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STRUCTURAL NOTES
<br />GENERAL REQUIREMENTS:
<br />MATERIALS ARE TO BE HANDLED, STORED AND INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING AND BRACING REQUIRED BY THE WORK.
<br />CONTRACTOR TO VERIFY EXISTING SITE CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION.
<br />THE STRUCTURAL DRAWINGS DO NOT REFLECT ALL OPENINGS THAT MAY BE REQUIRED FOR DUCTS,
<br />PIPES OR CONDUITS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE OPENINGS
<br />WITH STRUCTURAL REQUIREMENTS. STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED
<br />WITHOUT ENGINEER APPROVAL.
<br />ALL DETAILS AND NOTES DESIGNATED AS TYPICAL SHALL APPLY TO THE CONSTRUCTION OF THE
<br />PROJECT UNLESS NOTED OTHERWISE. CONDITIONS NOT SPECIFICALLY DETAILED SHALL BE IN
<br />GENERAL CONFORMANCE WITH CONSTRUCTION DETAILS OF A SIMILAR NATURE USED ELSEWHERE
<br />ON THE PROJECT.
<br />THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO
<br />NOT INDICATE METHODS, PROCEDURES, OR SEQUENCE OF CONSTRUCTION UNLESS NOTED OTHERWISE.
<br />THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY
<br />OF THE STRUCTURE DURING CONSTRCTION.
<br />51TE WORK
<br />- SUBBASE FOR FOOTINGS, GRADE BEAMS AND SLABS SHALL BE ENGINEERED FILL OR UNDISTURBED NATIVE
<br />SOIL DEVOID OF ANY ORGANIC MATERIAL.
<br />- BASE FOR SLABS SHALL BE A 4" LAYER OF ENGINEERED FILL. SEE ARCH DWGS FOR VAPOR RETARDER
<br />AND INSULATION REQUIREMENTS.
<br />- ENGINEERED FILL: 3/4" MINUS CRUSHED ROCK COMPACTED TO %% MAX DRY DENSITY AS PER ASTM DI557,
<br />PLACED IN 4" LIFTS.
<br />CONCRETE:
<br />- READY MIXED, ASTM C -g4 * ASTM C-260
<br />- FOOTINGS, STEM WALLS, FLOOR SLABS:
<br />STRENGTH f'c= 3500 PSI MINIMUM @ 28 DAYS
<br />TESTING IS REQUIRED
<br />- 4" MAX. SLUMP WITHOUT USE OF SUPERPLASTICIZER
<br />- ALLOW CONCRETE TO CURE A MINIMUM OF 14 DAYS BEFORE BACKFILLING WALLS.
<br />- DO NOT ALLOW ANY HEAVY EQUIPMENT ANY CLOSER TO THE TOP OF A RETAINING WALL THAN
<br />THE HEIGHT OF THE WALL.
<br />- ALL CONCRETE WORK SHALL BE PRODUCED, PLACED, CONSOLIDATED, CURED, AND FINISHED IN
<br />CONFORMANCE WITH ACI STANDARDS 301, 305, AND 306. CALCIUM CHLORIDE, SALT, OR OTHER MATERIALS
<br />CREATING A CORROSIVE ENVIRONMENT IN THE CONCRETE SHALL NOT BE USED FOR ANY REASON.
<br />- WHERE A CONCRETE SURFACE IS TO BE ROUGHENED, THE SURFACE SHALL HAVE A FULL AMPLITUDE OF
<br />APPROXIMATELY 1/4 INCH. THE RESULTING SURFACE SHALL BE CLEAN AND FREE OF LAITANCE AND LOOSE
<br />MATERIAL. IMMEDIATELY BEFORE NEW CONCRETE 15 PLACED, THE INTERFACE SURFACE SHALL BE
<br />THOROUGHLY WETTED AND STANDING WATER REMOVED.
<br />- CONTROL JOINTS MADE BY SAWING SHALL BE MADE AS SOON AS THE CONCRETE SURFACE 15 FIRM ENOUGH
<br />TO NOT BE TORN OR DAMAGED BY THE BLADE AND BEFORE RANDOM SHRINKAGE CRACKS CAN FORM IN THE
<br />CONCRETE SLAB. AT WALLS AND OTHER PLACES WHERE THE SAW CANNOT GET INTO THE CORNER, TOOLED
<br />OR FORMED JOINTS SHALL BE PROVIDED TO COMPLETE THE CONTROL JOINT.
<br />- ALL DETAILING, CONCRETE PLACEMENT, BAR SUPPORTS, ETC., SHALL COMPLY WITH THE PROVISIONS AND
<br />RECOMMENDATIONS CONTAINED IN THE "MANUAL OF STANDARD PRACTICE", BY THE CONCRETE REINFORCING
<br />STEEL INSTITUTE.
<br />- SLEEVES, OPENINGS, OR OTHER ATTACHMENTS NOT SHOWN ON THE DRAWINGS SHALL BE APPROVED BY
<br />THE ENGINEER PRIOR TO CONSTRUCTION.
<br />STEEL REINFORCEMENT:
<br />- ASTM A-615 GRADE 60. PLACE PER ACI CODES AND STANDARDS.
<br />- SPLICES MINIMUM #5 - 30" LAP, #4 - 24" LAP, #3 - IS" LAP
<br />- REINFORCING SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH ACI 315.
<br />- REINFORCING SHALL BE ACCURATELY AND SECURELY PLACED.
<br />- REINFORCING IN CAST IN PLACE CONCRETE THAT IS CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
<br />SHALL HAVE A MINIMUM OF 3 INCHES OF CONCRETE COVER.
<br />- REINFORCING EXPOSED TO EARTH OR WEATHER, BUT NOT CAST AGAINST EARTH, SHALL HAVE A MINIMUM OF
<br />2 INCHES OF CONCRETE COVER.
<br />- REINFORCING NOT EXPOSED TO WEATHER OR CONTACT WITH EARTH SHALL HAVE A MINIMUM OF 1-1/2 INCHES
<br />OF CONCRETE COVER.
<br />- REINFORCING BARS ARE NOT TO BE RESENT WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
<br />CAST -IN-PLACE ANCHOR BOLTS:
<br />- HEADED BOLTS SHALL BE ASTM F1554 OR A307
<br />- THREADED ROD SHALL BE A36
<br />- THREADED ROD MAY BE EITHER SMOOTH ROD WITH THREADED ENDS OR ALL -THREAD.
<br />- L -BOLTS MAY NOT BE USED WHERE HEADED BOLTS ARE SHOWN.
<br />- WASHER AT EMBEDDED HEAD SHALL BE SECURED WITH TACK WELD OR ADHESIVE TO PREVENT SEPARATION FROM HEAD
<br />DURING CONCRETE POUR.
<br />SIMPSON TITEN HD ANCHORS:
<br />- DESIGN 15 PER IGC REPORT ESR -2713.
<br />- INSTALL PER MANUFACTURER'S INSTRUCTIONS.
<br />- DO NOT EXCEED THE MAXIMUM INSTALLATION TORQUE LISTED IN REPORT FOR DIAMETER USED.
<br />WOOD FRAMING:
<br />I. CONSTRUCTION:
<br />- WOOD CONSTRUCTION PER OSSC 2304 AND 2308 CONVENTIONAL CONSTRUCTION PROVISIONS AND FASTENING SCHEDULE,
<br />UNO.
<br />2. EVIDENCE OF GRADE:
<br />- GRADE MARK OF AN APPROVED GRADING ORGANIZATION HAVING JURISDICTION MUST APPEAR ON EACH PIECE OF
<br />MATERIAL.
<br />3. FRAMING LUMBER:
<br />- DOUGLAS FIR/LARCH, 545, TO STANDARD DIMENSIONS
<br />- 2 X 4 PARTITION WALL
<br />STUDS - STUD GRADE OR BETTER U.N.O.
<br />- 2 X 6 STUDS - #2 GRADE OR BETTER U.N.O.
<br />- 2 X FRAMING - #2 GRADE OR BETTER U.N.O.
<br />- 4 X FRAMING - #2 GRADE OR BETTER U.N.O.
<br />- 6 X FRAMING - #1 GRADE OR BETTER U.N.O.
<br />- FURRING AND BLOCKING - #3 GRADE OR BETTER
<br />4. TREATED WOOD:
<br />- SOLE PLATES BEARING ON CONCRETE (MUD SILLS) SHALL BE TREATED WITH WATERBORNE PRESERVATIVES IN
<br />ACCORDANCE WITH AWPA STANDARD UI TO THE REQUIREMENTS OF USE CATEGORY 2 (UC2). #2 HEMLOCK MAY BE USED.
<br />- ALL FASTENERS AND HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE HOT DIP GALVANIZED.
<br />(ANCHOR RODS FOR TIE -DOWNS DO NOT NEED TO BE GALVANIZED. PROVIDE OVERSIZE HOLE IN MUDSILL TO PREVENT
<br />CONTACT.)
<br />8. EXTERIOR WALL SHEATHING:
<br />-15/32" APA RATED PLYWOOD (NOT OSB) SHEATHING EXPOSURE I
<br />EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL BE SHEATHED AS TYPE ZERO SHEAR WALLS.
<br />6. ROOF SHEATHING:
<br />- 1`Y32" APA RATED PLYWOOD (NOT OSB) SHEATHING, EXPOSURE I.
<br />- PLACE PANELS PERPENDICULAR TO FRAMING, WITH END JOINTS STAGGERED 4'-01'.
<br />q. GLUE LAMINATED MEMBERS-
<br />- SHALL BE MANUFACTURED AND IDENTIFIED PER ANSI/AITC AlgO.I AND ASTM D3737.
<br />- MEMBERS SHALL BE 24F -V4, UNLESS OTHERWISE NOTED.
<br />- GLUE LAMINATED MEMBERS SHALL BE NOTCHED, SHAPED AND FINISHED PER PLANS AND SPECIFICATIONS
<br />- ERECTION OF MEMBERS SHALL CONFORM TO AITC SPECIFICATIONS.
<br />- FABRICATE WITHOUT CAMBER.
<br />- EXTERIOR GLULAM BEAMS AND COLUMNS SHALL BE ROSBORO TREATED X -BEAM, ARCHITECTURAL APPEARANCE.
<br />10. ENGINEERED WOOD MEMBERS:
<br />NOT USED
<br />11. ROOF TRUSSES SHALL BE ENGINEERED BY THE MANUFACTURER.
<br />12. CONNECTORS:
<br />- CONNECTORS CALLED OUT ARE BY SIMPSON STRONG -TIE, U.N.O.
<br />- USE FASTENERS LISTED IN SIMPSON CONNECTOR CATALOG, U.N.O.
<br />- SEE FASTENING SCHEDULE FOR CONNECTIONS NOT SPECIFIED IN DETAILS
<br />DESIGN CRITERIA
<br />RISK CATEGORY: II (BLDG STRENGTH DESIGNED AT CATEGORY IV, BUT DUE TO BUDGET
<br />CONSTRAINT, NOT REQUIRING ADDITIONAL INSPECTIONS AND STRUCTURAL OBSERVATION
<br />ASSOCIATED WITH CATEGORY IV)
<br />ROOF LIVE LOAD: 20 PSF
<br />ROOF SNOW LOAD: 25 PSF (INCLUDES 5 PSF RAIN -ON -SNOW SURCHARGE)
<br />SEE SNOW LOAD PLAN FOR DRIFT SNOW LOAD
<br />ALLOWABLE SOIL BEARING: 1500 PSF
<br />WIND:
<br />Vult = 130 MPH
<br />EXPOSURE: C IN ALL DIRECTIONS
<br />INTERNAL PRESSURE COEFFICIENT GCpi = f 0.18 (ENCLOSED BLDG)
<br />SEISMIC:
<br />IMPORTANCE FACTOR le = 1.5
<br />MAPPED SPECTRAL RESPONSE ACCELERATION FACTORS: Ss = 0.88 51 = 0.42
<br />51TE CLASS: D
<br />DESIGN SPECTRAL RESPONSE ACCELERATION FACTORS: Sds = 0.68 Shc = 0.45
<br />SEISMIC DESIGN CATEGORY: D
<br />ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE
<br />BASIC SEISMIC FORCE -RESISTING SYSTEM:
<br />LIGHT FRAMED WALLS WITH WOOD PANEL SHEATHING
<br />RESPONSE MODIFICATION COEFFICIENT R = 6.5
<br />SEISMIC RESPONSE COEFFICIENT Cs = 0.16
<br />DEFERRED SUBMITTALS
<br />ENGINEERING DESIGN FOR THE FOLLOWING ITEMS 15 NOT INCLUDED IN THESE PLANS.
<br />THE CONTRACTOR'S SUPPLIER SHALL PROVIDE ENGINEERED PLANS AND CALCULATIONS,
<br />WHICH WILL BE REVIEWED BY ANG ENGINEERING FOR CONFORMANCE AND THEN
<br />SUBMITTED TO THE BUILDING DEPARTMENT. THESE ITEMS SHALL NOT BE INSTALLED
<br />BEFORE APPROVAL BY BUILDING DEPARTMENT.
<br />MANUFACTURED WOOD TRUSSES
<br />SPECIAL INSPECTIONS $ TESTING
<br />I. THE FOLLOWING WORK 15 REQUIRED - IF MARKED - TO BE TESTED AND/OR SPECIAL INSPECTED,
<br />PER OSSC CHAPTER 17 REQUIREMENTS.
<br />2. TESTING SHALL BE MADE IN ACCORDANCE WITH THE CURRENT CODE BY AN APPROVED SPECIAL
<br />TESTING LAB, SPECIAL INSPECTOR AND OR BY AN ENGINEER RETAINED BY THE OWNER.
<br />3. IF COMPACTED FILL IS REQUIRED, COMPACTION TESTING AND GRADING OPERATIONS SHALL
<br />BE OBSERVED BY A GEOTECHNICAL ENGINEER.
<br />4. REPORTS SHALL BE SUBMITTED TO THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER.
<br />S. BEFORE REQUESTING FINAL INSPECTION, EACH TESTING AGENCY, OR APPROVED FABRICATOR
<br />IF APPLICABLE, SHALL SUBMIT A FINAL SIGNED REPORT STATING THAT THE WORK REQUIRING
<br />SPECIAL INSPECTION WAS, TO THE BEST OF THE TESTING AGENCY'S OR APPROVED
<br />FABRICATOR'S KNOWLEDGE, IN CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS
<br />AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE OSSC.
<br />ITEM
<br />ACTION TO BE PROVIDED IF MARKED (X)
<br />TESTING
<br />SPECIAL INSPECTION
<br />PART TIME CONTINUOUS
<br />51TEWORK
<br />(2) 16d FACE NAIL
<br />STUD TO TOP PLATE AND SOLE PLATE
<br />(4) 8d TOE NAIL OR (2) 16d END NAIL
<br />FOUNDATION EXCAVATED SURFACE
<br />(2) 8d TOE NAIL
<br />X (G)
<br />CENTER LINE
<br />STRUCTURAL FILLS
<br />X (G)
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />COL
<br />COLUMN
<br />CONT
<br />CONTINUOUS
<br />RF;INEQRCE12 CON A I
<br />DOUBLE
<br />DF -L
<br />DOUGLAS FIR -LARCH
<br />FORMWORK DIMENSIONS
<br />DIAGONAL
<br />X
<br />DIAMETER 0
<br />REINFORCING PLACEMENT
<br />EXISTING
<br />X
<br />ELEVATION
<br />ANCHOR BOLT PLACEMENT
<br />EDGE NAILING
<br />X
<br />EXTERIOR
<br />CONCRETE PLACEMENT
<br />FACE OF CONCRETE
<br />X
<br />FACE OF FRAMING
<br />CONCRETE STRENGTH TESTING
<br />X
<br />GLB
<br />GLULAM BEAM
<br />GLC
<br />GLULAM COLUMN
<br />GYP BD
<br />GYPSUM BOARD
<br />OS -INS A CONC991E ANCHORS
<br />5Y2 x 15
<br />24F -V4
<br />SIMPSON TITEN HD ANCHORS
<br />X
<br />(G) PERFORMED OR OVERSEEN BY GEOTECHNICAL ENGINEER
<br />WOOD FRAMING FASTENING SCHEDULE
<br />BLOCKING TO TRUSS OR JOIST
<br />(4) 8d TOE NAIL EACH END
<br />BLOCKING TO TOP PLATE OR BEAM
<br />(3) 8d TOE NAIL @ 16" O.G. OR
<br />(4) 8d TOE NAIL @ 24" O.G.
<br />DOUBLE TOP PLATE CORNER LAP
<br />(2) 16d FACE NAIL
<br />STUD TO TOP PLATE AND SOLE PLATE
<br />(4) 8d TOE NAIL OR (2) 16d END NAIL
<br />TRUSS OR JOIST TO TOP PLATE
<br />(2) 8d TOE NAIL
<br />4'-0"
<br />CENTER LINE
<br />NAIL t SCREW SIZE CHART
<br />8d COMMON = 0.131"(P x 2.5" SIMPSON SDI -45: 0.22"0 (TIMBER SCREW)
<br />10d COMMON = 0.148"(P x 3" SIMPSON SDS: 1/4"(P (HEAVY DUTY CONNECTOR SCREW)
<br />12d SINKER = 0.135"0 x 3.25"
<br />16d COMMON = 0.162"(P x 3.5"
<br />20d COMMON = O.lg2"(P x 4"
<br />ABBREVIATIONS
<br />ARCH
<br />ARCHITECTURAL DRAWINGS
<br />BO
<br />BOTTOM OF
<br />B.N.
<br />BOUNDARY NAILING
<br />BRG
<br />BEARING
<br />CANT
<br />CANTILEVER
<br />4'-0"
<br />CENTER LINE
<br />CLR
<br />CLEAR
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />COL
<br />COLUMN
<br />CONT
<br />CONTINUOUS
<br />DBL
<br />DOUBLE
<br />DF -L
<br />DOUGLAS FIR -LARCH
<br />DIAL
<br />DIAGONAL
<br />DIA
<br />DIAMETER 0
<br />(E)
<br />EXISTING
<br />ELEV
<br />ELEVATION
<br />E.N.
<br />EDGE NAILING
<br />EXT
<br />EXTERIOR
<br />FOG
<br />FACE OF CONCRETE
<br />FOF
<br />FACE OF FRAMING
<br />GA
<br />GAUGE
<br />GLB
<br />GLULAM BEAM
<br />GLC
<br />GLULAM COLUMN
<br />GYP BD
<br />GYPSUM BOARD
<br />LSL LAMINATED STRAND LUMBER
<br />MAX MAXIMUM
<br />MIN MINIMUM
<br />MFGD MANUFACTURED
<br />MFGR MANUFACTURER
<br />OC ON CENTER
<br />PL PLATE
<br />PERP PERPENDICULAR
<br />SD SLOPE DISTANCE
<br />SIM SIMILAR
<br />SQ SQUARE
<br />SPA SPACES
<br />STD STANDARD
<br />STR STRUCTURAL
<br />51,45 SHEAR WALL SCHEDULE
<br />THRID THREADED
<br />TO TOP OF
<br />TRANS TRANSVERSE
<br />TYP TYPICAL
<br />UNO UNLESS NOTED OTHERWISE
<br />LAP SPLICE SCHEDULE
<br />FACE NAIL
<br />LAP SPLICES
<br />PER SCHEDULE
<br />CONTINUOUS
<br />UPPER PLATE
<br />CONTINUOUS
<br />LOWER PLATE
<br />BETWEEN LAP SPLICES:
<br />FACE NAIL WITH 12d SINKER @ 16" OC STAGGERED
<br />TOP PLATE SPLICE REQUIREMENTS:
<br />ALL BEARING WALLS PERPENDICULAR TO ROOF TRUSSES SHALL HAVE DOUBLE
<br />TOP PLATE CONTINUITY PROVIDED BY LAP SPLICES.
<br />THE CONTINUOUS PLATE ALTERNATES BETWEEN THE UPPER AND LOWER PLATE.
<br />NAILS LONGER THAN 3" ARE SPECIFIED SO THAT NAILING CAN BE EASILY
<br />VERIFIED BY FRAMING INSPECTOR.
<br />FRAMING ABOVE t BELOW DOUBLE TOP PLATE
<br />NOT SHOWN FOR CLARITY
<br />BEARING WALL DOUBLE TOP PLATE SPLICE - AXONO\ f .ETR I C VIEW
<br />MINIMUM
<br />GRADE
<br />LOCATION
<br />LAP SPLICE
<br />FACE NAILS
<br />O
<br />LENGTH
<br />#2 DF -L
<br />LOWER ROOF
<br />4'-0"
<br />(16) 12d SINKER STAGGERED
<br />UPPER ROOF
<br />6'-0"
<br />(24) 12d SINKER STAGGERED
<br />FACE NAIL
<br />LAP SPLICES
<br />PER SCHEDULE
<br />CONTINUOUS
<br />UPPER PLATE
<br />CONTINUOUS
<br />LOWER PLATE
<br />BETWEEN LAP SPLICES:
<br />FACE NAIL WITH 12d SINKER @ 16" OC STAGGERED
<br />TOP PLATE SPLICE REQUIREMENTS:
<br />ALL BEARING WALLS PERPENDICULAR TO ROOF TRUSSES SHALL HAVE DOUBLE
<br />TOP PLATE CONTINUITY PROVIDED BY LAP SPLICES.
<br />THE CONTINUOUS PLATE ALTERNATES BETWEEN THE UPPER AND LOWER PLATE.
<br />NAILS LONGER THAN 3" ARE SPECIFIED SO THAT NAILING CAN BE EASILY
<br />VERIFIED BY FRAMING INSPECTOR.
<br />FRAMING ABOVE t BELOW DOUBLE TOP PLATE
<br />NOT SHOWN FOR CLARITY
<br />BEARING WALL DOUBLE TOP PLATE SPLICE - AXONO\ f .ETR I C VIEW
<br />HOLE PATTERN IS ASYMMETRICAL
<br />TO MINIMIZE SPLITTING OF WOOD
<br />WHEN CLIPS ARE BACK TO BACK.
<br />L3x2x3/16
<br />WITH 17/64"(P HOLES
<br />HEAVY ANGLE CLIP FOR HEADERS
<br />SCALE : 3" = 1'-0"
<br />HEADER SCHEDULE
<br />TAG
<br />SECTION
<br />GRADE
<br />O
<br />1
<br />TRIMMER
<br />c
<br />O
<br />2x6 FLAT
<br />#2 DF -L
<br />HOLE PATTERN IS ASYMMETRICAL
<br />TO MINIMIZE SPLITTING OF WOOD
<br />WHEN CLIPS ARE BACK TO BACK.
<br />L3x2x3/16
<br />WITH 17/64"(P HOLES
<br />HEAVY ANGLE CLIP FOR HEADERS
<br />SCALE : 3" = 1'-0"
<br />HEADER SCHEDULE
<br />TAG
<br />SECTION
<br />GRADE
<br />KING
<br />TRIMMER
<br />DETAIL
<br />H1
<br />2x6 FLAT
<br />#2 DF -L
<br />(1) 2x6
<br />NONE
<br />B
<br />SCREWS TO KING
<br />* (2) 2-1/2" SDS
<br />H3
<br />4x6 FLAT
<br />#2 DF -L
<br />(2) 2x6
<br />NONE
<br />C
<br />H4
<br />4x6 FLAT
<br />#2 DF -L
<br />(1) 2x6
<br />(1) 2x6
<br />A
<br />H5
<br />6x6
<br />#2 DF -L
<br />(1) 2x6
<br />(1) 2x6
<br />A
<br />H6
<br />38'2 x 7Y2
<br />24F -V4
<br />(1) 2x6
<br />(1) 2x6
<br />A
<br />H7
<br />5Y2 x Cl
<br />24F -V4
<br />(2) 2x6
<br />(1) 2x6
<br />D
<br />H5
<br />5Y2 x 15
<br />24F -V4
<br />(2) 2x6
<br />j
<br />LL 1 -%1 L t1
<br />HEADER FRAMING ELEVATIONS
<br />KING STUD
<br />HEADER
<br />�L50 CLIP
<br />--ANO TRIMMER
<br />DETAIL B
<br />SCALE : 1/2" = I'-0"
<br />A B C C.8 ET
<br />/171\
<br />IV
<br />�3� LOWER ROOFS SNOW LOAD PLAN
<br />KING STUD
<br />HEAVY ANGLE CLIP PER DETAIL
<br />WITH (4) SDS Ix 2-1/2
<br />SCREWS TO KING
<br />t (2) SDS I/4 x 2-I/2"
<br />SCREWS TO HEADER
<br />TRIMMER
<br />DETAIL D
<br />TAIL
<br />SCALE : 1 1/2" = 1'-0"
<br />SCALE : 1/16" = 1'-0"
<br />GROUP
<br />A E GROUP
<br />CIVIL &
<br />STRUCTURAL
<br />ENGINEERING
<br />1355 OAK STREET
<br />SUITE 200
<br />EUGENE, OR 97401
<br />(541) 341-1332
<br />ca
<br />V_
<br />CQ
<br />CIL D
<br />CIL
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<br />,O
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<br />Lu
<br />LL
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<br />1
<br />PROJECT: E2035
<br />DRAWN: SNS
<br />DATE: 4/17/2017
<br />REV: 5/25/2017
<br />SHEET TITLE:
<br />STRUCTURAL
<br />NOTES
<br />SHEET NUMBER:
<br />si * 1
<br />HEADER
<br />HEAVY ANGLE CLIP PER D
<br />WITH (4) 2 1/2" SDS
<br />SCREWS TO KING
<br />* (2) 2-1/2" SDS
<br />SCREWS TO HEADER
<br />NO TRIMMER
<br />-KING STUD
<br />TAIL
<br />SCALE : 1 1/2" = 1'-0"
<br />SCALE : 1/16" = 1'-0"
<br />GROUP
<br />A E GROUP
<br />CIVIL &
<br />STRUCTURAL
<br />ENGINEERING
<br />1355 OAK STREET
<br />SUITE 200
<br />EUGENE, OR 97401
<br />(541) 341-1332
<br />ca
<br />V_
<br />CQ
<br />CIL D
<br />CIL
<br />z
<br />,O
<br />( /
<br />Lu
<br />LL
<br />Lu
<br />1
<br />PROJECT: E2035
<br />DRAWN: SNS
<br />DATE: 4/17/2017
<br />REV: 5/25/2017
<br />SHEET TITLE:
<br />STRUCTURAL
<br />NOTES
<br />SHEET NUMBER:
<br />si * 1
<br />
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