HomeMy WebLinkAboutDRB16-0057_S1.1_1478907952.pdf olti OF 104/
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DRB
APPROVED
3/18/2016
12:00:00 AM
SFEGIFIGATIOSIS:
DESIGN LOADS: STRUCTURAL WOOD FRAMING SPECIFICATIONS: GENERAL SPECIFICATIONS: b PS E
CODE EDITION: 2012 IRC A. WOOD FRAMING SHALL CONFORM TO THE REQUIREMENTS OUTLINED IN THE NDS A. IF CONSTRUCTION ADJOINS AN EXISTING STRUCTURE; THE CONTRACTOR SHALL BE
"SPECIFICATIONS OF STRESS GRADE LUMBER AND ITS FASTENINGS," LATEST EDITION, RESPONSIBLE FOR VERIFYING THE DIMENSIONS, ELEVATIONS, FRAMING, FOUNDATION AND STRUCTURAL DESIGNS
LIVE LOADS: AND CONSTRUCTION MATERIAL SHALL CONFORM TO THE CURRENT IBC. ANYTHING ELSE THAT MAY AFFECT THE WORK SHOWN ON THE STRUCTURAL PLANS. PO BOX 8007
• FLAT ROOF 100 PSF B. FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR-LARCH (DF), ACCORDING TO (UNDER PINNING, SHORING AND BRACING OF THE EXISTING STRUCTURE SHALL BE THE AVON, CO 81620
• SLOPING ROOF 80 PSF THE FOLLOWING RECOMMENDATIONS: ALL 2" NOMINAL LUMBER, EXCEPT STUDS SHALL BE SOLE RESPONSIBILITY OF THE CONTRACTOR). PH. a70-331-6740
• FLOORS 40 PSF DF #2 OR BETTER, AND SOLID TIMBER BEAMS AND POST 3" NOMINAL AND WIDER, SHALL B. ENGINEERS ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. FAX. I-888-562-4685
• EXTERIOR DECKS 100 PSF BE DF #2 OR BETTER. C. COORDINATE REQUIREMENTS FOR MECHANICAL/ ELECTRICAL/ PLUMBING PENETRATIONS INFO®bPSE.NET
DEAD LOADS: C. ALL STUDS SHALL BE STUD GRADE DOUGLAS FIR-LARCH OR HEM-FIR (HF). THROUGH STRUCTURAL ELEMENTS WITH THE STRUCTURAL ENGINEER. PRIOR TO WWW.bPSE.NET
• ROOF 15 PSF D. TOP AND BOTTOM PLATES SHALL BE DOUGLAS F 1 R-LARCH OR HEM-F 1 R #2, OR BETTER. INSTALLATION OF SUCH EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE
• FLOORS 15 PSF (NO CONC. TOPP'N) PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE STRUCTURE, THE CONTRACTOR SHALL ALSO OBTAIN APPROVAL FOR CONNECTIONS AND THESE PLANS AND WRITTEN
• EXTERIOR DECKS 10 PSF TREATED HEM-FIR #1. SUPPORT. CONTRACTOR SHALL FURNISH REQUIRED HANGERS, CONNECTIONS, ETC. MATERIAL,HEREIN,ARE
REQUIRED FOR INSTALLATION OF SUCH ITEMS, UNLESS SPECIFICALLY NOTED ON PLANS. INSTRUMENTS OF SERVICE AND
LATERAL LOADS: E. DIMENSION LUMBER (2 + WIDE X 4 -12 DEEP) HAS BEEN DESIGNED ASSUMING THE ARE THE PROPERTY OF bPSE,LLC.
FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, ci00 PSI; HORIZONTAL SHEAR, I4'1O D. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD FRAMING EXPOSED (FOSE). REUSE OF THIS DRAWING
• BASIC WIND SPEED: N/A TO SOIL. ADDITIONALLY, PROVIDE WATERPROOFING, VAPOR BARRIER, ETC. AS SHOWN OR ANY INFORMATION CONTAINED
•
EXPOSURE: N/A PSI; MODULUS OF ELASTICITY, 1600,000 PSI; TENSION PARALLEL TO GRAIN, 450 PSI; WITHIN;ON A PROJECT OTHER THAN
COMPRESSION PARALLEL TO GRAIN, 850 PSI; COMPRESSION PERPENDICULAR TO GRAIN, ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. INDICATED IN THE TITLE BLOCK, IS
• SEISMIC DESIGN CLASS: N/A 625 PSI. E. SUBMIT SHOP AND ERECTION DRAWINGS FOR ALL STRUCTURAL STEEL, AND PROHIBITED WITHOUT WRITTEN
MISCELLANEOUS STEEL DECK TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO
PERMISSION FROM bPSE. FOSE IS
F. DIMENSION TIMBER LUMBER (5 + WIDE X 5 + DEEP) HAS BEEN DESIGNED ASSUMING THE NOT RESPONSIBLE FOR ERRORS
FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 1350 PSI; HORIZONTAL SHEAR, 1°1O FABRICATION. THIS REVIEW IS FOR GENERAL COMPLIANCE WITH THE INTENT OF THE DUE TO SCALED DRAWIN65.
CONCRETE FOUNDATION:
STRUCTURAL DESIGN. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO REFER ANY QUESTIONS OR
PSI; MODULUS OF ELASTICITY, 1,600,000 PSI; TENSION PARALLEL TO GRAIN, 450 PSI; DISCREPANCIES TO bPSE PRIOR
A. FOOTINGS HAVE BEEN DESIGNED USING AN (ASSUMED) ALLOWABLE, NON-EXPANSIVE, COMPRESSION PARALLEL TO GRAIN, 850 PSI; COMPRESSION PERPENDICULAR TO GRAIN, WRITTEN REVIEW OF THE SHOP DRAWINGS WILL BE AT THE RISK OF THE CONTRACTOR. TO OR DURING CONSTRUCTION.
SOIL BEARING PRESSURE OF 1250 PSF. 625 PSI. THE ARCHITECT AND/OR CONTRACTOR ARE RESPONSIBLE FOR CHECKING QUANTITIES,
B. FOUNDATIONS AND RETAINING WALLS HAVE BEEN DESIGNED USING AN (ASSUMED) G. WOOD PLATES INSTALLED ON CONCRETE WALLS/ BEAMS OR STEEL BEAMS SHALL BE DIMENSIONS AND COORDINATION WITH OTHER TRADES.
ACTIVE LATERAL SOIL PRESSURE OF 55 PCF AND A PASSIVE LATERAL SOIL PRESSURE RIPPED TO MATCH WALL/ BEAM WIDTH. F. NON-STRUCTURAL ELEMENTS: ALL ELEMENTS NOT SPECIFICALLY STRUCTURAL, SUCH AS
OF 250 PSF. H. BOLTS USED FOR WOOD FRAMING CONNECTIONS SHALL BE INSTALLED WITH STANDARD NON-BEARING PARTITIONS ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL
C. CONTRACTOR SHALL CONTACT A LICENSED GEOTECHNICAL ENGINEER TO VERIFY THE WASHERS AND NUTS. TAKE INTO ACCOUNT ANY DEFLECTIONS AND OTHER STRUCTURAL MOVEMENT. /)
(ASSUMED) SOIL CONDITIONS DURING EXCAVATION. VERIFY ANY DISCREPANCIES FROM I. TYPICAL MINUMUM NAILING SHALL BE PROVIDED, WITH COMMON NAILS, ACCORDING TO G. FIRE PROTECTION: STRUCTURAL AND NON-STRUCTURAL ELEMENTS SHALL BE PROVIDED �/F"-
RE-EVALUATION
/
THE ORIGINAL DESIGN VALUES IN WRITING TO THE STRUCTURAL ENGINEER FOR THE 2012 IBC FASTENING SCHEDULE. THE ADEQUATE FIRE PROTECTION, PER CODE, FOR THE TYPE OF CONSTRUCTION
OF THE FOUNDATION DESIGN. J. FOR ALL BUILT-UP HOOD MEMBERS [BEAMS AND/ OR COLUMNS] OF (4) OR MORE; SPECIFIED BY THE ARCHITECTURAL DRAWINGS.
D. IF SOFT SPOTS ARE ENCOUNTERED DURING EXCAVATION, THE CONTRACTOR SHALL INDIVIDUAL MEMBERS SHALL BE GLUED 4 NAILED AND CONNECTED W/ I/2" c17 H. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL
REMOVE THE MATERIAL AND RE-COMPACT W/ APPROVED MATERIAL (AS ALLOWED BY, THRU-BOLTS, WITH STANDARD WASHERS AND NUTS, SPACED AT 24" O.G. - STAGGERED, ELEMENTS IN THEIR FINAL POSITIONS, SUPPORTED AND BRACED. THE CONTRACTOR, IN
AND PER THE GEO-TECH SOILS REPORT). 1 F APPL I CABLE. - THE PROPER SEQUENCE, SHALL PROVIDE SHORING AND BRAG I NG, AND NECESSARY
E. 1 F OVER-EXCAVATION 15 REQU I RED; THE CONTRACTOR SHALL PROVIDE FIELD DENSITY K. FOR ALL SOLID OR BUILT-UP COLUMNS BEARING THROUGH FLOOR JOIST SPACES; PRECAUTIONS, AS MAY BE REQU 1 RED DURING CONSTRUCTION TO AGH 1 EVE THE F NAL W IT
TESTS ON THE COMPACTED FILL UNDER THE FOOTINGS AND THE INTERIOR SLABS ON PROVIDE BLOCKING IN JOIST SPACE, WITH CROSS SECTIONAL AREA TO MATCH THE COMPLETED STRUCTURE. CONTACT ENGINEER FOR CONSULTATION (NOT IN CONTRACT) I—
GRADE (RE: GEO-TECH SOILS REPORT). COLUMN ABOVE. AS REQUIRED. 0
F. AVOID EXCESSIVE WETTING OR DRYING OF THE EXCAVATIONS, KEEPING THE L. 2X DIMENSION LUMBER FLOOR FRAMING, REQUIRES: 2X "CROSS BRIDGING 1. THE STRUCTURAL ENGINEER SHALL BE CONTACTED DURING THE CONSTRUCTION PHASE TO BLOCKING ITE OBSERVATIONS NECESSARY TO CONFIRM THAT THE CONSTRUCTION
EXCAVATION REASONABLY FREE FROM WATER DURING THE PLACEMENT OF THE SPACED AT INTERVALS NOT GREATER THAN 51-0"; AT ALL SUPPORTS AND CANTILEVER MAKE THE JOB SA
CONCRETE. PROVIDE CONTI NUOUS PERI METER DRAINS AROUND THE BASE OF ENDS. 15 PROCEEDING ACCORDING TO THE PLANS AND SPECIFICATIONS. JOB-SITE > A
FOUNDATION AND RETAINING WALLS (RE: GEO-TECH SOILS REPORT FOR THE SPECIFIC M. ANY HOLES REQUIRED IN THE WOOD FRAMING; SHALL BE DRILLED THRU THE CENTERLINE OBSERVATIONS SHALL NOT BE CONSIDERED CONSTRUCTION APPROVALS (STRUCTURAL _ =
UNDER-DRAIN SYSTEM REQUIREMENTS). OF THE STUDS AND/ OR JOISTS AND SHALL NOT EXCEED A 1/2" DIAMETER. ENGINEER SHALL BE CONTACTED BY THE GENERAL CONTRACTOR AND NOT THE
G. FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATURAL SOIL OR PROPERLY N. UNLESS NOTED OTHERWISE, STEEL CONNECTORS SUCH AS THOSE MANUFACTURED BY THE SUB-CONSULTANTS. GENERAL CONRACTOR IS ALSO RESPONSIBLE FOR THE O
COMPACTED STRUCTURAL FILL I N ACCORDANCE WITH THE RECOMMENDATIONS OF THE SI MPSON COMPANY SHALL BE USED TO JOIN RAFTERS/ JO STS OR BEAMS TO OTHER SUB-CONSULTANTS WORK). > v
GEOTECHNICAL ENGINEER INCLUDING PROOF-ROLLING AND OVER-EXCAVATION, AS BEAMS AT FLUSH-FRAMED CONDITIONS. USE NAILS SPECIFIED BY THE MANUFACTURER J. ALL OMISSIONS OR DISCREPANCIES BETWEEN VARIOUS ELEMENTS OF THE WORKING OR O
REQUIRED. (NO CONCRETE SHALL BE POURED ON WATER, SNOW, OR FROZEN GROUND). AND PROVIDE THE MAXIMUM NAILS SUGGESTED. CONTACT THE STRUCTURAL ENGINEER EXISTING DRAWINGS AND/OR SPECIFICATIONS, AS THEY MAY OCCUR, SHALL BE BROUGHT
H. FOOTINGS ARE TO BEAR A MINIMUM OF 4'-0" BELOW EXTERIOR GRADE. CENTER ALL OF FOR ADDITIONAL CONNECTIONS AND DETAILS, AS REQUIRED. TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO OR DURING THE (p m
THE FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES, UNLESS OTHERWISE NOTED/ 0. MANUFACTURED JOISTS SHALL BE FROM AN APPROVED MANUFACTURER AND SHALL BE CONSTRUCTION WORK INVOLVED. RELEASE OF THESE DRAWINGS ANTICIPATES '( Ca
DIMENSIONED ON PLANS. EQUIVALENT IN LOAD CARRYING CAPACITY AND DEFLECTION CRITERIA TO JOISTS COOPERATION AND CONTINUED COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT
1. NO BACKFILL SHALL BE PLACED AGAINST THE FOUNDATION WALLS UNTIL THE LOWER SHOWN ON PLANS. PROVIDE BLOCKING, BRAG ING, WEB STIFFENERS AND OTHER AND ENGINEER TO PROVIDE THE BEST POSSIBLE STRUCTURE. THESE DRAWINGS HAVE ill
AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED (OR ADEQUATE ACCESSORIES AS REQUIRED BY THE MANUFACTURER. ALTERNATIVE JOISTS OF THE BEEN PREPARED FOR THE USE OF A LICENSED CONTRACTOR, EXPERIENCED WITH THE Z
SHORING IS PROVIDED) - CONCRETE SLABS SHALL BE PROPERLY CURED. SAME DEPTH AND SPACING MAY BE CONSIDERED PROVIDED THEIR LOAD CARRYING CONSTRUCTION TECHNIQUES AND SYSTEMS DEPICTED. a 0
J. BACKFILL SHALL BE COMPACTED TO MEET A 15% MINI MUM STANDARD PROCTOR CAPACITY 15 EQUIVALENT OR GREATER BENDING, SHEAR AND DEFLECTION. ALL JOIST Z —
DENSITY PER ASTM D-1557, UNLESS OTHERWISE NOTED IN THE GEOTECHNICAL REPORT. ALTERNATIVES SHALL BE APPROVED BY THE ENGINEER OF RECORD (E.O.R.) PRIOR TO 4)
BACKFILL SHALL BE PLACED IN 12 MAXIMUM VERTICAL LIFTS (PLACED EQUALLY ON USE. LLI _1 >
WHERE APPLICABLE) OR AS DETA I LED I N THE GEO-TECH SO 1 LS
EACH SIDE OF WALL, P. LAMINATED VENEER LUMBER (LVL) SHALL HAVE BEEN DESIGNED ASSUMING THE
REPORT AND SHALL BE FREE OF ORGANIC/ VEGETATIVE MATERIAL AND COMPACTED IN FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 2800 PSI; HORIZONTAL SHEAR ILI
A MANNER THAT DOES NOT DAMAGE THE CONCRETE FOUNDATION, WATERPROOFING OR STRESS, 285 PSI; MODULUS OF ELASTICITY, 2,000,000 PSI; COMPRESSION PARALLEL TO !-�
DAMP-PROOFING MATERIAL. GRAIN, 3000 PSI. In
K. F I NAL BACKF 1 LL GRADES SHALL PROMOTE PO51 T I VE DRA 1 NAGE AWAY FROM THE 0
STRUCTURE AND SHALL CONFORM TO ALL THE REQUIREMENTS LISTED IN THE O
GEOTECHNICAL REPORT. STRUCTURAL WOOD FRAMING ASSEMBLIES: �/
L. CONTRACTOR SHALL PROVIDE CRAWLSPACE VENTILATION PER THE IBC REQUIREMENTS. A. ALL EXTERIOR WALLS/ SURFACES SHALL BE SHEATHED WITH PLYWOOD OR OSB, +r��
TYPICAL, UNO. (ANY PANEL IN CONTACT WITH THE EXTERIOR SHALL BE EXT. GRADE). V Ua
B. PANELS SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN
REINFORCED CONCRETE: PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCT 1- Ill
A. STRUCTURAL CONCRETE CONSTRUCTION WORK SHALL CONFORM TO THE REQUIREMENTS STANDARD PSI, LATEST EDITION FOR PLYWOOD ,TYPICAL ALL ASSEBMLIES. m
OUTLINED IN THE ACI "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND THE ACI 318 C. TYPICAL WOOD FRAMING ASSEMBLIES:
MANUAL. • LOAD BEARING WALLS: Z ' V
B. CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II SULFATE-RESISTANT I. ALL EXTERIOR WALLS SHALL BE ASSEMBLED WITH 2X6 STUDS AT 16" O.G. TO A
11.1
PORTLAND CEMENT, AGGREGATE AND WATER; TO SATISFY THE FOLLOWING MAXIMUM HEIGHT OF 12'-6", 2X6 STUDS AT 12" O.G. TO A MAXIMUM HEIGHT OF 14'-6",
REQUIREMENTS: AND (2)-2X6 STUDS AT 16" O.G. TO A MAXIMUM HEIGHT OF I6"-O", TYPICAL, UNO. < EK
(STUDS LONGER THAN 16-0" SHALL BE REPLACED WITH 1 3/4" X 5 I/2" LVL STUDS). 0f�
ELEMENT: F1 MIX TYPE MAX W/C RATIO % AIR 2. ALL INTERIOR BEARING WALLS SHALL BE ASSEMBLED WITH 2X6 STUDS AT 16" O.G. V
FOOTINGS 3000 PSI ---- ---- W/ 5/8" GYPBOARD - STAGGER END JOINTS, AND FASTEN W/ #8 DRYWALL SCREWS �1
AT 4" O.G. ALONG ALL PANEL EDGES AND AT q" O.G. ALONG ALL I NTERMED I ATE
C. HOT AND COLD WEATHER CONCRETE PROCEDURES SHALL CONFORM TO THE SUPPORTS; SUPPORT HORIZONTAL JOINTS W/ WOOD BLOCKING - TYPICAL, U.N.O. immim
RECOMMENDATIONS IN THE AGI "MANUAL OF CONCRETE PRACTICE" (IT IS HIGHLY 3. CAP WALLS WITH A DOUBLE TOP PLATE INSTALLED TO PROVIDE OVERLAPPING/ W
RECOMMENDED THAT NO CONCRETE SHALL BE POURED WHEN THE TEMPERATURE IS INTERLOCKING CONNECTION AT CORNERS AND AT INTERSECTIONS WITH OTHER
BELOW 40° F). PARTITION WALLS. IF OVERLAP IS NOT POSSIBLE, STRAP TOP PLATES TOGETHER I
D. THE BUILDER AND FUTURE OWNER SHOULD BE MADE AWARE OF THE CHANCE OF WITH METAL STRAP TIES (SIMPSON ST2a2 OR EQUIVALENT).
MOVEMENT AND CRACKING OF ANY STRUCTURE PLACED D I RECTLY ON COMPACTED FILL. 4. GABLE-END WALLS SHALL BE BALLOON-FRAMED TO THE BOTTOM OF JO 1 STS OR
E. EXPANSION BOLTS SHALL BE PLACED A MINIMUM OF 6 BOLT DIAMETERS FROM THE TRUSSES.
CONCRETE EDGES AND SHALL MAINTAIN A 12 BOLT DIAMETER SPACING, UNLESS NOTED 5. AT BEAM BEARING LOCATIONS IN STUD WALLS; PROVIDE MULTIPLE-STUD PACK
OTHERWISE. BOLTS FOR BEAM AND COLUMN BEARING PLATES SHALL BE SET WITH EQUAL TO WIDTH OF BEARING MEMBER, UNLESS NOTED OTHERWISE.
TEMPLATES. 6. PROVIDE 1/2" EXTERIOR PLYWOOD - STAGGER END JOINTS, AND FASTEN PER PLAN
F. ANY STOP IN CONCRETE WORK MUST BE MADE AT A THIRD POINT OF THE SPAN WITH NOTES; SUPPORT HORIZONTAL JOINTS W/ WOOD BLOCKING. -
VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS, UNLESS NOTED OTHERWISE. • NON-BEARING PARTITION WALLS:
SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL I. INTERIOR NON-BEARING PARTITION WALLS SHALL BE 2X4 OR 2X6 STUDS AT 24"
PLANE. O.G. WITH 5/8" GYPBOARD, TYPICAL, UNO. (�
2. CAP WALLS WITH DOUBLE TOP PLATE INSTALLED TO PROVIDE OVERLAPPING/ v ,
INTERLOCKING CONNECTION AT CORNERS AND AT INTERSECTIONS WITH OTHER
CONCRETE'S STEEL REINFORCING: PARTITION WALLS. IF OVERLAP IS NOT POSSIBLE, STRAP TOP PLATES TOGETHER
A. CONCRETE REINFORCING DETAILING, FABRICATION AND PLACEMENT SHALL CONFORM TO WITH METAL STRAP TIES (SIMPSON ST2612 OR EQUIVALENT). 0
THE REQUIREMENTS OUTLINED I N THE AGI "DETAILS AND DETAILING OF RE I NFORCEMENT" 3. PROVIDE (2) OR (3)-2X8 OR 2X6 HEADERS OVER ALL OPENINGS 1 N NON-BEARING 0 j z
ACI 315. PARTION WALLS, WITH (1)-2X4 OR (I)-2X6 TRIMMER AND (1)-2X4 OR (I)-2X6 KINO fX
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B. ALL REINFORCING SHALL BE HIGH GRADE DEFORMED BARS CONFORMING TO ASTM STUD EACH END, TYPICAL, UNO. 1- 0
A6I5, GRADE 60 (MARKED WITH A "5"); EXCEPT TIES, STRRUPS AND PLATE ANCHORS 4. AT BEAM SEARING LOCATIONS IN STUD WALLS; PROVIDE MULTIPLE-STUD POSTS Y }
WHICH SHALL CONFORM TO ASTM A6I5, GRADE 40 OR ASTM A706, GRADE 60. EQUAL TO WIDTH OF BEARING MEMBER, UNLESS NOTED OTHERWISE. 11-11 IU
C. CONCRETE COVERAGE FOR REINFORCING SHALL CONFORM TO THE FOLLOWING: • FLOOR CONSTRUCTION:
I. CONCRETE POURED AGAINST EARTH: 3" II. INTERIOR SUB-FLOOR SYSTEM SHALL BE 3/4 T4 G PLYWOOD SUBFLOOR 0 w
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2. CONCRETE POURED I N FORMS (EXPOSED TO WEATHER OR EARTH): 2" (STURD-I-FLOOR) - STAGGER END JO NTS, GLUE AND FASTEN PER PLAN NOTES - �O In
E. LAP SPLICES OF REINFORCING, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 TYPICAL, U.N.O. (INSTALL SHEATHING WITH LONG DIMENSION PERPENDICULAR TO
BAR AND SMALLER, UNLESS NOTED OTHERWISE. CONTACT ENGINEER FOR SPLICING JOISTS). I I 2
RECOMMENDATIONS PRIOR TO CONSTRUCTION, WHERE NOT SPECIFICALLY DETAILED OR 2. PROVIDE SOLID BLOCKING BETWEEN FLOOR JOISTS AT ALL BEARING LOCATIONS. 0
NOTED (DO NOT WELD OR USE MECHANICAL REINFORCING SPLICING, UNLESS NOTED BLOCKING MATERIAL SHALL MATCH FLOOR JOIST MATERIAL. l 1
OTHERWISE). �J
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0 CI V. �r �' r+ PROJECT: 1347
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