ANY UTILITY
INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE.
DESIGN CRITERIA
CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS OR THE CAPACITY OF THE PARTIALLY COMPLETED
CONSTRUCTION.
SNOW LOAD:THE ROOF SNOW LOAD IS DETERMINED BY USING CHAPTER 7 OF ASCE 7-16 IN ACCORDANCE WITH IBC SECTION 1608 AND WITH THE FOLLOWING
FACTORS:
MINIMUM ROOF DESIGN LOAD 25 PSF WITHOUT DRIFT
GROUND SNOW LOAD, PG = 25 PSF
IMPORTANCE FACTOR, IS = 1.0
FLAT ROOF SNOW LOAD, PF = 25 PSF
THERMAL FACTOR, CT = 1.0
WIND DESIGN: WIND LOAD IS DETERMINED USING CHAPTER 28 OF ASCE 7-16 IN ACCORDANCE WITH IBC SECTION 1609 WITH THE FOLLOWING FACTORS:
BASIC WIND SPEED (3-SECOND GUST) V = 97 MPH
WIND IMPORTANCE FACTOR IW = 1.0 RISK -CATEGORY = II
EXPOSURE CATEGORY = B GCPI = tO.18 Kzt=1.0
SEISMIC DESIGN: EARTHQUAKE DESIGN IS DETERMINED USING CHAPTER 12 ASCE 7-16 IN ACCORDANCE WITH IBC CHAPTER 16 WITH THE FOLLOWING FACTORS:
IMPORTANCE FACTOR IE = 1.0
RISK CATEGORY= II
SS = 1.277 G SDS = 1.022 G
S 1 = 0.448 G S D 1 = 0.448 G
SITE CLASS = D SEISMIC DESIGN CATEGORY = D
WOOD STRUCTURE (SUPER -STRUCTURE
• BASIC SEISMIC FORCE RESISTING SYSTEM: A-15 (BEARING WALL SYSTEMS) LIGHT -FRAMED WALLS WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE
• ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE, PER ASCE 7-16, SECTION 12.8
• R = 6.5
• CS=0.14
• CD=4
DESIGN BASE SHEAR: DESIGN BASE SHEAR SEISMIC GOVERNED N/S V = 19.1 K.
DEFLECTIONS:
FLOOR TOTAL LOAD DEFLECTION LIMIT: L/36O
FLOOR LIVE LOAD DEFLECTION LIMIT: L/48O
ROOF TOTAL LOAD DEFLECTION LIMIT: L/24O
ROOF LIVE LOAD DEFLECTION LIMIT: L/36O
LIVE LOADS:
ROOF (LIVE) 20 PSF
ROOF (SNOW) 25 PSF
RESIDENTIAL FLOOR 40 PSF
DECK 1.5X OCCUPANCY SERVED
ALTERNATES: PRODUCT OR MANUFACTURER COMPONENTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THIS PROJECT. ALTERNATES FOR
SPECIFIED ITEMS MAY BE SUBMITTED TO THE FOR FOR REVIEW. HOWEVER, CONTRACTOR SHALL SUBMIT A CURRENT ICC-ESR/IAPMO-ER REPORT IDENTIFYING THAT
AN ALTERNATIVE COMPONENT HAS THE SAME OR GREATER LOAD CAPACITY THAN THE SPECIFIED ITEM.
SHOP DRAWING REVIEW: REVIEW BY THE ARCHITECT/EOR IS FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT AND THE CONTRACT DOCUMENTS. DIMENSIONS
AND QUANTITIES ARE NOT REVIEWED BY THE EOR, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. MARKINGS OR COMMENTS SHALL NOT BE
CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, NOR DEPARTURES THEREFROM. THE CONTRACTOR
REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION
PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SECURE MANNER. WHEN SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) DIFFER
FROM OR ADD TO THE REQUIREMENTS OF THE STRUCTURAL DRAWINGS THEY SHALL BE DESIGNED AND STAMPED BY THE RESPONSIBLE SSE. ALLOW ONE WEEK FOR
FOR REVIEW TIME.
DEFERRED SUBMITTALS: PER IBC SECTION 107.3.4.1, DRAWINGS, CALCULATIONS, AND PRODUCT DATA FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE
DESIGNED -BY -OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER (SSE) WHO IS RESPONSIBLE FOR
THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT/EOR AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. ALLOW ONE WEEK FOR FOR
REVIEW TIME.
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 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 NECESSARY BRACING, TIES, ANCHORAGE, AND PROPRIETARY PRODUCTS SHALL BE FURNISHED AND INSTALLED PER
MANUFACTURER'S INSTRUCTIONS OR THE SSE'S DESIGN DRAWINGS AND CALCULATIONS. SUBMITTED DRAWINGS SHALL INDICATE ALL REACTION FORCES IMPARTED TO
THE PRIMARY STRUCTURE. THE DESIGN OF THE CONNECTION TO THE PRIMARY STRUCTURE IS THE RESPONSIBILITY OF THE SUPPLIER AND SSE. SUBMITTED
CALCULATIONS ARE FOR CURSORY REVIEW ONLY AND WILL GENERALLY NOT BE RETURNED.
STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL BRACING SHALL BE DESIGNED BY THE
NONSTRUCTURAL COMPONENT DESIGNER AND APPROVED BY THE EOR. ANCHORAGE TO THE PRIMARY STRUCTURE IS PER THE BIDDER -DESIGN CONTRACTOR OR
SUPPLIER.
TESTS &INSPECTIONS
INSPECTIONS: ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL IN ACCORDANCE WITH IBC SEC 110. THE CONTRACTOR SHALL COORDINATE
ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. SUBMIT COPIES OF ALL INSPECTION REPORTS TO THE ARCHITECT/EOR FOR REVIEW. THE BUILDING
OFFICIAL MAY ACCEPT INSPECTION OF AND REPORTS BY APPROVED INSPECTION AGENCIES IN LIEU OF BUILDING OFFICIAL'S INSPECTIONS. THE CONTRACTOR SHALL
OBTAIN APPROVAL OF BUILDING OFFICIAL TO USE THE THIRD -PARTY INSPECTION AGENCY AND CONTRACTOR SHALL ALERT THE ARCHITECT/EOR AS SUCH.
SPECIAL INSPECTIONS: IN ADDITION TO THE INSPECTIONS REQUIRED BY IBC SEC 110, A SPECIAL INSPECTOR SHALL BE HIRED BY THE OWNER AS AN INDEPENDENT
THIRD -PARTY INSPECTOR TO PERFORM THE SPECIAL INSPECTIONS PER IBC CH. 17. SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY
AS OUTLINED IN THE SPECIAL INSPECTION SCHEDULE, THE CONTRACT DOCUMENTS, AND/OR THE PROJECT SPECIFICATION. SPECIAL INSPECTIONS SHALL MEET THE
REQUIREMENTS OUTLINES IN THE SPECIFIC MATERIALS SECTIONS OF IBC SEC 1705. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING THE INSPECTIONS, AS
REQUIRED PER THE CITY/BUILDING OFFICIAL.
SPECIAL INSPECTIONS SHALL BE PERFORMED AS INDICATED IN THE STRUCTURAL INSPECTION SCHEDULE AS REQUIRED PER THE CITY/BUILDING OFFICIAL.
SOILS AND FOUNDATIONS
REFERENCE STANDARDS: CONFORM TO IBC CHAPTER 18 "SOILS AND FOUNDATIONS."
GEOTECHNICAL INSPECTION: SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD -BEARING REQUIREMENTS SHALL BE AS REQUIRED BY SECTION 1705.E AND TABLE
1705.E AND/OR AS REQUIRED IN THE GEOTECHNICAL REPORT.
DESIGN SOIL VALUES:
ALLOWABLE SOIL BEARING PRESSURE EXISTING FOUNDATIONS
1500 PSF DL + LL
2000 PSF DL + LL +SEISMIC/WIND
SLABS -ON -GRADE &FOUNDATIONS: ALL SLABS -ON -GRADE AND FOUNDATIONS SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT NATIVE SOIL PER THE
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 THE GEOTECHNICAL ENGINEER AND THE BUILDING OFFICIAL. INTERIOR FOOTINGS SHALL BEAR NOT LESS THAN 12 INCHES BELOW FINISH FLOOR.
FOUNDATION STEM WALLS: UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE MAXIMUM UNBALANCED SOIL CONDITION FOR ALL FOUNDATION STEM WALLS
(DIFFERENCE IN ELEVATION BETWEEN INTERIOR AND EXTERIOR SOIL GRADES) SHALL BE 2'-6". MAINTAIN A MINIMUM 8" SEPARATION BETWEEN FINISH GRADE AND
UNTREATED WOOD FRAMING.
BACKFILLING: BACKFILL BEHIND RETAINING AND FOUNDATION WALLS SHALL BE OF FREE -DRAINING MATERIAL PLACED IN MAXIMUM LOOSE LIFTS OF 12" OR AS
DIRECTED BY THE GEOTECHNICAL REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB OR
TEMPORARY BRACING. BACKFILL SHALL BE COMPACTED USING HAND -OPERATED EQUIPMENT ONLY. THE CONTRACTOR SHALL REFRAIN FROM OPERATING HEAVY
EQUIPMENT BEHIND RETAINING AND FOUNDATION WALLS WITHIN A DISTANCE EQUAL TO OR GREATER THAN THE HEIGHT OF THE WALL, UNLESS OTHERWISE APPROVED
BY THE EOR. ALL TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH FILL SUPPORTING CONCRETE SLAB OR PAVING.
CAST -IN -PLACE CONCRETE
REFERENCE STANDARDS: CONFORMS TO THE LATEST EDITIONS OF THE FOLLOWING:
(1) ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY".
(2) IBC CHAPTER 19.
FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15, "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI
301) WITH SELECTED ACI AND ASTM REFERENCES."
CONCRETE MIXTURES: CONFORM TO ACI 318 CHAPTER 19 "CONCRETE: DESIGN AND DURABILITY REQUIREMENTS."
MATERIALS: CONFORM TO ACI 318 CHAPTERS 19 & 20.
SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SEC 4.1.2. SUBMIT MIX DESIGNS FOR EACH MIX IN THE TABLE BELOW.
TABLE OF MIX DESIGN REQUIREMENTS
MEMBER STRENGTH TEST AGE MAXIMUM EXPOSURE MAX MINIMUM
TYPE/LOCATION (PSI) (DAYS) AGGREGATE CLASSIFICATION W/C RATIO AIR CONTENT
FDN -RESIDENTIAL FTG 3500 28
1 " F1, CO 0.45 (0.55 MAX) 4.5%
MIX DESIGN NOTES:
(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 CONTROLLED BY STRENGTH REQUIREMENTS.
(2) CEMENTITIOUS CONTENT:
a. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2.2 9B. MAXIMUM AMOUNT OF FLY ASH SHALL BE
20% OF TOTAL CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY EOR.
b. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT
CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE FOR FOR REVIEW AND ACCEPTANCE.
(1) 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 F0, S0, W0, AND CO UNLESS NOTED OTHERWISE. TOLERANCE IS +/- 1.5%. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT.
(2) EXPOSURE CLASSIFICATION: THE MIX DESIGN PROVIDED SHALL MEET THE REQUIREMENTS OF ACI 318 CHAPTER 19, BASED ON THE EXPOSURE CLASSIFICATION
INDICATED IN THE TABLE ABOVE.
(3) SLUMP: UNLESS OTHERWISE SPECIFIED OR PERMITTED, CONCRETE SHALL HAVE AT THE POINT OF DELIVERY, A SLUMP OF 4" +/- 1". FOR ADDITIONAL CRITERIA,
REFERENCE ACI 301 SEC 4.2.2.2.
(4) NON -CHLORIDE ACCELERATOR: NON -CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE SLABS PLACED AT AMBIENT TEMPERATURES BELOW 50F
AT THE CONTRACTOR'S OPTION.
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 SEC 2.3.2.5 SHALL BE 0.75 F'C.
MEASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 4.3.
HANDLING, PLACING, CONSTRUCTING, AND CURING: CONFORM TO ACI 301 SEC 5.
EMBEDDED ITEMS: POSITION AND SECURE IN PLACE EXPANSION JOINT MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON-STRUCTURAL EMBEDDED ITEMS
BEFORE PLACING CONCRETE. CONTRACTOR SHALL REFER TO MECHANICAL, ELECTRICAL, PLUMBING, AND ARCHITECTURAL DRAWINGS AND COORDINATE ALL OTHER
EMBEDDED ITEMS.
GROUTED REBAR AND ANCHOR BOLTS: FOLLOW MANUFACTURER'S WRITTEN INSTRUCTIONS: DRILL HOLES IN EXISTING CONCRETE TO DEPTH NOTED ON PLANS OR
TO DEPTH AS NECESSARY TO DEVELOP THE STRENGTH OF THE REBAR LISTED IN THE MANUFACTURER'S ICC-ESR/IAPMO-ER REPORT. DRILL THE HOLE DIAMETER
PER MANUFACTURER'S INSTRUCTIONS. ROUGHEN SIDES OF HOLES BY PERCUSSIVE DRILLING METHODS. HOLES SHALL BE BRUSHED AND BLOWN FREE OF DEBRIS
AND SURFACE RESIDUE BEFORE GROUTING OPERATION. SPECIAL INSPECTION IS REQUIRED.
CONCRETE REINFORCEMENT
REFERENCE STANDARDS: CONFORM T0:
(1) ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE."SEC 3" REINFORCEMENT, AND REINFORCEMENT SUPPORTS."
(2) IBC CHAPTER 19, CONCRETE.
(3) ACI 318 AND ACI 318R.
(4) ACI SP-66 "ACI DETAILING MANUAL" INCLUDING ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
(5) CRSI MSP-2 "MANUAL OF STANDARD PRACTICE."
(6) ANSI/AWS D1.4 "STRUCTURAL WELDING CODE -REINFORCING STEEL."
SUBMITTALS: CONFORM TO ACI 301 SEC 3.1.1 "SUBMITTALS, DATA, AND DRAWINGS." SUBMIT PLACING DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS
FOR PLACEMENT OF REINFORCEMENT AND REINFORCEMENT SUPPORTS.
MATERIALS:
REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS.
BAR SUPPORTS CRSI MSP-2, CHAPTER 3 "BAR SUPPORTS."
TIE WIRE 16.5 GAGE OR HEAVIER, BLACK ANNEALED.
FABRICATION: CONFORM TO ACI 301, SEC 3.2.2 "FABRICATION," AND ACI SP-66 "ACI DETAILING MANUAL."
WELDING: BARS SHALL NOT BE WELDED UNLESS AUTHORIZED. WHEN AUTHORIZED, CONFORM TO ACI 301, SEC 3.2.2.2. "WELDING" AND PROVIDE ASTM A706, GRADE
60 REINFORCEMENT.
PLACING: CONFORM TO ACI 301, SEC 3.3.2 "PLACEMENT." PLACING TOLERANCES SHALL CONFORM TO SEC 3.3.2.1 "TOLERANCES."
CONCRETE COVER: CONFORM TO THE FOLLOWING COVER REQUIREMENTS FROM ACI 301, TABLE 3.3.2.3.
CONCRETE CAST AGAINST EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER (#5 &SMALLER) 1-1/2"
CONCRETE EXPOSED TO EARTH OR WEATHER (#6 &LARGER) 2"
BARS IN SLABS AND WALLS 3/4"
SPLICES &DEVELOPMENT LENGTH: CONFORM TO ACI 301, SEC 3.3.2.7. REFER TO "LAP SPLICE &DEVELOPMENT SCHEDULE" ON PLANS FOR TYPICAL SPLICES. THE
SPLICES AND DEVELOPMENT LENGTHS INDICATED ON INDIVIDUAL SHEETS CONTROL OVER THE SCHEDULE. USE CLASS B SPLICES UNLESS OTHERWISE NOTED.
MECHANICAL CONNECTIONS MAY BE USED WHEN APPROVED BY THE EOR.
REINFORCING BAR CHART
BAR SIZE
TOP BARS
OTHER BARS
DEVELOPMENT LENGTH, Ld
#4
33"
25"
19"
#5
41 "
31 "
24"
#6
48"
37"
29"
#7
70"
54"
41"
#8
80"
62"
47"
#9
90"
70"
53"
#10
100"
78"
59>,
#11
110"
85"
65"
SCHEDULE NOTES:
1. ALL LENGTHS ARE IN INCHES AND FOR f'c= 4,000 PSI.
2. "TOP BARS" ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONC IS CAST IN THE MEMBER BELOW THE BAR.
3. FOR f'c = 5,000 PSI USE 90% OF LENGTH.
4. FOR f'c = 3,000 PSI USE 115% OF LENGTH.
FIELD BENDING: CONFORM TO ACI 301 SEC 3.3.2.8. "FIELD BENDING OR STRAIGHTENING." BAR SIZES #3 THROUGH �5 MAY BE FIELD BENT COLD THE FIRST TIME.
OTHER BARS REQUIRE PREHEATING. DO NOT TWIST BARS.
STRUCTURAL STEEL
DESIGN STANDARDS: STRUCTURAL STEEL FOR THIS PROJECT IS DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION MANUAL.
REFERENCE STANDARDS: CONFORM T0:
(1) AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS &BRIDGES."
(2) RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A49O BOLTS."
(3) AWS D1.1 "STRUCTURAL WELDING CODE -STEEL."
(4) AWS D1.3 `STRUCTURAL WELDING CODE -SHEET STEEL."
(5) AWS D1.8 `STRUCTURAL WELDING CODE -SEISMIC SUPPLEMENT."
(6) AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS."
(7) ASCE 3 "STANDARD FOR THE STRUCTURAL DESIGN OF COMPOSITE SLABS."
MATERIALS:
ANCHOR BOLTS &BOLTS IN WOOD ASTM A307
NUTS ASTM A563 OR ASTM A194, GRADE 2H
WASHERS (FLAT OR BEVELED) ASTM F436
ANCHOR RODS (HOOKED, HEADED, THREADED/NUTTED)ASTM F1554, GRADE 36 [WELDABLE]
THREADED RODS ASTM A36, FY = 36 KSI
WELDING ELECTRODES E70XX, 70 KSI, LOW HYDROGEN, TYPICAL
CONCRETE SCREWS SIMPSON TITEN HD
WOOD FRAMING
REFERENCE STANDARDS: CONFORM T0:
(1) IBC CHAPTER 23 "WOOD."
(2) NDS AND NDS SUPPLEMENT - "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION."
(3) ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION."
(4) BCSI 2013 `BUILDING COMPONENT SAFETY INFORMATION."
IDENTIFICATION: ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION
ISSUED BY THE CERTIFYING AGENCY.
MATERIALS:
SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB, OR NLGA. FINGER JOINTED STUDS ACCEPTABLE AT INTERIOR NON-STRUCTURAL WALLS ONLY.
MEMBER USE
SIZE
SPECIES
GRADE
STUDS &PLATES
2X4,3X4,2X6,3X6
HF
N0. 2
POSTS
4X4, 4X6, 4X8
HF
N0. 2
JOISTS
2X6 -- 2X12
HF
N0. 2
BEAMS
4X8 -- 4X12
HF
N0. 2
BEAMS
6X8 -- 6X12
HF
N0. 2
POSTS
6X6, 8X8
HF
N0. 2
P.T.
FRAMING
HF
N0. 2
GLUED LAMINATED TIMBER: CONFORM TO AITC 117 "STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF SOFTWOOD SPECIES, MANUFACTURING
AND DESIGN" AND ANSI/AITC A19O.1 "STRUCTURAL GLUED LAMINATED TIMBER." GLUED LAMINATED MEMBER BEAMS SHALL NOT BE CAMBERED, UNLESS SHOWN
OTHERWISE ON THE PLANS OR SPECIFICATIONS.
MEMBER USE SIZES SPECIES STRESS CLASS USES
BEAMS ALL DF/DF 24F-V4 ALL SPANS
WOOD STRUCTURAL SHEATHING (PLYWOOD: WOOD APA-RATED STRUCTURAL SHEATHING INCLUDES: ALL VENEER PLYWOOD, ORIENTED STRAND BOARD, WAFERBOARD,
PARTICLEBOARD, T1-11 SIDING, AND COMPOSITES OF VENEER AND WOOD BASED MATERIAL. CONFORM TO PRODUCT STANDARDS PS-1-95 AND PS-2-92 OF THE
U.S. DEPT. OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA)
MINIMUM
APA RATING
LOCATION THICKNESS SPAN RATING
PLYWOOD GRADE EXPOSURE
WALLS 15/32" 32/16
C-D 1
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. ALTERNATE CONNECTORS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC-ESR/IAPMO-ER
APPROVAL FOR
EQUIVALENT OR GREATER LOAD CAPACITIES AND ARE
REVIEWED AND APPROVED BY THE FOR PRIOR TO ORDERING.
CONNECTORS SHALL
BE INSTALLED PER THE
MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR
STRAPS CONNECT TWO MEMBERS, PLACE 1/2 OF THE NAILS
OR BOLTS IN EACH
MEMBER. UNLESS NOTED
OTHERWISE ALL NAILS SHALL BE FULL LENGTH COMMON. NAIL STRAPS TO WOOD FRAMING AS LATE AS POSSIBLE
IN THE FRAMING PROCESS
TO ALLOW THE WOOD
TO SHRINK AND THE BUILDING TO SETTLE.
NAILS AND STAPLES: CONFORM TO IBC SEC 2303.E "NAILS AND STAPLES." UNLESS NOTED ON PLANS, NAIL PER IBC TABLE 2304.10.1. UNLESS NOTED OTHERWISE
ALL NAILS SHALL BE COMMON. NAIL SIZES SPECIFIED ON THE DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
COMMON NAILS
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SIZE LENGTH DIAMETER
8D 2-1/2" 0.131"
1OD 3" 0.148"
16D 3-1 /2" 0.162" C H K BY: D RW BY:
16D SINKER 3-1/4' 0.148` L2E L2E
LAG BOLTS/BOLTS: CONFORM TO ASTM A3O7. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
WOOD HOEDOWNS: HOEDOWNS SPECIFIED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY INC. ADDITIONAL FRAMING MEMBERS SHALL BE PROVIDED PER
THE MANUFACTURER'S REQUIREMENTS. ACCEPTABLE EQUIVALENT PRODUCT SUBSTITUTIONS ARE AVAILABLE FROM OTHER MANUFACTURERS WITH FOR APPROVAL. DO
NOT COUNTERSINK HOEDOWN BOLTS.
SCALE: AS SHOWN
BAR = 1"
FULL SIZE
DATE: 2021.07.02
NAILING REQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCE WITH IBC TABLE 2304.10.1 "FASTENING SCHEDULE" EXCEPT AS NOTED ON THE DRAWINGS.
NAILING FOR ROOF/FLOOR DIAPHRAGMS/SHEAR WALLS SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF JOB N0: 20-060
SHEATHING.
SHEET: 1 OF 4
NON-STRUCTURAL COMPONENTS: DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH ASCE 7-16, CHAPTER
13 AND THE PROJECT SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL
STANDARD LIGHT -FRAME CONSTRUCTION: UNLESS NOTED ON THE DRAWINGS, CONSTRUCTION SHALL CONFORM TO IBC SEC 2308 "CONVENTIONAL LIGHT -FRAME
CONSTRUCTION" AND IBC SEC 2304 "GENERAL CONSTRUCTION REQUIREMENTS." DWG N0:
5100
(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. 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 MINIMUM OF (2) TRIM AND (1) KING STUD AND ALL GLULAM OR ENGINEERED WOOD BEAMS AND HEADERS BY (2) TRIM AND (2) KING
STUDS. PROVIDE MINIMUM (2) 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 BELOW FOR BEARING WALLS AND POSTS. ATTACH BOTTOM PLATES OF STUD WALLS TO WOOD FRAMING BELOW
WITH 16D ®12"OC OR TO CONCRETE WITH 5/8"-DIA. ANCHOR BOLTS X 7" EMBEDMENT AT 48"OC. REFER TO SHEAR WALL SCHEDULE FOR SPECIFIC
SHEATHING, STUD, AND NAILING REQUIREMENTS AT SHEAR WALLS. PROVIDE GYPSUM SHEATHING ON INTERIOR SURFACES AND PLYWOOD SHEATHING ON EXTERIOR
SURFACES.
(2) ROOF/FLOOR FRAMING: (UNLESS NOTED OTHERWISE ON PLANS AND DETAILS) PROVIDE DOUBLE JOISTS/RAFTERS UNDER ALL PARALLEL BEARING PARTITIONS AND
SOLID BLOCKING AT ALL BEARING POINTS. PROVIDE DOUBLE JOISTS AROUND ALL ROOF/FLOOR OPENINGS. MULTI-JOISTS/RAFTERS SHALL BE STITCH -NAILED
TOGETHER WITH (2)10D � 12"OC. PROVIDE ROOF SHEATHING EDGE CLIPS CENTERED BETWEEN FRAMING AT UNBLOCKED PLYWOOD EDGES. ALL FLOOR
SHEATHING SHALL HAVE TONGUE AND GROOVE 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 FACE GRAIN PERPENDICULAR TO FRAMING MEMBERS.
MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE CONTENT OF 19� EXCEPT FOR THE PRESSURE -TREATED WOOD SILL
PLATE. REFER TO TESTING &INSPECTIONS FOR THE VERIFICATION OF THESE LIMITS. THE MAXIMUM MOISTURE CONTENT REQUIRED MAY BE LESS THAN 19� WHEN
BASED ON A PARTICULAR CLADDING/INSULATION SYSTEM. REFER TO THE ARCHITECT'S DRAWINGS, AND PROJECT SPECIFICATIONS, OR WITH CLADDING INSTALLER FOR
MAXIMUM RECOMMENDED MOISTURE CONTENT.
CLADDING COMPATIBILITY: THE ARCHITECT/OWNER SHALL REVIEW THE CLADDING AND INSULATION SYSTEMS PROPOSED FOR THE PROJECT WITH RESPECT TO THEIR
PERFORMANCE OVER WOOD STUDS WITH MOISTURE CONTENTS GREATER THAN 19�. EIFS SYSTEMS SHOULD BE AVOIDED ON WOOD -FRAMED PROJECTS DUE TO
PROBLEMS WITH MOISTURE -PROOFING.
PRESERVATIVE TREATMENT: WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" UNDER CERTAIN CONDITIONS IN ACCORDANCE WITH IBC SEC 2304.12
"PROTECTION AGAINST DECAY AND TERMITES." CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD -PRESERVERS ASSOCIATION (AWPA) FOR SAWN
LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES, AND MARINE PILES. FOLLOW AMERICAN LUMBER STANDARDS COMMITTEE (ALSC) QUALITY
ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE MARK.
METAL CONNECTORS/PT WOOD: ALL METAL HARDWARE AND FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL TYPE 316L. AT
THE 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 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 AND MOISTURE EXPOSURE FOR APPROPRIATE USE BASED ON THE METHOD OF PRESERVATIVE TREATMENT OF THE WOOD.
STRUCTURAL INSPECTION SCHEDULE
ITEM
CI
PI
REFERENCE STANDARD
REFERENCE
REMARKS
CONCRETE
1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT.
X
ACI 318 CH 20, 25.2, 25.3,
1908.4
26.6.1-26.6.3
2. INSPECT ANCHORS CAST IN CONCRETE.
X
ACI 318: 17.8.2
1904.1,
3. VERIFY USE OF REQUIRED DESIGN MIX.
X
ACI 318: CH 19, 26.4.3, 26.4.4
1904.2,
1908.2, 1908.3
4. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR
ASTM C172, ASTM C31, ACI 318:
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND
X
26.4, 26.12
1908.10
DETERMINE THE TEMPERATURE OF THE CONCRETE.
5. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER
1908.6,
APPLICATION TECHNIQUES.
X
ACI 318: 26.5
1908.7, 1908.8
SOILS
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO
X
ACHIEVE THE DESIGN BEARING CAPACITY.
AS REQUIRED BY THE BUILDING OFFICIAL
AND/OR GEOTECHNICAL REPORT
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL.
X
SCHEDULE NOTES:
1. ITEMS MARKED WITH AN 'X' REQUIRE INSPECTION BY A SPECIAL INSPECTOR AS REQUIRED AND APPROVED BY THE BUILDING OFFICIAL.
2. CI: CONTINUOUS INSPECTION DURING PROGRESS OF WORK BY SPECIAL INSPECTOR.
3. PI: PERIODIC INSPECTION BY SPECIAL INSPECTOR AS REQUIRED FOR CONFORMANCE OF WORK.
4. TESTING AND INSPECTION REPORTS SHALL BE SUBMITTED TO THE OWNER, BUILDING OFFICIAL, AND CONTRACTOR.
See Top Vlew below for corresponding numbered
steps.
10. On the front of rim, measure I -3/4" from the top and
bottom and Install two 5" LedgerLOK screws through
the rim board and Into ends of the two foists nearest to
post location. (predrill using a 5/32" drill bit)
20 Place the post Into position and temporarily affix
with a few screws or Halls.
30 Install full height 2x blocking behind the post and
secure using four 5" LedgerLOKs -two screws through
foists Into end of blocking, I - I /2" from top and bottom.
@ From the front of the rim, Install two 8" ThruLOKs
through the front rim Into the post and blocking. Stay
2- I /4" from top and bottome.
50 Add 12" piece of full height blocking on Inner faces
of both foists to reinforce blocking behlnd post. Nall
each using 12- I Od Halls evenly spaced.
Top Vlew
NOTE:
FOR COMPLETE DESIGN VALUES AND ENGINEERING DATA,
AVAILABLE THROUGH TECFINICAL BULLETIN "DECK RAIL POST TO
RIM BOARD", AND ESR# 1078, AVAILABLE @
WWW. FASTENMASTER.COM
nterlor Post - front I�Im At or Between JolStS
front Vlew
Side Vlew
ThruLOK -Deck Rail Post Connection -Detail No. 1
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PRO Driven
Rev. No
Revision Descnption
Date
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XX/XX/2020
STRUCTURAL ABBREVIATIONS
&
AND
IF
INSIDE FACE
�
AT
IN
INCH
#
NUMBER
INT
INTERIOR
AB
ANCHOR BOLT
INV
INVERT
ABV
ABOVE
KIP, K
1,000 POUNDS
ADD'L
ADDITIONAL
KSI
KIPS PER SQUARE INCH
ADJ
ADJACENT
LB
POUND
ALT
ALTERNATE
Ld
DEVELOPMENT LENGTH
APPROX
APPROXIMATELY)
LL
LIVE LOAD
ARCH
ARCHITECTURAL)
LLH
LONG LEG HORIZONTAL
ATR
ALL -THREADED ROD
LLV
LONG LEG VERTICAL
B/
BOTTOM OF
LONGIT
LONGITUDINAL
BN
BOUNDARY NAILING
Ls
LAP SPLICE LENGTH
BLDG
BUILDING
LSL
LAMINATED STRAND LUMBER
BLKG
BLOCKING
LVL
LAMINATED VENEER LUMBER
BM
BEAM
MAX
MAXIMUM
BOTT
BOTTOM OF
MECH
MECHANICAL
BR
BRACE
MFR
MANUFACTURER
BRG
BEARING
MIN
MINIMUM
BTWN
BETWEEN
MISC
MISCELLANEOUS
C
STANDARD CHANNEL
MTL
METAL
CC
CENTER TO CENTER
(N)
NEW
CDF
CONTROLLED DENSITY FILL
NIC
NOT IN CONTRACT
CIP
CAST IN PLACE
NOM
NOMINAL
CJ
CONSTRUCTION OR CONTROL JOINT
NTE
NOT TO EXCEED
CJP
COMPLETE JOINT PENETRATION
NTS
NOT TO SCALE
CL
CENTERLINE
OC
ON CENTER
CLR
CLEARANCE)
OD
OUTSIDE DIAMETER
CMU
CONCRETE MASONRY UNIT
OPNG
OPENING
COL
COLUMN
OPP
OPPOSITE
CONC
CONCRETE
OSB
ORIENTED STRAND BOARD
CONN
CONNECTION
OWSJ
OPEN WEB STEEL JOIST
CONST
CONSTRUCTION
OWWJ
OPEN WEB WOOD JOIST
CONT
CONTINUOUS
PC
PRECAST
CTRD
CENTERED
PCF
POUNDS PER CUBIC FOOT
CTSK
COUNTERSINK
PL
PLATE
d
PENNY (NAILS)
PERP
PERPENDICULAR
DBL
DOUBLE
PLY
PLYWOOD
DEMO
DEMOLITION
PRE-MFR
PRE -MANUFACTURED
DET
DETAIL
PS
PRESTRESSED
DF
DOUGLAS FIR
PSI
POUNDS PER SQUARE INCH
DIA
DIAMETER
PSL
PARALLEL STRANDED LUMBER
DIAG
DIAGONAL
PT
PRESSURE TREATED
DL
DEAD LOAD
R
RADIUS
DN
DOWN
REF
REFERENCE
DP
DEPTH
REINF
REINFORCING
DWG(S)
DRAWINGS)
REQ'D
REQUIRED
DWL(S)
DOWELS)
RET
RETAINING
EA
EACH
RJ
ROOF JOIST
EF
EACH FACE
RT
ROOF TRUSS
EN
EDGE NAILING
REV
REVISION
EL
ELEVATION
SCHED
SCHEDULE
EMBED
EMBEDMENT
SECT
SECTION
ENGR
ENGINEER
SHTG
SHEATHING
EQ
EQUAL(LY)
SIM
SIMILAR
EW
EACH WAY
SOG
SLAB ON GRADE
EXIST, (E)
EXISTING
SPEC
SPECIFICATION
EXP
EXPANSION
SQ
SQUARE
EXT
EXTERIOR
SS
STAINLESS STEEL
FB
FLAT BAR
STD
STANDARD
FD
FLOOR DRAIN
STIFF
STIFFENER
FIN
FINISH
STL
STEEL
FJ
FLOOR JOIST
STRUCT
STRUCTURAL
FLR
FLOOR
SW
SHEAR WALL
FDN
FOUNDATION
SYM
SYMMETRICAL
FT
FOOT, FEET
T/
TOP OF
FTG
FOOTING
T&B
TOP AND BOTTOM
GA
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TONGUE AND GROOVE
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GALVANIZED
THK
THICK
GB
GRADE BEAM
THRU
THROUGH
GEN
GENERAL
TJI
TRUSS JOIST
GEOTECH
GEOTECHNICAL
TOW
TOP OF WALL
GLB
GLUE LAMINATED BEAM
TRANSV
TRANSVERSE
GRTG
GRATING
TYP
TYPICAL
GT
GIRDER TRUSS
UNO
UNLESS NOTED OTHERWISE
HD
HOEDOWN
VERT
VERTICAL
HDR
HEADER
W
WIDE FLANGE, WIDE
HF
HEM FIR
W/
WITH
HORIZ
HORIZONTAL
W/0
WITHOUT
HSS
HOLLOW STRUCTURAL SECTION
WWF
WELDED WIRE FABRIC
HT
HEIGHT
X-STR
EXTRA STRONG
ID
INSIDE DIAMETER
XX-STR
DOUBLE EXTRA STRONG
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CHK BY: DRW BY:
L2E L2E
SCALE: AS SHOWN
BAR = 1"
FULL SIZE
DATE: 2021.07.02
JOB N0: 20-060
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DWG N0: � � 0
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SCALE: 1 /4"=1 '-0"
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STAIRCASE NIC
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10'-43�„
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LEGEND
CONC SPREAD FTG
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WALL
SW# ADD/VERIFY SHEAR WALL INDICATOR (REF SHEAR WALL SCHED)
HOEDOWN MARK (REF HOLD DOWN SCHED)
/// ® POST
�_y POST BELOW
C HANGER
PLAN NOTES
1. REFERENCE S100 SERIES FOR STRUCTURAL GENERAL NOTES, DRAWING LIST, ABBREVIATIONS,
SPECIAL INSPECTION TABLES, ETC.
2. CONTRACTOR TO COORDINATE HOT TUB ELECTRICAL AND MECHANICAL DECK OPENINGS AND
PENETRATIONS.
3. ALL WOOD IN CONTACT WITH WEATHER, EXPOSED CONCRETE, OR WITHIN 6" OF FINISHED GRADE
SHALL BE PRESSURE -TREATED
4. USE HOT DIPPED GALVANIZED FASTENERS AND ZMAX HARDWARE AT CONNECTIONS TO
PRESSURE TREATED LUMBER.
5. AT ALL BEARING AND SHEAR WALLS, REFERENCE STUD GRADE, SIZES AND SPACING PER PLANS
AND GENERAL NOTES.
6. ALL METAL HARDWARE FOR EXTERIOR USE SHALL BE HOT DIP GALVANIZED OR STAINLESS
STEEL.
FOOTING SCHEDULE
TYPE
SIZE
REINFORCING
F1
2'-0"X2'-0"X1'-0" TH
(4) �4 EW, BOTT
10'-4�"
DECK &RAIL
BEYOND, PICKETS
NOT SHOWN FOR
CLARITY
+i
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POSTS PER DETAIL
9/S300
COMPOSITE TIMBERTECH
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SCALE: 1 /4"=1'-0"
EXIST RESIDENCE
ITS PER DETAIL
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SCALE: AS SHOWN
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FULL SIZE
DATE: 2021.07.02
JOB N0: 20-060
SHEET: 3 OF 4
DWG NO:S 2 O O
PLINTH AS REQ'D
FOOTING PER PLAN
(E) BOTTOM PLATE
(E) WALL
(E) FLOOR SHEATHING
(E) FLOOR JOIST
T ZT 1�Z 1Z
(E) RIM BOARD
(E) DOUBLE TOP PL
JOIST
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1 SCALE: 1 "=1'-0"
POST FTG
(E) HOUSE � (N) DECK
5 D ETAI L
SCALE: 1 1 /2"=1 '-0"
DECK JOIST PERP W/ (E) WALL
POST PER PLAN
POST BASE PER PLAN
(E)
TIES
(E) HOUSE I (N) DECK
'�W
(2) z 1. 1'-6"X1'-6"X8" FOOTING MIN.
� 2. 12"X10" MIN PLINTH DIMENSIONS, DEPTH AS REQ'D
11
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DRILI
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COMPACTED SUBGRADE
DRILL & EP
4" MIN INTO ".,��, , �,
DECKING PER ARCH
DECK JOIST PER PLAN
DTT1 Z TENSION TIES, INSTALL
IN PAIRS PER PLAN, ELSE
FASTEN TO NARROW FACE OF
TOP PLATE W/ $"� LAG BOLT
W/ 3"EMBED
JOIST HANGER PER PLAN
LEDGER PER PLAN
NOTE: FLASHING PER
CONTRACTOR
NOTE:
FASTENMASTER THRULOK CONTRACTOf
DTT2Z. INSTALL PER MANUFACTURER'`.
THRULOK DECK RAIL POST CONNECTI
S1O1.
RAILING /PICKET ASSEMBLY PER ARCH
P.T. 4"X4" STANCHION, HF N0. 1 &BTR,
@ 48" O.C. MAX, EXTEND THROUGH DECK
SURFACE, SNUG AGAINST JOIST.
WATERPROOFING PER ARCH
DECKING
FASCIA BOARD PER ARCH
DTT2Z W/ �"� BOLT &WASHERS
�"� BOLT &WASHERS
RIM JOIST
BEAM PER PLAN
DETAIL
g SCALE: 1 "=1'-0"
RAILING W/ JOIST PERP TO BEAM
(E) BOTTOM PLATE
(E) WALL
(E) FLOOR SHEATHING
(E) FLOOR JOIST
(E) RIM BOARD
(E) DOUBLE TOP PL
(E) WALL
D ETAI L
2 SCALE: 1 "=1'-0"
FTG @ (E) FDN
(E) HOUSE � (N) DECK
B/ FTG
�) #4 T&I B, EA WAY
�) #4 L
DECKING PER ARCH
DECK JOIST PER PLAN
JOIST HANGER PER PLAN
LEDGER PER PLAN
NOTE: FLASHING PER
CONTRACTOR
6 D ETAI L
SCALE: 1 1 /2"=1 '-0"
DECK JOIST PARALLEL W/ (E) WALL
RAILING /PICKET ASSEMBLY PER ARCH
P.T. 4"X4" STANCHION, HF N0. 1 &BTR, @ 48"
O.C. MAX, EXTEND THROUGH DECK SURFACE, SNUG
AGAINST JOIST. WATERPROOFING PER ARCH
NOTCH DECKING AROUND POST
FASCIA BOARD PER ARCH
DTT2Z W/ �"� BOLT &WASHERS
�"� BOLT &WASHERS
BEAM WHERE OCCURS PER PLAN
(2) BLOCKING, FASTEN BLOCKING
TOGETHER W/ (12) 1Od X 3"
JOIST PER PLAN
(2) BLOCKING, FASTEN BLOCKING
TOGETHER W/ (12) 1Od X 3"
D ETAI L
1 0 SCALE: 1 "=1'-0"
RAILING W/ JOIST PARALLEL TO BEAM
CRIPPLE STUD
B/ PLATE
P.T. JOIST
PER
PLAN
H 1
EA
JOIST
BEAM
PER
PLAN
POST CAP
PER
PLAN
POST
PER
PLAN
D ETAI L
7 SCALE: 1 "=1 '-0"
JOIST PERP TO BM
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TYP HEADER
CONT FULL DEPTH
BLOCKING @ MIDSPAN
DECKING PER CONTRACTOR
CONT FULL DEPTH
BLOCKING
E TOP PLATE
PER GENERAL
TURAL NOTES
RAILING /PICKET ASSEMBLY PER
CONTRACTOR, REFER 1/S3O1 FOR ADD'L
CALLOUTS
DECKING PER CONTRACTOR
(2) 2X BLKG
RIM JOIST �J
FASCIA PER CONTRACTOR �,�
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POST PER PLAN
D ETA L
4 SCALE: 1 "=1'-0"
DECK POST
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RIM JOIST
POST PER PLAN
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CHK BY: DRW BY:
L2E L2E
SCALE: AS SHOWN
BAR = 1"
FULL SIZE
DATE: 2021.07.02
JOB N0: 20-060
SHEET: 4 OF 4
DWG N0: ��oo