HomeMy WebLinkAboutD13-0015 Foundation Plan.pdf i
C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE:
GENERAL NOTES 1. CONCRETE POURED AGAINST EARTH 3"
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"
1. LIVE LOADS USED IN DESIGN: 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2"
4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" D 13 - 0 0 15
A. ROOF SLOPE STEEPER THAN 4:12 80 PSF
D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH
B. ROOF SLOPE LESS THAN 4:12 100 PSF SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION.
C. TYPICAL FLOOR 40 PSF E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR
AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL
D. EXTERIOR DECKS AND PATIOS 100 PSF BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER UNLESS NOTED
OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS.
E. GARAGE FLOOR 50 PSF
F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS _ •+ _
F. IMPORTANCE FACTORS IN CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY
CATEGORY I AT EACH CORNER.
SNOW FACTOR IS I
WIND FACTOR IW I G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS
FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. ..
G. WIND
3 SECOND GUST 90 MPH 8. STRUCTURAL STEEL
FASTEST MILE 85 MPH
EXPOSURE B A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS
WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH
H. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST
EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.
I. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2012 EDITION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL.
2. DEFERRED SUBMITTAL B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT
CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED
A. DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDING OTHERWISE.
OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. Monroe & Newell
C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE
B. DEFERRED SUBMITTALS ARE: LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." Engineers, Inc.
1. STEEL FRAMING SHOP DRAWINGS
D. EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS Avon
C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC P.O.Box 1597
LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) 70 Benchmark Road, Suite 204
DOCUMENTS.
TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE Avou,Colorado 81620
(970)949-7768
NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD FAX(970)949-4054
3. TESTING, INSPECTIONS AND OBSERVATIONS: CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM EMAIL avon@ monroe-newell.comn
AND SPAN.
A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.
STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY Denver
SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. 1400 Glenarrn Place,Suite 101
AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY Denver,Colorado 80202
CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS (303)623-4927
FILLET UNLESS NOTED OTHERWISE. EMAIL d FAX(303)623-6602
enver @monroe-newell.com
B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS
SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT
1. SOIL PREPARATION SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES).
a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND
IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH H. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL
THE APPROVED REPORT. STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR RE G-
2. CONCRETE CONSTRUCTION LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT •� .�►I ,�
a. PERIODIC INSPECTION OF REINFORCING STEEL. LATERAL SYSTEMS AND DECKS ARE IN PLACE. P.
b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. 0,'• v� �°.
C. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO I. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP
FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS
CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.
d. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION
TECHNIQUES. 9. NON-SHRINK GROUT
e. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING .�„.. •'
TEMPERATURE AND TECHNIQUES. A. NON-SHRINK GROUT SHALL BE PROVIDED:
3. STEEL CONSTRUCTION 1. BETWEEN COLUMN BASES AND CONCRETE SUPPORTS.
a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION 2. BETWEEN BEAM BEARING PLATES AND CONCRETE SUPPORTS.
EXCEPT THE FOLLOWING: 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH
1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.
ACCORDANCE WITH SECTION 1704.3.
b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT 10. WOOD
DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,
WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY
VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL
MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS BUILDING CODE AS FOLLOWS: rq
IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP
WELDING. 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI
1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI O
2. WELDING OF STAIRS AND RAILING SYSTEMS. 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI
c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR
AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. TO ALLOWABLE STRESS INCREASES.
d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE
WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND
SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). . w
APPLICATION OF JOINT DETAILS AT EACH CONNECTION. L( ,
e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE.
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND Ln
MANUFACTURER'S CERTIFIED MILL TEST REPORTS. D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS.
f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS , `
FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED IS REQUIRED. v
CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF O
COMPLIANCE. E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE `-
g. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH STRENGTH TABLE 2304-9.1 UNLESS NOTED OTHERWISE.
BOLTS.
1. WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL F. LAMINATED BEAMS
DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT •
PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH LESS THAN 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL
STANDARDS ARE MET. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY SIZES SHOWN ARE NET.
TO THE SNUG-TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE
VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF LU 0
AND PROPERLY SNUGGED. STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC.
3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS U •
4. FOUNDATIONS MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. O
MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY
A. MAXIMUM SOIL DESIGN PRESSURE 2000 PSF STAMPED ON EACH MEMBER.
B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 113 222A G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. W
BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., DATED JULY 26, 2013. 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL
BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD Q w
C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ASSOCIATION. [,`/)
ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE
CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF
SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS
WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE
D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR WEATHER SHALL BE OF THE EXTERIOR TYPE. W
PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED _
SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG LZ
D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE INTERMEDIATE SUPPORTS. O
ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL 4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED
REPORT FOR DESCRIPTION OF BEARING SOIL). WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG
INTERMEDIATE SUPPORTS. ce
E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR
INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER OSB SHEATHING NAILED WITH 8d (OR 10d) NAILS AT 6" ON CENTER ALONG PANEL O
TO SOILS REPORT FOR BACKFILL MATERIAL. EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES
SHALL BE BLOCKED. •
F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN z
LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.
CONCRETE SLABS SHALL BE PROPERLY CURED. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND
GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS.
G. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED
OTHERWISE ON PLANS. H. WOOD DECK LU E
H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED WOOD DECKING SHALL BE 2x T&G DOUGLAS-FIR LARCH (E=1,700,000 PSI, Fb=1450
FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. PSI). PLANKS SHALL BE SPLICED AT CENTER OF SUPPORT MEMBERS WITH ADJACENT
PLANKS SPLICED AT ALTERNATE SUPPORT MEMBERS. EACH DECK PLANK SHALL BE
I. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY SLANT-NAILED TO THE TONGUE OF THE ADJOINING COURSE WITH 8d NAILS AT 24" `v
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. ON CENTER WITH ALTERNATE PLANK NAILING OFFSET 12". NAIL EACH PLANK TO EACH
SUPPORT WITH (2)-16d NAILS-1 STRAIGHT, 1 SLANTED. WOOD DECKING SHALL BE
J. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. GLUED IN THE GROOVE JOINT WITH 40% GLUE COVERAGE.
5. SLAB ON GRADE I. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND ^ '
SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES W
A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED, ALTERNATES SHALL h^
ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION EQUAL TO OR GREATER rq
CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING TO BE AS
REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. REQUIRED BY THE JOIST MANUFACTURER. O
B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED J. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS
TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. `-
DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS'
REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR
RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH 5 1/4" WIDE MEMBERS.
THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.
11. NON-STRUCTURAL ELEMENTS
6. CONCRETE
A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR
A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND
STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: OTHER STRUCTURAL MOVEMENTS.
CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET
ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE
FOOTINGS 2500 psi STD --- --- ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED
Date 9-19-2013
FOUNDATION WALLS 4000 psi STD --- --- UNRESTRAINED UNLESS NOTED OTHERWISE.
INTERIOR SLABS ON GRADE 3000 psi STD 0.50 ---
EXTERIOR CONCRETE (++) 4500 psi STD 0.45 6%-8% 12. GENERAL Drawn By "N
++ MAXIMUM SLUMP SHALL NOT EXCEED 4". A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. Checked By HS
B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND
LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND Project No. 9272
OF ALL CONCRETE SHALL EXCEED WC1.5 33z/-F'C (OR 57,000z/T'C NORMAL WEIGHT REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.
CONCRETE). Revisions
C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER
C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS
SHALL BE SPACED 10 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON Foundation Permit 9-19-13
WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR
M JOINT. SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF
HIS ITEMS.
`V D. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A
HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,
SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED
SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED
rn ENGINEER. BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36.
3
o E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH.
Cl) WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE
N STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL
N
CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. STRUCTURAL STEEL. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO
W
'p WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE
Q 7. REINFORCEMENT CONTRACTOR.
U
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(D A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE
m A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.
DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. VED
CEIH. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR RE ■ O
C B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.
W LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. By David Rhoades at 4:32 pm, Sep 19, 2013
N I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND
N ARCHITECTURAL DRAWINGS.
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7A 0 \0 WALL AT HIGH SIDE - F Al I WAI I C; FPS HIOHEM N 4'-0 IN
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ADDITION TO WALL R �E.
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\ \I�' / / / / / / \ '7. FOOTING ELEVATIONS SHOWN A F MAXIS4UM-C, ND M�Y NEED TO FAX(970)949-4054
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q. UNLESS OTHERWISE NOTED - ALL SLAB ON rz?RADES ARE 5" THICK
(0' WITH &X& "2.1 X W2.1 WELDED "IRE FABRIC. (303)623-4927
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1.� �&\A 10. PROVIDE CONTROL JOINTS OR CONSTRUCTION JOINTS AS SHOWN
or- VAfo• A7- ON FOUNDATION PLAN. MAXIMUM SIZE OF EACH AREA SHALL NOT
EXCEED 144 FT
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WITH ARCHITECTURAL DRAWINGS.
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12. CENTER FOOTINGS UNDER WALLS AND COLUMN5 UNLESS .. ....
110 0"
01-MEN5JONED OTHERWISE ON F_C1UNC4A_TtON PLAN.
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V AND LANDING SLAB ELEVATIONS.
CAJ At? A q 3le.. 14. ALL SITE HALLS NOT SHOWN ON THIS PLAN SHALL BE BUILT PEP,
> ARCHITECTURAL LANDSCAPE PLANS, DETAILS AND ELEVATIONS.
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5 2 SITE WALLS SHALL NOT BE CONNECTED TO THE BUILDING UNLESS
i I NOTED OTHERWISE.
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4 15 Revisions
54.1
Foundation Permit 9-19-13
EL WALL STEP
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WOOD FRAMINCz NOtE54
\ \ I
I. ALL WOOD FRAMING JOISTS SH ILL BE BGI JOISTS AS �
3A \ \ MANUFACTURED BY BOISE ORP RATION. ALTERNATES � �+�
SHALL HAVE EQUAL OR O EATE� CAPACITY AND SHALL BE
A \ I I i REVIEWED BY THE ENOINEEIR OF RECORD.
1A ` N 2. "LVL" INDICATES VERSA-L M BE MS, AS MANUFACTURED BY BOISE
CORPORATION. ALTERNATES SH LL HAVE THE SAME OR
I . . . . . . . . . . . . . . . . . . . . . . . . . . . / &0 I
NOTES.
\ p \ik 1. / 3. Q INDICATES COLUMN DOW ONL . MULTIPLE 2X FRAMING NOTED
�� Q . . . . . . . . . . . . . .P . . . . . . . . . . P, . . . . .
. . . . . '� r.! .f. <S�(oO`-fO'�>i /. � 4. INDICATES
NGRETE WAL� ORNFOOTIND DWN UNLESS IT BEARS ON
NOB LOW, OR IT IS LABELED UP ONLY,
t` . . . . . . . . . . . . . . . . . . . . . . . . . . . . `. . \ . . i. . . . . I Q\'
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N 1 �! . . . . . . . . . . . . . . . . . gP� 5. < > INDICATES TOP OF BEA ELEVATION OR PLATE HEIGHT ELEVATION. 1J
M
\)p . . . . . �. . . . .Y. . . . . . . . . .
�N', . p, 6. 0 INDICATES TOP O STRU TURAL FLOOR SHEATHING
Nom...... . . . . . . . . . . . . . . . . . . . . .:. .:. . . . . . . '. . . . . . . .\. . . . ; I . . . . . . . . . . . . . . . . . i. ELEVATION.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ Monroe & Newell
.
�. HEADERS SHALL BE (3)-2X UNL SS NOTED OTHERWISE. ALL
g rn �� �4 • • •I • , �� . • N•" �/ • • • • • ;• HEADERS SHALL BE BUILT UT T 5 I12" (3 I12") WIDTH BY Engineers, Inc.
X . . . . . . . . . . . . . . . .
\� I . 0P Q . . . . . . .\ . . . . . . . . . . . . . . I 7 ADDING PLYWOOD SPACERS ASIREGUIRED.
G pN\" ' ' ' 0. . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. . . . . . . . . . . . . . . . . . . . . . . . . . . . .A
:. .. O N \,
` . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . / . . . . Q �/� 8. ALL COLUMNS SHALL BE +2X& UNLESS NOTED OTHERWISE. Avon
C P�
. . . . . . . . . . . . . . . . . �\ �, ,.V \'. .. ` W �.,
P.O.Box 1597
\ . . . . . . . . . . . . . . . . �;�\q� /" Q >P� i "SI \ I 70 Benchmark Road,Suite 204
� �`' \ � . � \`• � � \ \"� � � � � � � � � � � � � � . . . . . . . . . . . � � �O� � � G. WOOD COLUMNS SHALL BE GONT�NUOUS FROM FLOOR
�" y). �`, ` P� r TO FLOOR OR FLOOR TO OOF. TRIMMERS SHALL BE ADDED TO Avon,Colorado 81620
\ . . . . . . . . . . . . . . . . NOTED COLUMN SIZES AS EQUI ED. FAX(970)949-4054
A .�PN�{. y � A I EMAIL avon(a monroe-ewell corn
0• • • • 3 \�' 1O. ®INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS
/ . . . .I I
�5`7� . . . . . . . . -,01 BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW.
. . . . . . . . . ��\ 2. . . . . . . . . . . . . . . . . �. �7c5
A� Jam. 11. ALL EXTERIOR WALLS SHA L BE CONSTRUCTED USING 2X6 Denver
C� ,�\5� v�N �C� �O. ' �% O\' STUDS. REFER TO EXTERI R WA L DETAILS FOR ADDITIONAL 1400 Glenarm Place,Suite 101
\ 9 G \ O Denver,Colorado 80202
, \'2` (j P �� INFORMATION. EXTERIOR TUDS CAN BE SPACED 2'-0" FOR (303)623-4927
�7C N \O,�OP ) q ` . . . . . . . . . . . . . . . . . WALLS SHORTER THAN 10'- ". S UDS SHALL BE SPACED 1'-4" FAX(303)623-6602
Al- ` "�'/ ?` ( C3 2 FOR WALL SHORTER THAN 14'-O" AND TALLER THAN 10'-O".
I EMAIL denver@monroe-newell.com
G ��
X - P . . . . . ��. . . . . . . . . . . . . . . . 12. ALL BEAM/BEAM AND BEA�/CO UMN CONNECTIONS SHALL BE
g AY�A N / • • • • • • • • IE��\�rG MADE WITH SIMPSON STEE PLA E CONNECTORS UNLESS NOTED
1. . . . . . . .i. gPv OTHERWISE.
Ci A % O / ) \6i LJ :/ . .
- . . . . . . . . . . . / 13. RE: ARCHITECTURAL DRA�IINOS FOR LOCATION AND SIZE OF
�2 II ` 2(d. mil• ROUGH OPENINGS IN WOODI STUD WALLS. � .
y�\2 \0,� . . 14. RE: ARCHITECTURAL DRA IINGS OR HANDRAIL AND STAIR •'Q �'�''
'1�0,' ...... ......... .. FRAMING DETAILS. � � Q �•a .
. . . . . . i . . . . . . . . . . . .I . . . . . . . . . . . . _.15 Al I EXTERIOR HAI I /F
��\ �� \ �\ \ . . .. . ..i'. .... .... .........'............. .. ............. FLOOR TO FLOOR OR FLO R T ROOF (INCLUDING RAKE WALLS). _
\ N \N \ J • • r- . i6, RE: SHEET SI.0 FOR GENEF�AL N�TES.
\\ Gj0 -( v� I �7c3 yl . . . . . . . . . .. . . . . . . . \I�. . . . . . . . . c . .
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TOPPING SLAB ° • • • • r! 8261'-5"
TOP OF
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"12X50 ' . . . . . . . ' Date 9-19-2013
Drawn By AVN
EMBED EMBED
PLATE PLATE
Checked By HS
n Project No. 9272
Revisions
' "12x50 ' I Foundation Permit 9-19-13
N
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\ UJOOD FR,4MINC� NO�fES:
o� \ I
1 3A I G I I� MANUFACTURED RED BY BOISETSORP LRL BEON. ALTERNATES AS �
(2 A \
` \ ., \r` SHALL HAVE EQUAL OR GEATE CAPACITY AND SHALL BE
I \ I �, V N`. I REVIEWED BY THE ENGINEEIR OF RECORD.
1 A 2. "l INDICATES VERSA-L M BEAMS, AS MANUFACTURED BY BOISE �--
- ROOF FIRAMINC= NOTES: CORPORATION. ALTERNAT S 5H LL HAVE THE SAME OR
`'••• GREATER CAPACITY AS LISTED IN THE STRUCTURAL GENERAL
A7� I. ROO� SHEATHING 5/8" (48/24 SPAN RATING). STAGGER PANE END JOINTS NOTES.
:�. . .\ �•, \ - AND ASTEN WITH loci NAILS AT 6" MAXIMUM ALL EDGES AND I'-0" MAXIMUM
. . . . . . . . . . . . . . .,,. . . . . . . / OTHEF SUPPORTS.
\ 3. INDICATES COLUMN DOW ONL MULTIPLE 2X FRAMING NOTED
\ JL ,N . . . . ON PLANS
\ \ / / 2. RE: �RCHITECT FOR ROOF SLOPES AND BEARING PLATE HEIG TS
NOT OTED. 4. E INDICATES COLUMN UP NIP D INN UNLESS IT BEARS ON
` ...................................................................'.'.'.'.'.'.'.'.'.'.'.'.'.p .. .... . . .. .�A. . ..... ........... . . / CONCRETE WALL OR FOOTING BLOW, OR IT IS LABELED UP ONLY.
\ 1 I 1 I 3. ALL HEADERS SHALL BE (3)-2X10 UNLESS OTHERWISE NOTED. ^LLNG I
7.
I I
J
. 2
� \ 2-1 >,• '• • • • HEADERS SHALL BE BUILT OUT TO 5 I/2" OR 3 I/2" WIDTH BY A DI 5, < > INDICATES TOP OF BEA ELEVATION OR PLATE HEIGHT ELEVATION.
�� :: ::: : . . . . . . . . \ . . . . . .". . . PLY OD SHIMS AS REQUIRED.
�7�\1. . \ J�\. . / / / / 6. INDICATES TOP 0 STRU TURAL FLOOR SHEATHING
\ I . . . . . . . . . . . . . . . . . . . . . ._. rj". , � . . �\ Apr. . �,.� ". I 4. ALL HEADERS LONGER THAN 6'-O" SHALL REQUIRE TWO TRIM I ELEVATION. Monroe & Newell
11?............................ . . ......................... .....'.�.\'. . . . .'.'.'.' �!.OLv STUD AND TWO KING STUDS EACH SIDE.
j . . . . . . . . . . . . . . . . . . . . . . .` . .JV. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . 7. HEADERS SHALL BE (3)-2X UNL SS NOTED OTHERWISE. ALL Engineers, Inc.
. . . . . . . �pc. .�` . . . I . . . �. \. F 5. ALL 01ST HANGERS SHALL BE SIMPSON LUP, WP OR LSSU TYP� HEADERS SHALL BE BUILT �UT T 5 I/2" (3 I/2") WIDTH BY
\ . .-. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .\ . . . . . . . . . . '
1 I . . . . .". . . . . . . . . .\ I UNLESS NOTED OTHERWISE. I ADDING PLYWOOD SPACERS ASIREGUIRED.
. . . . . . . . . . . . . . . . . . . . . . . . ,
. . . . . . . . . . . Avon
\��G J�. • \ .. . . . . . 6. ALL EAM TO COLUMN CONNECTIONS, BOTH TOP AND BOTTOM 8. ALL COLUMNS SHALL BE ( -2X NLESS NOTED OTHERWISE. P.O.Box 1597
\ �. . . . . . . . . . 6 U
p. I. . 70 Benchmark d u
SHAL USE SIMPSON PLATE CONNECTORS UNLESS NOTED chm Road,Suite 204
. . . . . . . . I. . . . . . I OTHERWISE ON DETAILS. i cl. WOOD COLUMNS SHALL BE'CONTINUOUS FROM FLOOR Avon,Colorado 81620
.. �.ON.: . : : . : : : : : . : : \. . . . . . . .. . . . . . . . . ` / / (970)949-7768
TO FLOOR OR FLOOR TO 001= TRIMMERS SHALL BE ADDED TO FAX(970)949-4054
\ \ . . .• • . .•.• •.•.•.•.•.•.•.•.•. .•.•.•.•.•. 7. ALL XTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM NOTED COLUMN SIZES AS fI EGUIf ED. EMAIL avon(a monroe-newell.com
. . . . . . . . ...... . .'.'. . I N.\. / I FLO R TO ROOF (INCLUDING RAKE WALLS).
\ . . . . . . . '.'.�. .". . N . . . . . .
�j. . N• • • �� ±;•� 10. ®INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS
8. ALL REFABRICATED TRUSSES SHALL BE ALIGNED WITH WALL BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW.
\ \ ` �. \ . . . . . . . . \. .. .. ..... . ..... ...".\." .... .". . . STUD BELOW. Denver
` ` • . •. . • 1 11. ALL EXTERIOR WALLS SHA L BE CONSTRUCTED USING 2X6 1400 Glenarm Place,Suite 101
I \ . . �� /' ` G:' � I G. < > INDICATES TOP OF ROOF BEAM OR TOP OF PLATE H IGHT. STUDS. REFER TO EXTERI R WA L DETAILS FOR ADDITIONAL Denver,Colorado 80202
\ ��G\ INFORMATION. EXTERIOR TUDS CAN BE SPACED 2'-0" FOR (303)623-4927
_ / A� \ 'l1 10. SEE HEET 51.0 FOR GENERAL NOTES. WALLS SHORTER THAN 10'- ". SUDS SHALL BE SPACED 1'-4' FAX(303)623-6602
EMAIL denver @ monroe-newell.com
. . . . . � FOR WALL SHORTER THAN 14'-0" AND TALLER THAN 10'-O".
1/� R R HIT T FOP, CHIMNEY I AN LOCATIONS NOT NOT N TR T RA PLANS.
. . . . . . . . -( . . . . . . . . . . . . . . E G EG O G E S ZES D LOG O S O O D O S UG t) L
�.�. 12. ALL BEAM/BEAM AND BEA /GO UMN CONNECTIONS SHALL BE
F9� ONG C�` \� ON\' �\ ` ' �' ' ' ' , / / I��OVE FRAMING SHALL BE 2X6 MINIMUM AND SHALL BE POSTE MADE WITH 5IMP50N STEEI PLAIl�E CONNECTORS UNLESS NOTED
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oN� o P C 13. RE: ARCHITECTURAL DRA INGS FOR LOCATION AND SIZE OF
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. . . . . . . . . . / ROUGH OPENINGS IN WOOD�STUD WALLS. Q
/ \ �•' ' ' ' ' / 14. RE: ARCHITECTURAL l INGS OR HANDRAIL AND STAIR (� P �
. . . . . . . . . . . . . . . . . . ./ . . . . �. . FRAMING DETAILS. •,,I; _
\A�' � . . . . . 15. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM t=
\. . . . . . . ,4,.. /. FLOOR TO FLOOR OR FLO R T ROOF (INCLUDING RAKE WALLS).
. . . .O```ff`.\.-.. . . . . . ... . .�. . . . . . . . . . . . . . I6. RE: SHEET 51.0 FOR GENEf�AL N�TES.
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P.O.Box 1597
\O \ 70 Benchmark Road,Suite 204
Avon,Colorado 81620
FAX(970)949-4054
EMAIL avon(monroe-newell.com
Denver
1400 Glenarm Place,Suite LO 1
\ A 7C - I , I Denver,Colorado 80202
\ \ GJ r\ / \I / (303)623-4927
FAX roe-n wells 623-6602
\ \ EMAIL denve monroe-newell.com
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/ OTHER SUPPORTS
A - - � - - - - - - i - - - - - - N - - - - - - - - - - - - - _ - - - A Ln
(3)-2X10 )-2X1 2. RE: ARCHITEG_T F R R�F OPES AND BEARING PLATE HEIGHTS
NOT NOTED. i
B / ' \ OVERFRA E } WI 33 B r ,
Q 3. ALL HEADERS SH LL B (3) XIO UNLESS OTHERWISE NOTED. Al V
3 -14" LV 1 BG1 , J HEADERS SHALL E BUI T O TO 5 I/2" OR 3 I/2" WIDTH BY ADDING
\ bX N 1 1 0 = 1 I'-4" I 1 PLYWOOD SHIMS AS REPUIRIF. O �-
` '� X , 4. ALL HEAD RS LO GER H 6'-O" SHALL REQUIRE TWO TRIM
/ - X1 `t (V 56.1 STUDS AN TWO t ING 5 U EACH SIDE.
b O 12" BG / AT I'-4" WIT � I � 3 Q
(3)- b' LVL 6X10 IGGERS AT 4�0" I = AN S S
I ., 5 ALL JOIS H GE H� L E SIMPSON LUP, WP OR LSSU TYPE
Co. ALL BEA TO COLUMN C O N GTIONS, BOTH TOP AND BOTTOM I 1
\ 0X45 I SHALL USE SIMPSQN PL.Q.T / NNEGTORS UNLESS NOTED W
12" BG /60 i I OTHERWIS ON D TAILSI`
AT I'- 0 I 12" BGI/ 0 AT 1'-4" WITH 0
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Foundation Permit 9-19-13
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P.O.Box 1597
70 Benchmark Road, Suite 204
Avon,Colorado 81620
(970)949-7768
FAX(970)949-4054
EMAIL avon @monroe-newell.com
3" MAX. STONE
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Monroe & Newell
Engineers, Inc.
3/4" = I'-O"
5ECTION
SOLID PLYWOOD FILL 7/8" CONT. SHIM AVOri
(2)-112" 0 THRU-BOLTS P.O.Box 1597
70 Benchmark Road,Suite 204
AT I'-O" STAGGER Avon,Colorado 81620
PLUS GLUE (970)949-7768
FAX(970)949-4054
EMAIL avonC monroe-newell.com
SECTION ,4-,4
5 1/2" RIGID INSULATION 8' C T f I O N Denver
1 I 1400 Glenarm Place,Suite 101
WITH NAILBOARD Denver,Colorado 80202
3/4" = 1'-0" (303)623-4927
2X DECK FAX(303)623-6602
'-O" MAX EMAIL denver @ monroe-newell.com
5 112" RIGID INSULATION
12 (5)-2X10 WITH NAILBOARD
4
2X DECK 5/8" ROOF SHEATHING
p RE?-
O
6X10 RAKE `••
i
FASCIA
RE: ARCH. `
3/8" STEEL KNIFE
PLATE WITH (2)-1/2" (V STEEL BEAM RE: PLAN 1 X10 RAKE WITH
I/2" (P THRU-BOLT ROOF JOIST RE: PLAN
THRU-BOLTS AT 2'-0"
2X8 BLOCKING
STONE VENEER
RE: ARCH.
N
5C� 7 1ON2
3/4" = 1'-0" 3/4" = 1'-0" O
5 1/2" RIGID INSULATION
AND NAILBOARD
2X DECK � /�
FASCIA `j
RE: ARCH. '
SIMP50N 5T22 AT 1'0" STA00EBR LTS L1�J
EACH JOIST 12 AND GLUE V
A
5/8" ROOF SHEATHING RE: PLAN O
12
4XXX'-XX{ --- __
p
°
° W N 0
°
6X10 OUTRIGGER U 0 U
2X BLOCKING Z 0
A -
STEEL BEAM RE: PLAN EACH SPACE ROOF JOIST RE: PLAN W Z
_
•
W BEARING BLOCK
WITH BEVELED 2X TOP ROOF JOIST RE: PLAN UNDER EACH 6X10 SIMPSON H2.5 CLIP
PLATE AND WEB B �LOGKIN WITH LSSU HANGER V
AND 112" m THRU-BOLTS BEVELED TOP PLATE Q �/r1
AT 2'-0" to
L
CTION CTION a oc L
3/4" = 1'-0" 3/4" = 1'-0" O
U o
Z
•- a�
cn > •—
ON ST22
EACH L E
EACH JOIST
5/8" ROOF SHEATHING
12
4 C./') CL
� N
� O
(3)-LVL RE: PLAN ROOF JOIST RE: PLAN
WITH (2)-ROWS 1/2" (P WITH LSSU HANGER
THRU-BOLTS AT 6"
STAGGER
5 C: TION .4. >
3/4" = 1'-0"
Date 9-19-2013
Drawn By AVN
Checked By HS
Project No. 9272
Revisions
Foundation Permit 9-19-13
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